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HomeMy WebLinkAboutWPO202200017 Plan - VSMP 2023-02-13VS M P PLAN LEGEND EXISTING NEW 10 10 - -510- - 10 �08 12 311.5 x - +1 1� 1� 311.5 TC x + + 311.5 TW x -I 1� 311.5BWx +n" , x x -0- -0- OHU OHU ucu -UGU OHE UGE SO q ® q RD RD O S S W W w$ wS O ® O ev ®V FHA FHA *FDc FDC A A GAS GAS OWNER/DEVELOPER Cameron Property Cville LLC 6805 Morrison Boulevard DESCRIPTION Suite 250 Charlotte, INC 28211 BENCHMARK ZONING SITE PROPERTY LINE NMD - Neighborhood Model District ZMA201800013 (Rio Road W) was approved on July 17, 2019 ADJACENT PROPERTY LINE ZMA201800013 includes application plan, proffers, and code of development BUILDING SETBACK AIA- Airport Impact Area EC - Entrance Corridor PARKING SETBACK Rio29 FBC District - PARKING COUNT Core Area along Rio Road frontage and Flex Area behind Core. The subject properties, being TMP 45-100, TMP 45-100A, TMP 45-100B, TMP 45-101, and TMP 45-100B, are INDEX CONTOUR opting into the Rio29 Form -Based Code District. INTERVAL CONTOUR NOTES: 1. ZMA201800013 and ZMA201800013, along with all application plans, proffers, and codes of development are no longer valid with approval of a final site plan utilizing the Rio29 Form Base Code. SPOT ELEVATION 2. Parcel 45-100B is approved for development per SDP201300063. SDP approval vacated with the approval of this plan TOP OF CURB/BOTTOM OF CURB ELEVATION BUILDING STANDARDS TOP OF WALL ELEVATION Building Requirements in Core Character Area: Provided: Building Height: 2 stories (min.) 5 stories (max.) 5 Story Multi Family Building & 5 Story Self -Storage Building BOTTOM OF WALL ELEVATION Ground Floor Height: 15 feet min. 15 feet ground floor height STREAM Block Length:200-350 feet Block Length averages 375 ft. Travelway is provided within 250 ft Build -to Range: 0-10 feet 69.42% of the building facade is within the build -to line STREAM BUFFER Avg. Pedestrian Entrance Separation: 60 ft max. Avg. Pedestrian Entrance Separation: 26.41 ft. 100 YEAR FLOODPLAIN DISTRICT BUILDING Rio Magisterial District SOURCE OF TITLE RETAINING WALL DB 2130 P25, P27, P28 (parcel 45-100 (0.78 acres)) RETAINING WALL HATCH DB 4509 P48, DB 1292 P131 (plat), DB 297 P544 (plat) (parcel 45-100A (0.77 acres)) RAILING DB 4356, P399 (plat) (Parcel 45-100B (0.76 acres)) DB 2130 P25, P27, P28 (plat), DB 996 P650 (plat) (parcel 45-101 (1.32 acres)) STAIRS DB 2130 P30, DB 2130 P25, P27, P28 (plat) (parcel 45-101B (0.44 acres)) EDGE OF PAVEMENT SOURCE OF BOUNDARY AND TOPOGRAPHY Boundary and Topographic Information was compiled from an ALTA/NSPS Land ROAD CENTERLINE Title Survey Plat prepared by Roger W. Ray & Assoc., Inc. on August 13, 2018 and FRONT OF CURB revised on February 26, 2019. BENCHMARK BACK OF CURB Datum for topography is NAVD 1988 CG-12 TRUNCATED DOME FLOODZONE SIDEWALK FEMA flood insurance rate map (community panel 51003CO278D), effective date February 4, 2005 shows this property within zone "x" BIKE PARKING and no portion of the property within the 100-year flood plain. RESERVOIR WATERSHED HANDICAP ACCESSIBLE AISLE This site is within the South Fork Rivanna River Watershed. HANDICAP PARKING This site is not within a watershed of a public water supply. CROSSWALK WATER & SANITARY SERVICES CONCRETE This project lies within the Albemarle County Service Authority Jurisdictional area for both water and sewer. An existing sanitary sewer line is located on the property and an existing waterline is located along Rio Road West. ASPHALT GENERAL CONSTRUCTION NOTES RIPRAP 1. Prior to an construction within an existing right-of-way, including connection to an existing road a permit shall be obtained Y Y 9 9 Y, 9 Y 9 , EC-2 MATTING from the Virginia Department of Transit (VDOT). This plan as drawn may not accurately reflect the requirements of the EC-3 MATTING permit.Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to the current specifications and standards of VDOT unless otherwise WETLAND noted. TREELINE 3. 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. FENCE 4. Al slopes and disturbed areas are to be fertilized, seeded and mulched. UTILITY POLE 5. The maximum allowable slope is 2:1 (horizontle:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be acheived. GUY WIRE 6. Paved, rip -rap or stabilization amt lined ditch may be required when in the opinion of the County Engineer or designee it is OVERHEAD UTILITY deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. UNDERGROUND UTILITY 8. Unless othrewise noted all concrete pipe shall be reinforced concrete pipe - Class III. OVERHEAD ELECTRIC 9. AII excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). UNDERGROUND ELECTRIC GENERAL WATER & SEWER NOTES FIBER OPTIC 1. Work shall be subject to inspection by Albemarle County Service Authority inspectors. The Contractor will be responsible for notifying the STORM STRUCTURE NOMENCLATURE 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 STORM MANHOLE approximately correct. The contractors 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 and sewer construction specifications as adopted by DROP INLET (CAST INPLACE/PRECAST) the Albemade County Service Authority. STORM SEWER PIPES 4. Datum for all elevations shown in National Geodetic Survey. 5. The contractor shall be responsible for notifying "MISS UTILITY" (1-800-552-7001). ROOF DRAIN 6. All water and sewer pipes shall have a minimum of 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. SANITARY STRUCTURE NOMENCLATURE 7. All water and sewer appurtenances are to be located outside of roadside ditches. SANITARY MANHOLE 8. Valves on deadend lines shall be rodded to provided adequate restraint for the valve during a future extension of the line. 9. Trees are not permitted in the ACSA easement. SANITARY SEWER MAIN 10. The contractor shall be responsible to comply with the no -lead regulation regarding brass fittings effective January 4, 2014 (Senate Bill 3874 which amends the Safe Drinking Water Act). SANITARY SEWER LATERAL 11. All public water and sewer facilities shall be dedicated to the Albemarle County Service Authority. WATER LINE 12. Backflow prevention is required for all connections to the water main. WATER SERVICE LINE VDOT NOTES VDOT's land development south staff (540-967-3715 or 540-967-3716) shall be notified 48 hours in advance of any anticipated WATER METER (WM>1",WM<1") road/shoulder closures", "The permittee or his or her designee shall report all work zones in the VDOT right of way on a daily basis at set WATER METER VALVE up and take down to VDOT'S Smart Traffic Center (540-332-9500)", "Copies of all independent testing reports to be submitted to VDOT for verification", "A minimum 48 hours advance notification of a proof roll of both the subgrade and stone base is required by VDOT." "All FIRE HYDRANT areas excavated below existingpavement surface and within clear zone at the conclusion of each workday, shall be backfilled to form an P Y� FIRE DEPARTMENT CONNECTION approximate 6:1 wedge, against the existing pavement surface for the safety and protection of vehicular traffic." And that "Traffic shall be maintained during construction of the tie-in and mill of the adjacent travel lanes."'Water lines, sewer lines, etc. crossing future VDOT GAS LINE maintained roads have to be sleeved with ductile iron pipe "two (2) times diameter of the utility line)." And "A video (3 electronic copies to EASEMENTS VDOT) of all stormwater systems carrying VDOT runoff or runoff under a future state road is required to be submitted to VDOT for review and approval prior to paving operations. CONSTRUCTION/GRADING ITE Trip Generation, 10th Edition ACCESS SIGHT DISTANCE UTILITY STORMWATER DRAINAGE AM PM WEEKDAY Use Description ITE city IV In Out Total In Out Total In Out Total Mini-Warehouseing 151 94.18 1,000 SF 5 3 8 7 7 14 68 69 137 Multifamily Housing (Mid -Rise) 221 89.0 Units 6 22 28 21 14 35 189 189 378 Trip generation reflects AM and PM peak hour traffic. SANITARY VDOT DETAILS SWIM FACILITY Contractor shall construct all improvements per applicable VDOT 6. VDOT CG-11: Method of treatment connection for street GASLINE construction standards Found in the VDOT Road & Bridge Standards. intersections and commercial entrances At a minimum, the following standards should be reviewed: 1. VDOT 315: WP-2 asphelt pavement widening 2. VDOT CG-12: Detectable warning surface (general notes) 3. VDOT CG-12: Detectable warning surface (method of installation) 4. VDOT CG-12: Detectable warning surface (type a) 5. VDOT CG-12: Detectable warning surface (type b) 7. VDOT CG-6: Combination 6" curb & gutter. 8. VDOT CG-2: Standard 6" curb 9. VDOT MH-1: Manhole for 12" - 48" pipe culvert 10. VDOT MHA Frame & cover: manhole for 12" - 48" pipe culverts 11. VDOT DI-3A, B, & C: Standard curb drop inlet 12. VDOT IS-1: Standard method of shaping manholes & inlet inverts BUILDING HEIGHTS The front multi -family use building shall be 5 stories (one floor below grade on the north elevation) and the rear self -storage use building shall be 5 stories (Three) floors above grade on the south elevation). EXISTING USE Vacant land PROPOSED USE Permitted Use is proposed per Sec.20C.6: 5-Story 110,770 GSF Multi -Family building with Commercial space (Core) 5-Story 94,212 GSF Self -Storage building (Core) (Retail sale & service) 0.43 acre Linear Park (Flex) (Per regulating Plan) PROFFERS PER ZMA201800013 Proffers application plans, and codes of development approved in conjunctions with NMD zoning of this site shall no longer be pP P p pP 1 9 9 valid with approval of a final site development plan utilizing the Rio29 Form Base Code District standards. LAND USE SCHEDULE Existing SF AC % Building 1,451 0.03 0.8% Pavement/concrete 8,760 0.20 4.9% Impervious 10,211 0.23 5.8% Turf 140,289 3.22 79.0% Woods 26,984 0.62 15.2% Total 177,484 4.07 100.0% Proposed SF AC % Building 40,996 0.94 23.1% Concrete & pavement 63,359 1.45 35.7% Impervious 104,355 2.40 58.8% Turf 73,129 1.68 41.2% Total Site Area Including ROW 177,484 4.07 100.0% FLOOR AREA RATIO (FAR): New parcel area = 134,631 SF = 3.09 AC Building GFA _ Multi -Family Building + Mini -Storage Building=110,770 GSF + 94,212 GSF = 1.52 Total Site Area - Total Site Area 134,631 SF PARKING SCHEDULE REQUIRED PARKING: Spaces/Unit Per Albemarle County Code of Ordinance Sec.20C.9-A-2: 664 WEST RIO TAX MAP 45 PARCELS 1005 100A, 100B, 101, and 101B WPO2022-00017 ALBEMARLE COUNTY, VIRGINIA VICINITY MAPSCALE : 1"=1000' RIDGE `FOUIdEASONS Agnor Hurt - - e` Elementary School 0 „� 00 ab� o0/r �� Qom` '� P F_ TJaMaxx Q.iC.-.WA Fabric acid Crafts ood o,: Tobey`s Pawn Shoo cN �/o SITE o WOODBROOK 10 Q BERKMAR 00. �• acac Fitness & Wellness ost Center Albemarle Gy�u�are Texas P,�adhcjs� \• d VILLAGE OFFICE CONDOS'Y 9 ALDI© /,-- -- U RAINT IdG3 Parking LotQ BERKELEY t:'.naT:Iottesviile� Fashk Square Map provided by Albemarle County GIS Map Services RIO EAST PROFESSIONAL Residential =11 Space S H E ET I N D EX Unit 1 Space x 89 Units = 89 Spaces Required. C1 COVER SHEET 1 Unit C2 EXISTING CONDITIONS Non -Residential (Excluding Hotels and Lodging) = 1 Space 1,000 SF of FA C3 SITE LAYOUT 1 Space * 95,345 SF GSF= 95.35 = 95 spaces required. 1,000SFofGSF C4 DETAILED GRADING PLAN Total Parking Spaces= 89+95= 184 parking spaces required. PARKING PROVIDED: C5 GRADING &UTILITY PLAN Per Albemarle County Code of Ordinances Sec20C.9-6-a(iii), a parking reduction(s) in minimum required spaces is requested in C6 STORMWATER PROFILES conjunction with this application. Residential = 100 spaces (including 4 HC space) C7 STORMWATER FACILITIES SHIM P Mini Self -Storage - 19 spaces (including 1 HC space) (parking modification request is provided for this application) PROFILES &SECTIONS Total = 119 parking spaces provided. C8 STORMWATER STRUCTURES ENGINEERI N G Sec. 20C.9-A(5): PICK-UP OR DROP-OFF ZONES: Required: 1 space per 20 parking spaces provided = 119 20 = 6 spaces required SECTIONS LAND PLANNING - PROJECT MANAGEMENT Provided: 6spaces C9 SITE DETAILS BICYCLE PARKING SCHEDULE C10 EROSION & SEDIMENT CONTROL 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM Required bicycle parking per Sec.zoC.s-B(3): NARRATIVE Residential uses: Short Term: 0.1 spaces per bedroom Non-residential uses: Short Term: 1 space per 4,000 sf of GSF C11 EROSION & SEDIMENT CONTROL Long Term: 0.5 spaces per bedroom Long Term: 1 space per 10,000 sf of GSF Residential bedrooms on site = 70 PLAN - PHASE 1 70x.1=7short term spaces required 1space x92,175+1space x3,170=23.04+0.79=23.83=24short term spacesrequired C12 EROSION& SEDIMENT CONTROL 4,000 sf 4,000 sf qNo. 1 space 1 space PLAN - PHASE 2 - + - + - - 70 x .5 - 35 long term spaces required x 92,175 x 3,170 - 9.22 0.317 -9.53 - 10 long term spaces required 1o,000sf 10,000 C13 EROSION & SEDIMENT CONTROL�Provided: 7 short term spaces for residential 35 long term spaces for residential C3 short term space for non-residential 1 long term space for non-residential PLAN - PHASE 3xTotal: 10shorttermspacesprovided 36longtermspacesprovided. C14 EROSION & SEDIMENT CONTROL PSIGNS PLAN -PHASE 4it All signs and pavement shall conform with the latest edition of the MUTCD Guidelines. ��A sign permit must be issued in accordance with the Albermale County Sign Regulations prior to placement of any signs C15 EROSION & SEDIMENT CONTROLon-site.DETAILS `ss / Contractor shall provide handicap signs as shown on plan. 10NAI Ar STEEP SLOPES C16 STORMWATER DRAINAGE AREA ~•�� Preserved slopes are not present on the property. Managed slopes are shown on MAPS Sheet C3 with labels showing which slopes are to be disturbed. C17 STORMWATER INLETS DRAINAGE GENERAL NOTES AREA MAPS AND CALCULATIONS 1. The information and data shown or indicated with respect to the existing underground utilities at or contiguous to the site are based on VSMP PLAN information and data furnished to the owner and engineer by the owners of such underground facilities or others. The owner or engineer C 18 V R R M MAPS & CALCULATIONS shall not be responsible for the accuracy or completeness of such information or data. The contractor shall have full responsibility for i. n n DETAILS o c� n 664 WEST R I O confirming the accuracy of the data, for locating all underground utilities, for coordination of the work with owners of such underground GTTTIDS DESIGN EC "- utilities during construction, for the safety and protection thereof and repairing any damage thereto resulting from the work. Al of these C20 ADS DESIGN DETAILS & SPECS -2 conditions shall be met at no additional cost to the owner. The contractor shall contact "Miss Utilities" of Virginia at 1-800-552-7001 prior to the start of work. 2. When working adjacent to existing structures, poles, etc., the contractor shall use whatever methods that are necessary to protect structures from damage. Replacement of damaged structures shall be at the contractors expense. 3. The contractor shall be responsible for protecting all existing site structures from damage and coordinating work so that the owner can make necessary arrangements to modify/protect existing structures from damages. ALBEMARLE COUNTY VIRGINIA 4. The contractor shall be responsible for notifying all utility owners, adjacent land owners whose property may be impacted and the Virginia Department of Transportation prior to completing any off -site work. SUBMISSION: 5. Contractor shall notify and coordinate all work involving existing utilities with utility owners, at least 72 hours prior to the start of construction. 2022.04. 2 6. Contractor shall immediately report any discrepancies between existing conditions and contract documents to the owner and engineer. 7. Contractor shall submit for the approval of the owner submittals of all specified materials listed in the plans, to include shop drawings, REVISION: manufacturers specifications and laboratory reports. the owner's approval of submittals will be general and will not relieve the the contractor from the responsibility of adherence to the contract and for any error that may exist. 1 ) 2023.02.09 8. All bare areas shall be scarified, limed, fertilized, seeded and mulched. 9. All trees, saplings, brush, etc. shall be removed from within the right of way and the drainage easements. 10. Visibility of all mechanical equipment from the Entrance Corridor shall be eliminated. 11. Retaining walls require separate building permits. 12. All water service lines, sanitary laterals, and sprinkler lines must be visually inspected by the Albemarle County Building Department from the main to the structure. 13. Accessible parking spaces, access isles, and accessible route shall be installed in accordance with [CC ANSI At 17.1-09 and the 2018 Virginia Construction Code 14. Where the flood level rims of plumbing fixtures are below the elevation of the manhole cover of the next upstream manhole in the public sewer, the fixtures shall be protected by a backwater valve installed in the building drain, branch of the building drain or horizontal branch serving such fixtures. Plumbing fixtures having flood level rims above the elevation of the manhole cover of the next upstream FILE NO. manhole in the public sewer shall not discharge through a backwater valve. 15. All roof drains shall discharge in a manner not to cause a public nuisance and not over sidewalks. �) O.O�O 16. Buildings or structures built before January 1, 1985 must have an asbestos survey performed in order to apply for a demolition permit. I O Asbestos removal permits are required if positive for such from Albemarle County and VDOLI. Contact VDOLI for their additional requirements and permits for demolition projects at 540-562-3580 x131. COVER SHEET 17. AII water, sewer and fire lines require NEW inspection and testing procedures. The ACSA performs any testing and inspections of the public sewer and water main(s). 18. The Albemarle County Building Inspections Department(ACBID) does a visual inspection and witnesses the testing of the building drain, water service pipe and the sprinkler lead-in connection. 19. The developer/contractor is responsible to retain a Special Inspector as outlined in the updated Albemarle County Policy for Site Utilities to perform the visual inspection and testing of all utilities 20.not covered by the ACSA or ACBID. This includes building sewers, water and fire line branches between the main and the meter(s)/building(s). 21.The Special Inspectors report must be submitted and approved by the Albemarle County Engineering Department prior to a Certificate of Occupancy being issued. C 1 I I I r r 0> +i-IWo vV: j¢ 4_ w m u - oHu � a�u SIDEWALK &- CG-6 (TBR) EX. ENTRANCE (TBR) UTILITY POLE & LINES (TBR) EASEMENT TO CENTRAL TELEPHONE COMPANY OF VIRGINIA DBA CENTURYLINK D.B. 4716-51 m �? � 0- �oIn LLJ 3 Ln � m cc O X LLJ 0� r N N _r Q 0 of U) m O� 0 0 EASEMENT TO COMMONWEALTH OF VIRGINIA D.B. 4592-425 D uI WIRE TELEPIjONE BOX (0 BE RELOC/iTED) �I 18" RED OAK _(TBR)_ (TBR) T PED, U1T' / MAN HE (TO RAF " PRIVATE SIGN 0 (TBR) EX. 10' DI-3B TOP=527.78 BENCHMARK: TOP OF DROP INLET ELEVATION=527.78 i �mn EX. 5t9AD I NIT � 20' SANITARY SEWER ESMT. D.B. 1270-711,714 PLAT MH-1 TOP=489.77 INV=479.09 TREELINE TO BE REMOVED N39`09I14"E 27.76' v~a �F\ \ \ b \ \�\ 90\ I\ -P no l x o r l 1 I I 1 I z\ \ x I I x 1 20' SANITARY SEWER ESMT. D.B. 1270-711, 714 PLAT (3) HOLLY BIRCH \ \\ \ �I�QHAD. S \\ \\ \ HOLLY TCM. 45-173 \ \ \ OWNER: CMA PROPERTIES, INC. \ D.B. 3611-616 \ OKOLLY D.B. 1388-454 PLAT 3.33 ACRES USE: AUTO SALES/SERVICE 15" RED ZONED HC/AIA/EC \ TM. 45 j(0 OAK CVILLEO _L`C. Y A BEECH \\ �p\ B. 2130- 5, \ \\ \ �Lj\.B. 2130 0 t 12"\POPLAR 27\ & 28 PLA\T \ \ x \ \AVA�.A44 ACRES \ V v -o4 vv % USE: VACANT \ \ \ Z EDI V\N /AI /EC/MO29f\\\ \\ \ t \\ \ \ 1 \ INV�479.69 � \ �\ INV�479.81 \ \\ V �� \ INV=(79.86 \ \I 1 v MULCH PILE `. � \ \ \ \\ \\ �`�GRAVEL \ (, : \ S R \ \ \ \ \ \ \ ARE(TBZJ UT)LITY \ \\ ll`ii'PPPP\) \ \\ \ TING BO NDA Y LI (T�) !