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HomeMy WebLinkAboutSDP202100009 Plan - Revision 2021-10-01FINAL SITE DEVELOPMENT PLAN LEGEND EXISTING NEW DESCRIPTION BOUNDARIES BENCHMARK SITE PROPERTY LINE _ ADJACENT PROPERTY LINE BUILDING SETBACK PARKING SETBACK SITE TEXT 10 10 PARKING COUNT TOPOGRAPHY INDEX CONTOUR INTERVAL CONTOUR 311.5 x� SPOT ELEVATION 311.5 TC x ?1 TOP OF CURB ELEVATION 311.5 TW x TOP OF WALL ELEVATION 311.5 B W x BOTTOM OF WALL ELEVATION - ... _ ... - STREAM - - STREAM BUFFER 100 YEAR FLOODPLAIN BUILDING BUILDING RETAINING WALL STAIRS EDGE OF PAVEMENT _ ROAD CENTERLINE FRONT OF CURB BACK OF CURB CG-12 TRUNCATED DOME SIDEWALK BIKE PARKING HANDICAP ACCESSIBLE AISLE HANDICAP PARKING MATERIAL 1.4 CONCRETE RIPRAP - ASPHALT EC-2 MATTING EC-3 MATTING WETLAND TREELINE X X FENCE UTILITY UTILITY POLE m (D GUY WIRE OHu 0Hu OVERHEAD UTILITY ucu ucu UNDERGROUND UTILITY STORM STORM MANHOLE q q DROP INLET STORM SEWER ® ® ROOF DRAIN SANITARY SANITARY MANHOLE SANITARY SEWER MAIN S S SANITARY SEWER LATERAL WATER W W WATER LINE 0 O WATER METER 0 0 WATER METER VAULT �■ FIRE HYDRANT A FIRE DEPARTMENT CONNECTION GAS GAS- GAS GAS LINE EASEMENTS CONSTRUCTION GRADING ACCESS SIGHT DISTANCE UTILITY STORMWATER FACILITY MAINTENANCE STORMWATER ACCESS DRAINAGE SANITARY WATERLINE GASLINE NOTE: 1. THE SIZE OF THE SYMBOLS MAY VARY FROM WHAT IS SHOWN. OWNER Windmill Ventures LLC 535 Foxdale Lane Charlottesville, VA 22903 DEVELOPER 999 Rio Road Development, LLC 912 East High Street Charlottesville, VA 22902 (434)218-0513 PLAN PREPARATION Shimp Engineering, P.C. 912 East High Street Charlottesville, VA 22902 (434)227-5140 ZONING NMD - Neighborhood Model District ZMA201900001 approved on March 4, 2020 The Code of Development associated with ZMA20190001 (revised January 29, 2020) establishes design guidelines, specific regulations, and block characteristics for the development of this property Overlays: Entrance Corridor, Airport Impact Area Initial site plan SDP202000045 approved on 7/22/2020 MAGISTERIAL DISTRICT Rio SOURCE OF TITLE DB 4505 PG 218 SETBACKS Per approved ZMA201900001, setbacks are provided as follows: Block 1 (Mixed Use) Block 2 (Residential) FRONT MINIMUM: 3' FRONT MINIMUM: 5' FRONT MAXIMUM: 50' FRONT MAXIMUM: 40' SIDE MINIMUM: None SIDE MINIMUM: 3' SIDE MAXIMUM: 10' SIDE MAXIMUM: 15' REAR MINIMUM: None REAR MINIMUM: 10' REAR MAXIMUM: None REAR MAXIMUM: None SOURCE OF BOUNDARY AND TOPOGRAPHY Boundary & topographic survey provided by: Meridian Planning Group, LLC, March 20, 2019. BENCHMARK Datum for topography is NAVD 88 Visually verified by Shimp Engineering Staff on 12/23/2020 FLOODZONE According to FEMA Flood Insurance Rate Map, effective date February 4, 2005 (Community Panel 51003CO279D), this property is not located within a Zone AE 100-year floodplain. RESERVOIR WATERSHED This site is within the Meadow Creek Watershed. This site is not within a watershed of a public water supply. WATER & SANITARY SERVICES Site is served by ACSA public water and sewer. GENERAL CONSTRUCTION NOTES 1. Prior to any construction within any existing right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transit (VDOT). This plan as drawn may not accurately reflect the requirements of the permit.Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to the current specifications and standards of VDOT unless otherwise noted. 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. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be acheived. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer or designee it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). GENERAL WATER & SEWER NOTES 1. Work shall be subject to inspection by Albemarle County Service Authority inspectors. The Contractor will be responsible for notifying the proper service authority officials at the start of the work. 2. The location of existing utilities across the line of the proposed work are not necessarily shown on the plans and where shown, are only approximately correct. The 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 the Albemarle County Service Authority. 4. Datum for all elevations shown in National Geodetic Survey. 5. The contractor shall be responsible for notifying "MISS UTILITY" (1-800-552-7001). 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. 7. All water and sewer appurtenances are to be located outside of roadside ditches. 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. 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). 11. All public water and sewer facilities shall be dedicated to the Albemarle County Service Authority. 12. Backflow prevention is required for all connections to the water main. RWSA GENERAL NOTES 1. All materials and methods of construction shall comply with the latest version of the General Water and Sewer Design and Construction Standards - Version 1.0, adopted in December 2015, except as modified below or modified in special notes. 2. RWSA shall approve all construction materials and methods of construction. A preconstruction conference shall be held with RWSA prior to the start of any work. 3. The contractor shall be responsible for notifying Miss Utility (1-800-552-7001). 4. RWSA Engineer (Victoria Fort at (434) 977-2970 ext. 205) shall be notified three business days prior to the start of construction. 5. All work is subject to inspection by RWSA staff. No tie-ins to the existing system shall be made without coordination with and the presence of RWSA staff. No work shall be conducted on RWSA facilities on weekends or holidays without special written permission from RWSA. 6. For sanitary sewer line construction: RWSA may require bypass pumping for tie-ins to the existing system. All doghouse manholes must be pressure -tested before a connection is made to the system. 7. The location of existing utilities as shown on the plans is from data available at the time of design and is not necessarily complete or accurate. The Contractor shall be responsible for the verification of the location, size and depth of all existing utilities, both surface and subsurface. The Contractor shall immediately notify the Engineer of any discrepancies between the plans and field conditions. The Contractor shall use due diligence to protect all utilities and structures from damage at all times, whether shown on the plans or not. Damage to any existing utilities shall be repaired by the Contractor to the original condition at no additional cost to the Owner. 8. Erosion and sediment control facilities shall not be permitted in the RWSA easement without special written permission from RWSA. No grading shall be permitted in the RWSA easement unless permitted otherwise by RWSA in writing. 9. No blasting shall be permitted within 100 feet of RWSA facilities without written permission and RWSA approval of the blasting plan. Ground monitoring during blasting and a pre -blast survey may be required. For blasting within 100 feet of any operative RWSA sewerlines, bypass pumping and/or pre- and post -CCTV may be required. RWSA may also require certification from a licensed professional engineer stating that the proposed blasting will not damage any RWSA facilities. Damage to any utilities due to blasting shall be repaired by the Contractor to the original condition at no additional cost to the Owner. 10. The contractor shall observe minimum separation requirements for utility crossings. When a crossing is made under an existing facility, adequate structural support shall be provided for the existing pipe. The area of the crossing shall be backfilled with compacted 57 stone to the springline of the existing pipe. 11. New water main installations shall be pressure tested, chlorinated, flushed and have water samples approved prior to making any permanent connection to the public water system. Approved methods of filling and flushing new water mains will be required to prevent any contamination of the public water system. 12. All easements for new RWSA facilities shall be recorded prior to placing the new facilities into service. 