/% `• POLES GUY L \ \\ &LIMES\SANITAKY SEWER (�� \ �`. a ESMT. co 0 \ \ \ \ \ D.B. 1�70-701, o `04 \ V 1 A V A 764 PLAT II N TM 45-1100 \ \ \ \ 1 \ \ \ \ 26' SANITAEZYy \ \ (WNEI CAM RONI PRORERTI( SE4WER ES � V D.B. A1270-711 CVILLE, LLC. A \ V A DASh�ED NG LI� TH 1714 PLAT\ ql `✓� \� 11 11 �7B& 18 PA2A \\ \\ \\ \\REZONING �DIVISIO� 1 A\ ,,./ 1 A V A 1 1 R1029A FBC A FLEX\ \ / 9.78 CRE V \ 1 A A \AREA A I 1 1 U5E: V�CANT \ I \ R11029 RBC - 'FORE 1 1 ZONED NMD/A A/ECA/R1020 I (AREA\ (APPROX.) 1 SG - 0 i i' 1 1 FBC I 6" WHITE 6TED 3 )RED OAK I / /(TBR) 24" OAK TBR) / I MULCH Y LINE (TBy) 1 I EXIS GBG B0PNNDAFB I 1 1 1 1 - IE I �'-V I RE BLOCK V GARAGE V 1 A � I � �a+u UP N�9.p3� E `76.@O I STOOP #660 FUEL II & STEPS ONE TANK 1 I I \ (TBR) o STORY < (TBR) I II I II \ M BLOCK in TM. 45I-10C 13 ON IOWN�R: AMEIRONI I \ I BASEMENT PROPERTY �CVILI E L IC I 24" I � I I I I 1 IPOPL`PRl 1 24.0' 1 IMSTRy MENIT I(TBR)` I RETAINING / #202201001 Y 42 b WALL/(TBR) COVERED 0.76 ACR S PORCH l / USE: VA d Z NE AIAC , / / / / / Z^ I / OPLAR . I A\ P0� AR [�OUB I \ ` EXISTING i / (TBR I EELINE T h / / / I 36" B REMOV 38.a3' / 39'13'S3 W ` 18" MAPa \ /- 1 STORY I TM.145-1100Fi I (TBR) / r / _ W/ ESMT CON OWNER: CAMMI ERGN Pf OPE TY 18" POPIIAR (TBR)// 4 / BLOCK WAt 1 q 1 2, I I I I (TBR) (TBR) I C ILLE,1 LC. I I 1 l SANITARY $EWE MAF DECK D.P. 45p9-48 1 1 ESMT. MANAGEDTB SLOPE fro (TBR) D.B. 1292�131 12LAT I D.B.p•B. 127\0-721 IBE l I °"/ WALL \ D.B. 2197-5744 PLAT \\ \ )DISTURBED do�O� ROCK \ 0.$7 ACRES \\ \\ \ \ � v (TBR) vvUSESv VAC4T v vv vv v vv ZONED\NMD//IA/ECG RIO�9 N\\ FEIv A\ \\ \ (TBk PIING \ \ b 1TM. 45-100C OWNER: TON DINH D.B. 3651-62 D.B. 297-544 PLAT D.B. 1292-123 PLAT 0.75 ACRES LOT 1 USE: VACANT ZONED C1/AIA/E� I I � I I I / +6 L / /,(TBR) _ �V / l�T / 24" RED OAK `TBR) / MANAGtD i TM. 4-101 POLE° _ SLOPES TO BBB / DISTURBED OWNER: CAMERpN I '�ROPERTY CVILLE,I LLC. j I ----------- �� D.B. 21130-30 I I l I I I D.B. 996-�50 PEAT I D.B. 21 0-2A _r I / i / / /20' SA�JITARY -t( I <` MANAGED 27 &-' 8 PLAT / / / / / _ SLOPES TO BE / / 11�32 ACMES / / / / / SEWER ESMT. I DISTURBED // ��� � / USE: VACANT // � i6.B. 1209 PLAT 06, ZONED NM9/AIA/E /RIp29 < vA MANAGED I IN \\ 1\ I vI I� ( SLOPES TO BEo6 \ I� \ EXISTING- DISTURBED \\ TREELINEI 'r4Q BE�REMOVEDV --� / QNITARY - \ c>� S/ ov / 1 o� a ci D.B` y063-609 1 I I 1 I \ 5j8. t_. a -. \ I / r-364.98' I 1 I I o I � I(TBR) 30' JOINT ACCESS ESMT. D.B. 1037-527 D.B. 1035-465 PLAT ITM. 45-102 OWNER: KILMER ASSET PROTECTION TRUST, GEOFFREY D. KILMER AND DENISE B. D.B. 4755-449 D.B. 1886-91 PLAT D.B. 1005-225 PLAT DATED APRIL 28, 2016 0.98 ACRES USE: OFFICE/RETAIL ZONED C-1/AIA/EC S4r'4526"W 407.54 I / �OUNDGAP \ GAP MH-1 TOP=513.31 INV=503.46 TIM. 45-105 OWNER: BEARWOOD PROPERTIES, L.L.C. D.B. 1870-119 D.B. 1005-225 PLAT D.B. 2325-437, 441 PLAT 3.01 ACRES ZONED HC/AIA/EC USE: SELF -STORAGE 1 � 1 \ PROPERLY LINE ACCORDING TO I 1 PLAT RECORDED 'I �I D.B. 90f-631 I / I 1, / 77 / m � / RIP -RAP �\ DITCH (TO REMAIN) a pE i PF IF EXISTING TREELINE to OE REMOVED /1174 / 0 MH-1� BOUNDAR` TOP=491.06 OVERLAP INV=471.66 x x -x -x -x x -x -x -x 3.64' SHIMP ENGINEERING2. LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM PROPERTY LINE / ACCORDING TO PLAT RECORDED Til IN D.B. 996-650 L. - --MH-1 �(r1 TOP=480.18 INV=474.67 TCM. 45-94B O ,. -INV=477.95 PROPERTIES, INC. J J SHMi m INV=477.7o D.B. 904-627, 631 PLAT iC., I0.45183 N--INV=477.46 D.B. 1465-169, 172 PLAT 10.83 ACRES PV t& BOUNDARY USE: AUTO 'c OVERLAP 0.004 SALES/SERVICE fir= o ACRE ` ZONED HC/AIA/EC CMA RIP -RAP DITCH BOUNDARY OVERLAP 0.027 ACRE PROPERTY LINE ACCORDING TO PLAT RECORDED IN D.B. 1005-225 MANAGED Co - SLOPES TO J REMAIN _ PROPERTY LINE ACCORDING TO PLAT RECORDED IN D.B. r -- '� 996-650 46.56' �+ S12°58'28"E 16.41' x -x VSMP PLAN 664 WEST RIO ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2022.04.12 REVISION: 1) 2023.02.09 FILE NO. 18.030 EXISTING CONDITIONS Scale: 1 "=30' C2 0 2,128.00 SF EP-2 MILL & OVERLAY 20' SANITARY SEWER ESMT. D.B. 1270-711, 714 PLAT TM. 45-100C I I I I 1 I I BLOCK ' 0 > 1 GE �-�? 30" STOP GARA +I � o�.-SIGN o 20.0' _ i m co _ 30" STOP SIGN _ PUBLIC .e.:..'e. DRAINAGE STOP EASEMENT SIGN 20' SANITARY SEWER ESMT. D.B. 1270-711, 714 PLAT WRLK 81 6tDE CG i ® N \\ \\ . o ro 40.75 0 d °. I Y •° r - - - - - - - 37.40 -I I R3 ,,� 9.0' t 10.0' \ NEW V.W. ` , ` o STREE • 1,547 SF I I PUBLIC DRAINAGE`` NAME SIGN b• GYM I t 1 EASEMENTS 1 GROUND I REVERSE ° I ` ' `' l BUILD -TO ,:._" - 1 ° LEVEL SGUTTERECTION I r �"�" �£d' 1 SANITARY SEWER \\ �1 LINE =10 Y� ESMT. BUS .0' I e I o D.B. 1270-721 I I N d STOP o ,0NEW V. ACS ROOFOVERHANG 100 �. v. •� BUS S P 1,913 SF 1 SHEL.E & HF I SOCIAL BEN I 1 ° CLUB ON GROUND 1 LEVEL 1 I o 1 (3) PICK-UP/ I i I I 1 E ON - � 1• 0 1 DROP OFF Z I i I i rn i 15.0' O 20.0' 2 SANITARY SEWER PICK-UP/ ESMT. `\ ' .^.- . iI II I - N----�Ii II -¢, •- iI i II II II b DROP 0 FF D.B. 1-701, ZONE 704PLAT SPACES w00 20' SANITA RYEX. TEo BOX, TEL. `. SEWER ESMT. PED, UTILITY I 1 i i l l MANHOLE D.B. 1270-711, ° C'iO I 714 PLAT (TO REMAIN) I - o t n 1 24'0-'I 18,842.5 SF ', `. EASEMENT TO CENTRAL W I \ TELEPHONE COMPANY al ___ ° - I ! 1 --J 94,212 GSF {f \ OF VIRGINIA DBA • r -t�---- I '�`� • '_ I I I --1 SELF STORAGE BLDG CENTURYLINK 5 STORIES D.B.4716-51 °:, , - I a I H 1 L5 STORIES ABOVE GRADE \ r a <a I --J2 STORIE S BELOW GRADE \\ \ to -TOT_*L BUILDING AREA=92.175 SF o'w 37.75 1 ' ILL Po�' II 3,460 SF COMMERCIAL SPACE ON GROUND FLOOR I -O 'I SEE TAIL ® ; 18,693 SF ME (GROUNb FLOOR) r 26.0' ®I� i 0 O_ �" I I 22,153 SF MF (BASEMENT, 2,13 & 4 FLOORS) I e 18.0' 35.0' 107,310 GSF ME NITS i 26 0' i ° N ; V. BLIC i o LU r o - bl TOTAL BUILDING 110, 70 GSF ... I o / di , N.. MULTI-FAW R ESU BLDG I FACILITY a m ° s°: - - 4 STORIESIABOVE GRADE - I •Of,� _D I 1 STORY BELOW GTADE I •'" ' �"s CD (2) PICK-UP/DROP 1 EASEMENT TO ,I a OFF ZONE SPACES 1 I 20.0' COMMONWEALTH OF VIRGINIA -t 1 ° NEW V.W. D.B. 4592-425 II _ J Q� / ,\" p• PUBLIC SWIM 10.0' II I ° Ci I I FACILITY ESMT , .'<• i I 2 CG 2 �� i � NI SEWER ESMT. o 1 i D.B. 1270-706, I f I sOf, 709 PLAT bj • cc-2 �I / -- Z"i BENCHMARK: �.'e i o _ Q TOP OF DROP INLET-' " I I I - l _—a- - — _ �._� '� 9A N ELEVATIOJ N=527.78.': - I _- —o = _� 10.0 ANITARY ESMT 4 - r� .-. .5' �SIOEWXLK.. - G 0./ J - - MAX BUILD -TO- - - _- LINE =10' 4.5 O 1 BUMPER I NEW V.W. BLOCK (TYP.) ,x PUBLIC SWIM x —x x —x x x x —x 30' JOINT ACCESS ESMT. FACILITY ESMT D.B. 1037-527 NEW V.W. D.B. 1035-465 PLAT PUBLIC DRAINAGE TM. 45-105 EASEMENT TM. 45-102 WOODEN FOOTBRIDGE 6' WIDE WITH RAILINGS EACH SIDE TM. 45-173 x � x � MANAGED SLOPES TO REMAIN NEW V.W. PUBLIC DRAINAGE EASEMENT RAILING I GR-2 CONCRETE I RETAINING WALL 14.0' - .0CD I NOTE: STRIPE o LENGTH=14.00' ACTUAL PA I SIZE-16.00' WITH _ 2.00' OVERHANG I ° I PARKING OVERHANG DETAIL C3 SCALE: 1 "=10' CLASS A -TYPE 2 SHIMP LOW -MAINTENANCE SHARED USE PATH ENGINEERING / LAND PLANNING - PROJECT MANAGEMENT HARDSCAPED 912 E. HIGH ST. 434.227.5140 PRESENTATION/GAME CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM SURFACE NATURAL SEATING AREA/LOGS n Ti]Qp� TM. 45-94B O x BUJ SHMP> ic. No. 45183 DASHED LINE U REPRESENTING THE=s•SIONAL $•iA ZONING DIVISION R1029 FBC - FLEX ♦��`I AREA R1029 FBC - CORE AREA (APPROX.) VSMP PLAN 664 WEST RIO ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2022.04.12 REVISION: 1) 2023.02.09 FILE NO. 18.030 ti SITE LAYOUT �u u au ou au Scale: 1 "=30' C3 0 2,128.00 SF EP-2 MILL & OVERLAY LOW MAINTENANCE I GROUND COVER ON I "\.�_; \ SLOPES > 3:1 _ I I ` \ LOW MAINTENANCE GROUND COVER ON \ \ \ \" \ •� SLOPES > 3:1 I I I T N \ \ I I \ X.\\ \ / I 11 I I II I ---4—II oo \\ I fl \\ \ \\ \\ TM. 4 1 84 d N I 1 518.lorwl / o1. 04�p a ea 1L / 7a ..14TC 15 51 ��T I / ,7 15 / 15' I I a II \\\ \ \ \\ \ \\ / ...aa mac i EP 7$14.08 7 4. 0% 6 /N 6 IMP li \ `•.\ \ 20 i "� I 5]EP 514.58T 6 \ I \\ \ ` \. \ \ \ \ \ \ / 14. TW 06 1 II \)35es Q9 \ g \ a 05 vI� P6 j I vvv II v�A A A\ \V v 06 / \ 40 o0 I I ° 31 II I I I REVERSE I \ GU TTER13 �J� / \ \ 1 \ �' I• \ \ \ \ Sl CTION / I I 'a L I I . I I I 615 -406 m m I I \ \ Lo \i5�7gw 6 q 70 30 I \ \ \ \ I \ 9" \ \ \ \ 068 5 \ O5 .a aa.a + \ \ I \ s06.O\SB"AlW \ \ ° ° .. 31 516.O5 W I \� \ \ \ \ Ss a�\ \ \\ A \CO I \ \ \ \ gSPa°5 / I — — J I 1916 � $ \ \ \ \ 15 7 506SHP—BW \ 516. I I ----- I I . 1 Q1s is \\ I . 6 P a IT t / I I I I ° 1 9 \`r' I 1 5�5.75TW \ o \ \ ° \1.., \ \ \ \ \ ✓ - -\ ° is+ L ° �,.40 la n I I \ 506.60YP—BC 4 \ os �29 O �� I a I I \ \ I I\ ir- J 0 +o—/—�JI /// i //� I °� %os I \ \ I\ I I, - I / I da�..` 8 I cD ua,�18 89 �o°I I I I a17 II I \ I �06-5-0 \-- II 1 I 1= 527.56 Li LE�EL 5 FFE 517.0I0 1 \ � I �\. \ EL 4 IFFEV LEE3 FFE506.501 O LVEL2 FE 596.00 � O ° LEVEL 1 FFE 85.50 '. 7 bs 9 wr29 / / Q o el -I — o w fi I 605.72Bw cn �� I_ 1 �a14 I/ o 14.00TW 10A/ II 9 \� I 19 20— — — I7 Ir4 f \I \ G/ `ROUND LEVEL FFE � � —� — � \ \ I </ / / / I I I \ STREET LEVEL— ff� _ � 531.20 / / I / s13.7gtw I ' 505.6� BW I \ _ 35 1-8— — +17 / / \;' 1 13 ..18ry ./s/.3�r 43 ;= s� 8 86Oe8 06 19 or \/ / 93 28 8 I I ' — o amwa a19 / / / / A \ / a.e P \ \ I \ \ a - 124 q I \ \ \ 9/ BENCHMARK: I ad< N \\ \\ \ —_\\ d h= 5� —o---� TOP OF DROP INLET I I / I \ ELEVATION=527.78 °" I V A A ° A _ �� _ 5 d.-- — —-- \ 08 4. x � o �t / j� tiSs✓"'� / / ,/ I 13,C �t b o LOW MAINTENANCE / / 5 Z \ GROUND COVER ON, SLOPES > 3:1 SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN 664 WEST RIO ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2022.04.12 REVISION: 1) 2023.02.09 FILE NO. 18.030 DETAILED GRADING PLAN 20 0 20 40 60INN C 4 Scale: 1 "=20' I I t w \� a \ 20' SANITARY / -- /; SEWER ESMT. I \ D.B. 1270-711, TM. 45-100C 4 714 PLAT I (2)8"x6� RED , I I I 5 1 I UP 8' g a _ col \ \ \ �� PD GU�WIRE 1 I j col k 2 \ I- 'I \ \ \ TM. 45-173 _ w f D,,u— J N I co l W VIW S , \ \\ �aR^ t _(r (2) �., wEPURtI ;\Y 8"x8" TEE vl I / --/ = N ,,y cv- I I w -'- I I AINA� I TIE TO I I I - - w ^. ' I t. E SEME I� \ \ t— �o I ` " I � _ � EXISTING I _ __-I I\Q' \ ? WATERLINE - Jw �N I ---- -- w ,. 3/ WATER SERVICE LINE ' 9Q \ •pl• I I F C // I 1/ I / / / / NEW/V.W. I I I I ��j(((I I . / lx°/ (S EN�I 3452,128.00 SF EP-2 6' F�E WL I SD MILL & OVERLAY 6'1 FIRE WLSAN. I I 1 \ \\ \\ 1 4"IWATER l i I I /-� DRAINAGE .z- I I1 LAT IN9 ( LI I I I I I _ -0Ia4BE- �. -'—i�� i I SANITARY $EWER .A I I� AS I APPROXIMATE -- �' :., I I to �( n� 2 � \ I \ � I (ESMT. LOCATION OF I WM I S RVCE ILIN I I II I I --- -- \ \ I _ °� P.B. 127\0-721 EXISTING WATERLINE s: / a I _ \ NEW V. r---- -- I \ \ t __ I RDhRD LR� _ i \ \ \I �" SCH.4b PVC OR \\ V 4 9 69 \\ CONTRACTOR TO I I CS I ra I I 1 (.. FIELD VERIFY PRIOR - t I / \ ` 2 I \ i \ D\ AL WALL HDPE TO INSTALLATION OF ° L-7 ---11 I I\ \ I I �I I� i\ C FpC� RO\pFDRAIN��Y" t` a �`\ . f r.o � � I WATERLINE ACROSS I - I / 1 il8" SCHAO PVC 0 \ \ ' \ I i\ \ `�Iv 1 \ \ RIO ROAD W I \ \ \ { _ \ \ HDp I mIDUAL MALL HDPE I \ \ I I \ I \ � \ \ }{( DR\�INAG�p \ \ \\ \ s l �RD I 200FDRAIN (TYP. I V, A\- } \ .-.I' DIVIDE .a ° I• I i I \ \ RATED\ \; � �`In TAY SEWER SCH-40 SANI\ \ UNDERDRiAIN ESMT. T� RI I \ II I I I t p \= I\I \ \ D.B. 1 70-701, DRAINAGE \ 774 PLAT I n- �- N _6 0\ -- IQIVIDE \ 2d' SANITA Y tc \ �� I ° — STORM ECH \ i MC-35 0 SEEWER ESM.a DITCH ( Q �• 1/ / IIII �I TENT I N \ D.B.\1270-711 �`'f� REMAI ` PPEM - t _ , \ i \ S STEM 2 \714 PLAN`V I EASEMENT TO C€NTRAL OQ N tl / / II \ I ; \ \ \ \ / I 11vI �v 20' SANITARY SEWER ESMT. D.B. 1270- 711, 714 PLAT MH-1 TOP=489.77 INV=479.09 TELEPHONE CJ(�MPANY OF VIRGINIA DBA _ F 6 / �L---%--- rl: I _ �a - - CENTURYLINK I D.B. 4I 16-51 II °�• ) 1 1 1 1 f 1. RD _ i -� i// to ';0 STO `YJ i 7 500 II w LLA1' i-a i i Iv DE ENTION STIM 1 I I I, 1 1 I I 1 -+ , 00�I I \ of 0 ,n w f..; i , v o j FACILITY F-E .I.- .�:. / I / / � RD � D �-h 0 r / f i -T — SCH 0 PVC OR i Or 4 401 Mcimue Riv4 .%wth Wing C4atlua<avtHc VA'>WL4379 County of Albemarle Tdc{dYmc, 434-2)6 5,932 1= COMMUNITY DEVELOPMENT DEPARTMENT WWW,ALEIEMARLE.ORG Construction Record Drawings (As -built) and Required Documents for VSMP The following is a list of documents and 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 hr someone other than the designer. Please do not provide design drawings as construction record drawings. Fee $353.60 (fee includes the 41!'o Technology Fee). Record (as -built) drawing reouirements: I ) A signed and dated professional seal of the preparing engineer or surveyor. '_) The name and address of the firm and individual preparing the drawings on the tide sheet. 3) Include -as-built drawing" or "record drawing" on the tide sheet. 4) Show 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: a) Updated Location with geo-coordinates I northing/casting) of facilities. b) Verified Drainage Area maps for the drainage area treated. and for drainage to the facilities. e) 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 deviation.: from the design. d) Plants, location and type. e) 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. 0 Ditch Lines Display the constructed location of all ditch lines and channels, including typical sections and linings. g) 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. h) Access roads show location of access roads, surface treatment. drainage. etc, as applicable. i) Easements Show all planed easements with deed book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. Additional Documentation Reouired with the As -built Submittal: 5 ) Material layers bloftlter media. stone layers, sand layers. keyways and cores must be verified as to material types and depths- Provide inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 6) Inspection Records and photographs for pipe trenches and bedding, including underdmins and filter fabric. 7) Video Pipe Inspection for any pipes which are not viewable without the need to enter a confined space. 8) Computations For significant deviations from design, provide scaled computations verifying that the as -built condition is equivalent or exceeds design requirements. 9) Compaction reports are required verifying fill compaction in dams. 10) Manufacturerts► certification(s) for proprietary BMP-s certifying proper installation and functioning. Doc It 3014M SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST 4342275140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM TAR � IIAA / MH-1 J�C TOP=480.18 INV=474.67 TM. 45-948 U J . SFIIlb1P INV= 477.95 INV=477.70 ic. No. 45183 INV=477.46 EAEMENT TO V A / i_ - I� p �NALL�HDPE COMMONWEALTH GEE VIRGINIA 1°•- � \ 1 I / � - r � ^ - 1 � � to 5-� FDRAIN YP. { E N�W V. yy I I � / I \�' D.B. 4592-425 1 - I \ I / // i J -- 1 a C2 ' 15 PUBLIC S�NM I I I•. I / / t §"_SOLID I / / -j L \ / RIP -RAP DITCH 2 ti I HDPP I FACILITY/ESMT/ 1 •.. I / i / SCH-40 /( /' OUTLET PROTECTION - UNDERDRAIN to 'a• /i i ®.�' // / / I / /20SA(11TARY\ 1 0 / 1 200.00' +/- LENGTH / I o / /• / i SEWER rESMT. \ ) ,/I / OF STONE AND 8.00' 11 I t to .M :/ _. 4 I � I Al // 6.6. 1709 }SLAT J / / +/- WIDTH OF STONE VSMP PLAN I 45• BEND EX. 10' I t/ �� A s. TALL•°_� .� < i o I \R r ) A / / DI-36 � 1 11 I P --- -J ._..•,° - / -IN /WEIR W LL/ / 24" HDPE 9�� ; � i /\ / 664 WEST RIO TOP=527.78 I • • N \ \ I ` _ as .',� " ° o FACE OF READ BENCHMARK: \ \ _ _ o , h 5__ Tli 6„ 4gpN SCH f TOP OF DROP INLET I I \ \ a d' �' �' _ - W� INSIALLE A 9�RAI I � .. � � I \ I � � � NIPP _ - � ) 40 UND ELEVATION=527.78 V A J s-:�--- V l _ �pi-I / -� 2NITARYtSMT, 06 ALBEMARLE COUNTY, VIRGINIA I / Sx8 ql I A� _ 02 . _ - � �- � SUBMISSION: /j 2022.04.12 MH-1 + L— — — — — — — — — — VIONV==471.66 P491.06 + '�+ NEW V.W. REVISION: NEW V.W. PUBLIC SWM EASEMENRAINAGE1) 2023.02.09 30' JOINT ACCESS ESMT. TOP= FACILITY ESMTx —x x x—x —x x —x x — TOP=513.31 D.B. 1037-527 INV=503.46 NEW V.W. D.B. 1035-465 PLAT PUBLIC DRAINAGE TM. 45-105 EASEMENT TM. 45-102 FILE NO. GRADING & UTILITY PLAN t r 30 60 •t C5 520 515 510 505 500 495 490 485 480 47 520 Al A2 515 510 505 500 495 490 485 480 475 470 470 A3 A4 N w U Le O � M+ N� ^ O� cp+ N O 0 0 0� H mo- rn � S w I_NE 12 MIN.-\ ---COVER A810f S+ON PL OVER KIQNIWQVE DER-FABR A: 10PE P1 AN VIEW ON 0 0_ o_ o z 09+50 10+00 10+50 1Al -A4 PROFILE C6 HORZ: 1"=30' VERT: 1 "=10' A8 A8A 530 525 520 515 510 505 500 495 490 485 A8B (ABC 11 +00 11+50 m o n IIETE�O a 0 - IN�$� _ - +N+ nq,_ O O —N �2�-0 M All wo� -w c NEW k woI_ -J� wo �K�OS 50 rAMBEI CLA --- DIP WATER SEPARATION - 27.65LF-- 42.54L1- - 15 _-T5 �> HDPE @ 0,66% ro GRADE rn n o? >> >> zz -,*-0— o sl IMP .- n- o_ o- o _ zz >> zz 09+50 10+00 10+50 4 AB -ABC PROFILE C6 HORZ: 1"=30' VERT: 1"=10' A48 D1 D2 D3 A7 A7A e• •e ��■��.■tea - e. e. �v■���■� ® �19 Wal. milm■ milln�r�■�� Iwo - e- CCU 111111111112met —�-, � W 5 09+50 10+00 10+50 6 A413-D3 PROFILE C6 HORZ: 1"=30' VERT: 1"=10' 520 490 530 515 525 510 520 505 515 500 510 495 505 490 500 485 495 480 490 11+00 _I_ o i-.�_ _ mo r -00- 3 r m d' w0— tea- W ,t} •- -ItL'T) -6 - m-4c M-O N "'- 00 wa0¢ 18" ADS N-12 12 MIN... 1 ---- COVER. NEW —GRADE- INV.=505.50- _ 18HDPE 18" SUMP O 8.14LF 18" HDPE -- �t ' GRADE- d Qo o° °o O zz _ 0 >> >> zz — p > 475 11+.00 09+50 10+00 A7-A713 PROFILE C6 HORZ: 1 "=30' VERT: 1 "=10' 10+50 530 525 520 515 510 505 500 495 490 490 11+00 11+50 530 525 520 515 510 505 500 495 490 485 12+00 535 530 525 520 515 510 505 500 495 490 485 480 12+00 A4 520 515 510 505 500 495 490 485 480 475 470 470 11+50 520 515 510 505 500 495 490 485 480 d79 09+50 10+00 1.0+50 2 C1-C2 PROFILE C6 HORZ: 1"=30' VERT: 1 "=10' CA CA 114 520 515 510 505 500 495 490 485 480 475 00 I 520 515 510 505 500 495 490 485 480 d7R 09+50 10+00 10+50 3 131-132 PROFILE C6 HORZ: 1"=30' VERT: 1 "=10' N N ul c� U Q — is m ? CONCRETE O �9N M r7 RETAINING = 3 d a -WALIL QZ�+ w0t~iI wOH N = TOP=508DE .1 - w~o< -- EX._ - GRADE -- �� ,,-� ---'------ ------ - - _ _ n ---' 26.76LF - 65.62LF - 18" 18" HDPE HDPE WATER WATER - TIGHT @ 0.00% 0.00% o o o. --b. �a LOo..cy o O —O 0 00 00 oo? o_ o >> ->> > zz zz -zz z O + a o =rn0 F o w o� MC-3500 CHAMBER DETENTIO SYSTEM 1 18" ADS N-12. TOP-4ANTOLD INV.=505.50 17 MIN COVER- WEIR-TOI - -"TIGHT o.. m N o- 09+50 10+00 545 545 o o a oo in 540 N O D 00 >_ zZ N� 535 3md z Nad w� °r m 535 v�r W _ GRADE 530 530 —f--.. .. GRADE 525 22.37LE— - 525 6" HDPE @ 2.0T% 520 520 N I0 o 515 515 oz zz 510 510 10+50 10+00 10+50 E1-1`2 PROFILE C6 HORZ: 1"=30' VERT: 1 "=10' A4-El PROFILE HUNL: -1 =.5U VERT: 1"=10' 10+50 RETAINING WALL FOOTERS WHERE TOP STORMPIPES CROSS TO NEW GRADE ( BE 0.5 FT ABOVE THE OF CONCRETE TOP OF THE PIPE FOR A RETAINING WALL SPAN OF 10 LF 1 ^4 24m szm ss1W J 19 18 18 11+00 11+50 NOTE: STRUCTURAL ENGINEER FOR RETAINING WALLS SHALL PROVIDE ADEQUATE FOOTER DESIGN TO ACCOMMODATE EXCAVATING AND REPLACEMENT OF PIPES BELOW WALL 15BW O1BW 1 3 owB 07BW 12 11 EXISTING GRADE NEW GRADE (BOTTOM OF RETAINING WALL CONCRETE FOOTERS RETAINING WALL 18" HDPE WATER TIGHT PIPE BETWEEN E1 AND A6 6° SOLID SCH-40 UNDERDRAIN OUT OF DETENTION SYSTEM TO STRUCTURE A5 RETAINING WALL FOOTERS/ 8 PIPE CROSSING DETAIL 1 C6 SCALE: 1 "=20' 12+00 NEW GRADE (TOP OF CONCRETE RETAINING WALL 12+50 RETAINING WALL FOOTERS WHERE STORM PIPES CROSS TO BE 0.5 FT ABOVE THE TOP OF THE PIPE FOR A SPAN OF 10 LF 1.W 18.W 6 16 o0w 0] 10 535 530 525 520 515 510 505 500 495 490 485 480 13+00 NOTE: STRUCTURAL ENGINEER FOR RETAINING WALLS SHALL PROVIDE ADEQUATE FOOTER DESIGN TO ACCOMMODATE EXCAVATING AND REPLACEMENT OF PIPE BELOW WALL 114 520 515 510 505 500 495 490 485 480 475 00 T$ Q� h+P V 1 SHM; ic.No.45183 VSMP PLAN 664 WEST RIO _ ALBEMARLE COUNTY, VIRGINIA EXISTING NEW GRADE SUBMISSION: GRADE (BOTTOM OF CONCRETE 2022.04.12 RETAINING WALL RETAINING WALL FOOTERS 15" HDPE PIPE BETWEEN REVISION: A8B AND A8A 1) 2023.02.09 RETAINING WALL FOOTERS/ CG PAPE CROSSING DETAIL 2 FILE NO. 18.030 STORMWATER PROFILES C6 EARTH FILL NOTES 1. Material - Fill material should be taken from an approved, designated borrow area. It should be free of roots, stumps, wood, rubbish, stones greater than 6 inches, and frozen or other objectionable materials. Fill material for the center of the embankment and the cutoff trench should conform to Unified Soil Classification GC, SC, or CL. Consideration may be given to the use of other materials in the embankment based on the recommendations of a geotechnical engineer supervises the design and construction. 2. Placement - Areas on which fill is to be placed should be scarified before its placement. Fill material should be placed in layers a maximum of 8 inches thick (before compaction), which should be continuous over the entire length of the fill. The most permeable borrow material should be placed in the downstream portions of the embankment. The principal spillway must be installed concurrently with fill placement and not excavated into the embankment. 3. Compaction - Fill material should be compacted with appropriate compaction equipment such as a sheepsfoot, rubber -tired or vibratory roller. The number of required passes by the compaction equipment over the fill material may vary with soil conditions. Fill material should contain sufficient moisture such that the required degree of compaction will be obtained with the equipment used. The minimum required density is 95% of maximum dry density with a moisture content within 2% of the optimum, unless otherwise specified by the engineer. Each layer of the fill should be compacted as necessary to obtain minimum density and the engineer should certify, at the time of construction, that each fill layer meets the minimum density requirement. All compaction is to be determined by either Standard Proctor Test (ASTM D698) or the Modified Proctor Test (ASTM D1557) as directed by the geotechnical engineer based on site and soil conditions and the size and type of structure being built. 4. Cutoff Trench - The cutoff trench should be excavated into impervious material along or parallel to the centerline of the embankment as shown on the plans. The equipment used for excavation should govern the bottom width of the trench, with the minimum width being 4 The depth should be at least 4 feet below existing grade or as shown on the plans. The side slopes of the trench should be 1 H:1 V or flatter. The backfill should be compacted with construction equipment, rollers, or hand tampers to assure maximum density and minimum permeability. 5. Top Soil - The surface layer of compacted fill should be scarified prior to placement of at least 6 inches of topsoil. The topsoil shall be stabilized with in accordance with the Virginia Erosion and Sediment Control Handbook, latest edition. 515 515 510 510 GRADE VDOT #3 STONE ABOVE & AROUND CHAMBERS - 505 STORMTECH 505 -STONE-- MC-3500 @501.00— CHAMBER TYP. 500 100—YR WSF=4-99:78— _ Ex. GRADE 500 10—YR WSE=499.05 - 1—YR WSE=497.33— BOTTOM OF CHAMBER 495 �_ 434.50 495 VDOT #57 STONE _ _ 6"PERFORATED BELOW CHAMBERS SCH-40 PVC 490 _COMPACTED CLAY UNDERDRAIN PIPE 490 CORE PER EARTHEN INV.=494.00 EMBANKMENT NOTES e.o' BOTTOM OF MIN STONE @493.50 485 485 09+50 10+00 10+50 11+00 DETENTION SYSTEM 2 SECTION VIEW - STORMTECH-3500 C7 HORZ: 1"=30' VERT: 1 `10' 525 NOTES 520 1. ALL DETENTION SYSTEM CHAMBERS, CAPS AND UNDERDRAINS ARE TO BE 515 PLACED AT 0.00% SLOPES. 2. UNDERDRAIN PIPE SHALL BE PROTECTED WITH FABRIC 510 530 525 520 515 510 505 500 495 490 09+50 10+00 10+50 11+00 DETENTION SYSTEM 1 PROFILE VIEW - 4 STORM TECH -3500 C7 HORZ: 1"=30' VERT: 1 "=10' . ef�aoeoaaeo leuuu lr u "llr..l ......, . .. i.� ..nn..nr n• /i�r l PLA�TIe ➢MP TRASH RACE ORIFICE TRASH RACK DETAIL C % NOT TO SCALE 505 500 495 490 485 480 Scale: l' 30' A4 8l Ci A4B i OF #3 MIMI> "' STONE - - o� ' ABOVE &>�� AROUND �-CHAMBERS - w z3.tirn f - = - o o 8" PVC SCH-40 P -__.-.. -.. _. ID 1 H P FROM STRUCTURE C�? F - CAP TYP-. = .4 7, .47Z STORMTE ROOFDRAIN 18 ADS N-12- TOP MANIFOLD INV.=494.50 - INV. - INV. 494.50 @0.00% MBER - -_-----'--- - - -- -- -- -- -- ----- ----�___—____-____--=.. ___ _____-__----_ - 497.50 6 PERFORATED SCH-40 PVC —STONE!F UNDERDRAIN PIPE @493. --- DETENTION SYSTEM HDPE FROM STRUCTURE D1 V. IN=494.90 - .26% ' APPF S- = IINV..r = 4.50 INISTAII THREADED INV GAP N DOWNSTREAM N-500.50 INV.=494-00 CSWI NIPPLE INSTALLED IN CAP AT INVERT ELEVATION 475 09+50 10+00 10+50 11+00 11+50 12+00 3 DETENTION SYSTEM 2 PROFILE VIEW - STORMTECH-3500 C7 HORZ: 1"=30' VERT: 1 "=10' E2 �s INN �m INN .I ■ ... 11! a -INN 1111=111 - a .INN r.INN _ - 3:. INN .•.• •�� � . �. 'INN G . NEB !}',•A I■ �•.• •� ■1lF e • e. �iiiiiiii • •• .� �I■ �� III I.�JIJi ■�m INN ■ 11+50 New Trash Rack 1" Holes 30% Opening Area OOOOo 000000 000000 12.. 000000 000000 000000 000000 O O O 6" Typ. Front Section 00 O 12" 000 O0O0O 000000 1- 6" -I (A) Bottom Rack Side Section 490 12+00 525 520 515 510 505 500 495 490 A DE TOP OF STONE _ a��n an GRAD 18" ADS N-12 100-YR WSE=508.99 TOP MANIFOLD - - - YR NOSE=5 1-YR *SL-506.88 INV.=505.50 (TYP. ___ \ BOTTOM OF TORMTECH `6"-PERFORATED STONES - @504.50 CHAMBER TYP, HNnFRnRAIN PIPF INV-504.50 VOT--#57 STONE 12+50 13+00 525 520 515 510 505 500 495 490 485 480 475 13+50 SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM rH SMMP No. 45183 I �tAT V.J VSMP PLAN 664 WEST RIO 525 ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 520 2022.04.12 REVISION: 515 1) 2023.02.09 510 505 500 495 490 485 485 09+50 10+00 10+50 11+00 DETENTION SYSTEM 1 SECTION 6 VIEW - STORMTECH-3500 C7 HORZ: 1"=30' VERT: 1 `10' FILE NO. 18.030 STORMWATER FACILITIES PROFILES & SECTIONS C 7 (2) 18" N-12 MANI INV. =5( 53.30 LF - SCH.40 PVC DUAL WALL HI ROOFDF 011.05% @51 C STORM MC TENTION SYST 5 0 5 10 15 Scale: 1 "=5' 1 STRUCTURE E2 PLAN VIEW C8 E2 PRECAST FLAT TOP _ _ _ _. TOP=517.66 53.30 LF - 8" '_ _ SCH.40 PVC OR 48" MH-1 DUAL WALL HDPE WITH VDOT SL-1 ROOFDRAIN 011.05% INV. 0510.00 18" ADS N-12 TOP MANIFOLD -.-- INV.=505.50 00.00% VDOT SL-1 505.50 504.00 18" SUMP REFER TO PLAN VIEW FOR PIPE ANGLES STRUCTURE E2 SECTION CS SCALE: 1 "= L STORMTECH MC-3500 DETENTION SYSTEM 2 24" HDPE FROM STR. A4A INV. OUT=494.50 INSTALL 6" THREADED - CAP ON DOWNSTREAM FACE OF WEIR WALL WITH 1.5" THREADED NIPPLE INSTALLED IN CAP AT INVERT ELEVATION 24" HDPE FROM STR. A5� INV. IN=498.50 X7 A4 INSTALL 6" THREADED R I CAP ON DOWNSTREAM FACE OF WEIR WALL L/ R WITH 1.5" THREADED NIPPLE INSTALLED IN < R CAP AT INVERT / 4' HDPE FROM STR. A5' R INV. IN=498.50 WEIR WALL R - L A4 SEC. 1 7/ 72" MH 24" HDPE TO STR. A3 INV. OUT=494.00 5 0 5 10 15 Scale: 1 "=5' STRUCTURE A4 PLAN VIEW FOR RSECTI0N 1 (2) MH ACCESS A4 PRECAST FLAT TOP 24" HDPE TO STR. A4 INV. IN=498.50 06.06% WEIR TOP 0499.30 12%12" ORIFICE 0497.50 24" HDPE OUTS TO STR. A3 REFER TO PLAN VIEW 0 3.02% INV. OUT 494.FOR PIPE ANGLES STORMTECH MC-3500 DETENTION SYSTEM 2 24" HDPE FROM STR. A4A INV. OUT=494.50 53.80 LF - 8" SCH.40 PVC OR DUAL WALL BEND HDPE ROOFDRAIN 0510.00 @11.35% INV. �R CO STORMTECH MC-3500 DETENTION SYSTEM 1 18" ADS N-12 TOP MANIFOLD INV.=505.50 E1 SEC. TOP=505.95 72" MH 24" HDPE FROM STR. A4A INV. IN=494.50 00.00% INSTALL 6" THREADED CAP ON DOWNSTREAM FACE OF WEIR WALL WITH 1.5" THREADED NIPPLE INSTALLED IN CAP AT INVERT ELEVATION 494.00 •ro rvin io ri TOP MANIFOLD INV.=505.50 -�65.62LF - 18" HDPE WATER TIGHT @ 0.00% 10 15 Scale: 1 "=5' 5 STRUCTURE E1 PLAN VIE C8 PRECAST FLAT TOP E1 53.80 LF - 8" . . . . TOP=516.79 SCH.40 PVC OR DUAL WALL HDPE ROOFDRAIN 011.35% INV. 48" MH-1 0510.00 18" ADS N-12 TOP MANIFOLD INV.=505.50 00.00% VDOT SL-1-� 65.62LF - 18" HDPE WATER TIGHT 505.50 0 0.00% 504.00 18" SUMP REFER TO PLAN VIEW FOR PIPE ANGLES STRUCTURE E1 SECTION SCALE: 1 "=5' STRUCTURE A4 SECTION ji I 91 45' BEND A4 SEC. 2 i 72" MH / 24" HDPE TO STR. A3 < INV. OUT =494.00 5 0 5 10 15 Scale: 1 "=5' STRUCTURE A4 PLAN VIEW FOR 11 SECTION 2 C8 A4 PRECAST FLAT TOP 24" HDPE TO STR. A4 INV. IN=498.50 06.06% WEIR TOP 0499.30 12"x12" ORIFICE 0497.50 24" HDPE FROM STR. A4A INV. IN=494.50 00.00% INSTALL 6" THREADED CAP ON DOWNSTREAM FACE OF WEIR WALL WITH 1.5" THREADED NIPPLE INSTALLED IN CAP AT INVERT ELEVATION REFER TO PLAN VIEW STRUCTURE A4 SECTION 2 SCALE: 1 "=5' TOP=505.95 24" HDPE OUT TO STR. A3 INV. OUT 494.00 0 3.02% 494.00 154 / �'0 i i I I RD A aej STO ECH -`500 R DE ENYION / / A STEjM 1 4 V U B LXC S'M I FACILYTY I / I I Iz RD D I R,' OuIw GROUND LEVEL FIFE71 519.20- - - / STREET LEVEL, FFE- _1 531.20 i ---- ` -- //c 13 SITE LAYOUT PLAN VIEW FOR STORM SECTION �C8/ 531.20 RESIDENTIAL BUILDING NEW GRADE 14�SITE STORM SECTION SECTION CS SCALE: 1"=20' 45' BEND 6' DI-36 A5 SEC. 2 18" HDPE WATER TIGHT FROM STR. A6 INV. IN=505.50 0 INSTALL 6" THREADED A5 CAP ON DOWNSTREAM FACE OF WEIR WALL 1 WITH 1.5" THREADED NIPPLE INSTALLED IN CAP AT INVERT 72" MH ELEVATION 24" HDPE TO STR. A4 WEIR INV. OUT= 505.00 WALL 5 0 5 10 15 111111 Scale: 1 "=5' \SECTION RE A5 PLAN VIEW FOR 161 AS MH ACCESS 6' DI-3B 0 WEIR WALL 18" HDPE WATER TIGHT - - - - - 511.85 FROM STR. A6 - - - - - 511.35 INV. IN=505.50 00.00% PRECAST FLATTOP e LADDER ON THE BACK 508.10 OF WEIR WALL _ 507.10 14"x8" OROFICE 24" HDPE TO STR. A4 NV. OUT=505.00 06.06% - - - 505.00 72" MH REFER TO PLAN VIEW INSTALL 6" THREADED FOR PIPE ANGLES CAP ON DOWNSTREAM FACE OF WEIR WALL WITH 1.5" THREADED NIPPLE INSTALLED IN CAP AT INVERT ELEVATION /8RSTRUCTURE A5 SECTION 2 (R SCALE: 1"=5' 18" HDPE WATER TIGHT FROM STR. A6 INV. IN=505.50 INSTALL 6" THREADED CAP ON DOWNSTREAM FACE OF WEIR WALL WITH 1.5" THREADED G NIPPLE INSTALLED IN CAP AT INVERT R ELEVATION A5 WEIR SEC. 1 WALL 45' BEND- AS `24" HDPE TO STR. A4 INV. OUT=505.00 6' DI-36 72" MH 5 0 5 10 15 Scale: 1"=5' �STRUCTECTION RE A5 PLAN VIEW FOR 101 AS MH 6' DI-38 o-RACCESS LADDE 511.85 511.35 LADDER PRECAST FLATTOP WEIR WALL 508.10 14"x8" OROFICE - - - - 507.10 18" HDPE WATER TIGHT - FROM STR. A6 1� r INV. IN=505.50 00.00% 505.00 72" MH INSTALL 6" THREADED 24" HDPE TO STR. A4 CAP ON DOWNSTREAM INV. OUT=505.00 06.06A FACE OF WEIR WALL REFER TO PLAN VIEW WITH 1.5" THREADED FOR PIPE ANGLES NIPPLE INSTALLED IN CAP AT INVERT ELEVATION 10RSTRUCTURE A5 SECTION 1 5)UALL: -1 =5 I; STEMI�2 1 I I I 1 l__JI I LEVEL 5IFFE 1527.56 L _ t J I LEVEL 3 �FE - I506.05011 i II LEVEL 2 fkFE = 596.001 I I I 1 Nl� I I n l II II II I II I o I I I I I I I I I � II II I I I I I I I I n `o ti xi� 0 20 40 60 1"=20' 1 I I I NEW IV.W. EW V.W. PUBLIC SWM FACILIITY ESMT PUBLIC SWM }I >I FACILIT ESMT <I g 31 >U >U >IU I I I I I I I I I RAILING -� RF GR-2 - --- -- - ® �P CONC. RETAINING --- - ---- - WALL TOP OF STONE-510. 0' --- 100-YR WSE-5 8.99'- - --- 10-YR WSE-5 7.92;= _ - __ __ -_ _ - - _ - I 1-YR WSE=506.88 - - TOP OF ST�NSO1.D0 1] 1 0-YR WSE=499.78 EX. 10-YR SE=499.05 - - BOTTOM OF BOTTOM Od GRADE 1-YR SE=497.33 CHAMBERS=505.50' STONE=504.50I OTT O CHA BER9M OF BOT10M OF STONE=493.50' COMPACTED CLAY CORE PER EARTHEN MBANKMENT NOTES 585.50 SELF -STORAGE BUILDING SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN 664 WEST RIO ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2022.04.12 REVISION: 1) 2023.02.09 FILE NO. 18.030 STORMWATER STRUCTURES SECTIONS C8 24' 8"MIN EMBEDMENT SPRING LINE O OF PIPE NO. 68 STONE - - REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5" IN ANY DIMENSION -INTIAL BACKFILL* (6" LIFTS) * THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER -HAUNCHING -BEDDING 6" max 4" min -FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE HALL PIPE) NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2.FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE 8"MIN EMBEDMENT SPRING LINE OF PIPE NO. 68 STONE - - TYPICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG. S-3 ACSA: SEWER PIPE INSTALLATION (TYP.) NOT TO SCALE REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5" IN ANY DIMENSION -INTIAL BACKFILL* (6' LIFTS) * THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER -HAUNCHING -BEDDING 6" max 4" min -FOUNDATION SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE NOTE 1. OPEN CUTS IN PAVED AREAS WTHIN EXISTING VOOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO, 21A STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4' BEDDING OF NO, 68 STONE SHALL BE PROVIDED' 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6' BEDDING OF NO. 68 STONE TYPICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG. S-3 TO-34 ACSA: TYP. SEWER PIPE INSTALLATION IN TRENCH C9 NOT TO SCALE SECTION 1-1 �z Z L PSI CONC. BASE NCH SLOPED TO FLOW IoANNEL 1/4" 1' MIN 1>� 0 � 1 BRANCH 12"y ( I r� q 2„ I 1 FLEXIBLE CONNECTION NOTE: ALL CONNECTIONS TO WITH STAINLESS STEEL BAND EXISTING MANHOLES SHALL BE CORED AND A FLEXIBLE w CONNECTION BOOT " oINSTALLED TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN NTS FIG. S-1-B TD-27 ACSA: TYP. MH TIE IN 2__�PLAN VIEW C9 NOT TO SCALE F IA •' •' 45' IJ SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) COYD. BEND L H T L I H I T 90 2.50 2.50 3.01 0.24 4" & 6" 45 2.00 2.25 2.60 0.15 22 1/2 1.50 2.00 2.52 0.1E 2,0E 2.25 2.5E 0.15 11 1/4 1.50 2.00 2.50 0.10 90 3.66 3.16 3.21 0.48 8.: 45 2.66 2.66 2.77 0.26 22 1/2 1.66 2.15 2.69 0.13 3.16 2.91 2.66 0.32 11 1/4 1.66 2.16 2.67 0.13 90 4.83 3.83 3.42 0.83 10" & 12" 45 3.33 3.58 2.95 0.43 3.83 4.D0 2.83 0.52 22 1/2 2.33 2.58 2.56 0.24 11 1/4 1.83 2.33 2.84 0.18 THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION CHANGES SIZE DEAD ENDS AND AT VALVES. USE 2500 P.S.I, CONCRETE. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. z M FRAME & COVER (SEE FIG. S-I-D,E) SLOPED AREA STREET SURFACE OR NON -PAVED AREA 1'-0" MAX RUBBER COATED STEEL STEPS CAST IN PLACE 3'-0" MIN PRECAST REINFORCED CONCRETE SECTIONS 1-2i--M IN "0" RING SEALS 16MAX MINIMUM ELEVATION DIFFERENCE ACROSS M.H. 5" 4'-0" 5: FROM INLET TO OUTLET SHALL BE 0.20 FEET. DEPTH OF FLOW CONCRETE FILLETS VARIES CHANNEL TO BE 3/4 DIAMETER OF CONTRIBUTING --__ SEWER. 12" A FILLETED INVERT OR A SMOOTH•s.! TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE PROVIDED. MIN. 6" BEDDING NOTE W/ NO. 68 STONE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. TYPICAL MANHOLE SECTION SHOWING BRANCH TIE-IN N.T.S FIG. S-1-A TD-25 ACSA: TYP. MANHOLE SECTION BRANCH TIE-IN C9 NOT TO SCALE PLACE 5' GALVANIZED " WITNESS " POST WTH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS `o AS DIRECTED. MARKER LOCATION MAY BE SUBJECT •,I* TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE 0 •I I ADJUSTABLE TRAFFIC RATED II VALVE BOX W1 LID II u I - - M.J. GATE VALVE UNE CONCRETE 44 A 2'x 2' BEARING AREA, THRUST BLOCK .4 - - a. A d a a NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE TYPICAL GATE VALVE NITS NTS FIG. W-3 FIG. W-5 D-3 ACSA: CONCRETE ACSA: GATE VALVE 8 THRUST BLOCKS 9 (TYP.) C9 NOT TO SCALE C9 NOT TO SCALE 6" - 3,000 PSI CONCRETE M.SJ5 AT 28 DAYS OR STRONGER. WIRE REINFORCING OR Ooo0000000000000`` #4 BARS AT 12" O.C. Ate• -I -I I -III -I 4" COMPACTED R E SRN VDOT #21A -III -III-III- COMPACTED SUBGRADE 13 DUMPSTER PAD DETAIL PARKIN C9 Not To Scale 18 a A < 4" - 3,000 PSI ed .,4 ,. CONCRETE 4" - VDOT #21A 00000� 0� 0� 0� 0� 0� BASESTONE II�COMPACTED SUBGRADE Lk 75 IF 14 TYPICAL SIDEWALK SECTION op ' IMPq.'SSISI = VC OR a ROIEO E-DI L CSE ONER ATTACHED FAYLT RE P RESLENBAL 5pMc6 M OVAL RESkEHML wn IPmunw 9➢Mcw 4UV NOTNO CD 2' DUAL SERVICE N 1' CCLPo69On . ]/A- NAVE =PF CLVPUNC OR AW.PoYEp EWAL r PE T( sYrT caPvw OI MO ufE ON vvL 9NQE FANLv ORCEI 5wYFE NHwE An INelcanOV ME10, 15 NOT "RONLFD SINGLE SERVICE NOE 1) SADDLES SHALL OE uNf➢ ON Px MPE r Cwl M04 UP. - + nI MADE ! 13-- 5• FACNMW " RAC pE i) aw ) 1 au GOPFm�nw 1 1/9 BEND CXUOLNG-Y yy}zc..y. COMP AT STOP � 'YY•{.. : ';RU.l.�. BRION AS ECESNPY SAN0R Dusr OxOw "`• + PE WX MIN M!O RRA (i-NIW MIN INpne557 7 A.'j✓n ::fir' NT STONE01✓OfJ(ET, O jyeZ?`-_k`:�,',:^?=•:�SM1';„� 92c Joa nn s> AcaECATE TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FIG. W-6A TD-10 ACSA: TYP. SERVICE LATERAL INSTALLATION C9 NOT TO SCALE NOTE, MIN. 60' DIAMETER MANHOLE REQUIRED. 0 N.H. S4�:RNM �PJDROP HOLE PVC CROSS USE APPROVED FLEXIBLE RUBBER 0 BOOT. • LJ A GASKETEDSTOPCOUPLING DROP PIPE PIPE STRAPS(STAINLESS STEEL) SPACED EVERY B' VERTICALLY 90' RESTRAINED BEND SEWER INFLUENT A PIPE •A MAIN A SEWER ^ q PIPE PLAN PROFILE MIN. 6' BEDDING WITH NO. 68 STONE 1. HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN TWO (2)FEET. 2. VERTICAL DROP PI PE SHALL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO THE DROP FITTING WITH STANDARD GASKET JOINT. 3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADE OF STAINLESS STEEL. 4. SHAPE INVERT AS NEEDEDTO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT TO SPRING LINE OF MANHOLE INVERT. 5. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FLOW. 6. VERTICAL DROP PI PE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS. 7. MINIMUM 72" DIAM ETER MANHOLE REQUIRED FOR A SINGLE 10.OR 12" DIAMETER DROP CONNECTION, OR TWO 8" DIAMETER DROP CONNECTIONS. STANDARD INTERNAL DROP CONNECTION N.T.S. FIG. S-1-C2 TD-30 ACSA: INTERNAL DROP 10 CONNECTION C9 NOT TO SCALE 15 0 2 E --' i + zc V N F AC EC SSI RI F X G F C9 Not To Scale R7-8 NO PARKING LEGEND - GREEN(RETROREFL), WHITE SYMBOL ON BLUE(RETROREFL) 1.5" OF SM-9.5A SUPERPAVE 0 0 0 0 0 0 0 0 0 0 0 0 E 2.5" BASE BM 25.0 _ 6" - VDOT #21A III=III=III=III=III=III-III I _, BASESTONE -III-III-III-III-III-III-III II�COMPACTED SUBGRADE =!II-IIIIII=III=!II-IIIIII-III= MIN. CBR=6.0 TO BE FIELD VERIFIED TYPICAL PAVEMENT SECTION 15 FOR PARKING LOT C9 Not To Scale A RI8a •� VNIAQSSGBI£ C R780 VAN NIISSMI A R C G E F G N J BACKGROUND -WHITE (RETROREfL) `Reduce spacing 5096. PA1Ya1GAMLCARIN DEIECTONALAPBTATCN **See page 631. COLORS. LEGEND -GREEN IREIROREFIECINf)LN BIACX CO ORS: LEGEND -WHRE (RETRNREREL ) **See page 6-2 for arrow design. 0 P°-WHNE IRE ROREREC 1 FI GMxDRamD-R uE IRE ROREAED NEI 16 HC PARKING SGNAGE NOI 10 SCALL 'L1 E E E n E A i`� u5r� E • g ,.A � E A � 77,. W oB§� 8s EvCCv�� Y Q •°� E� n0S S, acl 1A bi c a. E Eyy - E V r D EE E 0 Nam! s z� �Om -n, �j z _ < Q (rUJ ` n e 8 *• E 8 a W �F{ 0ry$' ''� C, Ny �u S ILL 0 0LL641 TYPICAL MANHOLE FRAME & COVER N.T.6 FIG SI-D TD31 ACSA: M H FRAME & COVER C9 )NOT TO SCALE GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL UI INITIAL BACKFILL BEDDING 3 STONE * STABLE SOIL ROCK • SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE. FOUNDATION IN POOR SOIL UNDER -CUT CONDITION ACKFILL 4 MI e• 6^ MIN MIN. #68 STONE AS ACSA 7 \ STABLE`SOIL OR ROCK NOTE 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2.NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4.NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION & BEDDING NTS FIG. W-2 TD-2 11_�ACSA: DIP INSTALLATION C9 )NOT TO SCALE OA y O ® 4 MIN. II f 8' MIN. I7.5'8' MIN. (225' ip2 COMPOUND ME1Fn) �. _ I (22.5- MR COMPOUND NEVER) 18 MIN. 3T MIN. 12- MIN.MM.A NOTES: 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. 