13. No permanent structural facilities will be permitted in the RWSA easement. This includes building overhangs, retaining walls, footers for any structure, drainage structures, etc. 14. Trees are not permitted in the RWSA easement. EXISTING USE Vacant Land PROPOSED USE Residential, Gross residential density: 13 du/ac Lots 1-7: Multifamily, 2 units/building, 14 units total Lots 8-13: Attached single-family, 6 units total Lots 14-18: Single-family detached, 5 units total LAND USE SCHEDULE EXISTING Area % Building 3,939 SF 4.7% Pavement 2,348 SF 2.8% Sidewalk 0 SF 0% Open Space 77,261 SF 92.5% Total= 83,548 SF (1.918 ac.) PROPOSED Area % Building 14,128 SF 16.9% Pavement 23,902 SF 28.6% Sidewalk 9,784 SF 11.7% Open space 35,734 SF 42.8 % Total= 83,548 SF (1.918 ac.) BUILDING HEIGHT Per approved ZMA201900001, maximum building height in Block 1 and 2 is 35'. All non-residential uses shall be limited to one (1) story, or twenty-five (25) feet. PARKING SCHEDULE Block 1 (Mixed Use) Multifamily units: 1 bedroom, 1.5 spaces per unit, 14 units total = 21 spaces required = 21 spaces provided Block 2 (Residential) Multifamily units (Single -Family Attached): 2 or more bedrooms, 2 spaces per unit, 6 units total = 12 spaces required = 12 spaces provided Single family detached: 2 spaces per unit, 5 units total = 10 spaces required = 10 spaces provided Total of 43 spaces required, maximum of 20% provided, 52 spaces provided Parking for all uses are located within the open space parcel. Designated parking spaces are established with a shared parking agreement, DB _ PG _ FIRE FLOW Total estimated flow is 3,526 gpm. Ten -pound drop for a Q20 could not be achieved at the time of hydrant flow test. ISO needed fire flow is 1,500 gpm. RECREATION Recreational area shall comply with conditions of approved ZMA20190001. Block 1 and 2 shall provide amenity area no less than 20% of the total block area. Section 4.16 of the Albemarle County Zoning Ordinance shall apply to all recreational facilities. Block 1: 8,364 SF required, 8,518 SF provided. Block 2: 8,276 SF required, 10,082 SF provided. SIGNS All signs and pavement shall conform with the latest edition of the MUTCD Guidelines. A sign permit must be issued in accordance with the Albemarle County Sign Regulations prior to placement of any signs on -site. Contractor shall provide handicap signs as shown on plan. 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. 7. 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. 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 aisles, and accessible route shall be installed in accordance with ICC ANSI At 17.1-09. 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 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. 16. Buildings or structures built before January 1, 1985 must have an asbestos survey performed in order to apply for a demolition permit. 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 and 540-562-3580x131. NOTES PER APPROVED ZMA201900001 1. Development of TMP 61-154B shall follow the approved Code of Development as part of ZMA201900001. 2. Section 4.16 of the Albemarle County Zoning Ordinance shall apply to all recreational facilities. 3. Signange shall be provided to prohibit vehicular traffic on private street in Block 2, except for emergency vehicles; or, bollards shall be installed. 4. Notwithstanding anything herein to the contrary, all non-residential uses shall be limited in height to one (1) story, or twenty-five (25) feet. Such uses shall also be limited to a building footprint of six thousand (6,000) square feet. 5. Porches, eaves and awnings shall be considered part of the structure and shall not extend closer to the street than the required setbacks. 6. Minimum building separation shall be required per Section 4.11 of the Zoning Ordinance. 7. Any primary residential structures in Block 1 shall face Belvedere Boulevard. 8. The applicable setbacks for Block 2 shall be measured from the edge of Amenity Area D. 9. Pursuant to Section 32.7.9.7, the parking areas along the northern and southeastern boundaries of the subject property are required to be screened. In addition to Section 32.7.9.7(b), see the Code of Development for appropriate screening options. 10. Dumpsters and Dumpster Pads on the Property shall be screened pursuant to Section 4.12.19. 11. The Applicant shall be required to provide onsite treatment of 25% of the required stormwater treatment. Such techniques of treatment shall include pervious pavers, micro bioretention, or other approved measures. 12. 15% of the total residential dwelling units within the project shall be Affordable Dwelling Units (the "15% Affordable Housing Requirement"). The 15% Affordable Housing Requirement may be met through a variety of housing types, including but not limited to, for -sale units or rental units. APPROVED SPECIAL EXCEPTIONS The private street authorization for amenity -oriented lots in Block 2 was approved by the Planning Commision on January 14, 2020. In addition to the private street authorization, the following special exceptions were additionally approved by the Planning Commission on January 14, 2020: curb & gutter, sidewalk, and planting strip for the private street in Block 2. 999 RIO ROAD S D P202100009 TAX MAP 61, PARCEL 154B ALBEMARLE COUNTY, VIRGINIA VICINITY MAPSCALE:1°=500' �srhooncuse 1hrih Shop Oy,�cetn Gulf Q Auto and Truck Doctor m Q Car Lovers Rio 0 a4 °; ;p Covenant Church © � RIO ROAD E s s.J ,c a SITE _ City Church (Central) © \ 4^b d �4 a% �°O q .O yyp VAIIM'»k r e3 44J< CATFC V \ 4 01 S � amerpaf!� �9 �� aa,M "quy, John SHEETINDEX C1 COVER C2 EXISTING CONDITIONS C3 SITE PLAN C4 UTILITY PLAN C5 OFF -SITE SEWER CONNECTION C6 UTILITY PROFILES C7 GRADING PLAN C8 AMENITY & LANDSCAPE PLAN C9 SITE, VDOT & ACSA DETAILS C10 SITE, VDOT & ACSA DETAILS C11 ACSA DETAILS C12 SITE DETAILS C13 MAINTENANCE OF TRAFFIC ITE Trip Generation AM PM Daily Use Description ITE Oty In Out Total In Out Total Total Single 210 5 2 6 8 4 2 6 66 Family Detached AM PM Daily Use ITE Oty In Out Total In Out Total Total Description Multifamily 220 20 2 8 10 9 5 14 110 (Low -Rise) IMAGE PROVIDED BY GOOGLE MAPS SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM s-SI&P a .45183 I Ill 4� FINAL SITE DEVELOPMENT PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.05.26 [INITIAL SDP] REVISION: 2021.01.21 [FINAL SDP] 2021.02.22 [ARB] 2021.04.13 [ACSA] 2021.05.10 [ARB] 2021.05.18 [FINAL SDP] 2021.06.28 [ARB] 2021.10.01 [FINAL SDP] FILE NO. COVER 19.006 C1 /UU4p uo JljY ru �« L -.—� ZONE: COMMERCIAL OFFICE USE: PUBLIC 6.91 AC SDM c WMH- 15' DI-313 FH- -- WW' —.W —W , wv—w w Mrv~ w —W w =W '—w —w —W w —"w w,—w 4 WV -475 a a BELVEDERE BLVD. / / VARIABLE WIDTH R/W — TE-LEPHNE— / DB 3772 PC 366 , �— pox uc 15''.DI-313 _ IN. 463:75 _�WV. - — — 42'0912' E✓ / / /481" ° / — .<I- ,o • POLE ' 1BRca °cuY \ ; \ TREELINE TO BE RE OVED IF Q24 WALNUT \ \ \ \ \ I FRAME (TBR) \ \ \ \ \ SHED (TBR) (TBR) CK\ \\ \ \ 80.5' \ \ � TREELINE TO B REMOVED^/ 6\\ B<)1LDING TO BE REMOVED I� WALNUT I 1 \ \ \ \\ \ \ (TBR) ym EX. DRAINAGE {� TING - - ESMT'.DB 377. _ \ 5LF OF 15" / FRAME \ \ \ PG 36 / r VA 2 RCP TBR / / I I o SHED (TBR) yMIP / \�J \ zz.s / BUILDING TO BE\ REMOVED / ELL (TBR) TM 61 1154B SIG / / / / 471 / \ WINDMILL VENURES LLC ` N4. OU 4 - /�' / / / O(TOBR) FFEE° — / /q^ DB 4505G 218 RIO ROAD EAST — I / HP / / ZONE: INEIGHBORHOO� MODEL DISTRICT VARIABLE WIDTH R/W I m I / / / Ow / / / I USE: SINGLE FAMI/Y RESIDENTIAL \ DB 3772 PG 366 w / / / / / 28.2 TBR) / / / I I 1.918 AC TILIT EX. RWSA UY ESM /(TBR) \ / DB 3563.'PG 68 / / / / / / / / FFE= 5.1 I 1 STORY BRICK I / m / / #999 (TBR) O FE=475.17 N I / 10B GWD / .0 / / TREELINE TO BE REMOVED I / // / HWELL OUSE I\ I I 018 HOLLY z (TBR) \ 18 HE LBc�K BUILDING TOE MOVED i3 � z I I y \ / / AM E RPORT (TBR) / `o / / BE GIIMARK / �`'� \ � \ � ^� �^ N-39 0838. 8 ASPHALT E-.114. 633..21 4 (TBR) k / ELE 468.46 IRON CK' W E5 / -� / / \ 00 RW A Wit BE ABANDONED E1; \ / / N42'26'09"E\ z BUD T /d� TMP 62F—E2 — �s V O / C* S / / SHIMP ENGINEERING LANDPLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESALLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM R. " a .45183 i I2c1�� Al Vlo t FINAL SITE DEVELOPMENT PLAN 999 RIO ROAD TMP 61-155_ CHURCH OF GOD; EDGAR WAYNE ROBERTS; PETER CEFARATTI & REGINALD GATLING TRUSTEES 6X3' LANDSCAPE EASEMENT a ROW DEDICATION: 9X4' LANDSCAPE. EASEMENT ^{� , APPROX. LOCATIO -, MULTIUSE PATH 3,082 SF- r6X6'. LANDSCAPE EASEMENT C�1 OF EDGE OF EXISTING Im X ►3 X SHIMP X TMP ENGINEERING 62F-E1 LAND PLANNING - PROJECT MANAGEMENT X 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM u a 3.0' Lic. o.45183 10l1I21�� slDIVAL NEW GR-MGS1 FINAL SITE DEVELOPMENT PLAN 999 RIO ROAD 43.0, �. u.e.55/5 Pc 231-242 N _...... ._._ TMP 62F-El E-11493847.99 — — — ROBERT HAUSER HOMES INC / 500 — �CEV78 S� . �®; NAIL TMP 62F2—X C/O STONEHAUS N �v DUNLORA V LLC DB 4717 PG 703 / I / I TMP 62F2—A DB 4717 PG 703 ONE: R4 RESIDENTIAL SHPH DS RIDGE SHEPHERDS RIDGE AT ZONE: R4 RESIDENTIAL SE: FOREST ROAD TMP 62F2—B / DUNLORA COMMUNITY USE: UNASSIGNED 0 AC SHEPHERDS RIDGE AT DUNLORA jFtWLER RID I ASSOCIATION INC I 0.10 AC COMMUNITY ASSOCIATION INC I DB 5202 PG 778 _ _ — �gJRT 49' Rt ZONE: R4 RESIDENTIAL I DB 5202 PG 778 11314839 PG 52 / USE: UNASSIGNED ZONE: R4 RESIDENTIAL i 0.30 AC USE: UNASSIGNED I 1 } %. 0.61 AC I I 1 \ ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.05.26 [INITIAL SDP] REVISION: 2021.01.21 [FINAL SDP] 2021.02.22 [ARB] 2021.04.13 [ACSAI 2021.05.10 [ARB] 2021.05.18 [FINAL SDP] 2021.06.28 [ARB] 2021.10.01 [FINAL SDP] FILE NO. SITE PLAN T LOT 12 1,406SF FFE 477.5 LOT 13 1, 80OSF FFE 477.5 e I - I a d. 4 ATER SVC. LINES FOR LOTS —18 SHALL HAVE A 2" PVC CASING WHERE THEY CROSS THE PRIVATE STREET Em x x x x TMP I 62F-E1 ON ISO NEEDED FIRE FLOW DATA: TOWNHOMES ARE CONSTRUCTION TYPE V-B WITH 3000 SF MAX FLOOR AREA PER UNIT. ISO NEEDED FIRE FLOW = 1500 GPM AVAILABLE FIRE FLOW = GPM TBD SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESALLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM TMP 61-155 CHURCH OF GOD; EDGAR WAYNE ROBERTS; PETER CEFARATTI 8 REGINALD GATLING TRUSTEES 70041 DB 5134 PG 222 ZONE: COMMERCIAL OFFICE USE: PUBLIC 6.91 AC SDM� l WMH 15' DI-3B PH . Vv —W W * W W —W W —W —W —W:—W —W. W —W —_ W W a a BELVEDERE BLVD. VARIABLE WIDTH R/W - DB 3772 PG 366 15' DI -3B CURB - INV. IN.