2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN -PLACE VAULTS SHALL BE 4 MNMUM WALL THCKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE B". 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATER PROOFING COMPOUND. TYPICAL METER VAULT (2" METER) NTS FIG. W-7C TO-16 ACSA: TYP. METER VAUL 17 (2" METER) C9 NOT TO SCALE SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% �Q (1/4" PER FOOT ) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER flow OF 3 FEET. SALT /7 TREATED FINISHED GROUND 2 z 4 MARKER PLUG END OF MAIN LINEfIN SECTION SERVICE LATERAL E WYE-TEE PLAN VARIES R SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 TD-33 ACSA: SEWER LATERAL CONNECTION C9 NOT TO SCALE y O ® 4 MIN. II f 8' MIN. I7.5'8' MIN. (225' ip2 COMPOUND ME1Fn) �. _ I (22.5- MR COMPOUND NEVER) 18 MIN. 3T MIN. 12- MIN.MM.A NOTES: 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. 2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN -PLACE VAULTS SHALL BE 4 MNMUM WALL THCKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE B". 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATER PROOFING COMPOUND. TYPICAL METER VAULT (2" METER) NTS FIG. W-7C TO-16 ACSA: TYP. METER VAUL 17 (2" METER) C9 NOT TO SCALE SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% �Q (1/4" PER FOOT ) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER flow OF 3 FEET. SALT /7 TREATED FINISHED GROUND 2 z 4 MARKER PLUG END OF MAIN LINEfIN SECTION SERVICE LATERAL E WYE-TEE PLAN VARIES R SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 TD-33 ACSA: SEWER LATERAL CONNECTION C9 NOT TO SCALE - r Q • r r r• • F 250E P.S.I. CONCRETE BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL, STEEL PILE `S\\\ (I/jI V WHEN THE SOIL 15 DISTURBED OR WHEN RESTRAINED JOINT FITTINGS 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 'WTH 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 TD-8 ACSA: FIRE HYDRANT �12 ASSEMBLY C9 )NOT TO SCALE SHIMP ENGINEERING2. LAND PLANNING -PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM I V r • U J Stump ic. • o. 45183 S VSMP PLAN 664 WEST RIO ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2022.04.12 REVISION: 1) 2023.02.09 SITE DETAILS FILE NO. SITE & ACSA DETAILS C9 PROJECT DESCRIPTION, GENERAL NOTES, EROSION & SEDIMENT CONTROL NOTES, AND SEQUENCE OF CONSTRUCTION PROJECT DESCRIPTION THE SITE CURRENTLY IS A GRASSED/WOODED LOT WITH ABANDONED STRUCTURES. THIS PROJECT PROPOSES (1) ONE MULTIFAMILY BUILDING WHICH CONTAINS 89 UNITS, (1) ONE MINI SELF STORAGE BUILDING AND A LINEAR PARK. THE TOTAL AREA OF DISTURBANCE IS 4.02 ACRES. NOTE: SITE REQUIRES 12,000 +/- CUBIC YARDS OF SOIL IMPORT. CONTRACTOR TO VERIFY EXACT AMOUNT NEEDED ONCE LAND var10 PERMIT IS OBTAINED. EXISTING SITE CONDITIONS THE SITE CURRENTLY IS A GRASSED/WOODED LOT WITH ABANDONED STRUCTURES. ADJACENT PROPERTIES THE SITE IS BOUNDED BY OTHER COMMERCIAL USERS SUCH AS CAR DEALERSHIPS TO THE NORTH & NORTHEAST, SELF STORAGE BUILDINGS TO THE EAST, RIO ROAD WEST TO THE SOUTHWEST WHILE IT IS ABUTTED BY RESIDENTIAL HOUSES AND BERKMAR DRIVE TO THE NORTH WEST. THE SITE IS APPROXIMATELY 320 FT FROM THE BERKMAR DRIVE AND RIO ROAD WEST INTERSECTION AND APPROXIMATELY 1100 FT FROM RIO ROAD WEST AND SEMINOLE TRAIL (STATE ROUTE 29) INTERSECTION. OFF -SITE AREAS THERE ARE NO OFFSITE ACTIVITIES. SOILS THE SITE IS COMPRISED OF: 1- 27B - ELIOAK LOAM, 2 TO 7 PERCENT SLOPES, HSG: B 2- 27C - ELIOAK LOAM, 7 TO 15 PERCENT SLOPES, HSG: B 3- 34 C - GLENELG LOAM, 7 TO 15 PERCENT SLOPES, HSG: B CRITICAL EROSION AREAS THERE ARE NO CRITICAL AREAS ON THIS SITE. EROSION & SEDIMENT CONTROLS UNLESS OTHERWISE INDICATED, ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS AS SET FORTH IN THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, LATEST EDITION. THE MINIMUM STANDARDS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY VARIANCE. TEMPORARY CONSTRUCTION ENTRANCE (CE) - 3.02 A STONE PAD WILL BE CONSTRUCTED AT THE ENTRANCE THE SITE TO PROVIDE A MEANS OF REMOVING SEDIMENT FROM THE TIRES OF CONSTRUCTION VEHICLES LEAVING THE WORK SITE. THE CONTRACTOR SHALL REMOVE ANY MUD FROM THE EXISTING ROAD SURFACE BY MEANS OF SWEEPING AND SHOVELING. STORM DRAIN INLET PROTECTION 0P) - 3.07 THE INSTALLATION OF VARIOUS KINDS OF SEDIMENT TRAPPING MEASURES AROUND DROP INLETS OR CURB INLET STRUCTURES PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA; LIMITED TO DRAINAGE AREAS NOT EXCEEDING ONE ACRE, AND NOT INTENDED TO CONTROL LARGE, CONCENTRATED STORMWATER FLOWS. STD. AND SPEC. 3.07. SILT FENCE (SF) - 3.05 SILT FENCING WILL BE INSTALLED AS A FIRST STEP IN CONSTRUCTION ACTIVITIES. LOCATION AND DETAILS ARE SHOWN ON THE PLANS. TEMPORARY DIVERSION DIKE DD - 3.09 A TEMPORARY DIVERSION DIKE SHALL BE USED TO BOTH DIVERT STORM RUNOFF FROM UPSLOPE DRAINAGE AREAS AWAY FROM UNPROTECTED DISTURBED AREAS TO A STABILIZED OUTLET AND TO DIVERT SEDIMENT -LADEN RUNOFF FROM A DISTURBED AREA TO A SEDIMENT -TRAPPING FACILITY. LOCATION AND DETAILS ARE SHOWN ON THE PLANS. TEMPORARY FILL DIVERSION FD - 3.10: A CHANNEL WITH A SUPPORTING RIDGE ON THE LOWER SIDE, CONSTRUCTED ALONG THE TOP OF AN ACTIVE EARTH FILL CONSTRUCTED IN ORDER TO DIVERT RUNOFF AWAY FROM THE UNPROTECTED FILL SLOP TO A STABILIZED OUTLET OR SEDIMENT TRAPPING STRUCTURE; APPLICABLE WHERE THE AREA AT THE TOP OF THE FILL DRAINS TOWARD THE EXPOSED SLOPE AND CONTINUOUS FILL OPERATIONS MAKE THE USE OF A TEMPORARY DIVERSION DIKE INFEASIBLE; MAXIMUM EFFECTIVE LIFE IS ONE WEEK. STD. AND SPEC. 3.10. TEMPORARY RIGHT-OF-WAY DIVERSION: A RIDGE OF COMPACTED SOIL OR LOOSE GRAVEL CONSTRUCTED ACROSS A DISTURBED RIGHT-OF-WAY OR SIMILAR SLOPING AREA TO SHORTEN THE FLOW LENGTH WITHIN THE DISTURBED STRIP AND DIVERT THE RUNOFF TO A STABILIZED OUTLET. EARTHEN DIVERSIONS ARE APPLICABLE WHERE THERE WILL BE LITTLE OR NO CONSTRUCTION TRAFFIC WITHIN THE RIGHT-OF-WAY AND GRAVEL STRUCTURES ARE APPLICABLE WHERE VEHICULAR TRAFFIC MUST BE ACCOMMODATED. STD. AND SPEC. 3.11. DUST CONTROL (DC) - 3.39 DUST CONTROL MEASURES IN ACCORDANCE WITH STANDARD AND SPECIFICATION 3.39 SHALL BE IMPLEMENTED ONSITE TO PREVENT AIRBORNE MOVEMENT OF DUST. MEASURES INCLUDE IRRIGATION, MULCHING OR OTHER MEASURES AS OUTLINED IN THE SPECIFICATIONS. TEMPORARY SEDIMENT TRAP (ST) - 3.13 A SMALL BONDING AREA, FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT WITH A STONE OUTLET ACROSS A DRAINAGE SWALE, TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS FOR ENOUGH TIME TO ALLOW MOST OF THE SUSPENDED SOLIDS TO SETTLE OUT. MAXIMUM EFFECTIVE LIFE IS 18 MONTHS. STD. AND SPEC. 3.13. TEMPORARY SEEDING (TS) - 3.31 TEMPORARY SEEDING SHALL BE APPLIED TO ALL DENUDED AREAS WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY OR MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 14 DAYS. TEMPORARY SEEDING SHALL BE APPLIED IN CONFORMANCE WITH STD. AND SPEC. 3.31. CONSTRUCTION ROAD STABILIZATION: 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. STD. AND SPEC. 3.03. PERMANENT STABILIZATION OUTLET PROTECTION - 3.18 THE INSTALLATION OF RIPRAP CHANNEL SECTIONS AND/OR STILLING BASINS BELOW STORM DRAIN OUTLETS TO REDUCE EROSION AND UNDER -CUTTING FROM SCOURING AT OUTLETS AND TO REDUCE FLOW VELOCITIES BEFORE STORMWATER ENTERS RECEIVING CHANNELS BELOW THESE OUTLETS. PERMANENT SEEDING PS - 3.32 A PERENNIAL VEGETATIVE COVERING SHALL BE ESTABLISHED ON DISTURBED AREAS WITHIN 7 DAYS OF BEING BROUGHT TO FINAL GRADE ON AREAS NOT OTHERWISE PROTECTED. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS TO BE APPLIED ACCORDING TO THE PERMANENT SEED SCHEDULE AS SHOWN ON THE DRAWING. SEEDED AREAS SHALL BE LIMED WHEN NECESSARY AT A RATE OF 2 TONS PER ACRES, AND FERTILIZED AT A RATE OF 1,000 LBS. PER ACRE OF 10-20-10 (10 LBS. PER 1,000 SQUARE FEET) OR EQUIVALENT. MULCHING (MU) - 3.35 ALL SEEDED AREAS SHALL BE MULCHED WITH STRAW IMMEDIATELY FOLLOWING SEEDING OPERATIONS. STRAW MULCH SHALL BE APPLIED AT A RATE OF TWO TONS PER ACRE. EROSION & SEDIMENT CONTROL NOTES: 1. ALL VEGETATIVE AND STRUCTURAL EROSION & SEDIMENT CONTROL (E&S) PRACTICES WILL BE CONSTRUCTED AND MAINTAINED IN ACCORDANCE WITH THE MINIMUM SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATION 9VAC25-840-40. 2. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO COMMENCEMENT OF LAND DISTURBING ACTIVITY AND ONE WEEK PRIOR TO FINAL INSPECTION. THIS REQUIREMENT CAN BE WAIVED AT THE DISCRETION OF THE PLAN APPROVING AUTHORITY. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ONSITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING BUT NOT LIMITED TO, OF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTRY EROSION AND SEDIMENT CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN REVIEWING AUTHORTY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN REVIEWING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABALIZATION IS ACHEIVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALY AND AFTER EACH RUN-OFF PRODUCING STORM EVENT. ANY NECESSARY REPARIS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. INSTALL AND MAINTAIN CONSTRUCTION ENTRANCES FOR ENTIRE PROJECT AT ALL LOCATIONS WHERE VEHICLES ENTER/LEAVE THE WORK AREA AND WHERE SOIL IS STOCKPILED. 11. MAINTAIN ALL EROSION AND SEDIMENT CONTROL UNTIL THE COMPLETION OF FINAL STABILIZATION. UNLESS OTHERWISE NOTED ON THE PLANS REMOVE ALL EROSION & SEDIMENT CONTROLS FOLLOWING THE ESTABLISHMENT OF A PERMANENT VEGETATIVE COVER AND COMPLETION OF FINAL STABILIZATION. ENVIRONMENTAL CONTROLS 1. CONTRACTOR SHALL PROVIDE AND MAINTAIN ALL ENVIRONMENTAL CONTROL MEASURES SO AS TO COMPLY WITH LOCAL ORDINANCES, STATE AND FEDERAL LAWS AND REGULATIONS APPLICABLE TO WATER POLLUTION IN WATERS OF THE STATE AND IN INTERSTATE WATERS. 2. CONTRACTOR SHALL MINIMIZE THE POTENTIAL FOR AIR POLLUTION BY THE USE OF EMISSION CONTROL EQUIPMENT ON CONTRACTOR OPERATED EQUIPMENT, SHUT -DOWN OF MOTORIZED EQUIPMENT WHEN NOT IN USE, AND ACTIVELY CONTROLLING DUST EMISSIONS THROUGHOUT THE PROJECT. 3. ANY WASTE DISCOVERED DURING THE PROJECT SHALL NOT BE MOVED WITH OUT PRIOR AUTHORIZATION OF THE OWNER AND BE DIRECT -LOADED INTO COVERED ROLL -OFF CONTAINERS FOR TEMPORARY STORAGE PRIOR TO DISPOSAL IN A PERMITTED LANDFILL. EROSION & SEDIMENT CONTROL PERMITTING 1. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL LOCAL AND STATE EROSION AND SEDIMENT CONTROL PERMITS AND MAINTAINING ALL EROSION AND SEDIMENT CONTROLS IN ACCORDANCE WITH THE PERMIT REQUIREMENTS. PERMANENT DETENTION PIPE MAINTENANCE 1. CHECK/CLEAR ORIFICE - SEASONALLY 2. CLEAN REMOVE HEAVY DEBRIS FROM PIPE - SEASONALLY 3. INSPECT TRASH SCREEN &CLEAR DEBRIS -YEARLY 4. INSPECT CULVERT & CLEAR DEBRIS - YEARLY 5. INSPECT ENTIRE DETENTION PIPE SYSTEM & REMOVE SEDIMENT WITH VAC -TRUCK - EVERY 2 YEARS CONSTRUCTION MAINTENANCE THE FOLLOWING CONSTRUCTION MAINTENANCE PRACTICES SHALL BE FOLLOWED AT THE SITE. 1. ALL E&S CONTROL MEASURES WILL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT RAIN EVENT. ALL DEFICIENCIES IDENTIFIED DURING THESE INSPECTIONS SHALL BE CORRECTED AS SOON AS PRACTICABLE. 2. THE SILT FENCE BARRIER SHALL BE REGULARLY CHECKED FOR UNDERMINING, DETERIORATION OR SIGNIFICANT EROSION. SEDIMENT SHALL BE REMOVED AFTER EACH STORM EVENT AND WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF THE HEIGHT OF THE CONTROL. 1. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL MAINTENANCE REQUIREMENTS SET FORTH IN THE CURRENT EDITION OF THE VIRGINIA SEDIMENT AND EROSION CONTROL MANUAL, OTHER APPLICABLE COMMONWEALTH OF VIRGINIA REGULATIONS AND THE PROJECT SPECIFICATIONS. 2. ALL SEEDED AREAS WILL BE REGULARLY CHECKED TO ENSURE THAT A GOOD STAND OF GRASS IS MAINTAINED. 5. AREAS WITH RIP -RAP SHOULD BE REGULARLY INSPECTED TO DETERMINE IF HIGH FLOWS HAVE DAMAGED THESE CONTROLS OR CAUSED EXCESSIVE SEDIMENT DEPOSITION. ALL AREAS SHALL BE MAINTAINED IN ACCORDANCE WITH THE REQUIREMENTS OF THIS E&S CONTROL PLAN. MANAGEMENT STRATEGY AND SEQUENCE OF CONSTRUCTION THE FOLLOWING ARE THE PROPOSED MANAGEMENT STRATEGIES AND DETAILED SEQUENCE OF CONSTRUCTION. REQUIRED PERMITS MUST BE IN -HAND BEFORE WORK BEGINS: PHASE 1 1. INSTALL CONSTRUCTION ENTRANCE ON AS SHOWN ON THIS PHASE. 2. INSTALL INLET PROTECTION ON THE INLET ON RIO ROAD W AS SHOWN. 3. CLEAR A PATH AND INSTALL SEDIMENT TRAPS AND THEIR DIVERSIONS. 4. INSTALL SILT FENCE AROUND THE PERIMETER, ON THE DOWNHILL SIDE OF THE SEDIMENT TRAPS, AND WIRE SILT FENCE ALONG THE AREA SHEET FLOWING TO STREAM DIRECTLY. 5. CONTACT THE ENGINEER AND ALBEMARLE COUNTY FOR INSPECTION AND APPROVAL OF ALL E&S CONTROL MEASURES. 6. UPON APPROVAL OF E&S CONTROL MEASURES, BEGIN WHOLESALE CLEARING, STOCKPILING AND DEMOLITION THE EXISTING STRUCTURES. 7. MAINTAIN SILT FENCE, SEDIMENT TRAP, DIVERSION, AND CONSTRUCTION ENTRANCE. PHASE 2 1. UPON APPROVAL OF E&S CONTROL MEASURES, INSTALL ROW DIVERSION AND ADJUST THE FILL DIVERSION AS SHOWN. 2. INSTALL STORM STRUCTURES (A4-Al) AND THEIR PIPES. A. STRUCTURE A4 IS TO BE INSTALLED PARTIALLY. BOTTOM OF STRUCTURE A4 IS 494.00' PER PROFILE ON SHEET C7 (DETAIL 1). B. DO NOT INSTALL THE WEIR WALL FOR THIS STRUCTURE (A4) UNTIL DETENTION SYSTEM 2 IS IN PLACE AND THE GRADING IN THAT ARE IS CLOSE TO FINAL GRADE C. TOP OF STRUCTURE A4 IN THIS PHASE=498.00' 3. EXCAVATE DIRT WHERE THE SELF -STORAGE BUILDING IS PROPOSED AND STOCKPILE IT OR HAUL IT OFFSITE 4. BEGIN CONSTRUCTION OF THE SELF STORAGE BUILDING WHILE SIMULTANEOUSLY SETTING UP THE BUILDING PAD AND INSTALLING THE FOOTING FOR THE RESIDENTIAL BUILDING 5. INSTALL STORM STRUCTURES (ABC-A8) AND THEIR PIPES. KEEP PIPES BLOCKED UNTIL SITE IS STABILIZED AND SEDIMENT TRAPS ARE REMOVED. 6. INSTALL WATER LINE AND SANITARY LATERALS AS SHOWN ON THIS PHASE. 7. INSTALL RETAINING WALLS AS SHOWN IN THIS PHASE. 8. LAY DOWN STONE ON THE CONSTRUCTION ACCESS PATH. 9. CONTACT THE ENGINEER AND ALBEMARLE COUNTY FOR INSPECTION AND APPROVAL OF ALL E&S CONTROL MEASURES PHASE 3 1. UPON APPROVAL OF E&S CONTROL MEASURES, INSTALL THE STORMWATER PIPES, DETENTION SYSTEM 1 & 2, AND ADJUST THE SEDIMENT TRAP DIVERSION AS SHOWN ON THIS PHASE. 2. ALL STORM STRUCTURES, STORMPIPES, AND DETENTION SYSTEM 1 & 2 SHALL BE BLOCKED AND SITE RUNOFF SHALL NOT TO RUN THROUGH ANY OF THE STORM STRUCTURES/PIPES/FACILITIES. 3. COMPLETE CONSTRUCTION OF THE SELF STORAGE AND RESIDENTIAL BUILDING. 4. BEGIN CONSTRUCTING THE LINEAR PARK TRAIL. 5. STABILIZE THE SITE AND CONTACT THE ENGINEER AND ALBEMARLE COUNTY FOR INSPECTION AND APPROVAL OF ALL E&S CONTROL MEASURES PHASE 4 1. UPON APPROVAL OF E&S CONTROL MEASURES, DEWATER AND REMOVE SEDIMENT TRAP 1 & 2. 2.FINAUZE THE GRADING AT THE END OF THE LOCAL STREET, AND INSTALL STORM STRUCTURES D3-D2 AND THEIR PIPES PER THE PROFILE ON SHEET C7. 3. INSTALL PIPE A5-A4, AND WEIR WALL IN STRUCTURE A4 4. FINISH WATERLINE INSTALLATION AND RETAINING WALLS. 5. FINALIZE THE GRADING OF THE DRIVEWAY AND PARKING ADJACENT TO PARCEL 45-105. 6. FINISH PAVING AND CONCRETE WORK WHERE NECESSARY, AND INSTALLING SIDEWALKS, CURB & GUTTER. 7. CLEAN THE STORM PIPES AND DETENTION SYSTEM 1 & 2 PRIOR TO REMOVING BLOCKERS FROM THE STRUCTURES TO INSURE NO SEDIMENTATION HAD GONE THROUGH THEM THROUGHOUT ALL PHASES OF THE SITE WORK. 8. ONCE THE STRUCTURES/PIPES ARE CLEANED, SITE WORK IS OVER, BLOCKED INLETS SHALL BE OPENED AND INLET PROTECTIONS SHALL BE PLACED ON ALL STORM DROP INLETS. 9. CONTACT THE ALBEMARLE COUNTY ENGINEER FOR INSPECTION. STORMWATER MANAGEMENT: WATER QUALITY: TO ADDRESS RUNOFF QUALITY REQUIREMENTS SET FORTH IN 9VAC25-870-65, THE SITE LAND COVER INFORMATION WAS ENTERED INTO THE VRRM RE -DEVELOPMENT SPREADSHEET. THIS INCLUDED PRE -DEVELOPMENT AND POST -DEVELOPMENT LAND AREAS. THE VRRM SPREADSHEET, ATTACHED IN THIS PACKET, SHOWED THAT THE PROJECT REQUIRED A TOTAL PHOSPHOROUS (TP) REDUCTION OF 4.44 LB/YR. A PURCHASE OF 4.44 LB/YR PHOSPHOROUS CREDIT SHALL BE MADE TO ACHIEVE REQUIRED TP REDUCTION FOR THIS SITE. WATER QUANTITY: SWM QUANTITY IS SATISFIED BY ANALYZING CONCENTRATED RUNOFF FROM THE DEVELOPMENT AT SITE OUTFALL AT THE NORTHEAST CORNER OF THE DEVELOPMENT PROPERTY. THE SITE DRAINAGE AREA IS DIVIDED INTO TWO DRAINAGE AREAS BASED ON A STREAM NORTH OF THE PROPERTY DRAINAGE AREA TO THE SOUTH OF THE STREAM (DRAINAGE AREA 1) AND DRAINAGE AREA TO THE NORTH OF THE STREAM (DRAINAGE AREA 2). BOTH DRAINAGE AREA 1 & 2 FLOW TO THE SITE OUTFALL BUT THE ANALYSIS FOR THEM DIFFERS AS FOLLOW: DRAINAGE AREA 1: 9VAC25-870-66-B(3) REQUIRES THAT CONCENTRATED RUNOFF FROM DEVELOPMENT AT THE SITE OUTFALL MEET THE ENERGY BALANCE EQUATION. TO ACHIEVE THIS, MOST CONCENTRATED RUNOFF FROM THIS DRAINAGE AREA WILL BE ROUTED TO TWO UNDERGROUND DETENTION FACILITIES AND THEN TO SITE OUTFALL. DRAINAGE AREA 1 IS DIVIDED INTO THREE SEGMENTS, DRAINAGE AREA. 1. DRAINAGE AREA 1 TO DETENTION SYSTEM 1 (MANAGED): HAS 1.924 ACRES OF POTENTIAL STORMWATER RUNOFF THROUGH A COMBINATION OF IMPERVIOUS AND TURF AREAS WHICH IS MANAGED BY ROUTING IT TO A STORMTECH MC-3500 DETENTION SYSTEM 1 AND THEN TO SITE OUTFALL. 2. DRAINAGE AREA 2 TO DETENTION SYSTEM 2 (MANAGED): HAS 0.999 ACRES OF POTENTIAL STORMWATER RUNOFF, ALSO FLOWING THROUGH A COMBINATION OF IMPERVIOUS AND TURF AREAS, WHICH IS MANAGED ROUTING IT TO A STORMTECH MC-3500 DETENTION SYSTEM 2 AND THEN TO SITE OUTFALL. 3. DRAINAGE AREA 1 BYPASS: HAS 0.540 ACRES OF POTENTIAL STORMWATER RUNOFF FLOWING THROUGH A COMBINATION OF IMPERVIOUS, TURF AND WOODED AREAS. THE FLOW FROM THIS AREA IS UNMANAGED AND FLOWS DIRECTLY TO SITE OUTFALL. THE RUNOFF FROM DRAINAGE AREA 1 TO SITE OUTFALL MEETS THE ENERGY BALANCE EQUATION REQUIREMENTS SET FORTH IN 9VAC25-870-66-B(3). 9VAC25-870-66-C(2).B REQUIRES THAT THE CONCENTRATED STORMWATER FLOW TO STORMWATER CONVEYANCE SYSTEMS THAT CURRENTLY EXPERIENCE LOCALIZED FLOODING DURING THE 10-YEAR 24-HOUR STORM EVENT AND RELEASES A POST -DEVELOPMENT PEAK FLOW RATE FOR THE 10-YEAR 24-HOUR STORM EVENT THAT IS LESS THAN THE PREDEVELOPMENT PEAK FLOW RATE FROM THE 10-YEAR 24-HOUR STORM EVENT. THIS CONDITION HAS ALSO BEEN SATISFIED AS THE PEAK FLOW FOR THE 10-YEAR 24-HOUR STORM EVENT FOR THE POST DEVELOPMENT IS LESS THAN THE PRE -DEVELOPMENT FLOW FOR THE 10-YEAR 24-HOUR STORM EVENT. PRE-DEV PEAK RUNOFF MAX- ALLOWED PEAK RUNOFF POST-DEV PEAK RUNOFF 1-YR 22 CrS __2- -s z- _=S 10-YR 9.15 CFS 9'_ CFS 8ez C=s DRAINAGE AREA 2: DRAINAGE AREA 2 LIES NORTH OF THE STREAM AND HAS 0.399 ACRES OF POTENTIAL RUNOFF IN A STORMWATER RUNOFF THROUGH A COMBINATION OF IMPERVIOUS AND TURF AREAS WHICH FLOW TO THE STREAM AND THEN REACHES THE SITE OUTFALL. THIS AREA IS DESIGNED TO HAVE SHEET FLOW RUNOFF AND MEETS THE REQUIREMENTS IN 9VAC25-870-66-D. 9VAC25-870-66-D REQUIRES EVALUATING FOR POTENTIAL IMPACTS ON DOWN -GRADIENT RESOURCES FOR INCREASED VOLUMES OF SHEET FLOW THAT WILL CAUSE OR CONTRIBUTE TO EROSION, SEDIMENTATION, OR FLOODING. THE PRE DEVELOPMENT DRAINAGE AREA 1 HAS 1.52 CFS Q1 AND 9.15 CFS 010 WHILE PRE DEVELOPMENT DRAINAGE AREA 2 HAS 0.21 CFS Qi AND 1.23 CFS 010. SINCE DRAINAGE AREA 1 AND DRAINAGE ARE 2 BOTH FLOW TO THE SAME SITE OUTFALL THAT IS BEING ANALYZED, ADDING THE TWO PRE DEVELOPMENT FLOWS TOGETHER RESULTS IN THE FOLLOWING: Q PRE-DEV FOR 1-YEAR = 1.52 CFS + 0.21 CFS = 1.73 CFS Q PRE-DEV FOR 10-YEAR = 9.15 CFS + 1.23 CFS = 10.38 CFS THE POST DEVELOPMENT DRAINAGE AREA 1 HAS 0.26 CFS Q1 AND 8.44 CFS Q10 WHILE PRE DEVELOPMENT DRAINAGE AREA 2 HAS 0.47 CFS Q1 AND 1.74 CFS Q10. SINCE DRAINAGE AREA 1 AND DRAINAGE ARE 2 BOTH FLOW TO THE SAME SITE OUTFALL THAT IS BEING ANALYZED, ADDING THE TWO POST DEVELOPMENT FLOWS TOGETHER RESULTS IN THE FOLLOWING: Q POST-DEV FOR 1-YEAR = 0.26 CFS + 0.47 CFS = 0.73 CFS Q POST-DEV FOR 10-YEAR = 8.44 CFS + 1.74 CFS = 10.18 CFS WHEN COMPARING THE PRE AND POST DEVELOPMENT FLOWS, THE RESULTS SHOW THAT THE POST DEVELOPMENT FLOW IS REDUCED BY 58% FOR THE 1-YEAR STORM AND BY 2% FOR THE 10-YEAR STORM. SINCE THE RUNOFF TO THE SITE OUTFALL FOR THE POST -DEVELOPMENT HAS BEEN DECREASED FROM THE RUNOFF FOR THE PRE -DEVELOPMENT, THERE WILL BE NO RUNOFF THAT CONTRIBUTES TO EROSION, SEDIMENTATION, OR FLOODING OF DOWN GRADIENT RESOURCES WHICH THEREFORE MEETS THE REQUIREMENTS IN 9VAC25-870-66-D. ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS: 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO 3. MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFFPRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:0OPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAN MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE 0 SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIR IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. GENERAL NOTES 1. THE INFORMATION AND DATA SHOWN OR INDICATED WITH RESPECT TO THE EXISTING UNDERGROUND UTILITIES AT OR CONTIGUOUS TO THE SITE ARE BASED ON INFORMATION AND DATA FURNISHED TO THE OWNER AND ENGINEER BY THE OWNERS OF SUCH UNDERGROUND FACILITIES OR OTHERS. THE OWNER OR ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF SUCH INFORMATION OR DATA. THE CONTRACTOR SHALL HAVE FULL RESPONSIBILITY FOR CONFIRMING THE ACCURACY OF THE DATA, FOR LOCATING ALL UNDERGROUND UTILITIES, FOR COORDINATION OF THE WORK WITH OWNERS OF SUCH UNDERGROUND UTILITIES DURING CONSTRUCTION, FOR THE SAFETY AND PROTECTION THEREOF AND REPAIRING ANY DAMAGE THERETO RESULTING FROM THE WORK. ALL OF THESE CONDITIONS SHALL BE MET AT NO ADDITIONAL COST TO THE OWNER. THE CONTRACTOR SHALL CONTACT "MISS UTILITIES" OF VIRGINIA AT 1-800-552-7001 PRIOR TO THE START OF WORK. 2. WHEN WORKING ADJACENT TO EXISTING STRUCTURES, POLES, ETC., THE CONTRACTOR SHALL USE WHATEVER METHODS THAT ARE NECESSARY TO PROTECT STRUCTURES FROM DAMAGE. REPLACEMENT OF DAMAGED STRUCTURES SHALL BE AT THE CONTRACTOR'S EXPENSE. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING SITE STRUCTURES FROM DAMAGE AND COORDINATING WORK SO THAT THE OWNER CAN MAKE NECESSARY ARRANGEMENTS TO MODIFY/PROTECT EXISTING STRUCTURES FROM DAMAGES. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING ALL UTILITY OWNERS, ADJACENT LAND OWNERS WHOSE PROPERTY MAY BE IMPACTED AND THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO COMPLETING ANY OFF -SITE WORK. 5. CONTRACTOR SHALL NOTIFY AND COORDINATE ALL WORK INVOLVING EXISTING UTILITIES WITH UTILITY OWNERS, AT LEAST 72 HOURS PRIOR TO THE START OF CONSTRUCTION. 6. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONTRACT DOCUMENTS TO THE OWNER AND ENGINEER. 8. CONTRACTOR SHALL ADJUST ALL APPURTENANCES AS REQUIRED TO MATCH NEW GRADES. THE EXACT LOCATION OF APPURTENANCES SHALL BE COORDINATED WITH THE OWNER. 9. CONTRACTOR SHALL SUBMIT FOR THE APPROVAL OF THE OWNER SUBMITTALS OF ALL SPECIFIED MATERIALS LISTED IN THE PLANS, TO INCLUDE SHOP DRAWINGS, MANUFACTURER'S SPECIFICATIONS AND LABORATORY REPORTS. THE OWNER'S APPROVAL OF SUBMITTALS WILL BE GENERAL AND WILL NOT RELIEVE THE THE CONTRACTOR FROM THE RESPONSIBILITY OF ADHERENCE TO THE CONTRACT AND FOR ANY ERROR THAT MAY EXIST. MINIMUM STANDARDS(MS): ALL APPLICABLE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS AND MINIMUM STANDARDS SHALL BE ADHERED TO DURING ALL PHASES OF CONSTRUCTION. THESE INCLUDE, BUT ARE NOT LIMITED TO THE FOLLOWING: 1. STABILIZATION OF DENUDED AREAS: PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO BARE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE; BUT WILL REMAIN DORMANT OR UNDISTURBED FOR LONGER THAN 7 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED AT AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN 14 DAYS. 2.STABILIZATION OF SOIL STOCKPILES: DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. 3.PERMANENT VEGETATIVE COVER A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVE THAT, IN THE OPINION OF THE CITY INSPECTOR, IS UNIFORM AND MATURE ENOUGH TO SURVIVE TO INHIBIT EROSION. 4.TIMING & STABILIZATION OF SILT TRAPPING MEASURES: 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. 5.STABILIZATION OF EARTHEN STRUCTURES: STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. 6.SEDIMENT TRAPS AND BASINS: A SEDIMENT BASIN SHALL CONTROL SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES. THE SEDIMENT BASIN SHALL BE DESIGNED AND CONSTRUCTED TO ACCOMMODATE THE ANTICIPATED SEDIMENT LOADING FOR THE LAND DISTURBING ACTIVITY. THE OUTFALL DEVICE OR SYSTEM DEVICE SHALL TAKE INTO ACCOUNT THE TOTAL DRAINAGE AREA FLOWING THROUGH THE DISTURBED AREA TO BE SERVED BY THE BASIN. 7. CUT AND FILL SLOPES: CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. & CONCENTRATED RUN-OFF DOWN CUT OR FILL SLOPES: CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME, OR SLOPE DRAIN STRUCTURE. 9.WATER SEEPS FROM A SLOPE FACE: WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 10. STORM SEWER INLET PROTECTION: ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 11. STABILIZATION OF OUTLETS: BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. 12. WORK IN LIVE WATERCOURSES: WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. 13.CROSSING A LIVE WATERCOURSE: WHEN ALIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX MONTH PERIOD, A TEMPORARY STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIALS SHALL BE PROVIDED. 14.APPLICABLE REGULATIONS: ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. 15. STABILIZATION OF BED AND BANKS THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. 16.UNDERGROUND UTILITIES: UNDERGROUND UTILITIES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER CRITERIA: a.NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. b.EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES c.EFFLUENT FOR DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFFSITE PROPERTY. d.MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. e.RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. 17.CONSTRUCTION ACCESS ROUTES: WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO PAVED SURFACES. WHERE SEDIMENT IS TRANSPORTED ON TO A PUBLIC ROAD SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED 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 LOTS AS WELL AS TO LARGER LAND DISTURBING ACTIVITIES. 18.TEMPORARY E&S CONTROL MEASURE REMOVAL: ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENT. 19.ADEQUACY OF RECEIVING CHANNELS: PROPERTIES AND WATERWAYS DOWNSTREAM FROM THE DEVELOPMENT SITE SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE, DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATES OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION.LOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS: A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INTO AN ADEQUATE NATURAL OR MAN-MADE RECEIVING CHANNEL, PIPE OR STORM SEWER SYSTEM. FOR THOSE SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL BE PERFORMED. B. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE FOLLOWING MANNER: 1) THE APPLICANT SHALL DEMONSTRATE THAT THE TOTAL DRAINAGE AREA TO THE POINT OF ANALYSIS WITHIN THE CHANNEL IS ONE HUNDRED TIMES GREATER THAN THE CONTRIBUTING DRAINAGE AREA OF THE PROJECT IN QUESTION; OR 2) (A) NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF A TWO-YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP CHANNEL BANKS NOR CAUSE EROSION OF CHANNEL BED OR BANKS. (B) ALL PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS SHALL BE ANALYZED BY THE USE OF A TEN-YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP ITS BANKS AND BY THE USE OF A TWO-YEAR STORM TO DEMONSTRATE THAT STORMWATER WILL NOT CAUSE EROSION OF CHANNEL BED OR BANKS; AND (C) PIPES AND STORM SEWER SYSTEMS SHALL BE ANALYZED BY THE USE OF A TEN-YEAR STORM TO VERIFY THAT STORMWATER WILL BE CONTAINED WITHIN THE PIPE OR SYSTEM. C. IF EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS OR PIPES ARE NOT ADEQUATE, THE APPLICANT SHALL: 1) IMPROVE THE CHANNELS TO A CONDITION WHERE A TEN-YEAR STORM WILL NOT OVERTOP THE BANKS AND A TWO-YEAR STORM WILL NOT CAUSE EROSION TO CHANNEL THE BED OR BANKS; OR 2) IMPROVE THE PIPE OR PIPE SYSTEM TO A CONDITION WHERE THE TEN-YEAR STORM IS CONTAINED WITHIN THE APPURTENANCES; 3) DEVELOP A SITE DESIGN THAT WILL NOT CAUSE THE PRE -DEVELOPMENT PEAK RUNOFF RATE FROM A TWOYEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A NATURAL CHANNEL OR WILL NOT CAUSE THE PREDEVELOPMENT PEAK RUNOFF RATE FROM A TEN-YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A MANMADE CHANNEL OR 4 PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT STORMWATER DETENTION OR OTHER MEASURES WHICH IS SATISFACTORY TO THE VESCP AUTHORITY TO PREVENT DOWNSTREAM EROSION. D. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE THE IMPROVEMENTS. E. ALL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING WATERSHED CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT CONDITION OF THE SUBJECT PROJECT. F. IF THE APPLICANT CHOOSES AN OPTION THAT INCLUDES STORMWATER DETENTION, HE SHALL OBTAIN APPROVAL FROM THE VESCP OF A PLAN FOR MAINTENANCE OF THE DETENTION FACILITIES. THE PLAN SHALL SET FORTH THE MAINTENANCE REQUIREMENTS OF THE FACILITY AND THE PERSON RESPONSIBLE FOR PERFORMING THE MAINTENANCE. G. OUTFALL FROM A DETENTION FACILITY SHALL BE DISCHARGED TO A RECEIVING CHANNEL, AND ENERGY DISSIPATORS SHALL BE PLACED AT THE OUTFALL OF ALL DETENTION FACILITIES AS NECESSARY TO PROVIDE A STABILIZED TRANSITION FROM THE FACILITY TO THE RECEIVING CHANNEL. H. ALL ON -SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE. I. INCREASED VOLUMES OF SHEET FLOWS THAT MAY CAUSE EROSION OR SEDIMENTATION ON ADJACENT PROPERTY SHALL BE DIVERTED TO A STABLE OUTLET, ADEQUATE CHANNEL, PIPE OR PIPE SYSTEM, OR TO A DETENTION FACILITY. J. IN APPLYING THESE STORMWATER MANAGEMENT CRITERIA, INDIVIDUAL LOTS OR PARCELS IN A RESIDENTIAL, COMMERCIAL OR INDUSTRIAL DEVELOPMENT SHALL NOT BE CONSIDERED TO BE SEPARATE DEVELOPMENT PROJECTS. INSTEAD, THE DEVELOPMENT, AS A WHOLE, SHALL BE CONSIDERED TO BE A SINGLE DEVELOPMENT PROJECT. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE DEVELOPMENT CONDITION SHALL BE USED IN ALL ENGINEERING CALCULATIONS. K. ALL MEASURES USED TO PROTECT PROPERTIES AND WATERWAYS SHALL BE EMPLOYED IN A MANNER WHICH MINIMIZES IMPACTS ON THE PHYSICAL, CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS, STREAMS AND OTHER WATERS OF THE STATE. L. ANY PLAN APPROVED PRIOR TO JULY 1, 2014, THAT PROVIDES FOR STORMWATER MANAGEMENT THAT ADDRESSES ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS SHALL SATISFY THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS IF THE PRACTICES ARE DESIGNED TO I. DETAIN THE WATER QUALITY VOLUME AND TO RELEASE IT OVER 48 HOURS; II. DETAIN AND RELEASE OVER A 24-HOUR PERIOD THE EXPECTED RAINFALL RESULTING FROM THE ONE YEAR, 24- HOUR STORM; AND III. REDUCE THE ALLOWABLE PEAK FLOW RATE RESULTING FROM THE 1.5, 2, AND 10-YEAR, 24-HOUR STORMS TO A LEVEL THAT IS LESS THAN OR EQUAL TO THE PEAK FLOW RATE FROM THE SITE ASSUMING IT WAS IN A GOOD FORESTED CONDITION, ACHIEVED THROUGH MULTIPLICATION OF THE FORESTED PEAK FLOW RATE BY A REDUCTION FACTOR THAT IS EQUAL TO THE RUNOFF VOLUME FROM THE SITE WHEN IT WAS IN A GOOD FORESTED CONDITION DIVIDED BY THE RUNOFF VOLUME FROM THE SITE IN ITS PROPOSED CONDITION, AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS AS DEFINED IN ANY REGULATIONS PROMULGATED PURSUANT TO § 10.1-562 OR 10.1-570 OF THE ACT. M. FOR PLANS APPROVED ON AND AFTER JULY 1, 2014, THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS OF § 10.1-561 A OF THE ACT AND THIS SUBSECTION SHALL BE SATISFIED BY COMPLIANCE WITH WATER QUANTITY REQUIREMENTS IN THE STORMWATER MANAGEMENT ACT (§ 10.1-603.2 ET SEC. OF THE CODE OF VIRGINIA) AND ATTENDANT REGULATIONS, UNLESS SUCH LANDDISTURBING ACTIVITIES ARE IN ACCORDANCE WITH 4VAC50-60-48 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) PERMIT REGULATIONS. N. COMPLIANCE WITH THE WATER QUANTITY MINIMUM STANDARDS SET OUT IN 4VAC50-60-66 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) PERMIT REGULATIONS SHALL BE DEEMED TO SATISFY THE REQUIREMENTS OF MINIMUM STANDARD 19. SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM Lo VSMP PLAN T)i 4 cc�I x . SHM 0. 45183 ZI1I?3 0 I oftv 664 WEST RIO ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2022.04.12 REVISION: 1) 2023.02.09 FILE NO. 18.030 EROSION & SEDIMENT CONTROL NARRATIVE C10 PHASE 1 1. INSTALL CONSTRUCTION ENTRANCE ON AS SHOWN ON THIS PHASE. 2. INSTALL INLET PROTECTION ON THE INLET ON RIO ROAD W AS SHOWN. 3. CLEAR A PATH AND INSTALL SEDIMENT TRAPS AND THEIR DIVERSIONS. 4. INSTALL SILT FENCE AROUND THE PERIMETER, ON THE DOWNHILL SIDE OF THE SEDIMENT TRAPS, AND WIRE SILT FENCE ALONG THE AREA SHEET FLOWING TO STREAM DIRECTLY. 5. CONTACT THE ENGINEER AND ALBEMARLE COUNTY FOR INSPECTION AND APPROVAL OF ALL E&S CONTROL MEASURES. 6. UPON APPROVAL OF E&S CONTROL MEASURES, BEGIN WHOLESALE CLEARING, STOCKPILING AND DEMOLITION THE EXISTING STRUCTURES. 7. MAINTAIN SILT FENCE, SEDIMENT TRAP, DIVERSION, AND CONSTRUCTION ENTRANCE. NOTE: ALL SOILS ARE HSG B LOD ' •D •D a �: TBR SIDEWALK & CG-6 (TBR) I I EX. ENTRANCE -,,""",,, UTILITY POLE & LINES (TBR) EASEMENT TO CENTRAL TELEPHONE COMPANY OF VIRGINIA DBA CENTURYLINK D.B. 4716-51 EASEMENT TO COMMONWEALTH OF VIRGINIA D.B. 4592-425 PRIVATE SIGN (TBR) EX. 10 lP DI-3B TOP=527 78 BENCHMARK. TOP OF DROP INLET ELEVATION=527.78 20' SANITARY SEWER ESMT. D.B. 1270- 711, 714 PLAT MH-1 TOP=489.77 INV= 479.09 EXISTING TREELINE TO BE REMOVED TM. 45-100C TREE LINE N39'09'14"E 27.76' oa \ t~na �F\ \ 1 1 1 I I II 'I 20' SANITARY SEWER ESMT. D.B. 1270-711, 714 PLAT CLEARING \N` LIMITS (3) HOLLY I T P= I � BIRCH 00 GUY "RE BLOCK (6 1 % \ 1w GaRaGE �� 1 I up QUAD. I 1 1 op3. ' IR\\cH 24.0 I I 1 WI� X 1� \ \ I STOOP #66 FUEL I 1 I I WEIR NGTHHOLLY / \ J & STEPS ON��jj TANK 1 1 1 p A Ara V A TBR o STOti (TBR) TM 45-10 B y (TBR) 4 BLO� M r I 1 _J 1 \� 0 IVaQ 1- _ I I \\ �Z O OKo \\ x Q LLY -TELEPHONE BASE ENT i II 0 RLPR l \ \\ \ �70 Box (To BE ) \ \ SOIL EROSION & SEDIMENT CONTROL SYMBOLS N0. TITLE- KEY [DRAWN TO SCALE] TS PS MU DC LOD LOD DA DA TM. 45-173 3.02 CONSTRUCTION ENTRANCE 3.05 SUPER SILT FENCE SF 3.09 TEMPORARY DIVERSION DIKE 3.10 TEMPORARY FILL DIVERSION FD 3.13 SEDIMENT TRAP ST 3.07 INLET PROTECTION IP 3.31 TEMPORARY SEEDING TS 3.32 PERMANENT SEEDING 3.35 MULCH 3.39 DUST CONTROL LIMITS OF DISTURBANCE LOD SEDIMENT TRAP DRAINAGE AREA DA RELOCATED) RET I F..\ \ Ap DA oVEhED RED t \ TM. 45-1�0 oAK I � DA / CUj DA �r DAI�T A A d I A V cP V A �IDA C I V �� 15" A \ V A 1�" BEECH I P TS � � ■ 1 // / / l l l l I I 1 \ POFI AR `\ \ P ®p I S / ,/'/ /� // // /� I / o I OPLAR • I a \ 1 V \ \ \ \\ 18" / I / I ,l,C 0 D� 1 ` I \`.\.1 \ ! 12"\POPLAR EX c� /, \ vQ \\ OP R \ TREELINE TO I / h� / / / I I 1 I 36' I I � \ ` 1 \ ,� -GRA L BE REMOVED 0I 18 MAPILE \ \ 1 STORY / 1 S (TBR) � - WESMT CONC. / \ BLOCK WAIL TS I I I I I I 18" POP R (TBR) 2,4 , I I(TBR) (TBR I I 1 I I 1 l SANITARY $EWE MARL MANAGED DECK S I ���"`1��� ESMTTB . R) \\ \ (TBR) SLOPE TO \ I \ I \ \ P.B. 127\0-721 \ \ ,� \ \ \ • I \ \ \ ` �. \ INVfi479.69 \ o •/ / / IE -�vv vvv A vvW(ALL A INV�479.81 �\\ROCKPISTURPBED V INV=�79.86 V A TBR) \ rn \ \ \ V "PV \ ` V\ ` ` vv\\\ \ \ HIMP ROAD SIGN (TBR) (�k PINs Mi CH PILE 15" CGRAVEL (�T�R) ENGINEERING AREA LITY(TBR) LAND PLANNING - PROJECT MANAGEMENT LEI, GUY . Ell \ \\ \ \ \ \ \ \ \ SANITA \Y SEWER \ G Ei1 (TBR) \ `�� i \ 1 \ d \ \ \ \ \ ESMT.'�- ' 912 E. HIGH ST. 434.227.5140 D.B. 1�70-701, - -� o \ Q\ \\ \ \\ \ \ 7b4 PLAT�-DO \ CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM \ y \ I \ � mA EX. TEL`-/_'- .�I�` \ N x / RIP -RAP \ y, 27(�^., . vv v v v� TIV � 45 100 vv 2d' SANITA Y q �� / rt PED, UTI'ITY �``H.S(3 g \ 1 \ \ \ \ \ S�WER ESM`�/ DITCH (TO O L I > D.B. A1270-711 �� `�M REMAIN) p M O R LE \714 PLAN`V IU� FE TO OA'OAK ql -' // 1 A GRggqq44DING A \ V A A \ \ 11 A I x P 3.64 // (TBR) ti STOU KPILIN \ 1 TilQp / TS AS NE ESSAY F EX. APAD / S o 1 r Q SIGN ITO Y 36" WHITE GA TED / J RE!D OAK o 1 OAK TBR) IC.I 0. 451 g� / I I II 1 I I I II 11 I 1 I vu /(TBR) 24' MU t ---- -- i tPILECH MOP�480.18 (TBR) 1 fl 1 M INV=474.67 TM. 45-94B / I I I I I 1 11 / ✓{ INV=477.95 SIONAL Ar / 24` RED / / �/ o INV=477.70 ♦��rr I` = I OAK JTBR) // / / I I I I y I I I I I 0 LET - INV=477.46 1 A A N-- / / / I I I I I EXIs-n14G ROT 1C�ION MANAGED i TM. 4p-101 / TREELINE POLN Gjg REED BBB / BE REMO TS �-TRRY -- ' o z�g�- I I I / / / / / / I\ RIP -RAP DITCH VSMP PLAN ' ' " 664 WEST RIO lw MANAGED /'HSG B /// / / // // // 20' SA�ITARY V / �0 o I 1 SLOPES TO BE /------------ --- -7--- - / / L SEWER ESMT. ----- �--- 1 S U.B. 127070 DISTURBED / I 1- --0�5 ---0 --- f-- y I / // 709 L \ V 1 1 v A P S IT(� E c6 o 16. 0 V)rElR EXISTING °s °I ® / WIDTH 13.00'� R9 \\ x ALBEMARLE COUNTY VIRGINIA TREELINE T90 ���� / \MN BE\REMOVED\ V -� / WEIR L�'�1GTH _ (�NITARY�SMZ 1 I. _ n°j SUBMISSION: \ \ 3. ♦ Q� _ D.B`1063-609 _ MANAGED SLOPES TO ---- �-----/ - -- --b / /,` REMAIN 2022.04.12 \ -- -- --- ------------ - ---- L----- ti REVISION: 36TJ 98' DA r IP DA D DA DA /� 1) 20230209 I p S4f-45'26"W 407.54' //... MH-1 I 46.56' � S12°58'28"E L- PAVED ENTRANCE \BOUNDARY TOP=491.06 �+ 16.41' I (TBR) GAP INV=471.66 _x MH-1 x -x -x x -x -x -x x -x x 30' JOINT ACCESS ESMT. TOP=513.31 D.B. 1037-527 INV=503.46 D.B. 1035-465 PLAT TM. 45-105 TM. 45-102 FILE NO. 18.030 ti EROSION & SEDIMENT CONTROL PLAN - PHASE 1 Scale: 1' 30' C 11 SOIL EROSION & SEDIMENT CONTROL SYMBOLS PHASE 2 1. UPON APPROVAL OF E&S CONTROL MEASURES, INSTALL ROW DIVERSION AND ADJUST THE FILL DIVERSION AS SHOWN. 2. INSTALL STORM STRUCTURES (A4-Al) AND THEIR PIPES. A. STRUCTURE A4 IS TO BE INSTALLED PARTIALLY. BOTTOM OF STRUCTURE A4 IS 494.00' PER PROFILE ON SHEET C7 (DETAIL 1). B. DO NOT INSTALL THE WEIR WALL FOR THIS STRUCTURE (A4) UNTIL DETENTION SYSTEM 2 IS IN PLACE AND THE GRADING IN THAT ARE IS CLOSE TO FINAL GRADE C. TOP OF STRUCTURE A4 IN THIS PHASE=498.00' 3. EXCAVATE DIRT WHERE THE SELF -STORAGE BUILDING IS PROPOSED AND STOCKPILE IT OR HAUL IT OFFSITE 4. BEGIN CONSTRUCTION OF THE SELF STORAGE BUILDING WHILE SIMULTANEOUSLY SETTING UP THE BUILDING PAD AND INSTALLING THE FOOTING FOR THE RESIDENTIAL BUILDING 5. INSTALL STORM STRUCTURES (A8C-A8) AND THEIR PIPES. KEEP PIPES BLOCKED UNTIL SITE IS STABILIZED AND SEDIMENT TRAPS ARE REMOVED. 6. INSTALL WATER LINE AND SANITARY LATERALS AS SHOWN ON THIS PHASE. 7. INSTALL RETAINING WALLS AS SHOWN IN THIS PHASE. 