-463.75 �——OHU—OHU—OHU—OHU—OHU—OHU—UTIUTY 'GUY POLE v F MINIMUM � - NEW 6' d - IFI X X X I-3b MIN UM 3' FRON BUILDING SE ACK z a x x a N m I 0 K U LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 I LOT 8 LOT 9 SSSSF 891SF 892SF 8965E 899SF 901SF 903SF x x - z J 11412SF 1,277SF I FFE 478 FFE 478 FFE 478 ❑ FFE 478 FFE FFE 478 FFE 478 I w FFE 478.5 FFE 478.5 W(IIR NEW 5' I 478 I _ .DOGH USI ❑ ❑ LOT 1-7 ° a :E lk MH I ❑ ❑ ❑ MF UNITS x I x Al I >EI AINT IN 6" SEPARA ION FROM ❑ ❑ ING o BACK F SIDEWALK 0 METER �e� WM VA IT NS 2 I 14 CAR -- --- I------ X X_� X_ I - ° ad _z 2 ..STOPS -, CAP] d c ---�— d LOT 10 1,334SF FFE 478.5 LOT 8-13 AFFORDABLE ATTACHED UNITS SETgPCK LOT 11 1, 397SF FFE 478.5 MINIMUM 1 N H N N V1 I d< N N (TYP.) _ I CA U �, `0 �C „" g' SDR- 6 3 4° TY E K COPPER - c FRpq ry„ ` ,��� 4,: CV 11 S C. LINE(TYP. uz - _ . . . . . . /(S /T - _ m W E 10 W _ ... 4 i { ..4 RE ... ... ... L/ 3T " CORPCOR ... ... 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"Yid - —iidF• oZ•ZiZ•y��dYi� -■■��� 50 9+50 10+00 10+50 11+00 1 STORM SEWER PROFILE AO-UNDERDRAIN C6 HORZ: 1"=30' VERT: 1 "=10' 81 B2 490 485 480 475 470 465 460 M. ,_ •�= [[� - - •�� al.li�llGlCaliGl:fl\li tGl\•�]<• �`.,�rom� m�m Illlsallll■■� ram*rom�, lYUPI�I•\.la:•�:L6-la:)_• g�zmf l ., . .., �..:,.�.....:.�,.,._.�a� F Imp 455 RED BY UP TO 9". z 9+50 107+00 10+50 4 STORM SEWER PROFILE Bl -B2 C6 HORZ: 1"=30' VERT: 1 "=10' 485 480 475 470 465 460 455 11+50 12+00 490 485 480 475 470 465 460 455 450 12+50 490 485 480 475 470 465 460 455 Al CA A3 •• �!IlI�U•J�1 �lJ�71- ���rIF �C�■6 NONNI • lzl��■ / \ •�yCi•�i :.Ira srr��lll�rkin • : 1111I-lal u �riG=`I-a�:-.i� 1■.7.'� �' 1 • , GKI- 2 )STORM SEWER PROFILE Al-A3 C�HORZ: 1 "=30' VERT: 1 "=10' C1 C2 490 490 490 485 485MEN 480 480 475 475 470 465 470 465 460 OEM SOMENNE 460 455 455 485 480 475 470 465 460 455 C3 Ii��JFJ�I - • • --�©C�i�l �IIIII�r IAI��1■lilillllll���llr.f� ■� �IIIIIIPwI _ � ��+� 11+00 9+55LOWERED BY UP TO 9 10+00 10+50 11+00 5 STORM SEWER PROFILE 01-04 C6 HORZ: 1"=30' VERT: 1 "=10' 11 +50 12+00 12+50 13+00 490 485 480 475 470 465 460 455 480 475 470 465 460 455 450 A1A A1B =�1l�\ [.7C.>•1lItSf�.T� L•7©r�Yl1Y"i-� _ • ` fl�L --i�SfIT� �tll© • • 1 • ll}�� ;e;R� ■ aaaaa�' .�$�c l • C�L�ciriiNi1ME 11N153�1� aa1:1:2N,liacw� 1 • ��961 ■�F1lnh0�11�A+1�Yii� 445 9+50 10+00 480 475 470 465 460 455 450 445 10+50 3 )STORM SEWER PROFILE Al A -Al B C6 HORZ: 1"=30' VERT: 1"=10' C2 C2A 490 485 480 475 470 465 460 455 IIIIII+'� mml"m ■��� a •. • _■ 7�1���—_ MIN EIr•_T-f1'_f��l �� .:4 m INS rf7J , .. _ 9+50 10+00 10+50 11+00 6 STORM SEWER PROFILE 02-02A C6 HORZ: 1"=30' VERT: 1 "=10' 1A 2A 3A O O 4A 5A O 6A 7A � O N - O - on _+ ' _ - ON xw GRA DE ¢ ¢a x� w� g wHO z ------------ _ -- ------- -- x------- - ------ -------- ------ W ----- __ - - - - --- NN O ---- ------ --- --- ------ ---- % - N - o __ _-_26 (� 0. 0 00 ------------- REPLACED - - - - - _ __ _ _ ___-- - - - - ---- - _ _ -_-_- .22 - �� _ 3 N r] NN n �� W- OZ 77 -26 (� 0. O - w w p� ?r n�� h� O0 N O - � Z O to �� z w U zn o - c00> ® Z Z z C Vl w U - O Z- - — - o >_ _ w 7 - mz�N u] Vl - - O >- N� - w0 > - o w z_ u w - �w a 10+00 YCJJ 480 475 470 SEP 465 460 455 450 10 10+50 11 +00 SANITARY SEWER PROFILE 1 A-5A C6 HORZ: 1"=30' VERT: 1 "=10' r 11+50 12+00 12+50 106=91•J 1.5+SU 14+UU 14+nU d w +00 n O N M --------- - ---- -------- N N w_ ------------ __________ _\ N _ --- -- ------ __ _ a `_----� W W wzz J 0 w w N W W = ' W 00 w w- �— O x W H d = a �a 10+50 11+00 11+50 12400 w 0 g 8" WATER MAIN PROFILE 6 HORZ: 1"=30' 12+50 13+00 13+50 14+00 144 � U' m 3zo SIDS o,,, VERT: 1 "=10' �a_ 485 480 485 475 480 470 475 465 470 460 465 455 460 450 455 50 I o+JU IG➢iR.l Il•51-19 I/tVU 0 0 O + + COVER a c3 N a WATEKUNL ___________ -- 5.83LF — 1" TYPE K U > w J ----------- Z > w a x � U 10+00 10+50 10 4" WATER MAIN PROFILE C6 HORZ: 1"=30' VERT: 1 "=10' 11+00 485 480 475 470 465 460 455 11+50 4A o 4B n 485 480 475 470 465 460 Two ' + n O a- wUNAUL w z M 0? - - .-- py �- 0 > Z z 490 485 480 475 470 465 460 455 11 +50 SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESALLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM 485 aao HT 475 u 470 Lic-- .45183465 �P&-ZONAL ti 460 455 10+00 10+50 11+00 J FINAL SITE DEVELOPMENT PLAN 8 SANITARY SEWER PROFILE 4A-4B 999 RIO ROAD C6 HORZ: 1"=30' VERT: 1 "=10' ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.05.26 [INITIAL SDP] REVISION: 2021.01.21 [FINAL SDP] 2021.02.22 [ARB] 2021.04.13 [ACSA] 2021.05.10 [ARB] 2021.05.18 [FINAL SDP] 2021.06.28 [ARB] 2021.10.01 [FINAL SDP] FILE NO. UTILITY PROFILES Mai C6� I I I � . - I , . . . , I : . . I . - . . . . . I - . � I I I I . I I I . I . . � . � � . � c: TMP 61-155 � I . I I . I . I . I . � . I . . � . I . . . I . . � . I . � . . � . . . � . . . . . . . . . � . I . . . . . I . . I . I . I . I I I I . : -) CHURCH OF GOD; EDGAR WAYNE ROBERTS; PETER CEFARATTI 8 REGINALD GATLING TRUSTEES 7004v DB 5134 PG 222 ZONE: COMMERCIAL OFFICE USE: PUBLIC 6.91 AC v PJM H FH -..` :1. . - .:... - . T W . W —W —W _W - --W W -- -.: ''. ,'. .:.. WV. - .. v5 - _ _ _W.. 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";6" s I 7610 / / - _� +b /I--- b 76$/ � � 7 ./ // a /k\ - l / / i 77" �- I [ 1 / x x C --- 3- F I ---- D4 / I /I / a .. / / t /..�,-..v � I 7 ° I --�0-- - I —1 r -� \ G� / 1 / / f ; I II �I / / �:��. / l / n �1 / / I o / . — . �NIM 5'�Rb UIL G' BACR .. — .. — .� .1— . — . n11 — .% - / / n I^ /nl UTURE i ��' x - _/ / ',° �� / � EDESTRIA / I - m� ^ / / / ONNECTIO / - �I li I E1 / / I ° : w / , i / / N1 � Lo / / 0 RIO RDA / I * �/ --. / 1 I / / A 1 /� / ° 11.4 7660 ° / / / / -- \ >o [ 7 x v X x / s / I / / r*, a \ \ '.10 I I I I v. m LOT 14 LOT 15 LOT 16 LOT 17 > L07f 18 m / �� [� I i 1 ? / 2,111SF 2,098SF 1,970SF / 2,106SF / B 1 2,�10SF / � \ ` - 6 N °. o FFE 480 / FFE 479.5 FFE I FFE 479.5 I FF 478 r m 3, �- I / ro LOT 14-18 479.5 S / 1 11 / 1 1 / / I ° �� / \ g>� 7s 7s'� X s x7s I / 7 - / SFD / I I CC); ° 1 / 1 */ \ .,—" , �'I �1 p1 cO ^ 4�' - ^.. - °a i` z \ / / I � /; °e /72 BE CHMA K \ G 1 _ - J - _ I / - 7h �i ,� N 39.0838. 8 / \ I ^^ , / - 77, 61 N�6 2:0 0 w / x7 / 72 E 114 36 8i 1 - 73 7 76 f� 76 / 72 x _ _ _ _­____�­ _ _MINIM M 1 '> AR BUIL` \ BAC / / / ELE -468. 6 I 71 75 - / -1 L78 — — V \ 1 �- '�� / `L -IRON ACK W _ �X-' X-' X-�Df —X X X_�X 7hX X X X X X - ., o 2 '-RW A WM TO BE ABANDONED ^ / / _ � \ \ / / i � Z D T I TMP 62F-E2 I / ��$ I__.�,.,_ __..._ _' .' USE: UNASSIGNED 1 0.61 AC I ; I r�,; -- -- I I I � I / . I . f i 2 I I I [ tale: / 1 0. / 20 40 '\ . 66 SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESALLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM a Lic. 0. 41 83 1011121�� / ` t"`rslDIVAL ti FINAL SITE DEVELOPMENT PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.05.26 [INITIAL SDP] REVISION: 2021.01.21 [FINAL SDP] 2021.02.22 [ARB] 2021.04.13 [ACSAI 2021.05.10 [ARB] 2021.05.18 [FINAL SDP] 2021.06.28 [ARB] 2021.10.01 [FINAL SDP] FILE NO. GRADING PLAN 19.006 C7 Al 888SF 891 SIF 8925F 896SF 899SF 901 SIF 903SF X X44h AS i LOT 1-7 Ix I _X tt ,ply �i.� ��� ��-�� — — — —• • IF BEL XP DERE BC LE T 8 rFF1E LOT 9 LOT 10 LOT 11 LOT 12 LOT 13 2SF 1,277SF 1,334SF 1,397SF 1,406SF 1,800SF 478.5 FFE 478.5 FFE 478.5 FEE 478.5 FFE 477.5 FFE 477.5 LOT 8-13 AFFORDABLE ATTACHED UNITS �, ■ r4.i� _- i11 i W _PHASE,?]NON—RESIDENTIAL I I v r y y I o m aD m z (A m Z. �� I /7 fT -7- 74 ZE RF CHMA K— © . E M O NONE I — ..� — _ -_- --� 6X6LANDSCAPE �EAS T-_ ,,04. I; sa LOT 14 LOT 15 LOT 16 2,111SF 2,098SF 1,970SF FFE 480 FFE 479.5 I 479.5 LOT 14-18 i SFD 50 L I X1 rV IANnS('APF FAC h F — LOT 17 2,106SF FFE 479.5 {I // 500� — —r — — — � �l I I I! WI✓7 I — — — — — — — — �C 11 _ _ _ �J- \ FH W �-W W �w —W wv —w — ya:—wW w �.w—w �.w—w =Y --w=w �.w-��w —w' w ULTIUSE PAT. 1,427 SF LANDSCAPED COURTYAR 3,637 SF -� QP SITTING GARDE I 358 SF ,� P CO ULTIUSE PATH -� OG PARK • P A• - 3,761 SF CURB 1,120 SF Is "Hu- o«u- "Hu o«u- o«u �U r'1ry °cuv I Q I ITTING GARD N I x ' � p!�a,1�A�� -^"+ III 71�I♦ LO IIIIII/f i 7 f t. ♦ I �11478 UNITS LU - fJ! LOT B LOT 9 LOT 10 LOT 11 LOT 12 LOT 13 1412SF 1,2775F 1,3345F 1,3975F 1,406SF 1,8005F FFE 478.5 FFE 478.5 FFE 478.5 FFE 478.5 FFE 477.5 FFE 477.5 LOT 8-13 AFFORDABLE ATTACHED UNITS 16 iM ` ` � � ►. � I ����®®�®®®a�,,»�®���+�®o®s�®������ .LLD-�I---,, ,,� . 