8.LAY DOWN STONE ON THE CONSTRUCTION ACCESS PATH. 9. CONTACT THE ENGINEER AND ALBEMARLE COUNTY FOR INSPECTION ANIf1 A000nvAl /1C Al I CR.Q rnnlTonl LAC'AQI lore NOTE: ALL SOILS ARE HSG B .w—wu�" EASEMENT TO CENTRAL TELEPHONE CQMPANY OF VIRGI IA DBA CENTURYLINK D.B. 4r16-51 f I �I EASEMENT TO COMMONWEALTH GF VIRGINIA D.B. 14592-425 f f I BENCHMARK: TOP OF DROP INLET ELEVATION=527.78 30' JOINT ACCESS ESMT. D.B. 1037-527 D.B. 1035-465 PLAT TM. 45-102 �, TM. 45-105 TM. 45-IOOC STRUCTURE A4 TO BE PARTIALLY INSTALLED. BASE ELEVATION 0494.00 TOP ELEVATION IN THIS PHASE 0498 x _x N 0. TI TLE 3.02 CONSTRUCTION ENTRANCE x —x —x —x 3.05 SUPER SILT FENCE 3.09 TEMPORARY DIVERSION DIKE 3.10 TEMPORARY FILL DIKE 3.11 RIGHT—OF—WAY DIVERSION [DRAWN TO 3.13 SEDIMENT TRAP SCALE] 3.07 INLET PROTECTION INLET/MANHOLE STORMWATER BLOCKED TS PS MU DC � TM. 45-173 \\ LOD LOD V10 DA DA \ a\ \1 3.31 TEMPORARY SEEDING 3.32 PERMANENT SEEDING 3.35 MULCH 3.39 DUST CONTROL LIMITS OF DISTURBANCE SEDIMENT TRAP DRAINAGE AREA KEY \ \ SHIMP \- - ENGINEERING LAND PLANNING - PROJECT MANAGEMENT go 100 00 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM TH �cVA I . SFIIMP ; No. 45183 k'WAT vj VSMP PLAN 664 WEST RIO ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2022.04.12 REVISION: 1) 2023.02.09 FILE NO. EROSION & SEDIMENT CONTROL PLAN - PHASE 2 C12 PHASE 3 1. UPON APPROVAL OF E&S CONTROL MEASURES, INSTALL THE STORMWATER PIPES, DETENTION SYSTEM 1 & 2, AND ADJUST THE SEDIMENT TRAP DIVERSION AS SHOWN ON THIS PHASE. 2. ALL STORM STRUCTURES, STORMPIPES, AND DETENTION SYSTEM 1 & 2 SHALL BE BLOCKED AND SITE RUNOFF SHALL NOT TO RUN THROUGH ANY OF THE STORM STRUCTURES/PIPES/FACILITIES. 3. COMPLETE CONSTRUCTION OF THE SELF STORAGE AND RESIDENTIAL BUILDING. 4. BEGIN CONSTRUCTING THE LINEAR PARK TRAIL. 5. STABILIZE THE SITE AND CONTACT THE ENGINEER AND ALBEMARLE COUNTY FOR INSPECTION AND APPROVAL OF ALL E&S CONTROL MEASURES NOTE: ALL SOILS ARE HSG B EASEMENT TO CENTRAL TELEPHONE COMPANY OF VIRGINIA DBA CENTURYLINK D.B. 4I 16-51 rM F— co 0 w v�� 0Q� p Ln Ld r cD Qo � Ln m U X w EASEMENT TO COMMONWEALTH GF VIRGINIA D.B. I4592-425 s f EX. 10' f DI-3B TOP=527.78 I BENCHMARK: TOP OF DROP INLET ELEVATION=527.78 f MAX BUILD -TO - LINE =10' I30' JOINT ACCESS ESMT. D.B. 1037-527 D.B. 1035-465 PLAT TM. 45-102 TM. 45-105 TM. 45-100C SOIL EROSION; SEDIMENT CONTROLSYMBOLS IN • 3,05 SUPER SILT FENCE 3.09 TEMPORARY DIVERSION DIKE 3.10 TEMPORARY FILL DIKE 3.11 RIGHT—OF—WAY DIVERSION [DRAWN TO 3.13 SEDIMENT TRAP SCALE] 3.07 INLET PROTECTION INLET/MANHOLE STORM WATER BLOCKED TS PS MU \ DC \ TM. 45-173 \\ LOD LOD �10 S \ \ \ 9Q \ 3.31 TEMPORARY SEEDING 3.32 PERMANENT SEEDING 3.35 MULCH 3.39 DUST CONTROL LIMITS OF DISTURBANCE SEDIMENT TRAP DRAINAGE AREA LOD 0 \ \ SHIMP \ ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 10 RIP-RAP DITCH 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM Tin �cVA I SFIIMP ; No. 45183 •'wA I vj VSMP PLAN 664 WEST RIO ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2022.04.12 REVISION: 1) 2023.02.09 FILE NO. EROSION & SEDIMENT CONTROL PLAN - PHASE 3 C13 PHASE 4 1. UPON APPROVAL OF E&S CONTROL MEASURES, DEWATER AND SOIL EROSION & SEDIMENT CONTROL SYMBOLS REMOVE SEDIMENT TRAP 1 & 2. 2. FINALIZE THE GRADING AT THE END OF THE LOCAL STREET, AND 20' SANITARY SEWER N0. TITLE KEY INSTALL STORM STRUCTURES D3-D2 AND THEIR PIPES PER THE D.B. 1270-711,714 PROFILE ON SHEET C7. PLAT 3. INSTALL PIPE A5-A4, AND WEIR WALL IN STRUCTURE A4 3.02 CONSTRUCTION ENTRANCE 4. FINISH WATERLINE INSTALLATION AND RETAINING WALLS. \ 5. FINALIZE THE GRADING OF THE DRIVEWAY AND PARKING ADJACENT TO PARCEL 45-105. x x x x 3.05 SUPER SILT FENCE S 6. FINISH PAVING AND CONCRETE WORK WHERE NECESSARY, AND •t INSTALLING SIDEWALKS, CURB & GUTTER. / 7. CLEAN THE STORM PIPES AND DETENTION SYSTEM 1 & 2 PRIOR TO 3.09 TEMPORARY DIVERSION DIKE REMOVING BLOCKERS FROM THE STRUCTURES TO INSURE NO II \ ~'`'`_; �� ��,:- 1 I [DRAWN TO 3.13 SEDIMENT TRAP ST SEDIMENTATION HAD GONE THROUGH THEM THROUGHOUT ALL PHASES 20' SANITARY OF THE SITE WORK. SEWER ESMT. SCALE] CRS D.B. 1270-711, 3.03 CONSTRUCTION ROAD STABILIZATION O 8. ONCE THE STRUCTURES/PIPES ARE CLEANED, SITE WORK IS OVER, TM. 45-IOOC\:°'-s 714 PLAT BLOCKED INLETS SHALL BE OPENED AND INLET PROTECTIONS SHALL BE PLACED ON ALL STORM DROP INLETS. " y 9. CONTACT THE ALBEMARLE COUNTY ENGINEER FOR INSPECTION. I �.. \\\ -, ';..` \ 3,07 INLET PROTECTION P TS 3.31 TEMPORARY SEEDING TS NOTE: ALL SOILS � \. %= HSG BY� ' \ S 3.32 PERMANENT SEEDING 3.35 MULCH STOP fir\ -\ IPA \\ \\ 1 \\ \: (((��� Q DC 3.39 DUST CONTROL SIG\ I 1 % \ I SGN UP °tea If x s I I r r 'yY LOD LOD LIMITS OF DISTURBANCE If k / ' IP _ T _ �Po wl I \ \ \ GUY " WIRE / / I ® I / / / I I N II ►"•- W IN W wl �' ICN IP 2 % \ 1, II % O� \ SEDIMENT TRAP DRAINAGE AREA \ \ \ DA DA I I � l _- m w J-`°wl- � `� I � I III 1• � \ \ Q \� IGN I • L- .. 11 I © � 1 � % t -. +\ \A `�\ W N I I I 1 T ' O _ \\��dd-- `O \ W w .al / / �. V �A \ % V AQ A IP %\ '�F-- - n I i I� .� I ,' � // I I i I � I 14., -�-• I wA�.1v � �v v v 2, SF E MILL &OVERLAY STREE °•• --r Y /I I I; I I 10 :•.I. I I I I .ao1 SD rISA3N5. NAME SIG /LAT g \\ \ \ I SANITARY $EWE R \\ (ESMT. P.B. 127\0-721 (�s\ a>. IP 1. 8l I vv ate„ f I \V 1ANITAY SEWERHSC BI ESMT. T 0/ \ I V `.I 1 A V A D.B. 1z70-701, A I •. A x o A 1 V A 1 764 PLAT < TS I I I.1Q \ I - - STORM ECH \ 2d' SANITA HSG Ei �.... \ CRSi \\ I `�' '.1 \ tMC-35 SEWER ESM " :✓+max O a I o b\\ \ D.B. 11270-711 I ` `, O TENTI N/ S STEM 2 1714 PLAi�`\ EASEMENT TO CENTRAL TELEPHONE C'JqMPANY OF VIRGINIIA DBA -', II \ \ 1 I CENTU€tYLINK 3,�� D.B. 4716-51 . I.- I i ;/ I \ I 1 1 \ J a� C i 1x .,.,� STO -35 H I I 7 I I 1 1 o �r--- ° -�- A� I -3500 1 1527.56 i 1 I LE EL 5 FFE = OI ' k ENTION I I I I I I - I J LE EL 41FFE = 517.001 STEM 1 i - I I I fi LE��(EL 3 FE=1506.50A O Q I - I i i I I 1 LEV'EL 2 FE = 15 96.001 � O I." I I i' I // I I I I I I I ° I LEVEL 1 FFE = W85.50 1 '� w ° ' ` TM. 45-94B / :1 cn O 1t3 x / r.: 1 \\ GROUND LEVEL FEE �1 C - - - `1 I I I STREET LEVEL- FEE ! 531. 1° VE� EASEMENT TO COMMONWEALTH @F VIRGINIA IP 0 1 q D.B. 4592-425 �I 1 .a I �I \ I I / / r- V - 276 I Lam° �� - /�. // / / OUTLET PROTECTION //HSG B /20' SANITARY \ o / 200.00' +/- LENGTH SEWER ESMT \ i B I // OF STONE AND 8.00' 6.8. 1270 70 \ i -=tom/ + - WIDTH OF STONE /= / / 1 1 / 709�L BENCHMARK: I' \ \\ \�-_ '� - IP - �- -'/ A \9 TOP OF DROP INLET I II \ \ I - _ _ / � ,t _ _ 1 O X ELEVATION=527.78 '.d I�--\ _ _- ��\ ��° \ \! �- \ CRS \! '/ I// I IPA NITARYtSMT, S- \ S S 2\\ P -- - _ I x -x x x -x -x -x x 30' JOINT ACCESS ESMT. D.B. 1037-527 D.B. 1035-465 PLAT TM. 45-105 TM. 45-102 SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM TH •P0'�I SFIIMP ; No. 45183 II'1�a i VSMP PLAN 664 WEST RIO ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2022.04.12 REVISION: 1) 2023.02.09 FILE NO. EROSION & SEDIMENT CONTROL PLAN - PHASE 4 C14 TEMPORARY DIVERSION DIKE Comoacted Soil 1 )TEMPORARY DIVERSION DIKE (DD 1 rj Not To Scale TEMPORARY FILL DIVERSION nl c1 nor 2 SOURCE: VA. DSWC PLATE 3.10-1 TEMPORARY `ILL DIVERSION (FD) �C15 Nat To Scale TEMPORARY RIGHT-OF-WAY DIVERSIONS VDnT ll1 cc 3 TEMPORARY ROW DIVERSION 15)Not To Scale RWD) IM 3.05 CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 1. SET THE STAKES. 2. EXCAVATE A 4"X 4- TRENCH UPSLOPE ALONG THE LINE OF STAKES G'NA. / PLOW //III II 4' 3. STAPLE FILTER MATERIAL 4 BACKFILL AND COMPACT TO STAKES AND EXTEND THE EXCAVATED SOIL IT INTO THE TRENCH. / R FLOW III =III SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) I I I I A A \\\ FL ow 14 .' i.J6-::1Qlli hit POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) Source: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control, Sherwood and Wyant Plate 3.05-2 SILT FENCE (SF Not To Scale �p�10��``\�� ♦ e �'�{j�l� .�llif�lt�lr[I�Q •l�dl�,`+rC�,• STONE 70' MIN. CONSTRUCTION ASPHALT PAVED ACCESS A WASHRACK EXISTING 2% 2% PAVEMEN f2% 12' MIN.* ) *MUST EXTEND FULL WIDTH L-0 POSITIVE DRAINAGE OF INGRESS AND EGRESS TO SEDIMENT OPERATION TRAPPING DEVICE PLAN 12' MIN. POSITIVE DRAINAGE 29 TO SEDIMENT TRAPPING DEVICE FILTER CLOTH-/ - - - SECTION A -A A mllllintu n water tap of 1 inch must be installed writ► a mtmhmmn 1 inch ballcock shutoff valve supplyrimg a wash ]nose write a diameter of 1.5 inches for adequate constant pressure. Nash water must be carried away from the entrance to am approved setting area to remove sednnent. All seduuent shall be prevented from entedl stoma drains, stitches or watercourses. PAVED WASH RACK NO SCALE PAVED CONSTRUCTION ENTRANCE (PCE Not To Scale GRAVEL CURB INLET SEDIMENT FILTER -1 -- - GRAVEL FILTER RUNOFF WATER SEDIMENT- �j -12'" WIRE MESH FILTERED WATER PERMANENT SEEDING SPECIFICATIONS February 16 through April 30: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Annual Rye - 20 lbs/acre. Add 20 lbs/acre Indian grass when slopes are greater than 3:1. May 1 through August 15: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Foxtail Millet - 20 lbs/acre. Add 20 lbs/acre Indian grass when slopes are greater than 3:1. August 16 through October 31: Kentucky 31 Fescue - 128 Ibs/acre; Red Top Grass - 2 lbs/acre; Annual Rye - 20 lbs/acre. Add 20 lbs/acre Indian grass on slopes greater than 3:1. November 1 through February 15: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Winter Rye - 20 lbs/acre. Add 20 lbs/acre Indian grass on slopes greater than 3:1. MULCHING SPECIFICATIONS: Straw or hay at a rate of 2 tons/acre. Must be anchored. Spread with mulch blower or by hand. LIME AND FERTILIZER SPECIFICATIONS: Lime and fertilizer needs should be determined by soil tests. Soil tests may be preformed by the Cooperative Extension Service Soil Testing Laboratory at VPI&SU, or by a reputable commercial laboratory. Information concerning the State Soil Testing Laboratory is available from CITY Extension Agents. Under unusual conditions where it is not possible to obtain a soil test, the following soil amendments will be applied: For Permanent Seeding: Seeded areas shall be limed at a rate of 2 tons per acre, and fertilized at a rate of 1,000 lbs. per acre of 10-20-10 (10 lbs. per 1,000 square feet) or equivalent. For Temporary Seeding: Seeded areas shall be limed at a rate of 2 tons per acre, and fertilized at a rate of 600 lbs. per acre of 10-20-10 (10 lbs. per 1,000 square feet) or equivalent. LOW MAINTENANCE GROUND COVER: SOUTHEAST NATIVE GRASS SEED MIX (AMERICAN MEADOWS INC.) For slopes steeper than 3:1 grade, Mix the following seeds at 30 lbs/acre each, along with EC-2 Matting: Virginia Wildrye (Elymus virginicus), Little Bluestem Grass (Schizachyrium scoporium), Purpletop (Tridens flavus), Broomsedge (Andropogon virginicus), and Indian Grass (Sorghastrum nutons). RPERMANENT SEEDING S) C15)Not To Scale TABLE 3.31-C TEMPORARY SEEDING PLANT MATERIALS, SEEDING RATES, AND DATES N m w SEEDING RATE NORTH' SOUTH" PLANT 3/1 5/1S/13 2/13 5n 9/t SPECIES CHARACTERISTICS Acre 1000 flr m to to In 10 to 4/30 S/13 11/1 4/30 9/1 II/IS OATS 7 bu. (up to 1001bs., 2 tbs. X - - Use spring varieties (e.g.. Noble). (puma setival not less Woe SO Ibs.) RYE" 2 bu. (up to I101b., 2.5 Ibs. X - X X - X U. for Wa fell seedinge, win.(Side serene) not 1. duo SO IbsJ rover. Tolerstea cold and low moisNre. GERMAN Mn * P'r SO lbs. appmx. 1 lb. - X - - X - Wum-smsoe annual., Dies az firs[ (Souris iWicel frost May be added o summer mines. ANNUAL RYEGRASS` e016a. VA tbs. X - X X - X Mey be added in edxea. Will Inliu multi-Flomml mow wt of most stauda. WEEPING IS Iba. 5'h oss. - X - - X - Warm-xason perennial. May LOVEGRASS bunch. Tolerues W. dry dopes (Ereemstis curvula eod acid, infertile soils. May be added to mum. KOREAN 25 Ibs. appmx. 1'h X X - X X - Warm ussoe armud legume. LESPEDEZA` Ibs. Tolerates acid Boils. May be clasnedwe ti eddd to mixm. a Northern Piedmont and Mountain region. See Plates 3.22-t and 3.22-2. b Southern Piedmont and Coastal Plain. e May be used as a cover crop with spring seeding. d May be used as a cover crop with fall seeding. X May be planted between these dates. - May III be planted between these dates. R--I 9 TEMPORARY SEEDING TS) C15 Not To Scale r� CONCRETE GUIItKJ h- 12"�I I I CURB INLET SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. * GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE 6 INLET PROCTION (IP) Not To Scale TABLE 3.39-A ADHESIVES USED FOR DUST CONTROL Water Application Dilution Type of Rate Adhesive (Adhesive: Water) Nozzle Gallons/Acre Anionic Asphalt Emulsion 7:1 Coarse Spray 1,200 Latex Emulsion 12.5:1 Fine Spray 235 Resin in Water 4:1 Fine Spray 300 Acrylic Emulsion (Non -Traffic) 7:1 Coarse Spray 450 Acrylic Emulsion (Traffic) 3.5:1 Coarse Spray 350 DUST CONTROL DC \C15/Nat To Scale 1992 3.35 Source: Va. DSWC TABLE 3.35-A ORGANIC MULCH MATERIALS AND APPLICATION RATES RATES: MULCHES: NOTES: NOTES: Acre Per 1000 sq. fr. Straw or Hay 1's - 2 tons 70 - 90 lbs. Free from weeds and coarse (Minimum 2 matter. Must be anchored. tons for Spread with mulch blower winter cover) or by hand. Fiber Mulch Minimum 35 lbs. Do not use as mulch for 150016s. winter cover or during hot, dry periods.` Apply as slurry. Corn Stalks 4 - 6 tons 185 - 275 lbs. Cut or shredded in 4-6" lengths. Air-dried. Do not use in fine turf areas. Apply with mulch blower or by hand. Wood Chips 4 - 6 tons 185 - 275 lbs. Free of coarse matter. Air- dried- Treat with 12 lbs nitrogen per ton. Do not use in fine turf areas. Apply with mulch blower, chip handler, or by hand. Bark Chips 50 - 70 cu. 1-2 cu. yds. Free of coarse matter. Air - or yds. dried. Do not use in Sae Shredded turf areas. Apply with Bark mulch blower, chip handler, or by hand. When fiber mulch is the only available mulch during periods when straw should be used, apply at a minimum rate of 20001bs./ac. or 45 lbs./1000 sq. ft. 10 MULCHING MU C15 CONSTRUCTION OF A SILT FENCE (WITH WIRE SUPPORT) 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. TRENCH UPSLOPE ALONG THE LINE OF POSTS. l I � r� FLOW-IT-111 F�U"'. 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. FLeW_��_ EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. 11)WIRE SILT FENCE (WSE C15)Not To Scale Sediment Trap Design Data Z (ft) DA Wet Vol. D1 Wet Vol. Vol D2 DnyCYOI. No. A B C Ho(ft) H III) (PROV.) W(ft) Weir Length (ft) (Acs.) (Req.) I ) Cy (Prov.) (11) (Req.) (Prov.) 1 501.5 500.0 498.0 3.5 4.5 3.0 4.0 16.4 2.73 182.9 2.0 200.1 182.9 1.5 183.4 2 487.5 486.0 484.0 2.5 3.5 3.0 4.0 3.0 0.50 33.5 2.0 34.1 33.0 1.5 41.1 ORIGINAL GROUND ELEV. Area 2 DRYSTORAGE D2 67 CU. YDJACRE N,}( Area 1 h WET STORAGE 67 CU. YDJACRE W=Z+1 411 (EXCAVATED) I/ \FILTER CLOTH \ ORIGINAL GROUND EL=C ELEV. *SEE PLATE 3.13-1 COARSE AGGREGATE+* CLASS I RIPRAP CROSS SECTION OF OUTLET CLASS I RIPRAP _--- "-- ---� * DA (IN ACRES) /ERSION DIKE **COARSE AGGREGATE SHALL HE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) r992 3.13 MINIMUM TOP WIDTH (W) REQUIRED FOR SEDIMENT TRAP EMBANKMENTS ACCORDING TO HEIGHT OF EMBANKMENT (FEET) -- 0.5 2.a t0 25 1.5 2.0 2:0 25 A' 3:0 2.0 3.5 2 5 Nn H 4.0 3M 2:5 3.0 3.0 4:5 3s 5.0 4.0 4.0 4.5 NW . _ 0110 NI, EIlV Source: Va. DSWC Plate 3.11 �12_TEMPORARY SEDIMENT TRAP (ST) C15 Not To Scale SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM 1�I VSMP PLAN 1. SWMP o. 45183 ' ;19 0NAL 664 WEST RIO ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2022.04.12 REVISION: 1) 2023.02.09 FILE NO. EROSION & SEDIMENT CONTROL PLAN DETAILS C15 Flow 24 Hr 1 year Storm Comparison: 1'IOR' Calculations Pre Dev DA 2 Total 0.21 1.73 1.23 10.38 Post Dev DA 1 DA 1 DA 2 Total 1-yr 1.52 yr ]Ir 0.26 0.47 0.73 10-yr 9.15 8.44 1.74 10.1 NOTE: REFER TO CALCULATION PACKET TITLED "WPO 2022-00017 664 WEST RIO -VSMP PLAN SWM CALCULATION PACKET" FOR COMPLETE STORMWATER CALCULATIONS STORMWATER MANAGEMENT NARRATIVE WATER QUALITY: TO ADDRESS RUNOFF QUALITY REQUIREMENTS SET FORTH IN 9VAC25-870-65, THE SITE LAND COVER INFORMATION WAS ENTERED INTO THE VRRM RE -DEVELOPMENT SPREADSHEET. THIS INCLUDED PRE -DEVELOPMENT AND POST -DEVELOPMENT LAND AREAS. THE VRRM SPREADSHEET, ATTACHED IN THIS PACKET, SHOWED THAT THE PROJECT REQUIRED A TOTAL PHOSPHOROUS (TP) REDUCTION OF 4.44 LB/YR. A PURCHASE OF 4.44 LBIYR PHOSPHOROUS CREDIT SHALL BE MADE TO ACHIEVE REQUIRED TP REDUCTION FOR THIS SITE. WATER QUANTITY: SWM QUANTITY IS SATISFIED BY ANALYZING CONCENTRATED RUNOFF FROM THE DEVELOPMENT AT SITE OUTFACE AT THE NORTHEAST CORNER OF THE DEVELOPMENT PROPERTY. THE SITE DRAINAGE AREA IS DIVIDED INTO TWO DRAINAGE AREAS BASED ON A STREAM NORTH OF THE PROPERTY, DRAINAGE AREA TO THE SOUTH OF THE STREAM (DRAINAGE AREA i) AND DRAINAGE AREA TO THE NORTH OF THE STREAM (DRAINAGE AREA 2). BOTH DRAINAGE AREA 1 & 2 FLOW TO THE SITE OUTFACE BUT THE ANALYSIS FOR THEM DIFFERS AS FOLLOW: DRAINAGE AREA 1: 9VAC25-870-68-B(3) REQUIRES THAT CONCENTRATED RUNOFF FROM DEVELOPMENT AT THE SITE OUTFACE MEET THE ENERGY BALANCE EQUATION. TO ACHIEVE THIS, MOST CONCENTRATED RUNOFF FROM THIS DRAINAGE AREA WILL BE ROUTED TO TWO UNDERGROUND DETENTION FACILITIES AND THEN TO SITE OUTFACE. DRAINAGE AREA 1 IS DIVIDED INTO THREE SEGMENTS, DRAINAGE AREA. 1. DRAINAGE AREA 1 TO DETENTION SYSTEM i (MANAGED): HAS 1.924 ACRES OF POTENTIAL STORMWATER RUNOFF THROUGH A COMBINATION OF IMPERVIOUS AND TURF AREAS WHICH IS MANAGED BY ROUTING IT TO A STORMTECH MC-3500 DETENTION SYSTEM 1 AND THEN TO SITE OUTFACE. 2. DRAINAGE AREA 2 TO DETENTION SYSTEM 2 (MANAGED): HAS 0.999 ACRES OF POTENTIAL STORMWATER RUNOFF, ALSO FLOWING THROUGH A COMBINATION OF IMPERVIOUS AND TURF AREAS, WHICH IS MANAGED ROUTING IT TO A STORMTECH MC-3500 DETENTION SYSTEM 2 AND THEN TO SITE OUTFACE. 3. DRAINAGE AREA 1 BYPASS: HAS 0.540 ACRES OF POTENTIAL STORMWATER RUNOFF FLOWING THROUGH A COMBINATION OF IMPERVIOUS, TURF AND WOODED AREAS. THE FLOW FROM THIS AREA IS UNMANAGED AND FLOWS DIRECTLY TO SITE OUTFACE. THE RUNOFF FROM DRAINAGE AREA 1 TO SITE OUTFACE MEETS THE ENERGY BALANCE EQUATION REQUIREMENTS SET FORTH IN 9VAC25-870-66-B(3). 9VAC25-870.66-C(2).B REQUIRES THAT THE CONCENTRATED STORMWATER FLOW TO STORMWATER CONVEYANCE SYSTEMS THAT CURRENTLY EXPERIENCE LOCALIZED FLOODING DURING THE 10-YEAR 24HOUR STORM EVENT AND RELEASES APOST-DEVELOPMENT PEAK FLOW RATE FOR THE 10-YEAR 24-HOUR STORM EVENT THAT IS LESS THAN THE PREDEVELOPMENT PEAK FLOW RATE FROM THE 10-YEAR 24-HOUR STORM EVENT. THIS CONDITION HAS ALSO BEEN SATISFIED AS THE PEAK FLOW FOR THE 10-YEAR 24-HOUR STORM EVENT FOR THE POST DEVELOPMENT IS LESS THAN THE PRE -DEVELOPMENT FLOW FOR THE 10.YEAR 24HOUR STORM EVENT. PRE-DEV PEAK RUNOFF MAX. ALLOWED PEAK RUNOFF POST-DEV PEAK RUNOFF 1-YR 1-52 CFS 028 CFS 026 CFS 10-YR 9.15 CFS 3.15 CFS 8.44 CFS DRAINAGE AREA 2: DRAINAGE AREA 2 LIES NORTH OF THE STREAM AND HAS 0.399 ACRES OF POTENTIAL RUNOFF IN A STORMWATER RUNOFF THROUGH A COMBINATION OF IMPERVIOUS AND TURF AREAS WHICH FLOW TO THE STREAM AND THEN REACHES THE SITE OUTFACE. THIS AREA IS DESIGNED TO HAVE SHEET FLOW RUNOFF AND MEETS THE REQUIREMENTS IN 9VAC25-870.66-D. 9VAC25-870.66-D REQUIRES EVALUATING FOR POTENTIAL IMPACTS ON DOWN -GRADIENT RESOURCES FOR INCREASED VOLUMES OF SHEET FLOW THAT WILL CAUSE OR CONTRIBUTE TO EROSION, SEDIMENTATION, OR FLOODING. THE PRE DEVELOPMENT DRAINAGE AREA 1 HAS 1.52 CFS 01 AND 9.15 CFS 010 WHILE PRE DEVELOPMENT DRAINAGE AREA 2 HAS 021 CFS 01 AND 1.23 CFS 010. SINCE DRAINAGE AREA 1 AND DRAINAGE ARE 2 BOTH FLOW TO THE SAME SITE OUTFALL THAT IS BEING ANALYZED, ADDING THE TWO PRE DEVELOPMENT FLOWS TOGETHER RESULTS IN THE FOLLOWING: O PRE-DEV FOR 1-YEAR = 1.52 CFS + 0.21 CFS = 1.73 CFS O PRE-DEV FOR 10-YEAR = 9.15 CFS + 123 CFS = 10.38 CFS THE POST DEVELOPMENT DRAINAGE AREA 1 HAS 0.26 CFS Oi AND 8.44 CFS 010 WHILE PRE DEVELOPMENT DRAINAGE AREA 2 HAS 0.47 CFS 01 AND 1.74 CFS 010. SINCE DRAINAGE AREA 1 AND DRAINAGE ARE 2 BOTH FLOW TO THE SAME SITE OUTFACE THAT IS BEING ANALYZED, ADDING THE TWO POST DEVELOPMENT FLOWS TOGETHER RESULTS IN THE FOLLOWING: O POST-DEV FOR 7-YEAR = 0.26 CFS + 0.47 CFS = 0.73 CFS O POST-DEV FOR 10.YEAR = 8.44 CFS + 1.74 CFS = 10.18 CFS WHEN COMPARING THE PRE AND POST DEVELOPMENT FLOWS, THE RESULTS SHOW THAT THE POST DEVELOPMENT FLOW IS REDUCED BY 58% FOR THE 1-YEAR STORM AND BY 2% FOR THE 10.YEAR STORM. SINCE THE RUNOFF TO THE SITE OUTFACE FOR THE POST -DEVELOPMENT HAS BEEN DECREASED FROM THE RUNOFF FOR THE PRE -DEVELOPMENT, THERE WILL BE NO RUNOFF THAT CONTRIBUTES TO EROSION, SEDIMENTATION, OR FLOODING OF DOWN GRADIENT RESOURCES WHICH THEREFORE MEETS THE REQUIREMENTS IN 9VAC25-870-66-D. DETENTION SYSTEM MODELING NOTES: 1. THE HYDROCAD MODEL DOES NOT TAKE INTO ACCOUNT THE STONE BELOW THE UNDERDRAIN PIPE. 2. THE 6" UNDERDRAIN PIPE IS PERFORATED WHILE EMBEDDED IN THE STONE OF THE DETENTION SYSTEM, BUT SOLID ONCE IT LEAVES THE STONE STORAGE. 3. THE 6" UNDERDRAIN PIPE HAS A THREADED CAP INSTALLED ON THE DOWNSTREAM FACE OF THE WEIR WALL WITH A 1.5" THREADED NIPPLE THAT ACTS AS THE 1-YR STORM ORIFICE. 4. STRUCTURE A51S THE CONTROL STRUCTURE FOR DETENTION SYSTEM 1 WHILE STRUCTURE A4 IS THE CONTROL STRUCTURE FOR DETENTION SYSTEM 2. 5. 72" X 11" ORIFICE MODELED IN DETENTION SYSTEM 1 IS THE DISTANCE BETWEEN THE TOP OF WEIR WALL AND THE BOTTOM OF THE PRECAST FLAT TOP OF THE MANHOLE 6. THE TWO (2) 18" HDPE WATER TIGHT PIPES BETWEEN E1 AND A8, AND A6 AND A5, ARE PART OF THE DETENTION SYSTEM AND MODELED AS SUCH IN HYDROCAD. 7. THE PROPOSED NATURAL AREA IS ACCOUNTED FOR AS "WOODS" WITH CN VALUE 55 FOR WATER QUANTITY CALCULATIONS. HOWEVER, AS ALL THE REQUIRED SOIL AMENDMENTS FOR VRRM OPEN SPACES ARE NOT PROVIDED, IT IS ACCOUNTED FOR AS TURF FOR WATER QUALITY CALCULATIONS. REFER TO THE DRAINAGE AREA MAPS AND THE VRRM MAPS FOR FURTHER CLARIFICATION. LEGEND ®PRE DEV DA 1 TO SITE OUTFACE IMP. PRE DEV DA 1 TO SITE OUTFACE TURF. ®PRE DEV DA 1 TO SITE OUTFACE WOODS. PRE DEV DA 2 TO SITE OUTFACE TURF. -------SOILS - oA -PRE DEVELOPMENT DRAINAGE AREA 1 - oA -PRE DEVELOPMENT DRAINAGE AREA 2 NOTE: ALL SOILS IN DRAINAGE AREA 1 ARE HSG B Pre-Dev Drainage Alva 1 to Site Outfall �PawffienlSF AC 7Bu1h=Un7.750 0.178 3:9 ervious 7.790 0.178 3.91 Drainage Area I 13 W. Pre-Dev Draiea a Area 2 to Site Out611 CN 61 SF AC % Turf 17.333 0.398 100.0 Total Drainage Area 17.333 0.398 100.0 Wei hted CN TOC=5.0 61 SI�ENGINEERING, P.C. 'C-LANOPL9Nh'GYG-PRQ/L'l7' MANr1 G8d�h7' LEGEND ® POST DEV DETENTION SYSTEM 1 DA 1 TO SITE OUTFACE IMP. POST DEV DETENTION SYSTEM 1 DA 1 TO SITE OUTFACE TURF. POST DEV DETENTION SYSTEM 2 DA 1 TO SITE OUTFACE IMP. oo. POST DEV DETENTION SYSTEM 2 DA 1 TO SITE OUTFACE TURF. ® POST DEV BYPASS DA 1 TO SITE OUTFACE IMP. m POST DEV BYPASS DA 1 TO SITE OUTFACE TURF. POST DEV BYPASS DA 1 TO SITE OUTFACE WOODS. r °o POST DEV DA 2 TO SITE OUTFACE IMP. POST DEV DA 2 TO SITE OUTFACE TURF. ----- SOILS oA � POST DEVELOPMENT DETENTION SYSTEM 1 DRAINAGE AREA A (MANAGED) -A - POST DEVELOPMENT DETENTION SYSTEM 2 DRAINAGE AREA B (MANAGED) -A - POST DEVELOPMENT DETENTION SYSTEMS BYPASS DRAINAGE AREA C (UNMANAGED) -A - POST DEVELOPMENT DRAINAGE AREA 2 (SHEET FLOW) Post-Dev Detention System 1 Drainage Area 1 (Managed) Buildie Pavement � 6657g 1.528 79.4 Imcervious 6657g 1.528 791 Drainage Area SMMPENGINEERING, P.C. 45-100C 04 144 I �-/� 1�daV ` Qa a a � \ rsEll d as a�a W. 45-17_ a d Y Y /Y Y i Yi 'A t%//�/ I �(` / I I a\ a, `\ as 91a. •��\ \ Y Y� Y Y Y ! � Qrl✓--1y� (VV-� I V- I / / I a 'd I `� klt d 4 44 1- \\ `\ Qaa \a� PRE p a a `\d � DRAIP 144 IC a/ ial. u-OW# I `p da d`p a ai !\ � - Waa°1Aa \\\\ a a a I � a� a 1 la la a� a� al } \a la Ila 1)a la la \ ♦ bad a,a as \\ a bada a a a a a/ ■ aa�ad \\ \ a a•� 1 a 1 a t . a v a v a v� a � � `t a\` a.\ �t \ � \\ a `v a. a aft a � y �v a d� a \ `\ a a�� lyQdaaad `.. 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Boas -ass our 664 West Rio Post Development Drainage Area Map }S� Scale: 1'=6 TM, 65-T - POST DEVELOPMENT DRAINAGE AREA 2 (SHEET FLOW) TM. 45- SHIMP ENGINEERING LAND PLANNING -PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM V.P01 A rH qt, 'pC l . SFIIMP No. 45183 M1�ra i VSMP PLAN 664 WEST RIO ALBEMARLE COUNTY, VIRGINIA SUBMISSION: a 2022.04.12 REVISION: 1) 2023.02.09 i L ti I`V % OUTFACE 60 0 60 Scale: 1 "=60' 8:_' FILE N0. STORMWATER DRAINAGE AREA MAPS C16 664 West Rio LD404 Stormwater Inlet Computations Inlets on Grade Only Sag Inlets Only F o 3 ua 3 a a u a a a 3 w �' 0 6 �'gp $ We e 9 a to C' � 45 � a ,. _ 1 2 3 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 1 22 23 1 24 (0) (ac) (in/hr) Cots) (cfs) (cfs) ('/') ('/') (N) (0) (a) tells) (cfs) (0) it In) A8C 8' DI-3B 8' DI-3B 0.14 0.66 0.09 4.00 0.36 0.000 0.36 0.015 0.126 0.020 0.083 1.23 0.10 100.0% 0.36 0.000 6.5 0.59 0.000 0.59 1.48 0.12 96.7% 0.57 0.019 A8B 10' DI-3B 10' DI-3B 0.16 0.84 1 0.14 4.00 0.55 0.000 0.55 0.015 0.126 0.020 0.083 1.44 0.12 100.0% 0.55 0.000 6.5 0.90 0.000 0.90 1.73 0.14 98.1% 0.98 0.017 A8A 8' DI-3B 8' DI-3B 0.37 0.87 0.33 4.00 1.30 0.000 1.30 0.015 0.050 O.Ol6 0.083 0A3 0.5 0.27 1.61 6.5 2.11 0.000 2.11 0.18 0.5 0.37 3.14 A7B 8' DI-3B 8' DI-3B 0.43 0.87 0.37 4.00 1.49 0.000 1.49 0.015 0.041 0.020 0.083 0.15 0.5 0.29 1.76 6.5 2.42 0.000 2.42 0.20 0.5 0.40 3.79 A6 8' DI-3B 8' DI-3B 0.13 0.81 0.11 4.00 0.42 0.000 0.42 0.015 0.100 0.020 0.000 3.30 0.07 100.0% 0.42 0.000 6.5 0.68 0.000 0.68 3.95 0.08 91.7% 0.63 0.057 A5 6' DI-38 6DI-3B 0.03 0.90 0.03 4.00 0.11 0.000 1 0.11 0.015 0.069 0.020 0.000 1 2.14 0.04 100.0% 0.11 0.000 6.5 0.17 0.000 0.17 2.52 0.05 100.0% 0.17 0.000 B2 8' DI-3C 8' DI-3C 0.27 0.84 0.23 4.00 0.90 0.000 0.90 0.015 0.011 0.015 0.083 0.10 0.5 0.21 1.26 6.5 1.46 0.057 1.52 0.15 0.5 0.30 1.78 C2 8' DI-3C 8' DI-3C 0.13 0.87 0.11 4.00 0.44 0.000 0.44 0.015 0.019 0.014 0.083 0.07 0.5 0.13 0.78 6.5 0.71 0.000 0.71 0.09 0.5 0.18 1.07 D3 6' DI-3B 6' DI-3B 0.04 0.90 0.03 4.00 0.14 0.000 0.14 0.015 0.090 0.020 0.083 0.03 0.5 0.07 0.41 6.5 0.23 0.019 0.25 0.05 0.5 0,10 0.61 D2 6' DI-3B 6' DI-3B 0.12 0.90 0.11 4.00 0.44 0.000 0.44 0.015 0.090 0.020 0.083 0.07 0.5 0.15 0.89 6.5 0.72 0.017 0.74 0.10 0.5 0.21 1.25 DI 6' DI-3B 6' DI-3B 0.04 0.90 0.03 4.00 0.13 0.000 0.13 0.015 0.050 0.029 0.083 0.03 0.5 0.07 0.39 6.5 0.21 0.000 0.21 0.05 0.5 0.09 0,54 F2 IS NyBaant Drain 18"NyIBopl'nt Drain 0.15 0.48 0.07 4.00 0.28 0.000 0.28 0.015 0.017 0.055 0.000 0.12 - - 2.93 6.5 0.46 0.000 I I I L 0.17 3.78 664 West Rio LD-229 STORM DRAIN DESIGN COMPUTATIONS From To Catch, Runoff Inc Am. ToC Total Total Up Do Pipe hav Pipe Pipe Velocity Flow time Point Point Area Cod AC AC limmity Flow(cfs) invert Invert Length Slope Diameter Capacity Inc (ac)(min)(in/ha) El El (11) % in (clh) (11/0 (min 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 A8C A8B 0.14 0.66 0.09 0M9 5.00 5A7 0.47 506.96 506.78 27.65 0.65% 15 6.07 2.79 0.17 A8B A8A 0.16 0.84 0.14 0.23 5.17 5.13 1.17 506.58 506.18 61.79 0.65% 15 6.07 3.63 0.28 ASA A8 0.37 0.87 0.33 0.55 5.28 5.10 2.82 505.98 505.70 42.54 0.66% 15 6.11 4.62 0.15 F2 FI 0.15 0.48 0.07 0.07 5.00 5.17 0.37 527.00 526.55 22.37 2,01% 6 0.93 4.21 0.09 1 w E2 0.20 0.90 0.18 0.25 5.09 5.15 1.28 1.00% 8 1.41 4.28 12G1 El 0.30 0.90 0.27 0.27 5.00 5.17 1.40 - - - 1.00% 8 1.41 4.20 - A78 A7A 0.43 0.87 0.37 0.37 5.00 5.17 1.92 509.24 507.64 59.92 2.67% 18 20.00 6.79 1 0.15 A7A A7 0.37 0.37 5.15 5.13 1.91 507.44 507.00 8.14 5,41% 18 2847 8.70 0.02 D3 D2 0.04 0.90 0.03 0.03 5.00 5.17 0.18 496.59 496.35 22.13 1.08% 15 7.82 2.50 0.15 D2 DI 0.12 0.90 0.11 0.15 5.15 5.13 0.75 496.15 495.51 32.04 2.00% 15 10.64 4.75 0.11 Dl A4B 0.04 0.90 0.03 0.18 5.11 5.14 0.91 495.31 494.90 18.15 2.26% 15 11.31 5.25 0.06 I41G4 A4B 0.20 0.90 0.18 0.18 5.00 5.17 0.92 - - - 1.00% 8 1.41 4.06 - 141G3 BI 0.23 0.90 0.21 0.21 5.00 5.17 1 1.09 1.00% 8 1.41 4.20 C2 Cl 0.13 0.87 0.11 0.11 5.00 5.17 0.57 501.00 500.50 14.66 3.41% 15 13.90 5.29 0.05 B2 BI 0.27 0.84 0.23 0.23 5.00 5.17 1.16 501.00 500.50 13.90 3.60% 15 14.28 6.65 0.03 15, A5 A4 2.72 505.00 498.50 107.3 6.06% 24 64.90 9.70 1 0.18 1"IA4 A3 7.44 494.00 493.54 15.21 3.02% 24 45.81 10.19 0.02 161A3 A2 - - - - - - 7.44 493.34 485.42 83.31 9.51% 24 81.30 15.31 0.09 161A2 Al - - - - - - 7.44 483.92 483.50 41.74 1.01% 24 26.49 6.87 0.10 Notes: 1 G2 Is roofdrain assumend at minimum slope 1.00% for most conservative design, G2 accumulates area from pipe F2-F1 2 Gl Is roofdrain assumend at minimum slope 1.00% for most conservative design 3 G41s rooferain assumend at minimum slope 1.00% for most conservative design 4 G3 Is roofdrain assumend at minimum slope 1.00% for most conservative design 5 Flow for A5-A4 Is obtained from 10- r 24-hr storm out of detention system 1 HydroCAD Calculations 8 Flow for A4-A3, A3-A2, A2-Al is obtained from 10- r 24-hr storm out of detention system 1 & 2 H droCAD Calculations Cl 0.9 1 C 0.3 a2 b2 a10 610 106.02 15.51 161.6 18.73 664 West Rio, Inlets Dramagep a'Su nauaty _ Impervious C- 0.9 Pervious C 0.3 Sir. Type Str. No. Arealal (fl) ado Imp Imp. (R) Turf (fl [ Area 0 8' DI-3B A8C 5,960 60% 3,576 2,384 0.66 0.14 10' DI-3B A8B 7,153 90% 6,438 715 0.84 0.16 8' DI-3B A8A 16,281 95% 15,467 814 0.87 037 8' DI-3B A7B 18,632 95% 17,700 932 0.87 0.43 8' D1-3B A6 5,666 85% 4,816 850 0.81 0.13 6 DI-3B A5 1,295 10D% 1,295 0 0.90 0.03 T DI-3C B2 11,686 90% 10,517 1,169 0.84 0.27 8' DI-3C C2 5,481 95% 5,207 274 0.87 0.13 6 DI-3B D3 1,685 10D% 1,685 0 0.90 0.04 6 DI-313 D2 5,356 100% 5,356 0 0.90 0.12 6 DI-3B DI 1,537 100% 1,537 0 0.90 0.04 18"Nyloplast Dram Basil F2 6,418 30% 1,925 4,493 0.48 0.15 SIIIMPENGINEERINOP,C. EKHvaeM-L9M1 N r&U-MaRTAM6a10T tll" YP' INON'CFTN615 1 40 COY C„MLOTIEBNLLE VA ]T03 Y811N - est"Rio RoofdrairDtairagiAre�Surunary' Impervious C 0:9' Pervious; C 10.3 Sir. Ty' pei Sir. No. Total Area ($) °/s Imll Imp. (ft) Tw1' (f) C emu (ac) 8" SCHAO PVC orDual WaRHDPE GI -El 13,105 1o0% 13,105 0 0.98 0.30 Roofdram 8" SCH.40 PVC or Dual Wa1HDPE 32-E2 8,609 100% 8,609 0 0.90 0.20 Roofdram 8" SCH.40 PVC or Dual WaDHDPE G3-Bl 10,195 100% 10,195 0 0.90 0.23 Roofdram 8" SCH.40 PVC orDual Wa1HDPE G4-A4B 8,648 1o096 8,648 0 0.90 0.20 Roofdram SI�ENGINEERING, P.C. RWZfflMW-LWff"AU -PRaR7mAmGa ffff o A 1. 45-105 '664 West Rio Post Development Inlet Drainage Area Map n5_ 664 West Rio Post Development Roofdrain Drainage Area Map Scale: 1 "= Scale: 1 "=60 120 180 m 120 nl1 SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN 664 WEST RIO ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2022.04.12 REVISION: 1) 2023.02.09 FILE NO. STORMWATER INLET DRAINAGE AREA MAPS AND CALCULATIONS C17 OFa VlrBinla Runoff Retlunbn McNotl Re-Dewlopmem Compliance Spreadsheet-Verslan 3.a &MP Damp, Sperancomm Led 2013 Draft $my& Specs Site Summary Praim rtle: arw Wear ao wle: 4411s I nectar Rant" poda ulQ Ta... A@ Site Land Cover Summary Site Tv and Land Cover Nutrient Loads ,,me Portmdeemmmem nom Pmb Mpoessa w IPm ..., aoma a a.Druelapmmr DeeYawnax Beaewbpmm[ a Rae,lmwvbml rywlnprvbud SRe Rv 0.88 028 0.95 0.28 Treaament volume Ift?) 9,903 11632 81311 W2 TP old OMyd us Las 5.22 Led P,Y nnal Post-0evebpmem nlaad pn as Pont-Rearvelapmenr ip old per -a m 1p Wtl peracre Ob/,c r ar/meter) lib/acre/ln 0.60 1.55 0.14 Total RunW Volume RedlRtlon ge) a Total TP old ReduRbn Achieved Rb/yri am Total TR Wtl Reduction Achieved pbM 0.m Remaining Past Development TP bad a,M Dodge] RemYnbg TP btl Nowdom pbMl ReWBad 4.40 Drainage Area Summary D.A.A DA.B D.A.0 DAD DAE al Ta lore./oven (acres) o.m am ('DD a. am o.m Manaaed Tun bares) am bad I DAB a.m Dan o.m Impervious cover 1.1 am am I DAD am D.D0 o.m Tom Mae naves) am coo I am 0.W Pm 0.m 0.1." Area Compllann Sleands" MA DA9 0.Ac p D UAL TpW TP boa Reduced o am am om am D.00 Dm TN Lana Reduces 0b/rrl 1 0.01) Dan Om am D.m am Runoff Volume and CN Calculations Drainage Areas me OL arainga MOA RabgeAreaa PaYyaLaaC palnpMwD OrMUEe Mat cN a a p a a M(ftj a a a a o Yywr Mum pnbtl weal.) om am ape om and an Onunl on am am am am m..... a a a a a a xyearraturn parbtl wnn'_r' am am am am am RRDuaN D.m D.m Om am 0.m a awards a D D a D 20 year return period wwnt.Ml am am 0.m am 0.00 Nu(w1y am Dm am om am maontas a o a o D •anln3'h18 data Input cells Project Name: 664 West Rio Date: 2/9/2023 constant values Linear Development Project? NO calculation cells Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 4 =4.0=2 Check: BMP Design Specy/fcoticns Just: 2013 Draft Stds & Spm Maximum reduction req unearproject? No Is The site s net increase in impemious, Lwer J(ocres myfd rover areas entered correctly? J Post -Development Total disturbed area entered? J Pre-ReDevelopment Land Cover (acres) A Solis BSolls CSolls DSolis Totals Forest/Open Space (acres)- undisturbed 0.59 forest/open space 0.59 Managed Turf (acres) -disturbed, prepared for yards or other turf to be nwvred/managed 3.26 3.26 mmpervioCowr(acres) 0.17 0.17 4.02 Port -Development land Cover (acres) A Solis 0Snib CSolls DSolls Tools Open Space (aces) - undisturbed, 0.00 protected fa nodUcypen space or reforested land Managed Turf (atom) --disturbed, graded for yards or ether turf to be mowed/managed 1.44 Impervlous m CoT (acres) 2.58 2.58 Area Check OIL OIL O. OIL. 4.02 Runoff Coefficients RvMell indtes) 43 ASolb 0SONS CSONS DSolis a Event (nchm) 1.00 ForesurOpm Space 0.02 0.03 0.04 0.05 horus (TP) EMC (mg/L) 0.26 Managed Turf 0.15 0.20 0.22 0.25 L14nn en(TN) EMC(mill 1.86 Impetuous Corer 0.95 0.95 0.95 0.95 ad(lb/acre/yr) 0.41mrrectionfxmr) 0.90 ■ • TBM ■' ■ COVER SUMMARY POST DEVELOPMENT Land Cover Summary -Pre Land Cover Summary -Past (Final) Land Cover Summffy4O t Land Cover Summwy-Post Pre-ReDevelopment Listed Adjusted Pont Roper. a New impervbon Post-RSDevelapmeM Pont-DBVelDprmM New lmpervlom Fores[/Open Space Cover (acres) 0.59 0.00 iomst/Open Space 0'00 Forest/Open Space 000 Cover Marge) Cavan (acres) Weighted Rv(forest) 0.03 0.00 Welghmd Rv(formt) OA0 Weighted Rao(forest) aw %Forget 15% 0% %Forest 0% %Forget 0% Managed Turf Cover (Roger) 3.26 L" Managed Turf Cover 144 Managed TurfCover 144 (Hoge) MICR¢) Weighted Rv(tur0 0.20 0.20 Weighted Rv(turf) 0.20 Weighted Rv(turf) 0.20 %Managed Turf 81% 89% %Managed Tud 36% %Mamagedyurf 89% Imparvbm Cmar(xres) 0.17 0.17 Impervlous Cover (acres) 2.58 ReDed. ImperviousNew 0.17 ImpeMaus Cover 2.41 opener (acres) Cov (acres) RR(impervious) 0.95 0.95 Rv(lopervlous) 0.95 Rv(Impervbus) 0.95 Rv(impervious) 0.95 %Impervious 4% 11% %Impervious 64% %Impervious 11% Total See Room (.,a,) 4.02 1.61 Final Site Area(a.,) 4.02 1.61 (aae9) Sift an 0.21 0.28 noel Post Dev Site Rv 0.69 geDev SNe Rv 0.28 Treatment Volume and Nutrient Load Treatment Volume and Nutrient Load Posm t-ReDevelopent Post -Development Pre-ReDevelo t Treatment Volume omen Final Post -Development )acre-ftl 0.0693 0.0375 Treatment Volume 0.2283 Treatmere Volume 0.0375 Treatment Volume 0.1908 (sere-ft) (acre-R) (acre-k) Fired Post -Development Post-ReDevelopment Post -Development Pre-ReDavelopment Treatment Volume 3,017 1,632 Treatment Volume 9,943 Treatment Volume 1,632 Treatment Volume (cubic 8,311 (cachet et) (cubighet) (cubic feet) Port-ReDevelopment feet) lost Development TP Load Pre-ReOevelopmen[TP Load Final Post- (Ina/Vr) 1.90 1.03 Development TP Load 6.25 Load(TP) 1.03 522 (lairs) (lb/yr) (lb/yda Post ReOeveloPment TP Re ReDevelopment TP Load per acre Final Post Developmem TP pb/acre/Vol 047 0.60 Load per acre 1.55 Load pe,ane 0.so (Ib/arre/yr) (Inalac a/yr) Baseline TP Loatl (lb/yr) Ma RetluWm Required (0.41lbs/acre/yr applied to pre -redevelopment area excluding pervious 0.66 (allow PrW 20% IaM proposed brnew impervious cover) RaamlPpmaMl man 'Adjustedland Cover Summary: TP Load Reduction TP Load Reduction Pre ReDevelopment land covermisxa pervious land cover(forest/.pen spore onmomged Required for 0.21 Required for New 4.23 truj)aaeageproposedJor newlmpervbm waver. Re�oPnd Area Impervious Area (Ina/yr) IIWYrI Adjusted teml artage is consla feat with PmbReOevelopmeM acreage (minus acrtage of newinams u5.). Colones I shows load retlrlcdon reDLMenlentJorrlewlmpervbm roverlbaMd on new devNopmem load limit 0,41 /byagre/year). Post -Development TP Load Reduction Required (Ina/yr) 4.44 Nitrogen Loads (Informational Purposes Only) Final Pmt-Development TN Load Pre-ReDevelopment TN mad(Ib/yd 13.56 (Post -ReDevelopment• New Impervlous) 44.69 (lblyr) ® PRE DEV IMP. PRE DEV TURF. _ _._LOD ----SOILS NOTE: ALL SOILS IN DRAINAGE AREA 1 ARE HSG B LOD ispappeappass' LpD LOD Y Y A / W W 1r Y W W �W TM. 4s-loot ! � W WI LIMITS OF DISTURBANCE \ \ W w e 1 A=4.02 AC \ W W\ cv I W tY W W W W W W W W W �I-� I�'��aT_yc� )�/•L'� � �/-.� � ��t V _� � ��J�� �/[�./�( • W W W W W�, O �`_ YM. 4Y-101Q \' i W W ,/•a V- W W W W W W W W WW W jr W a W W W W W W W W. 1ODX W W -0r W W W W W W W W W W W W W W W W W 1 W 'n W W W W W W W W W W W W W • W Y Y NX W W W W W W W W W W W W W W W W W W W W 1M W W W W W W W W W W W W W W W W W W W W W W W W W W W I W W a W W W W W W W W©W W W W W W W W W W W W W W ♦� W W W W W W W W W "'''YYYVVVYYVV W W W W W W W W W W W ,., Y W W W W O W W W W W W W W W W W W W W W W W W W Wt.1 W W W 1 p W W W W W W W W W W W W W W W W W ' Y W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W': W 2 W W W W W W W W W W AA. 45W100 W W W W W W W W W W W t91 W W O W W W W W W W W W W W W W W W W W W W W W W W W W t:iW W W W W W W W W W W W W W W W W W W W W W W W W ev -(" W W W W W W• W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W" W W W W W W W W W W W W W W W W W W W ae W ax I W W W W W W Y W W W W W W W W ev W (W W W W W W Y W W W W W W W W W W W ei Y W W W 4W W Y W W W W W W W W W W W W W W W W W W W , Y W W a W W W W W W W W W W W W W W W W W W W W W W W 1, ve W W W V W r-N7 W W W W W W TMW 4S-iOt W W W W W W W W W W W W W W W W W W W. W W W W, Wat W W W W W W W Wpp`W W W W W W W W W W W W W W W W W W W, W W "'aW W W an �7YW `W W W W W W W W W W W W W W W W W W, W W W W W W W W W W W W WHSC B W` W W W W W W W W W W W W W W W W W dr. W W W W W W W, W W W W W W W W W W W W W W W WSva' B � W W W W W W W W W W all W W W W W W W W W W W W W W W W ea W W W W W W ea' W W W pT .a 7.78 ev W W W W W W ev W W W 6 !^ INLET W W W W W W W W W W W W W Y W W W W W Y W eW a W W Y W W W Y W W W 4, W W W W W W W W, W Y -W- V- ` N % �x w .lalxr A1..59 MT. D.R. tuan-s27 zT DA loss-s xnT 664 West Rio 60 O Ra- 45-105 Pre Development VRRM Map Sccle: 1"=60' POST DEV IMP. POST DEV TURF. LOD ---- SOILS NOTE: ALL SOILS IN DRAINAGE AREA 1 ARE HSG B Site Results (Water Quality Compliance) Area Checks D.A A D.A. B D.A. C D.A. D D.A. E AREA CHECK FOREST/OPEN SPACE (ac) 0.00 0.00 0.00 0.00 0.00 OK. IMPERVIOUS COVER (ac) 0.00 0.00 0.00 0.00 0.00 OK. IMPERVIOUS COVER TREATED (ac) 0.00 0.00 0.00 0.00 0.00 OK. MANAGED TURF AREA (ac) 0.00 0.00 0.00 0.00 0.00 OK. MANAGED TURF AREA TREATED (ac) 0.00 0.00 0.00 0.00 0.00 OK. AREA CHECK OK. OK. OK. OK. OK. Site Treatment Volume (W) 9,943 Runoff Reduction Volume and TP By Drainage Area TOTAL RUNOFF REDUCTION VOLUME ACHIEVED (fta) 0 0 0 0 0 0 TP LOAD AVAILABLE FOR REMOVAL (lb/yr) 0.00 0.00 0.00 0.00 0.00 0.00 TP LOAD REDUCTION ACHIEVED (Ina/yr) 0.00 0.00 0.00 0.00 0.00 0.00 REMAI TIP ING NITROGEN LOAD R DULOCnON ACHINEVED (Ib/yyr) 0.00 00000 0.00 0.00 0.00 0.00 0.00 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (lb/yr) 6.25 TP LOAD REDUCTION REQUIRED (lb/yr) 4.44 TP LOAD REDUCTION ACHIEVED (lb/yr) 0.00 TP LOAD REMAINING (lb/yr): 6.25 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 4.44 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD [1b/yr)IJ 44.69 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 0.00 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 44.69 'u. 45-IODC LIMITS OF DISTURBANCE \: \ A=4.02 AC Yt .,. to TM. 45-173 W. 45-94B ti 180 ), %!f,////////////// /////,i////�� j , �iiiir ia'/ r 11fly, /Y//G � FI%//// FFFF •• • •• • :• SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM rH Qt,� �PQ V J SEQMP is -No. 45183 A0 ZI�I. o,� Bsxti AT VSMP PLAN 664 WEST RIO ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2022.04.12 REVISION: 1) 2023.02.09 FILE NO. VRRM MAPS AND CALCULATIONS C18 Manifold, Scour Fabric and Chamber Assembly ❑ II.A. Initial Anchoring o ChambersEmbedmentone StormTech' Installation Guide ...., ......!