18 RAL h , ` `�/� I� O O b0'G 4� INC; +:COURTYARD LANDSCAPED r TO YARD TO 0.1 c' WITH FUTUREI • • • �/ �� .. �� ���� • . • LOT 18 2,41 OISE FFE 478 Block 1 Amenity: Multiuse Path 3,761 SF Dog Park 1,120 SF Courtyard + 3,637 SF Provided: 8,518 SF* Required: 8,364 SF *Additional 2,447 SF to be provided with future commercial site plan for a total of 10,965 SF of amenity area in Block 1 Block 2 Amenity: Multiuse Path 1,427 SF Central Greenspace 6,945 SF Sitting Garden 973 SF • • • • • a'G�~ i r�'�'� i� �\ • -- -- - y•=+ram WA ZO FARD RO 633 Sj <A- +u ►K 10 11X6 No! .N S / ,r • QP HORIZC TAL JOOD B ARD VACY F NCE LANDSCAPE EiASEMEI \ I 20 • X X LANDSCAPE SCHEDULE Plant Min. Total Canopy Total Symbol Planting Type Botanical Name Common Name Cal./Height Quantity Height(ft) SF Canopy in 10 Yrs SF P Large Deciduous Tree Quercus phellos Willow Oak 2.5" 6 31 370 2220 O Large Deciduous ree Ulmus americana 'Princeton' American Elm 'Princeton' 3.5" 4 25 397 1588 Large Deciduous ree Celtis x occidentalis Hockberry 2,5" 6 30 572 3432 OAr Large Deciduous ree Acer rubrum "Armstrong" "Armstrong" Red Maple 2.5" 3 30 44 132 O G Large Deciduous Tree 9 Ginkgo biloba "Princeton Sentry" 2.5" 5 25 20 100 'Princeton Sentry" Ginkgo Si Medium Deciduous Tree Sophora japonica 'Regent" "Regent" Scholartree 2.5" 7 28 394 2758 Ornamental Tree Magnolia x soulangiona Saucer Magnolia 6-8' Ht. 3 10 145 435 Semi —Evergreen Shrub 9 Viburnum x utile 'Conoy' "Cono " Viburnum y 24" Ht. 23 4 18 414 Q Evergreen Shrub Distylium x 'PIIDIST—II' Blue Cascade 24" Ht. 23 4 PPAF Distylium Deciduous Shrub Aronia arbutifolia "Brilliantissima Brilliant Red 24" Ht. 8 6 Chokeberry jg Hardy Grass Panicum virgatum Switchgrass 24" Ht. 24 6 Low Maintenance Ground Cover TOTAL SF: 10665 CODE OF DEVELOPMENT SCREENING SCHEDULE Plant Min. Total Canopy Total Symbol Planting Type Botanical Name Common Name Cal./Height Quantity Height(ft) SF Canopy in 10 Yrs SF f'`�, ( j �✓� Small Deciduous Tree Acer campestre Hege Maple 6-8' Ht. 7 19 230 1610 Ornamental Tree Cercis canadensis Eastern Redbud 6-8' Ht. 4 17 124 496 Evergreen Cryptomeria japonica YoshScreening 'ptomeria Cryptom 4-5' Ht, 3 20 123 369 TOTAL SF: 2475 LANDSCAPING REQUIRED: SITE REQUIREMENT (SEC. 32.7.9.8): 15% CANOPY REQUIRED. SITE AREA: 1.918 AC (83,548 SF) 83,548 SF x 15% = 12,532 SF CANOPY REQUIRED: 12,532 SF CANOPY PROVIDED: 10,665 SF + 2,475 SF = 13,140 SF ENTRANCE CORRIDOR STREETS: LARGE SHADE TREES (2.5" CAL.) — 35' O.C. WITH INTERSPERSED ORNAMENTAL TREES, 190 LF OF FRONTAGE REQUIRED: 5 LARGE SHADE TREES s PROVIDED: 5 LARGE SHADE TREES W/ 3 ORNAMENTAL INTERIOR PARKING AREA (SEC. 32.7.9.6): 5% OF THE PAVED PARKING AREA & 1 LARGE OR MEDIUM SHADE TREE PER 10 PARKING SPACES / 21,346 SF x 5% = 1,067 SF REQUIRED: 1,067 SF PROVIDED: 1,124 SF 40 60 48 PARKING SPACES PROVIDED REQUIRED: 5 LARGE SHADE TREES PROVIDED: 5 LARGE SHADE TREES INTERIOR PEDESTRIAN WAYS: MEDIUM SHADE TREES (2.5" CAL.) — 25' O.C. PROVIDED: 15 LARGE SHADE TREES NOTES: 1. All site plantings of trees and shrubs shall be allowed to reach, and be maintained at, mature height; the topping of trees is prohibited. Shrubs and trees shall be pruned minimally and only to support the overall health of the plant. 2. All landscaping and screening shall be maintained in a healthy condition by the current owner or property owners' association and replaced when necessary. Replacement material shall comply with the approved landscape plan. 3. All new planting shown on the plan will be completed after building and road construction to avoid tree planting damage. 4. All disturbed slopes 3:1 or steeper to have low maintenance ground cover. 5. Any existing tree proposed to remain shall be replaced in kind if negatively impacted by improvements associated with this project. SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESALLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM 4. IMP Y .45183 1 I2c1�� Al Vlo t FINAL SITE DEVELOPMENT PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.05.26 [INITIAL SDP] REVISION: 2021.01.21 [FINAL SDPI 2021.02.22 [ARBI 2021.04.13 [ACSAI 2021.05.10 [ARBI 2021.05.18 [FINAL SDP] 2021.06.28 [ARBI 2021.10.01 [FINAL SDP] FILE NO. 19.006 AMENITY &LANDSCAPE PLAN 30 0 30 60 90 Z Scale: 1 "=30' 0000 C 8 7.121 REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL 36"MIN LARGER THAN 5" IN ANY DIMENSION 24"MI INTIAL BACKFILL* 8"MIN (6" LIFTS) EMBEDMENT * THOROUGHLY COMPACTED SPRING LINE BY HAND OR APPROVED OF PIPE O MECHANICAL TAMPER HAUNCHING NO. 68 STONE - BEDDING 6" max 4" min FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE ALL 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 TYPICAL SEWER PIPE INSTALLATION IN TRENCH N TS FIG. S-3 ACSA: SEWER PIPE INSTALLATION (TYPSEWER PIPE INSTALLATION (TYP.) C9 NOT TO SCALE L I I I I IRAOIUS TO E AS I yy�I Al Rw STREET APPROACH SAME SIAFACM I GENERAL NOTES AS MANLHE ROADWAY (SEE NOTE 6) SHOWN ON RAN51 7J{ C C - - _ - - - - 1 - H t. WHEN CO-D IS USED FOR STREET COWECTDNS M CONNECTOR MUST E DESIGNED N AGC01 DWa WRN T 1 (RMUS TO E AS AASHTO POLICY AND M APM)CMLE REQUIREMENTS / RADAL COMBINATION SHOWN ON PLANSD CURB AND OtTTER DOF T pROET AD 'SCAN MANWL.NaUpNC SFiHIF ISTANCE / °P CO-6, I NOTE T) I 2- WHEN M ENTRANCE RADA CANNOT ACCOMMODATE M TLFIMIG REOU MS OF ANTICIPATED WAVY TRUCK - -21' MAFC M DEPTH FOR SIDEWALK W CURB RAPS fHE $DEW&N I (SEE MOTE 2) 6' I OPTIMAL g•• WITHIN LIMITS a M RADIS(OUD E MOEASID TO I ROW LNEE 3. WHEN USED N COILLNCTDN'DH STANDARD CO-3 --__ I OR CO-] M CUM FACE ON TINS STANDARD IS TO TO TW ENPAxSIOx JOLT EXPANSION 'a JOINT E ADJUSTED MATCH MOUNTABLE CUD (WHDURAiION. 4. SEE STANDARD M-IS FOR CUR RAMP DESIGN TO E NOTE: WIDTH "B" 2•-0" OR AS "' MAINLINE ROADWAY SHOWN ON TrNCA SECTION. A -I USED MH THIS STANDARD. 5. OPTIONAL FLOWLNE MAY REQUIRE WARPING OF A PLAN VIEW PORTION OF GUTTER TO MaUDE PO OF WATER. ENTRANCE NOTES MNAIE ROADWAY SLOPE 6. PLANS ARE TO INDICATE WHEN CONSTROCTIN OF A FLOW W PARMMC CURVE LINE 6 REGAINED TO PROVIDE POSITIVE DRANM{ ACROSS OP75- e%YAM MORE CHANCE ® --- D M ENTRANCE. ]. YMENE PAVEMENT SHALL E CONSTRUCTED TO THE - RAW LINE (EXCEPT MY SIIBPRADE STABLIZATION - - - - - - - _ - REO(MED FOR MAINLINE PAVEMENT WINCH CAN E e%ARM. �- p ONTTED N M ENTRANCE., SLOPE CHIDE ® _ _ e. RADIAL CUR OR COMBINATION CURB AND GUTTER D PURRPOOSES. M R/W LINE EXCEPT FOR REPLD�ACEM�ENT 20'WYIY FOR 9. THE KSIMI AND YAMMUllo ENTRANCE GRADE ONNKES COMMERCIAL ENHANCE GAE TABLE.ELISTER) To TTHEM VVALU:S ARE NOT AP%-CAEALLOWBLE �E TO STREET CONNECTIONS. M COSTRUCT GAME CHINES WITH A PARABOLIC CURVE. sFr.TInPJ A - A ALLOWABLE ENTRANCE GRADE CHANGES B ENTRANCE VOLUME GARDE "p'DESIRABLEMAXMIM CHANGE DESIRABLENCE HIGH YORE TRAM 1500 VPD 0 % ] % MEKN I 500-IE4O M s 3 % 6 % LOW I LEW THAN BO0 VPD WB% e% CLA55 N .�. .M, 'M• 'M' 'M' ROTE. ALLOWABLE ENTRMIE GRADE TABLE 6 ROT .RL •ti 'M -- APPLICABLE TO STRUT CONNECTIONS CONCRETE � SECTION C-C eRE METHOD OF TREATMENT - CONNECTION FOR STREET INTERSECTIONS On ANDIR GHWA COMMERCIALDEPARTMENT OFHANSPORTATION ENTRANCES REzo oaT 2�VDOT: METHOD OF TREATMENT C9 NOT TO SCALE YR SECTION CAST RUN I/A MCRDN STEEL NOTES 2'-, m LUGS TO BE y-3' L Z./R. A r/R" A I/� ) TO BE SHOWN ON CAST WiTN W'-4^ LONG 1, MANS. FOR DEDEPTH OF PTH "GREATER THAN WURSE 4A A COLLAR T- SEAWARD WA OPTION& c' , BRACE ENDS 1 Owl CAST GACV. ROAN STEEL 66 ± 3 LEIS 43.6 LOS NCLUDNG INCLUDING LUGS CONNECTORS El 2. THE "M' DMENSDN SHOWN ON TNE PL STANDARDS AND SPECIFIEDON TW ANS J'' E' WILL E MEASURED FROM M INVERT OF ONE WUOED THE OUTFALL PPE TOM TOP OF THE JOINT STRUCTURE. PLAN 'W ' DIMENSIONS ARE MI(M PROATE OM FOR ESTMATNG WELD ALL PURPOSES AND M ACTUAL DROSDNS CONNECTORS SMALL E DETERMINED BY M TO MOLAR CONTRACTOR FROM FIELD CONDITIONS. 3. WHEN SPECIFIED ON M PLANS THE WERE S TO E SHAPED N ACCORDANCE WITH STANDARD 6-1. THE COST OF FIJRNSWD AND RANG &L MATERIALS THOUGHT& TOM SHAPING IS TO E NMIDED N THE W PROLE FOR THE PLAN '/y . r/i' • 4"J %i' A 4" STRUCTURE. (ORATE REMOVED) L"OS IZ" 9'/i' STUD SHEAR -+ 4A IN THE EVENT ME ANENT OF TW I } EEEE OJTF&L PPE IS HIGHER THAN M BOTTOM OF THE STRUCTURE. THE INVERT OETNL A OF THE STRUCTURE SHAPED WITH CEMENT MORTAR TO PREVENT SECTION B-B STANDING G OF A ON POACHING DI WATER IN THE COLLAR DETAIL I i, MAN RAISED �ETTERNG RUCTU THE COST DI NRND N T NG AND PLACING TO INAE NSHAPINGLIS TO BE INCLUDED& 21 IN THE BD PRICE FOR THE STRUCTURE. NS FOR pMMp NO WASTE DRAINS TO WATERWAYS CAST ON OMY 5. STEPS ME TO E PROVIDED WHEN N IS 4'-0" OR GREATER. FOR DETAILS SEE srANDAID sr-L DETAIL B DETAIL A 6. THIS MAY BE PRECAST OR CAST - 2 6'. ]. SMOOTH DOWELS i4 K H OWC-C S T MOTH 1'-J" CLOTH SEE KTAIL B APPROXIMATELY ION S -„ I y IN ALL IDEAS AAIALENr 4' DEPTH ADGR. 1 TO AB TO ABUTTING CONCRETE TO %EVENT LBe W' ID SETTLEMENT. IN LIEU OF DOWELS FB s 6" WIDTH NIngo Q� A NOTCH MAY E PROVIDED. n SEE STANDAID T-0-3.4 FOR E ST* D, COLLAR - 3' DIAMETER ALTERNATE DESIGN. C9 ir,N SIIU NOTE'EB 9- THARDWAERPE PLASSTIICC CLOTH vi' MESH Si ]i 12' OR 0&VAMIZEU STEEL WRE.MNMUM 12"-6"-S" ON 24" WIREDIAMETER� Ain in HADWME ANCHORED FIRMLY nA rn D . p .A SEEE -T 1 t MUSH IIEFII1IIII������0 1 9. TOM OUTSIDE OF THE STRUCTURE. CAST N PLACE CONCRETE S TO E MASS M 13M MI. PRECAST A A, DETAIL B '15-�'L-..� CONCRETE IS TO E 4000 M. 1/i' SECTION A -A ""I L Y' r ^�I- -�I- 1' =�� _ Z" �4I,-,�� D. MY ALTERNATE EMODS OF ANCHORAGE MEETING M APPROVAL OF M ENGINEER CONCRETE QUANTITIES FOR MIN. DEPTH MAY E SUBSTITUTED FOR THE CAST IRON t2" CONCRETE PIPE - L528 CU. VD. CONCRETE tY• CONCRETE PIPE - 1.528 M. YD. CONCRETE 1/•' WEIGHT APPR CAST IRA Y� CAST IRON N. LUGS AS SHOWN HEREON. MO WASTE DRAINS TO SIP' CONCRETE PPE - 1.620 M. YD. CONCRETE GRATC J63 _ IB lB5 LDUMPETTERING DI-1WATERWAY LETTERING 6 REQUIRED ET ALL GM ALL CONCRETE PIPE - NOVO CU YD, CONCRETE SECTION C-C SECTION D-D VARY GRATE ByLMANUFACTURER, TTEPNG MAY ADD AAD°DDITIONAL FOOTOFDEPTH. GRATE DETAIL STANDARD DROP INLETWR�R 1211 - 24" PIPE: MAXIMUM DEPTH (H) - 10' 233 R 101.01 VIRGINIA KPMTYENT OF TRANSPMTATM W2 S-1 < NDTES� SWHNG OF MANHOLE AND INLET INVERTS IN ACCORDANCE WITH DRAWING, PTOTV�TOeOWPLOIS TO WETFPIPEE IOSESMEiNVEROF STRUCTURE. MAINOIE OR DROP INLET IS TO BE FORMED ND CONSTRUCTED IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. THE INVERT SHAPING AS DETAILED HEREON 6 TO CONSIST OF A PORTLAD CEMENT CONCRETE MIX CONFORMING TO CLASS M OR CLASS Cl. EXCEPT THAT 2W OF COMW AGGREGATE MAY BE LP TO 4- IN DIAMETER AND CONSIST OF STOLE, BROKEN MCK, BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. HE SURFACE SH LL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NOW E THE COARSE AGGREGATE SHALL FIREMAN EXPOSED � SLOPE TO DRAIN TO INVERT OF OUTLET PIPE SECTION A -A METHOD OF TREATMENT IN DROP INLETS SLOPE TO DRAIN TO INVERT OF OUTLET PIPE DETAILS OF INVERT SHARING OL SHOWN HEREON ARE FOR EXAMPLE MI PIN [ • •• : I PURPOSES ONLY. EACH OR(N DROP ET 6 TSHAPED INDIVIDUALLY TO EST FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES. SECTION B-B PLAN METHOD OF TREATMENT IN MANHOLES Warr STANDARD METHOD OF SHAPING SREFRIERER ROAD AND BRIDGE STANDARDS REFERENC SWET 1 OF 1 REVISION DATE MANHOLE & INLET INVERTS 302 108.08 MR A DEPARTMENT OF TRANSPORTATION 4 MANHOLE & INLET INVERTS C9 NOT TO SCALE M-], TA TB DETAILS OF CONCRETE COVER AND GRATE [a DETAILS OF GUTTER AND r DIAMETER BAR W TOM LBS./FT. M W. T4 BILLET STEELBAR W 7.e5 NOTES METHOD OF PLACEMENT LBS/FT., <MH ADC. GRADE 60. 1. GRATE A S TO SE UTLIZED N + -GRATE A LOCATIONS NOT NORMALLY NOTES J SUBJECT TO H/FFIC. 2. GRATE B IS TO BE UTILIZED N 1. DI-7 NO GUTTERS. LOCATIONS NORMALLY DI-7A NO CUTTER IN ONE DIRECTION. LOCATIONS TO TRAFFIC. DI-7B GUTTER IN BOTH DIRECTIONS. SUBJECTA 2. JOINTS BETWEEN METERS AND CONCRETE COVER 1 J. FOR DETAILS OF LOAD CARRYING ME TO BE DOWELED WITH WA 9AO % 8" OH JI /=, % GRATE (GRATE B),ME T-p-T, ROLE II APPROX.W C-C TO PREVENT SETTLE - SD SAR L21/i"X2Yf"OD/N. SHEET 103.08. BE NHENNPROINN LLIEU OF DOWELS A 2" % 4- NOTCH MAY ° CONNECTOR DETAIL A 4. CONCRETE COVER AND GRATE SEE STANDARD T-0I-3, 4 &TERNATE DESIGN. ME TO K FURNWED AS A MATE TYPE SINGLE UNIT. OUTSIDE 3. VARIABLE 2-1 OR FATTER �B I OR II I5X5'-0" BARS DIMENSIONS OF RATE TO PLAN VIEW (FRpA RNA (12 REOT.) I - OR 3=4" % 2=DJ," (GRATE BE CGRATIE A] 4. DITCH GRADE MUST BE ADJUSTED TO REEF DIFFERENCE IN ELEVATION. SEE LONGITUDINAL SEE DETAIL ' + S. &TERNATE METHODS OF SECTION, _ ANCHORING ANGLE IRON WBL BE 5. F DEPTH (D) ECpES LE55 THEN 4" LENGTH ACCEPTABLE IF APPROVED BY THE OF WINGS ME TO E EXTENDED AS dIRECTED SECTION A -A ]%" 1 " ENGINEER. BY M KNOWER. SECTION B- 6. GRATE AND CALM ARE TO 6. CURTAIN WALL TO E LOCATED AT THE END OF CRATE M GALVAMED. M PAVED DITCH SECTORS OF THE DI -TA L BAR SPACING CH' 7. CONCRETE COVER MAY E MN� T NE NOT IBUFTED BY OTHER APPROXIMATE QUANTITIES ATE pLQLWON PRECAST ON CAST N PLACE. CONCRETE REINFORCING TYPE A B B. CONCRETE TO E CLASS M IFCAST ]- IF NORMAL DITCH GRADE IS T00 RAT TO ALLOW CLASS AD STEEL IN PLACE. 4000 PSI IF PRECAST. FOR ADJUSTED GRACE TO MET A SPED& Od23 C. Y. 63 LEIS. 2 S CUTTER DETAIL WILL BE REOUIRCD ON PLATS. = T yJ B. GORE,UONTE FLBB TO BE PARALLEL TO 2''D'•II j ^• Djra ETL 1-Da _ Or SECTION A -A SEE NOTE NOTE SEE NOTE 3 6.-6" T NOT NOTE BOTH SLOPES FLAT ONE STEER SLOPE A IXE INTERIM ATE SLOPE L I DITCH FIEF \ 1,roa _ INLET BANG LP FORM DITCH GUTTER GRADE TO BE PROVIDED 2 I - p I = ADJUSTED TO MEET AS DIRECTED BY HE 1 'T INLET ELEVATION MOWER 0-7A GOY). TYPICAL ELEVATION sW AIR BE NOTE 3 NOTE �� 1'0p1;&cwDE SEE TE 4 SEE NOTE 3 ,10R ONE STEEP SLOPE -OW MT SLOPE BOTH SLOPES STEEP TOM APPROXIMATE QUANTITY FOR ONE CURTAIN WALL, LOWITUDN& SECTION MEASURED FROM BOTTOM OF BUFFER (WHIN FILET B LOCATED ABOVE NORMAL. DITCH GRACE) CONCRETE CLASS AI 0.241 M. YIDS. SEE NOTE e. `VDOT SPECIFICATION ROAD AND BRIDGE STANDARDS STANDARD MEDIAN DROP INLET REFERENCE BIDET 2 OF J REVISION DATE 12" TO 42" PIPE 241 IOI.T3 VIRGINIA DEPAREMENT OF TRASPORTATDN 503 ARPRO%MATE WNTITIES CONCRETE q-) OaA pa8 CLAPS AJ (M. Y05.) NONE 1.211 2148 �VDOT: STD. MEDIAN DROP INLET (DI-7) C9 NOT TO SCALE W I 1 r COVER A E- ' ❑ ❑ b N -TRAFFIC CONDITIONS A ;❑❑❑❑ ❑❑❑1) A ❑❑ ❑❑ 11 LETTERING 1 ❑ ❑ I OPTIONIL 1 ❑ ❑ ❑ ❑ ❑ ❑ % ❑❑ ❑❑❑,'A Nlf o ❑o OX.WONT 9� A- PLAN TOP DW AAA SECTION A -A I " OWED 24'A" DIAL IT COVER B 22)"Du - TRAFFIC Q ❑ = CONDITIONS MACHINED A/L�.❑❑�Q❑I'\\ A (-1' AP'-'-1TFj. IT y A 20" qA 0.u- :.:1k-TQ-IYm 1 UTTERING ICI / LJ LJ ' L 24•• pHA ❑.i� OL--JII IJ❑ ❑� N"CN \I ❑❑ICI❑ / y--I �• APFROR WEIGHT r RIi ❑- A-1 D - COVER M LEIS. ± FRAME TOP EITHER COVER A OR B MAY E UED WITH FRAME. APPRO% WEIGHT 22" DM, �' COVER 170 LEIS. ± x N MACMED SECTION A -A SHUT 4 a s pOCf[ STANDARD MANHOLE FRAME AND COVER 224 Spy VIRGINIA DEPARTMENT OF HNS'ORTATKIN KEY. )/02 1K.a 6 VDOT: STD MH FRAME & COVER C9 NOT TO SCALE CG-6 NOTES: 1. MS ITEM MAY BE PRECAST OR CAST N PULE. L CONCRETE TO BE CLASS AT IF CAST N PLACE. 4000 PSI IF PRECAST. 3. COMBINATION CURB • CUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB)SHALL SE PM FOR AS RADIAL COMBINATION CURB W MTTM. 4. FOR USE WITH STPBILIM OPEN -GRADED DRAINAGE LAYER. THE BOTTM OF M CURB AND GUTTER BE CONSTRUCTED PARHLEL TO THE SLOP SUBBASE COURSES AND TO M DEPTH OF THE PAVEMENT. 5. HLOWABLE CRITERIA FOR THE USE OF M-6 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED M N APPENDIX A /^_O �2° R OF THE VOOT READ DESIGN MANUAL. D I e'• ,- AA AA AA AA AA' A� ---2 _ M BOTTOM OF M CURB AND GUTTER MAY BE CONSTRUCTED I SLOPE PAR&SUBEASELCO OVIDED U- B• IBEB A MINIMUM DEPTH OF T' I 5 MAINTAINED. THIS AREA MAY BE CONCRETE AT M OPTION OF M CONTRACTOR p COMBINATION 6" CURB & GUTTER 542 REV.9/06 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 VDOT: CG-6 NUI IU KALE DI-3A M, 3C EXPANSION KEYED FOR DETAILS OF INLET y JOINT MOIST BARS = AIWROq H C EXPANSION JOINT LJ rMEMSTAND RRD LAIC-2. ABACK OF 5& 10EWN j w.9 slawl 110 11� 3._0" I , 6. MIN. PLAN SECTION A -A LAIN TO MAX. 10' MAX. r-A L-VARIABLE - MM. 20' (' KITED COAST. JOINT WARPED P GUTTER 2'-0" I8. 2�_6�� S. 3..p.. 2.. 11 B Z BARS A WTHORMH . BARS C }__ BOBS F BARS E LAB :v M *3" DIAMETER - BARS E WEEP ROLE FRONT ELEVATION BARS F B^ r-e•• a" BARS B - - - - - (GUTTER REMOVED) TR• S. lA. Sxyf BENT PLATE a SECTION B-B TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 6 CC-7 STANDARDS / R Ll L& x2'/a..Xy.. TYPE B HOSE DETAIL SHALL BE USED WITH CG-2 & CO6 STANDARDS, GALVANIZED TYPE A TYPE B TO X 4" STUD SWAP CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON M ANGLE OF 68.30' TO &OGLE ROAN AT 2-C-C. CONNECTORS AND IS TO AT ANCHORED WITH %' x 4" STUD SHEAR NOSE DETAILS WELDED TO BENT PLATE AT rC-C, 2" PIP PAVEMENT 01-3A - ,� DI-36 L DI-3C - -WARPED PAVEMENT z� FLOW _ T_O.. 1 DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRIC& \VDOT SPEOFNCATION ROM AND BRIDGE STANDARDS STANDARD CURB DROP INLET REFERENCE SNEER 12" - 30" PIPE( MAXIMUM DEPTH (H) - 8' 302 104. OF 2 REVISION DATE 09 OB/10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 CO-3 ::8:�)VDOT: STD CURB DROP INLET (DI-3B C9 NOT TO SCALE D r' RT. SURFACE ..e,..o.. SAW I I SUBBASE NOTES: 1. THIS ITEM MAY E PRECMT OR CAST N PLAQ. L CONCRETE TO E MASS M IF CAST N RACE. 1000 PS F PRECAST. 3. CURS HAVING A RADIUS OF NO FEET OR LESS (ALONG FACE OF MNOT WILL E PAID FOR AS RADIAL CUR. 4. M DEAR OF CUR MAY E ADDUCED AS MUCH AS W (W EPND M INCREASED AS M%N AS 3- ( W' DEPTH) N ORDER THAT M BOTTOM OF M CUR WILL COINCIDE WITH M TOP OF A COARSE OF THE PAVEMENT SUBSTRUCTURE. OTHERWIIE.M DEPTH IS TO E W 4 SHOWN NO ADMTIE3B IN THE PRICE BE IS TO BE MADE FOR A DECREASE ON AN INCREASE IN DEPTH. 5. CG-3 6 TO E UED ON ROADWAYS MEETING M REOUIRELETITS FOR CG-T AS SHOWN N APPENDIX A OF M VINT ROAD DESIGN WADI& N M SECTION ON GS UEAN STANDARDS. 6. WHEN THIS STANDARD IS TO E TIED INTO EXISTING BARRIER CURB, M TRANSITION IS TO E MADE WITHIN W M THE MANGE IN STANDARDS CAN E MADE AT REGULAR OPENINGS, xv=r STANDARD 4" CURB ON SREFRE21 DECFIRENCE ROAD AND BRIDGE STANDARDS VIRGINIA DEPARTMENT OF TRANSPORTATION IDS 502 SHUT I OF I REVISION DATE IOL02 VDOT: CG-3 NOT TO SCALE SFF STAADARAD SL-I FOR APPLICABILITY OF SAFETY SLABS. B STANDARD MH-1 NOTE= TIE i0P DE MASONDY IS TO BE LEFTER 1 FRAME M COVER SUFFICIENTLY LOW. TO PERMIT PROP L ADJUSTMENT OF COVER AND FRAME TO GRADE BY HE USE OF MORTAR OR = BRICK AS DIRECTED BY THE ENGINEER. 2 -G v b n T 1 •• 6" o FLAT SLAB TOP AS DETAILED ON STANDARD T-MIr2 MAY 81 1 SUBSTITUTED FOR TAPERED O SECTION WHEN APPROVED BY - ••'. THE ENGINEER, ST-D. ST-I AY' .f" e.. - 6�A - DIAMETER=4'-8"i (2 + WALL THICNHESS) h SECTION B-B BRICK CONCRETE OR CONCRETE BLOCK 45- HALF PLAN VIEW HALF SECTION A -A (WITH FRAME AND COVER REMOVED) BRICK CONCRETE NOTES 1. OUANTITIES SHOWN ME FOR MANHOLE WIHDJT PIPES. THE AMOUNT DISPLACED BY PIPES MOST BE DEDUCTED TO TABLE OF OUMIIRES DEPTH BRICK MANHOLE CONCRETE MANHOLE BRICK CONCRETE CONCRETE FEET THOUSANDS CU. YARDS CU. YARDS 4 0.5 0.7B5 1.43] 5 0.7 0.785 1.699 6 0.9 OJ85 1,961 T 1.0 D.765 2.223 B 1.2 0.785 2.485 9 Lt 0.785 2.]47 W 1.6 0.785 3,009 11 19 0.9T0 3.455 12 2.2 0.970 3.817 U 2.5 0.970 4.179 14 23 0.970 4.5a 15 as o.9]O 4903 W 09]0 5.255 IT e_p I.173 6.032 INLREVE\L 0.582 OBTAIN TRUE QUANTITIES. 