-a MC-3500 & MC-4500 Chamber StormTech Required Materials and Equipment List Installation Video "Acceptable fill materials per Table 1 • StormTech solid end caps, pre -cored and pre -fabricated end caps �. "ADS Plus and non -woven geotextile fabrics • StormTech chambers, manifolds and fittings a. Note: MC-3500 chamber pallets are 77"x 90" (2.0 m x 2.3 m) and weigh about 2010 lbs. (912 kg) and MC-4500 pallets are 100"x 52" (2.5 m x 1.3 m) and weigh about 840 lbs. (381 kg). Unloading chambers requires 72" (1.8 m) (min.) forks and/or tie downs (straps, chains, etc). Install manifolds and lay out ADS Align the first chamber and Continue installing chambers by Place a continuous layer of ADS PLUS PLUS fabric at inlet rows [min. end cap of each row with inlet overlapping chamber end corrugations. fabric between the foundation stone and Important Notes: 17.5 ft (5.331 at each inlet end pipes. Contractor may choose Chamberjoints are labeled "Lower joint the Isolator Row PLUS chambers, making A. This installation guide provides the minimum requirements for proper installation of chambers. Nonadherence to this guide may result in cap. Place a continuous piece (no to postpone stone placement - Overlap Here" and "Build this direction sure the fabric lays flat and extends the damage to chambers during installation. Replacement of damaged chambers during or after backfilling is costly and very time consuming. It seams) along entire length of around end chambers and - Upper joint" Be sure that the chamber entire width of the chamber feet. Initial embedment shall be spotted along the centerline of the chamber No equipment shall be operated on the bed at this stage of the installation. is recommended that all installers are familiar with this guide, and that the contractor inspects the chambers for distortion, damage and joint Isolator® PLUS Row(s). leave ends of rows open for placement does not exceed the reach of When used on an Isolator Row PLUS, a 24" evenly anchoring the lower portion of the chamber. This is best Excavators must be located off the bed. Dump trucks shall not dump stone integrity as work progresses. easy inspection of chambers the construction equipment used to place FLAMP (flared end ramp) is attached to accomplished with a stone conveyor or excavator reaching along the row. directly on to the bed. Dozers or loaders are not allowed on the bed at this B. Use of a dozer to push embedment stone between the rows of chambers may cause damage to chambers and is not an acceptable backfill during the backfill process. the stone. Maintain minimum 6" (150 mm) the inside of the inlet pipe with a provided time. method. Any chambers damaged by using the "dump and push" method are not covered under the StormTech standard warranty. spacing between MC-3500 rows and 9" threaded rod and bolt The FLAMP then C. Care should be taken in the handling of chambers and end caps. End caps must be stored standing upright. Avoid dropping, prying or excessive (230 mm) spacing between MC-4500 rows. lays on top of the ADS PLUS fabric. Backflll Of Chambers -Embedment Stone force on chambers during removal from pallet and initial placement. Requirements for System installation Manifold Insertion StormTech Isolator Row Plus Detail IT ROD min) MIN INSERTION STORMTECH END CAP MANIFOLDSTUB INSTA.I.ONM-IRO—),LCE9 .. CO'CEPRECON,ge110NMGI . W1111 Wa OplpxpL PaP CnOx PVPT M i�.F IIJ ` nr ANIFOLD TRUNK ' eFcarxnxncawrtxml.xaYTN aEv1EY11LE _ I- `/// aw®m MCH®uaw"xl an l me "Caema,w"NI I e rf:i c ?' T rig c,,LL u,-n;u,IIaII nI w„J>€Inl� O R A(G MNSERra NaNYaP ghC EIIGSNTHOPENCRAT% :D III ELEvnnavPAss iuv IOPOD PMn I li li Ip� Uneven Btukfill Even Btukflll Perimeter Not Btu:k}Ilbd Perimeter Fully Baekfllled 1Y(300mm) Backfill chambers evenly. Stone column height should never differ by Perimeter stone must be brought up evenlywith chamber rows. MIN SEPARATION more than 12" (300 mm) between adjacent chamber rows or between Perimeter must be fully backfilled, with stone extended horizontally to NOTE'. MANIFOLD RFI IN END END OPENING, FOR s �P�ces�pm� �T�aa�av�� gTplylp h1 " chamber rows and perimeter. the excavation wall. APROPER FIT IN END CAP OPENING I� a+ILvaxae i Izr laa mmluxxacotiM[xoPnl L Excavate bed and prepare subgrade per Place non -woven geotextile over prepared soils Place clean, crushed, angular stone foundation M't�hmlxpEarF134NPER�IREO PnNxn.TIoNaTnxE.NoaHM,aPRa eEIWPA,I engineer's plans. Plans and specifications should and up excavation walls. 9" (230 mm) min. Install underdrains if required. Insert inlet and outlet manifolds a minimum 12" include Best Management Practices (BMPs) Compact to achieve a flat surface. (300 mm) into chamber end caps. Manifold z /�/ ry 3 to deter contamination of open pits during header should be a minimum 12" (300 mm) from 1 construction. base of end cap. StormTech 9.0 InsPPrtion and Maintenance Backfill of Chambers - Embedment Stone and Cover Stone Table 1-Acceptable Fill Materials Figure 1-Inspection Port Detail 9.1 Isolator Row Plus Inspection Regular inspection and maintenance are essential to Material Location Description AASHTO ' ' assure a properly functioning stormwater system. • 1roX om)MIN WIDTH Inspection is easily accomplished through toe CONCRETE DOLLAR NOT REQUIRED �D Final Fill: HII Material for layer's Any solVrock materials, WA Prepare per site design engineers FOR UNPAVED APPLIWiONs manhole or optional Inspection ports of an Isolator starts from the of layer the native soils or r lain. Paved installations have CONCRETE CDLLAR top aye per p may B•NVLDPIART INSPECTION PORT Row Plus. Please Follow local and OSHA rules fora YYY - bottom of flexible pavement or unpaved engineer's plans. Check stringent material and preparation PAVEMENT EMY(PART#27M4GHPKIT)OR confined space entry. _ finished grade above. Note that the plans for pavement requirements. TRAFFIC RATED BOXW/SOUD r 1 LOCKING COVER Inspection ports can allow inspection to be pavement subbase may be part of the subgrade requirements. 'D' layer. corvcnErEsue srl:� pmpE accomplished completely from the surface without l a'(16Dmm)MIN the need for a con- fined space entry. Inspection ©Initial Fill: Fill Material for layer'C Granularwellyraded AASHTO M1451 Begin compaction after min. 24" (600 THICKNESS P, starts from the to of the embedment soiVa reate mixtures, A-1,A-2-4,A-3 min of material over the chambers 4' LOD mm) IN5ERTA TEE ports provide visual access to the system With the P 9i 9 ) CO BE CORRUGATION VALLEY use of a flashlight, A stadia rod may be Inserted to stone CB! layer) to 24"(600 mm) above <3695fines or processed or is reached. Compact additional layers s.orsM.ecH CO BE CENTERDON the top of the chamber. Note that aggregate. Most AASHTO M431 in 12"(300 mm) max lifts to a min. CHAMBER determine the depth of sediment- If upon visual pavement subbase may be part of the pavementsubbase 3, 357,4,467, 5, 56, 95% Proctor density for well -graded inspection it is found that sediment has accumulated 'Clayer. materials can be used in 57, 6, 67, 68, 7, 78, material and 95%relative density for to an average depth exceeding 3" (76 min), deanout Continue evenly backfilling between rows and around perimeter until Only after chambers have been backfilled to top of chamber and lieu of this layer. 8, 89, 9,10 processed aggregate materials. _ is required. Flamp (Flared End Ramp) embedment stone reaches tops of chambers and a minimum 120 (300 mm) with a minimum it (300 mm) of cover stone on top of chambers can @EmbedmemStone- Fill the Clean, crushed, angular AASHTO M431 Nocompacdon required. A StormTech Isolator Row Plus should initially be of cover stone is in place. Perimeter stone must extend horizontally to the skid loaders and small LGP dozers be used to final grade cover stone surrounding chambers from the stone 3,4 Inspected immediately after completion of the excavation wall for both straight or sloped sidewalls. The recommended and backfill material in accordance with ground pressure limits in foundation stone CA layer) toURIlayer site's construction. While every effort should SHIMP above. backfill methods are with a stone conveyor outside of the bed or build as Table 2. Equipment must push material parallel to rows only. Never push NDTE: be made to prevent sediment from entering the - o with an excavator inside the bed reaching along the rows. Backfillin perpendicular to rows. StormTech recommends the contractor inspect (A)Foundation Stone: Fill below Clean, crushed, angular AASFrO M431 Place and compact in T(230 min) INSPECTION PORTS MY BE CONNECTED THROUGH MY CHMIBER CORRUGATION VALLEY. system during construction, it is during this time r Y 9 9 9 9 P P P Ys 9 9 chambers from the subgrade to the stone, 3,4 max lifts using two full coverages with C A ,- p while assembling chambers rows d shown in the picture will help to ensure chamber rows before placing final backfill. Any chambers damaged by 9 p 9 p a 9 that excess amounts tesediments are most likely E N G I N E E R I N G that equipment reach is not exceeded. construction equipment shall be removed and replaced. foot (bottom) of the chamber. a vibratorycam actor., to enter any stormwater system. Inspection and I Please Note: maintenance, If necessary, should be performed _ _ LAND PLANNING - PROJECT MANAGEMENT 1. The listed AASHTO designations are for gradations only. The stone must also be clean, crushed, angular. For prior to passing responsibifity over to the site's ' example, a specification for #4 stone would state: "clean, crushed, angular no. 4 (AASHTO M43) stone", owner. Once In normal service, a StormTech Isolator Final Baekfill Of Chambers - Fill'laterial Inserts Tee Detail 2. StormTech compaction requirements are met for A location materials when placed and compacted in 9" (230 min) Row Plus should be inspected bi-annually until - ---- (max) IIRs using two full coverages with a vibratory compactor. an understanding of the sites characteristics is912 E. HIGH ST. 434.227.5140 DD NOT INSTALL 3. Where infiltration surfaces maybe comprised by compaction, for standard installations and standard design load developed- The site's maintenance manager can " '- CHARLOTFESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM . - — -- -- IXSERTA-TEEAT conditions, a flat surface may be achieved by raking or dragging without compaction equipment. For special load r- CH MR.MINTS then revise the ins ection schedule based on designs, contact StormTech for compaction requirements. p } A experience or local requirements. CONVEYANCE MAY MATERY S Figure 2 - Fill Material Locations 9.21solator Row Plus Maintenance HOPE, ETC.) r JetVac maintenance is recommended if sediment ' L ADSOEORYNTHETICS WITNOMWOVENGECENUDLE ALL PAVEMENTUYER(DESIGNED has been collected to an average depth of 3" (76 ARCHNGCLEAN CRUSHED, ANGULAfiS70MEINAA6LAYERS BY SITE DESIGN ENGINEER) mm) inside the Isolator Row Plus. More frequent INREIRATER — " " Wp a \� � maintenance may be required to maintain minimum A typical etVac truck This is not a StormTech TH QD — CONNECTION ,�F''rY 1 r - INSERTAMETOBE 1'C .\ ��wnw,vlP waPp �: YP ) PERWETER STONE Y- MC<SM.24•(RMmm)MIN MCiEW ].D'Iz.1 mI MAX INB A ®, CEN EKED ck AN�n �' �_ M Flow rates throw h the Isolator Row Pliu. The 7 - CVER CORRUGATION �. ,.• "-"`-tb•f4W mm)MIN Mc35W-B.D'Iz.4 m1 MAIN product.) IA PLACE ADS PLUS WOVEN 'I C35W J� -�: - GEOTE%RLE (CENTERED ON tY (300 mm)MIN jetvac process utilizes a high pressure water nozzle -''' • INSERTA-TEEINLERMRBEDDING B N" SIDEWEW ' © to propel itself down the Isolator Row Plus while C STONE FOR SCOUR FRCTECTION AT EXCAVATION WALL - RIDE INLETCONNECTIONS. t � li scouringand suspending sediments. As the nozzle is GEOTE uMUST E%TENor YAx dAYETFR6 HMINRFROY BAEEQ (CAN BE SLOPED OR VERTICAL) Wtl MC-3500-W(1140 mm) P > CWIMBER " II M03W0-d5'(1140 mm)retrieved, _J — (150 mM PART CHAMBER FOOT IMBFMATEE CMAYBER tx) 11 ( FAV retrieVN,awave of suspended sediments is flushed - - MDssDB 1=(250mn) rnwrem) 1 N,„�' 1 "IfI?, ,, 1 back into the manhole for vacuuming. Most sewer J SUMP MD4WB 1Y(2Wmm) In(20°mm) and pipe maintenance companies have vacuum/ ic. No. 45183 NOTE. INSERTATEEFlTTINGSAVAILABLE FOR Bpi 28,80R35, 8CH40IRS A 7 ,Yi Install non -woven geotextile over stone. Geotextile must overlap 24" (600 PART NUMBERS WILL VARY BASED O pAS E ED&90 VEmWE D.N I2, XP8IDRN,CBD OR WC EIRON ll —C DEPTH OF STONE TO BE DETERMINED jetVac combi- nation vehicles. Fixed nozzles designed MTh I INLET PIPE MATERIMS. CONTACT I STORMTECH FOR MORE INFORMATION. MI -1 T(300 min) MIN II Ei:. BY SITE DESIGN ENGINEER V G30 min) MINI fa{(aJltter[S o(lar edrameter i ecleanin are mm) where edges meet. Compact at 24" (600 mm) of fill. Roller travel MI-6'(150 min) MIN - % � ' 9 pipe 9 1P ENDCAP J MC4500 9'(230 man) MIN MCA500 100 (2540mm) O parallel with rows. a R GRADEBDI 6 MC-3 00 6-nW mm)MIIN Mc.3W0 ]] 1.v n) 2'(oomm)MIN; preferable Rear facing jets with an effective spread rp } s of at least 45" (1143 mm) are best. StormTech 8S recommends a maximum nozzle pressure of 2000� psi be utilized during cleaning. The JerVac process shall only be performed on StormTech Rows that have ADS Plus fabric over the foundation stone. A Flamp (flared end ramp) is attached to the Inlet Notes: Table 2 -Maximum Allowable Construction Vehicle Loads' pipe on the inside of the chamber end cap to - 1.36" (900 min) of stabilized cover materials Depth provide a smooth transition from pipe invert to L Wheel Loads over the chambers a recommended during wover waik��W fabric bottom. Ica configured a improve chamber the construction phase if general construction _ _ � function performance over time by distributing - �-- VSMP PLAN activities, such as full dump truck travel and sediment and debris that would otherwise collect at Examples of culvert cleaning nozzles appropriate _ - - _ - dumping, are tooccur over the bed. the inlet. serves p It also serto improve the fluid and solid for Isolator Row Plus maintenance. (These are not 664 WEST RI O ®Final Fill 38,000(169) 2. During paving operations, dump truck axle loads Material 36^(900) 3z,000(142) 16,000(71) 12"(305) 4050(194) Compacted 18"(457) 2760(132) flow back into the inlet pipe during maintenance StormTech products). on 18' 45omm of cover for MC-35005 may 24-(610) 2130(102) and cleaning, and to guide cleaning and Inspection ( ) Y 30-(762) 1770(84) be necessary. Precautions should be taken to 36^ (914) 1530p3) _ equipment back into the Inlet pipe when complete. 25 avoid rutting of the road base layer, to ensure (CD'Initial Fill 24"(600) 32,000(142) 16,000(71) 12'(305) 2750(131) 20,000(89) that compaction requirements have been met, Material compacted 18' (457) 1920 (92) and that a minimum of 18" (450mm) of cover 24"(610) 1520(73)30"(762) 1310 (63) for MC-3500s exists over the chambers. Contact 36^(914) 1180 (56) StormTech for additional guidance on allowable 24V'(600) MC-3500 12"(305) 2430(116) 16,000(71) axle loads during paving. Loose/Dumped 32,000(142) 16,000(71) 18^(457) 1730(82) ALBEMARLE COUNTY, VIRGINIA 3. Ground pressure for track dozers is the vehicle MC-0500 24"(610) 1390(66) P 30"(762) 1210(58) SUBMISSION: operating well htdivided bytotal groundcontact 24,000(107) 12,000(53) 36'(914) 1100(52) area for both tracks. Excavators will exert higher 18"(450) MC-3500 12^(305) 2140(102) 5,000(22) 2022.04.12 ground pressures based on loaded bucket weight 32,000(142) 16,000(71) 18^(457) 1530(73) (static loads only)' and boom extension. MC-4500 24"(610) 1260(60) 30^ (762) 1120 (53) 4. Mini-excavators(<8,000Ibs/3,628 kg)can be 24,000(107) 12,000(53) 36"(914) 1030(49) REVISION: used with at least 12" (300 mm) of stone over ®Embedment 12^(300) Not Allowed Not Allowed 12^(305) 1100(53) Not Allowed the chambers and are limited by the maximum Stone 18^(457) 710(34) 1 ) 2023.02.09 24" (610) 660 (32) ground pressures in Table 2 based on a full 3T(762) 580(22� bucket at maximum boom extension. 6"(150) Not Allowed Not Allowed Not Allowed NotAlklwed I. Not Allowed 5. StormTech does not require compaction of initial fill at 18" (450 mm) of cover. However, Table 3 - Placement Methods and Descriptions - requirements by others for 6" (150 min) lifts may Material Placement Methods/ ELC-lir4-At-Tr-IZMUR necessitate the use of small compactors at 18" ZI (450 min) of cover. i See Table 2 for Maximum Construction Loads 6. Storage of materials such as construction ®Final Fill A variety of placement methods may 36"(900 mm) minimum Dozers to push parallel to Roller travel parallel to rows materials, equipment, spoils, etc. should not Material be used All construction loads must cover required for dump rOI only until 36" (900 mm) not exceed the maximum limits in trucks to dump Over coin acted cover is be located over the StormTech system. The use Table 2. chambers. reacted. of equipment over the StormTech system not Ctnftial Fill Excavator positioned off bed recom- Asphalt can be dumped Small LGP track dozers & Use dynamic force Of roller covered in Table 2(ex. soil mixing equipment, Material mended. into paver when skid loaders allowed to only after compacted fill FILE N0. cranes, etc) is limited. Please contact StormTech Small excavator allowed over compacted pavement grade cover stone with at depth reaches 24" (600 mm) for more information. chambers. Small dozer allowed. subbase reaches 24" least 12"(300 mm)stone Over chambers. Roller travel 18.030 (600 min) above top of under tracks at all times. parallel to chamber rows 7. Allowable track loads based on vehicle travel only. chambers. Equipment must push par- only. Excavators shall not operate on chamber be al el to rows at all times. until the total backfillreaches3feet(900mm) ©Embedment No uipmentallovedonbare No wheel loads allowed. No tracked Equipment is Norulllallowed. Stone chain rs.Useexcavatoror edstone Material must be placed allowed on chambers until ADS DESIGN DETAILS & Over the entire bed. conveyor positioned off bed ly outside the limits of the stone is i" place. min) rover on foundation stone to evenly fill chamber bed. stone is in place. Call StormTech at 988.8922694 for technical and around all chambers to at least the SPECS '� top of chambers. product information or visit www.stormtech.com ®Foundation No StormTech restrictions. Contractor responsible for any conditions or requirements by others relative to subgrade bearing /� Stone rapacity,dw eateringorprotection ofsubgrade. AAW StormTech F1V C20 ADS' ...... anG ccnOxluns of Smc' ere avmlaUleml [he ADS weo0o. wW WJdSrpIPe=R, Advanced Drainage System; the ADS logo, and the green Stripe are 6 registered trademarks Of Adranced Drainage systbns, ins StormTech° anal thehola MROW PLUS are regisered trademarks of StormTech, Inc. T2022 Advanced orolnage Systems, Inc N10316 Sa3 Q