2 A BASE THICKNESS OF 9" WAS USED IN COMPUTING CONCRETE MANTITIES. 3. INCREMENTS TO BE ADDED FOR EACH ADDITIONAL FOOT OF DEPTH. 4, MATERIALS MAY BE BRICK. CONCRETE OR APPROVED CONCRETE MANHOLE BLOCK 5. IF BLOCKS ME USED THE MNNUM THICKNESS OF SAME IS TO BE 5' OTHER TIACKWSSES ME TO CONFORM TO WALL THICKNESS SHOWN FOR CONCRETE. 6. ALL CONCRETE TO BE CLASS A3- 7. WHEN SPECIFIED ON PLANS HE INVERT IS TO BE SHAPED IN ACCORDANCE WITH STANDARD IS-i. THE COST OF FURNISHING AND PLACNC ALL MATERIALS INCIDENT& TO HE SHAPING IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. SPECIFICATION NETERENCE MANHOLE FOR 12" - 48" PIPE CULVERTS ROAD ANDBRIDGE SANOMDS 302 VIRGINIA DEPARTMENT OF TRANSPORTATION REVKIDN DATE SHEET I OF ! DSAZD 106.0) 10 VDOT: MH-1 DETAIL C9 NOT TO SCALE DD-2 ROTEs� L R6 REM MAY E PRECAST OR CAST N RARE. 2.COWWlE TO BE CUSS AT F CAST N RACE. 4000 M F PRECAST. 3. CUR HAVING A RADIUS OF 3M AFT. OR LESS MONO FACE OF CURM WILL E PAID FOR AS RADIAL CURB. 4. THE DEPTH OF CURB MAY E REDUCED AS TOUGH AS 3" HS" DEPT. OR INCREASED AS MUCH AS 3" CO' DEPUD N ORDER THAT THE BOttOM OF CURB WILL CONCEDE WITH M TOP OF A COURSE OF M PAVEMENT SUBSTRUCTURE. OMRW6E THE DEPTH IS TO SE C' AS SHOWN. W ADJUSTMENT N M PRICE D S CE BTO E MODE FOR A DECREASE M AN NOEASE N DORM R 5.CG2 6 t0 E USED ON ROADWAYS MEETING ME REQUIREMENTS FOR WAR AS S O M N NRVDM A OF M VDOT ROAD DESIGN 1NL. LUA e. -A I •I••A •:A - SUER" $BE NOTE 4 :6- -<-:„ i.:w.: A, 'i. .i _.e• BICE I I SUDWSE 4IEOIEAIMI QE4G STANDARD 6" CURB 502 VRFAYA pEPMTMEM FO TRAI690RTAtWN 20IL01 VDOT: CG-2 NUI IU SUALE SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM FINAL SITE DEVELOPMENT PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.05.26 [INITIAL SDP] REVISION: 2021.01.21 [FINAL SDP] 2021.02.22 [ARB] 2021.04.13 [ACSA] 2021.05.10 [ARB] 2021.05.18 [FINAL SDP] 2021.06.28 [ARB] 2021.10.01 [FINAL SDP] FILE NO. SITE, VDOT & ACSA DETAILS Mai 3 VDOT: STD. DROP INLET (DI-IA)C9_ C9 NOT TO SCALE 5 1' COMPRESSION x 3/4' MALE PIPE COIIPLNO OR APPROVED EQUAL O 1" TYPE n(' SOFT COPPER FOR USE ON ATTACHED SNOE FAMILY RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND IRRIGAIEN SERVICES. l"V" 1' TEE 10 NOTE: NO SWEATED FITTINGS 2. DUAL SERVICE R. 1' COMPRESSION . 3/4" MALE PIPE COUPUNG OR APPROVED EQUAL 1' TYPE 'K' SOFT COPPER O DR USE DETACHED SINGLE FAMILY RESIDENTIAL AL SERVICE WHERE AN IRRIGATION METER IS NOT PROVIDED. SINGLE SERVICE NOTE 1) SADDLES SHALL BE USED ON PVC PIPE. CAST IRON US FINISHED GRADE 12•-15 LOCKLL MNG METER yAA eo% (INLET A OUTLET) 36' MIN. COPPERSEPER 1/8 BEND COUPLING 9s METER CORPORATION STOP ^/5'Y:"s'• _ BRICK AS - NECESSARY SAND A DUST UNDER `�'f':/..-L_,. ;'• �3.�Ef';;G 4' DIAMETER GRAN PIPE, 12' BO% AND BETTER (2-INCH ii�yi'<ee�.^.., , f .`.i"+T: LONG SEEMS POCKET, VDOT SPEC. 203. NO. 57 AGGREGATE MINIMUM THICKNESS) (y?. ;.A,�L,•.Pe,Vy'•},-!_L' .-1M.;,�;J TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FIG. W-6A TD-10 1�)ACSA:5/8" & 1" WATER METER INSTALLATION C1 NOT TO SCALE CG-12 NOTECOMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWNG- HYCRNULIC CEMENT SIDEWALK (MEN IH INCHES. AREA N SQUARE YARDS) CAR WHEN REARED ICG-2 OR CG-3 N LKM FEETI GENERAL NOTES: DETECTABLE WARNING SURFACE IMEA N SQUARE IARDS 1. THE DETECINiLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES. EACH I THE MOVE ITEMS IS A SEPARATE PAY ITEM AND SHOULD BE GUNNAMZED FOR EACH CAR CUT HALE, 2. ALL KTECTMLE WANING SURFACE PIMODUCLS SHALL AIEEI MF REQUIREMENTS t4811 tM" OF SECTION SOM TMLE WARNING THE SPECPNpAUCONS FORUSEC$ 12 ETTECTABLBE FROM THE MATE (SURFACE, PROVED WARNIN LIST MIMBER T23. SLOPNG SIDES OF CURB RNF MAY BE ROARED MONOLITHICALLY WITH RAPFLOOR A BY UEND PERMISSIBLE CONSTRUCTION JONT WITH REWIRED BARS. 44. REOIWED BARS AE TO BE FIT 5 % B" PLACED 1' CENTER TO CENTER ALONGWIN SIDES OF THE RAMP FLOW. WDDEPTH OF R&p FLOOR. MMAA CONCRETE COVER 4/i'. uA% 5. ROADWY CUM / CURBRAMPSAARE INCLUDED IN PPAAYIMENTTFORGUTERS CUR / ANSITCART µ MJITERR TO CURB TYPE A 6. CURB RAMPS ARE REQUIRED FOR SOEWA.RS AND SHARED USE RATES THE WIDTH OF PERPENDICULAR J✓� NTRAMP XHALE)EEWIDTH. DTORHFL ARE USED IN WITH PATH. TEMMMUM WM $ABE WE y. War Kr K,'4:I �IY�KNSR',C Ni •Q,P fyyTY„55M1 OF THE SHRED USE PAN vT"Re•1..✓l:j'yA%L.•ASii�MYij(yy,"' 'K•I s'1AN ]. CAST RAMP LANOMC FLOOR L EXTENDME FULL WIDTH OF THE Ai': dSl� A' 12f T B. CURB RAMPS WILL BE INSTALLED AND LOCATED WITHIN PEDESTRIAN CROSSWALKS G MIN AS SHOWN ON PLANS OR AS DIRECTED BY WE ENGINEER. CAN RAMPS SHOULD N07 B ETC. PE BEHIND VEHOE STOP LINES. LICHT POLES. FIRE HYORMIS.DRA TYPE B 9. THE CUFBYOKMPLACED G Is PLLAACERD WIITT" THE LMaeis Of THE CROSSSWALLKKDAM) PARALLEL THAT THE SLOPE Al THE CONNECTION OF THE CURB OPENING IS REAPER OCULM TO THE CURB. _ w. MrELIMLE WARNING SURFACE PANELS SHALL BE INSTILLED FLUSH MTH THE BACK OF CURB. _ -- II. WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF CURB AT ENTRANCES A tACTORY RAIUSSTREET CTIONS A BE FIELD-MODIFIED,WARNING SURFACE SHALL ASRECOIKRDD BY WE XAME 5 SIN D* MANUFACTURER TO MATCH THE BKK OF CUR. SEE CG-12-IRS PAGES 204,06 AND 204.07 FOR METHODS Of NST&LNG DETECTMLC WARNINGS ON A RADUS- •'. A. X .2' IHGHEN THEN fDK OF PAVEMENT Ar * % , SAME M i0P X CUR TYPE C PARALLEL & PERPENDICULAR TNNCATED DOME .6"-2.4" C-C 0 0 0 0 D - A 0 D 0 0 O O O 0 0 O O mr G D D G G D G D D G G G LNIdXE RNP y1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D D 0 0 0 O 0 0 0 0 0 O 0 0 0 01'65'/ OF BASE DIAMETER O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O MTECrAE WMNNG AYE NOI ILE CURB O 0.9 Ad VARIABLE fULL WIDTH X RAW FLOOR ppY LYTS DETECTABLE WARNING TRUNCATED DOME DETECTABLE WARNING INSTALLED ON A RADIUS DETAIL DETAIL `VDQ-F AI pF tK ORClt AI 5E 4M AND SIGNED DRAWING IS ON FILE N THE CENTR& OFFICE. SPECIFICATION ROAD AND BRIDGE STADARQS CG-12 DETECTABLE WARNING SURFACE REVERENCE sHEn IOC 5 flEV9OV IS (GENERAL NOTES) ws 0.219 F'INA DEPARTMEM OF TRANSPORTATION 504 2D4.D, VDOT: CG-12 GENERAL NOTES NUI IU KALE C6 1] A5 DOWELS, 8" LONG lT PERMISSIBLE R AT 12" C-C 5'ILpN, JOIMiTRUCTION ON 7 M. 12:1 MAX ITP 1P\ R&IP RNF JT WITH BUFFER STRIP GYf iMLEI ISEE rMLEI }RMSITOI WrtER PM SLOPE TRANSIT TO WiiER PM SEOFE 10 20:1 THROUGH RMP LENGTH 2_I uA%. 5'wry TO 20:ITMWGH RAW LENGTH GUi I[R PM 4AXWW SLOPE x0'I 77!Z 5 -o" INN SHAPE TD MACUR-TCH FACE WITHOUT BUFFER STRIP OF ROADWAY CURB BACK OF too, tM"B A ., EXAMPLE INSTALLATION METHODS - SEE PLANS FOR LAYOUT L.MW.- .M1 NM 2"' WN. SECTION A -A m". HE,.., SI OEtEC}ABLE WMNNG 9MIACE PCRWS_,, CVNB y c.NSrrxwnoN ByH Owr CROSSW&K Q, r SECTION B-B I'"c1R`'G I:MN " CURB NOTES: ONE DIRECTION ONE DIRECTION 1. FOR GENERA NOTES ON THE DETECTABLE WASHING SURFACE. YE SHEET 101 5WITHOUT BUFFER STRIP WITH BUFFER STRIP . _ t THE REQUIRED LENGTH OF A PARALLEL RAP IS LIMITED TO 15 FEET, REGARDLESS OF THE SLOPE. 3. GUTTER PAN SHALL BE A MAXIMUM SLOPE OF 20.1 AT THE RAMP OPENING, 4- OAGON& PLACEMENT S NOT PERMITTED. TYPE 8 PARALLEL APPLICATION ROAD AY GRACE INPERCENT WN4UM R&W LENGTH IN FEET ." CWB 6" CURB D 4 6 1 5 2 5 e 3 e 9 : s to 0 0 6 14 IS CROSSW&K CROSS T 1 pp CROSSWALK TWO DIRECTIONS SMALLER RADII WITHOUT BUFFER STRIP `VDD-F A COPY X THE ORIGW& SEALED AND SIGNED DRAWING IS ON FLE IN THE CENTRAL OFFICE- SPEC61CA11W ROAD AJD BRIDGE STADAROS CG-12 DETECTABLE WARNING SURFACE ""`"E'D` slEtt ] DE s REVISION DATE sot TYPE 8 (PARALLEL) APPLICATION 105 20403 0.119 VIRGINIA DEPARTMENT OF TRAMSPORTATION 504 3 VDOT: CG-12 TYPE B C1 0 NOT TO SCALE EDGE OF E%ING PAVEMENT (AS I I DETERMINED IN WALE TALK COAT THE PROPOSED CONSTRUCTION JOINT EXISTING; ASPHALT IAYER PROPOSED ASPHALT LAYERS EXISTING SIBB/4 PROPOSED SWBME I COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL ® REMOVE COSTING ASPHALT LAYFAS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS ® PROPOSED MINIMUM 1'/E NCH TACK ASPHALT SURFACE COURSE (SEE NOTE 5) z MINIMUM 12 NCHES.A GREATER AS NECESSARY TD ABUT THE FULL THCMESS OF FASTING ASPHALT LAYERS AS DETERMINED BY CMES (SEE NOTE 3) NOTES- 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN N ACCORDANCE WITH CURRENT MOST PROCEDURES MD BE APPROVED BY WE ENGMER. 2 TIE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SMALL MEET A EXCEED ME COFFERS AND TYPES OF WE LAYERS OF EXISTING PAVEMENT. SARSUR CE DRAINAGE OF THE EXISTING AD PROPOSED PAN11ENf SMALL BE ADDRESSED IN WE PAVEMENT DESIGN. I A MINIMUM OF THREE COMES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND TH ORNEBS OF EIOSiNG PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MGE THAN 500 FEET MART. 4. THE ADJACENT TRAVEL LANE SHAM BE MILLED A MINIMUM DEPTH OF 1N+ NICHES CHES ION REPLACED WI IN ASPHALT SURFACE COARSE TO MATCH WE PROPOSED PAVEMENT WIDENING SURFACE CWRSEUNLESS WAVED BY Ik It. & THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CMXMPSLOPE AND EFFECTIVE SURFACE DRAINAGE. 6. COSTING PAVEMENT MARKINGS AND MARKERS WITIN WE PROJECT LIMITS SHALL BE RESTORED S UECT TO WE MPFQI OF THE ENGINEER. 7. FAIL TRANSVERSE PAVEMENT TE-w SAL CGEON TO THE REQUIREMENTS OF SECTION 316.06(<1 OF WE SPECIFICATIONS EXCEPT MAT ALL JOINTS AT TE-W LOCATIONS SMALL BE TESTED USING A 0 FOOT SIRAOMIEOE N ACCORDANCE WIN THE REOURELENTS OF SECTION 3S.0760 OF WE S ECFlCATION& ROAD AD s A0/W8 ASPHALT PAVEMENT WIDENING aEET 1 X 1 IEV®01N DATE FOR WIDENING SUBJECT TO TRAFFIC 30J.OB VNQBA DEPARTMENT OF TRANSPORTATION JY VDOT: ASPHALT PAVEMENT WIDENING NU I SCALE A DOWEL. TV LONG a IT' C-C B LL M FI I I I B � MA$IT1W GUTTER PAIR SLOPE TO 200 THROUGH NAME LENGTH A iRAVSM. GUTTER GUtrER PAN YA%INLM POPE 201 PM! AOPEOU TO 20I THROUGH RAMP LENGTH B•.p•• 4iA. 1'-p•' A9n. BACK OF CAN] r12'1 M L, 4 20 I I 1 AN SECTION A -A PERMSSIBLE COMSTRIILiwN JDNT SECTION B-B NOTES: t FOR GENERAL NOTES ON THE MTECTABLE WMNNG SURFACE,SEE SHEET IOC S. 2, THIS DESIGN TO BE USES FOR CONSTRUCTION THAT INCORPORATES WRIER WEW&K LANTING 14'MOE)REQUIRED AT TOP OF CUTS RAF, WNWM CAS RAID LENGTH B FEET FOR NEW CONSTRUCTION. 3. CUTTER PAN SHALL SE A MAFMJM ROPE OF 200 Al THE RAMP OPENING. a. DRAGON& PLACEMENT IS NOT PERMITTED. EXAMPLE INSTALLATION METHODS - SEE PLANS FOR LAYOUT Y Y _4 M M ILE TYPICAL PLACEMENT AT INTERSECTION WITHIN CROSSWALK l.la- IL Ut I LI- I AULL VYAK NIINIo JUn 105 TYPE A (PERPENDICULAR) APPLICATION 502 s04 VIRGINIA KPARTMEM OF TRANSPORTATION `5�VDOT: CG-12 TYPE A C10 /NOT TO SCALE CC 12 INS EXAMPLE BLENDED TRANSITION HOT FOR USE IN NEW CONSTRUCTION FOR RETROFIT OR ALTERATIONS CHI 2'. 3•XTECTMLE WARNING PANEL -2', 3'DETECTABLE 2'. 4-DETECTIBLE wMURC PANEL WARNING PIIEL i I FACTORY EOM YES LAS"LU LINT FACTORY EDGE EKAMPLC CUI \11 PATTERN VL2'" 3'XTECTABLE WARNING PANEL DETECTABLE M 4X4 4X4 POST POST )DOG PARK FENCE DETAIL C1 NOT TO SCALE Q TOP RAIL PALLET QUANTITY = 80 2' X 6" X 94-1/2" Deco Rai Ribbed. Qs PICKETS 0 PALLET QUANTITY " 12 Fill Kits 7/8' X 7' X 39-1/4". 12 Je v z' Full pickets and one end picket with tongue removed. 3R Tz' 0 PICKET END CHANNEL (M• 7/8" X 1' Qi BOTTOM RAIL Qi D PALLET QUANTITY = BO -. 2' X 6" X 94-1/2' Deco Rai Ribbed. Includes steel channel. © POST PALLET QUANTITY : 48 5'X5'X84' POST CENTERS -5X5=961/8• 3DIIr TYPICAL PLACEMENT AT INTERSECTION 8 WOODEN MECH. EQUIPMENT FENCE DETAIL WITHIN CROSSWALK (WITH BUFFER STRIP) NVDOT- C1 0 NOT TO SCALE NOTE: FINISH TO BE COORDINATED WITH ARCH. DETAILS (SHERWIN-WILLIAMS 'SEALSKIN') ROM AND BERM STANDARDS REVISION DATE SHEET x OF 5 0.K,9 xOADa EXAMPLE RADIAL INSTALLATION �Tmy TORr DDEDGEt0 EK 2'. 3' DETECTABLE WMNNG PANEL TYP. DASHED LINE mmi, n.. ::EXAMPL.i •:•III^PATTERN •• 'i ..��.:: NOTES L LOCATIONS WHERE THE DETDTAKE WANING CANNOT BE INSTALLED WITH A MAXIMUM 2 OFFSET FROM THE BACK M CURB SHALL HAVE A RADIUS 10 MATCH RABIUS OF THE CURB. DETECTABLE WARNINGS PANELS SHALL HAVE A FACTORY RADIUS OR IF APPROVED BY THE ENGINEER MAY BE FIELD MODIFIED AS RECOMMENDED BY THE MMUFACTWFR TO MATCH THE BACK OF CURB. 2. JOINTS BETWEEN DETECTABLE WMNNG PANELS SHALL BE FACTORY EC ES. CUT SIDES OF PANELS ME NOT PERMITTED TO )BUT ADJACENT PANELS. 3. &WWENT OF MKS. ON ADJACENT PANELS THAT WILL BE MCDIF¢D TO FIT A RADIUS SHALL BE MA1iNME0 WHEN FIELD MODIFYING DETECTABLE WMIMO PANELS. ♦. DETECTABLE MARI PANEL SIZES SHOWN ME FOR EXAMPLE PURPOSES. WHERE PANEL SIZES MAY BE USED IN ORDER TO MAINTAIN CONSISTENT &IGNMENT X THE OOHS FDA EACH CAR RAMP LOCATION. 5. BLENDED N ANSUIDN CURB ROWS ME FOR &FERA}ION STATIONS WHERE 51 MOMS, DRECTRI CURB RAMPS ME HOT FEASIBLE WE TO STE CONStRMNTS. BLENXO TRANSITION CURB RAMPS IRE NOT PERMUTED FOR NEW CONSTRUCTION 6. PARTIAL DETECIABLE WARNING COMES THAT ARE THE RESAT OF CUTT1RG PANELS SHOULD BE CRWID FLUSH WITH THE PANEL SURFACE. 7- CMS BETWEEN ADJACENT DEIECTM EE WARNING PANELS ME NET PERMITTED. 6. SEE FLANS IM CROSSWALK MARKINGS. YAHOOS AREAS. ROUTE OMENS. GRAM CHANGES, AND RAMP CONFIGURATIONS VLJLJ I A COPY OF THE WIGNAL SE&D MD SIGNED DRAWING IS ON FILE N THE CENTRAL OFIICE, SHECFICATION CC-12 DETECTABLE WARNING SURFACE REf`05 Row ANo BRIDGE STANDARDS sHEn 2 DF z REVISION DATE METHOD OF INSTALLING DETECTABLE WARNINGS ON A RADIUS wi 2a.07 '`RUM 0.119 VIRGINIA DEPARTMENT -OF TRANSPORTATION- SEE ::6:)VDOT: CG-12 METHOD OF INSTALLATION C1 O NOT TO SCALE 6" - 3,000 PSI CONCRETE AT 28 DAYS OR STRONGER. WIRE REINFORCING OR 00000000000000000 #4 BARS AT 12" O.C. 4 COMPACTED VDOT #21A COMPACTED SUBGRADE TO BE FIELD VERIFIED 10 TYPICAL DUMPSTER PAD SECTION ;1 0 NOT TO SCALE X 6" BOLLARD X 4" WOODEN POST D d. . o D FENCE BOARD IA_D 2" X 4" RAIL (TYP) , D D A D D , 4" X 4" STEEL COLUMNS FOR GATES A 9.. P .. I .. ., - . * , .1 4" X 6" TREATED WOODEN GATE FINISH TO MATCH BUILDINGS °< , I• A' A A' CONCRETE PAD A s J 6' . X, 20'': AA.., p A. A " 11 )DUMPSTER PAD DETAIL C1 O NOT TO SCALE WOODEN NCE BOARD 4' STEEL COLUMNS FOR GATES X 6' 6" TREATED WOODEN FINISH TO MATCH BUILDINGS 4" RAIL (TYP) DRETE PAD HIRE JIESH FO BE NSTALL 3EHIND NOODE 3ILATS 01 NATURAL WOOD FINISH 12' POST 9 \WOODEN SCREENING FENCE DETAIL POST NU I SCALE 4" - 3,000 PSI CONCRETE 4" - VDOT #21A BASESTONE COMPACTED SUBGRADE MIN. CBR=6.0 TO BE FIELD VERIFIED 12 TYPICAL SIDEWALK SECTION ;1 O)NOT TO SCALE 1.5" OF SM-9.5A 2" OF BM-25 0000000000000000 6" - VDOT #21A BASESTONE m COMPACTED SUBGRADE 13�TYPICAL PAVEMENT SECTION C1 O NOT TO SCALE 375 .375 5 c 2 2C 1 2C 1 6 0 1174)6 I MYAO�ME 15 . A � Z5 ©� R7AD R7.8 NO PARKING W �E A 1B C 0 E F G N J X L LEGEND - GREEN (RETROREFL), WHITE SYMBOL ON BLUE(RETROREFL) 'z a 3T5 4T6 Is Aso s ID IBM in 15 BACKGROUND- WHITE(RETROREFL) 0 INS a Mare 225 20 N 1 MSG I ISO I STIR Is "Reduce spacing 50%. PARNNGA2N 7m GNGIDNAMHG ""See page 6-31. ALMS uuw -GREEN (RFiRIRff1fOKIASACX DOME I[GfTID -WMIME IRPROERfCINfI • • •See page 6-2 to arrow design. B&xBDAD-wlRrt (REIRAENEGIM) &DwR01ID-NG IIEIRGRRfLTNn 14 HC PARKING SIGNAGE C1 0 NOT TO SCALE SISALS' RESERVE425 5' In PARKING 4" ' 383 31f/5 .75 W T L SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM �THA1 R. � a .45183 1 �2c1 �� Al V ` FINAL SITE DEVELOPMENT PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.05.26 [INITIAL SDP] REVISION: 2021.01.21 [FINAL SDP] 2021.02.22 [ARB] 2021.04.13 [ACSA] 2021.05.10 [ARB] 2021.05.18 [FINAL SDP] 2021.06.28 [ARB] 2021.10.01 [FINAL SDP] FILE NO. 19.006 SITE, VDOT & ACSA DETAILS C10 FRAME & COVER '• COMPRESSION . 3/4' MALE PIPE COU°UNG OR APPROV0 MUAL (SEE FIG. S-I-D,E) SEWER SERVICE LATERAL CONNECTION NOTES: OD 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE STREET SURFACE OR i' TYPE x' AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS w NON -PAVED AREA SOFT COPPER FOR USE ON ATTACHED SINGLE FAMILY INDICATED THE TOP (CROWN) ELEVATION OF THE SERVICE _J Z SLOPED AREA RESICENIIAL sD4ICES OR DUAL FEWOEN11AL AND IRRIGATION SERVICES , LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED ... TO THE MANHOLE. 1'-0" MAX " 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL 3000 PSI CONC. BASE 2 -0 NOTE BE CONNECTED USING A PIPE SADDLE. BENCH SLOPED TO FLOW A SWEATS. nmNGS �� 2. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% Q (1/4" PER FOOT) �1 _ CHANNEL 1 /4" 1' MIN RUBBER COATED STEEL 3 MIN OVAL SERVICE R I.o ;' Q ■ STEPS CAST IN PLACE -0 1' cdJPREsyan . �/+' MALT 'RE CwnuNc 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN PRECAST REINFORCED OR APPROVED EWAL DIAMETER OF 4". CONCRETE SECTIONS 12"" MIN P0" RING SEALS 16" MAX TYPEx' SOFT COPPER 5 OF SEWER ET. LATERALS SHALL HAVE A MINIMUM COVER 77 t - BRANCH MINIMUM ELEVATION t 12 � 1 1 ■ DIFFERENCE ACROSS M.H. 5" 4'-0° 5' � FLI+ USE ON DET.CHr, eNctF FAMILY SALT FROM INLET TO OUTLET � WIER 15 N SERVICE FWERE AN IRRIGATION TREATED N., SHALL BE 0.20 FEET. _ 2 x 4 FINISHED GROUND -� CONCRETE VARIES MARKER o 2 DEPTH OF FLOW FILLETS srucLE SERVICE CHANNEL TO BE 3/4 DIAMETER OF 1) SADDLES SHALL BE La' DN PVC PIPE CONTRIBUTING -- '=-sr_- q CAST IRON UP. SEWER. a a. ° s q A 12 FINISHED GRADE A FILLETED INVERT FOR A SMOOTH d r '2'-•s- NOTE: TRANSITION OF FLOW BETWEEN FLEXIBLE CONNECTION INLET &OUTLET PIPE SHALL BE LSIGKAING n °AL%E '+ h -DO R WITH STAINLESS STEEL ALL CONNECTIONS TO PROVIDED. MIN. 6" BEDDING I LI LEi;pl r BAND EXISTING MANHOLES SHALL NOTE W/ N0. 68 STONE 3D MIN a,PP1 kjET1EA w BE CORED AND A FLEXIBLE PLUG END OF CONNECTION " BOOT " 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE a DENC COUPLING as ' MAIN LINE SERVICE LATERAL oINSTALLED SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. E� SECTION 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE �NErE= ,:;:.::. s.:' 45'00 EXTENDED OR NON -EXTENDED BASES.'r' ai`-o .law "/i`".i4 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED;.. v: ICK A'S ORPORATION 5TOP 1'!yy'•;.7 'elV��--rd!I� NNEECESSARY TYPICAL MANHOLE PLAN INSIDE AND OUT. ='=i5"°' � .1 ' SAND OR OUST ,HIDER ;: 4' OIAVVIER OR044 PPE 12' BOX AND SErIEt t2-INCM 4 1I;'.-K y','!i+'�*}f LONG STOW POCKET. VDOT SHOWING BRANCH TIE - I N TYPICAL MANHOLE SECTION MINIMUM TMCkNE55,:°:;,.�-=, _:= :=>?x W.C. 2O& NO 57 A 3 ELgE SHOWING BRANCH TIE-IN TYPICAL SERVICE LATERAL INSTALLATION NTS N.T.S (5/8" & 1 METERS) IN LINE WYE-TEE FIG. S-I-B FIG. S-I-A PLAN NTS FIG. W-6A VARIES TD-27 TD-25 To- t o R 1 ACSA: TYPICAL MH TIE IN PLAN VIEW 3 ACSA: TYP. MANHOLE SECTION BRANCH TIE-IN 5 ACSA: TYP. SERVICE LATERAL INSTALLATION SEWER SERVICE LATERAL CONNECTION C11 NOT TO SCALE C11 NOT TO SCALE C11 NOT TO SCALE N.T.S. FIG. S-2 SHIMP TD-33 L- E GALVANIZED " WITNESS " POST WITH GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL -- EETED, '^-L' ER LOCA11ON MAYBLUE IN REMOTE E SUBJECT 7 ACSA: SEWER LATERAL CONNECTION ; ENGINEERING T HI H "? Y" l E=RTMENT APPROVAL. NOTE; MIN. 60' DIAMETER MANHOLE REQUIRED. LAND PLANNING -PROJECT MANAGEMENT C11 NOT TO SCALE [� q FI I HE -cA-E M.H. STEP ITYP.) q DROP MANHOLE PVC CROSS U� q r� 24" IN 24' N INITIAL BACKFILL g" g" g" g" 912 E. HIGH ST. 434.227.5140 --- USE APPROVED FLEXIBLE RUBBER �iC' q 2' Boor. MIN MIN. MIN. MIN. O ` CHARLOTTESVILLE VA 22902 JUSTIN@SHIMP-ENGINEERING.COM r• o° r :; ,.xF,. 6" BEDDING it f e o > ,fs : x'. #68 STONE } .. AD 1..Tµ DLE TTED RAFFIC RATEI, ° 6" STOPGASKCOUPLING *STABLE SOIL ROCK VALVE BOX 1N'/ LID o - z7 * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL TH p Li rr DROP PIPE STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND Ll�e PIPE STRAPS e ° (STAINLESS STEEL) - `' THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- CI� SPACED EVERY 2' VERTICALLY #68 STONE. VILLE THREADS WHICH IS -- q q 90' RESTRAINED BEND THE LOCAL STANDARD. ,.. U 1Lv1P SEWER FOUNDATION IN POOR SOIL UNDER -CUT CONDITION LENGTH OF BRANCH VARIES Lic. o.45183 A INFLUENT E 6' MIN It 2' TO 10' lull Ill ° o' °> o ° ° MAIN (270) • P. A i. A p o .. A c 4, SEWER 18"-22" VALVE BOX `rS-101VAL tir M .). GATE VALVE 1 - - - + 4 PLAN 4' INITIAL BACKFILL 4 MI 7 CU. FT. #68 STONE UNSTABLE a" e" a" s" SOIL\ MIN O Mil . MIN MIN. #68 STONE ----- MIN. 6' BEDDING WITH N0, 68 STONE -GRANULAR FILL AS :, i' - APPROVED BY ACSA �;, 6" GATE " 42"MIN . ° o A o', VALVE 1. HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN TWO .a STABLE '°III; 8" X 6" FINAL SITE DEVELOPMENT PLAN SOIL OR ROCIt� JIABLE SOIL OR ROC j II (2) FEET. TEE I W= TE LL`iE 2. VERTICAL DROP PIPE SHALL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO 2500 P.S.I. CONCRETE .' . °. •. ;�: : r: 999 RI O ROAD / Ir THE DROP FITTING WITH STANDARD GASKET JOINT. NOTE BASE AND THRUST j I� • d 3.VERTICALDROP PIPESHALL BESTRAPPEDTOTHE MANHOLEAT PIPEJOINTS. STRAPSSHALL BEMADE OF 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. BLOCK AGAINST UNDISTURBED STABLE 1 1 _ STAINLESS STEEL. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED SOIL. STEEL PILE 4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT ABOVE THE INITIAL BACKFILL. RESTRAINED JOINT FITTINGS 2500 P.S.I. TO SPRING LINE OF MANHOLE INVERT. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. WHEN THE SOIL IS DISTURBED OR WHEN CONCRETE '.<F a 2'x 2' BEARING A, E- 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED A HYDRANT IS LOCATED IN A FILL, IN ADDITION ALBEMARLE COUNTY VIRGINIA THRUST BLOCK 5. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FLOW. TO POURING CONCRETE, A STEEL PILE SHALL IN THE TRENCH. BE USED AS ADDITIONAL SUPPORT. SUBMISSION: 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. 7. MINIMUM 72" DIAMETER MANHOLE REQUIRED FOR ASINGLE 10" OR 12" DIAMETER DROP CONNECTION, OR 2020.05.26 [INITIAL SDP] - R TWO 8" DIAMETER DROP CONNECTIONS. a DUCTILE IRON WATER NOTE : REVISION: STANDARD INTERNAL DROP CONNECTION 2021.01.21 [FINAL SDP] PIPE INSTALLATION & BEDDING 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. N.T.S. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT 2021.02.22 [ARB] NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE FIG. S-1-122 3.(FINISH DINGRA ECHES SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND 2021.04.13[ACSA] FIG.TW-2 VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. 2021.05.10 AR [ B] TD-30 TD-2 TYPICAL GATE VALVE IT IS NOT ALLOWED IN THE DITCH. 05. FINAL SDP] 2021.[ ] 4 ACSA: INTERNAL DROP CONNECTION 6 ACSA: DIP INSTALLATION 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAIL ING GROUNDWATER ELEVATION. IF 2021.06.28[ARB] NTS REQUIRED TO BE IN WET AREASTHE WEEP HOLES SHALL BE , C11 NOT TO SCALE C11 NOT TO SCALE FIG. W-5 PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. 2021.10.01 [FINAL SDP] FILE NO. 19.006 TYPICAL FIRE HYDRANT ASSEMBLY DETAIL 2 ACSA: GATE VALVE TYP. N.T.S. ACSA DETAILS C11 NOT TO SCALE FIG. W-4 TD-8 8 ACSA: FIRE HYDRANT ASSEMBLY C11 NOT TO SCALE c 11 20.00 MLN(jLNLY A UL��-_) LIN I NAINL ATTACHED SEE DETAIL 3112 UNITS d 4 d Q II 4 W 13 f III yW �cP NEW VARIABLE WIDTH X lN V x6I TEE STREET EA S MENT W W W W W W W Q W W W W H 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 1\/W�/I W W �rW�\ W W 1/$ W W W W W W W W W W W S ©W WF�EI.NFD ,CAD W TURFW W W W W y W W W W W W W W W W W W W RIEW PRIVATE STREET E . 20 00 ESST-GN E P R F d PRIVATE ROW ACCESS. •Q y W H W H -4 W y W H W W W W `I' W W W N W W W W 4' W 4' W H W H W W -4 W W W H W W `L W H W D J' W J' J' J' J' W J' W J' J' W J' W J' W J' J' W J' W . `I- N' `l5 .0 0 - R E I N FA0 RW C E D W T Y R E . . . . 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 "FIRE ACCESS ONLY" SIGN 6X6' LANDSCAPE EASEMENT PRIVATE STREET LAYOUT DETAIL NOT TO SCALE -al GEOSYSTEMS Based on the evaluation, the following materials are recommended for the Geoweb application at the site. We assumed a heavier axle loading to account for construction traffic on the mad. 1. Prepare sub grade to a minimum CBR of 6.0%. 2. Provide a 4800 Il enhanced woven geote Bile separation layer on top of De sub grade and install in accordance with Manufacturer instrodions including overlaps based on sub grade CBR. 3. Presto Geoweb GVf3OV((B-inch) panels filled with Engi neared Fill. 4. Engineered infill shall be a mix atopsoil and aggregate having a homogeneous modure or a clear croshetl aggregate having an AASHTO W5 or similar designation banded with pulverized topsoil and a minimum 30% Void space for air andlor water. The aggregate portion shall have a pe tole range from 0.375 to 1.0 Inches (9.5 to 25 mm) with a Dw of 0.5 inches (13 mm). The pulverized topsoil portion shall equal 25%ofthe total Volume. The topsoil shall be blended with the aggregate to produce a homogeneous mixture. Once placed, the engineered fill shall be compacted l0 a 95%Standard Proctor. * Conned the Geoweb sections with ATRAO Keys at each Intedeai and end to end Connection. * Preshape the Geoweb panels before infill placement. 7. Limit the drop of infill into the Geoweb panels l0 prevent distortion. 8. Provide 2 inch wearsurface ofengineered fill. Foraddhional Load Support Resources, click here' Load Support Desion Emil ... man Resource Package If you have any questions or need any additional information, please call. Sincerely, Sam Justice, P.E. Civil Design Engineer Preslo Geosystems cweas,anrrumoxrttoeuor..ee rammm,e PR,erstowraT,x Fmvuuowmure,me NR ee: 1. AN evaluaAny M aTerT17ad d o bores an tM use ea Gtr+um Geovrb mwu4cNratl by Pndv Pretlucte tP. All rWAte rm laN. Any uw a iNs ardent. for any ae«dl protlucN alhw Hhon Nor mmubc+md by Prwn Produce CO. M etrhdy pttern Ill ma.n thrr ewl"ond, n0 no Me 2. coma BWF d bSI H2O reatm9. 30 kip dlyl• aab, It 2/3 antl 235 pit lifenst pram 1 fN nn !rutx atc.w 1 1) . mat and bow per Presto a 3dlrat t"nale!n9 d 2mr tr..Ned etaupeh am 1/3 tvp.dl mle. •gWayam (0,3T5' to 1a aa, P be d 0.5' end hosor,r, 3"e void Band elvn nmpot-•d. d. Baw eeeE be e' far CBR Mraern F ma wo and 4 !ar Im ebaw 49. e. N lmxm wh.h P l NI .rtanc•d w to pca!edle aepvmlm lair and ma!dl n ottxdarca NRF Yaw'eahry reamnl"eNdlVane n<NanO awlMp. barb an Wb Bled• CEP 7. n» do AIR a,a. Dal w t0.nwtetl •IfH Anne a.w a- .atr turmf art .ad to and t.,untior 7. PmMM 41R1Mthw l0 4wp pma a open !x II as ac,sed. LLnN DIM drip at InaI to p.I p 6 dbtortlm. VECLTATED Y,g,Fl,pE \ MOANER GW30re FILLED WITH ENGINEERED IAFILL / SEE WIC 3 G[tlIEXRLE v /.b PREPARED SMB ONDE C91 O.DE.. c�- SEE NOTE 3 :.3,`,.R. i, ,,. �_-., -,,.•. .,-Z`,..' ATRM STAKE CUP EE ifM 1 (}) REBM 012 Comm Arms AACNOIr AIR, KEY yL•JIhME )PRIVATE STREET REINFORCED TURF GEOCELL - MFR DETAILS ^POT TO SCALE NOTE: Emergency access must be able to support 80,000 Ibs in all weather conditions. "xl' 7" - 3,000 PSI CONCRETE 4 ed d <a d. 00000000000000000 6" - VDOT #21A BASESTONE 00000000000000000 COMPAC E6.OUBGRADE TO BE FIELD VERIFIED 3 \HEAVY DUTY SIDEWALK SECTION C1 2/NOT TO SCALE GR-MGSI, IA as SEE NOTE 4T [[II OR PII��II SLOPE ON MAXMLM I ]� I LATTER �I Mass 6 OR Wfi.5 STEEL POST ('LENGTH STAND'SDE INSTALLATION POST SEE NOTE 4 2- W6X9 OR W6X8.5 STEEL MST 9'LENGTH ,V *ar 2" TREATED ANE BLOCK. _E 7 )CKOUT H i 1 1 1j5"�Imo- 1 I 1 1 7" 1 1 ta'• ; STEEL POST 6" WIDE ROUTED WOOD BLOCKOUT NOTES: 1. ALL BOLTS, NUTS, WASHERS, AND OTHER STEEL ITEMS ME TO BE GALVANIZED. 2. MOCKOUTS OTHER THAN SHOWN SHALL BE A VOOT APPROVED PRODUCT MEETING MASH TESTING CRITERIABLOCKOUTS SNALL BE FROM THE VDOT APPROVED PRODUCTS LIST.MPROVED BLOCKWTS MAY BE INTERCHANGED ON MY ONE PROJECT WITH THE RESTRICTION THAT THE SANE TYPE OF BLOCKOUT MUST SE USED IN ANY SINGLE Rif! OF GUMDRAL. 3. WOOD IN ACCOORDANCERDANCE WITH THE SHALL S iBEATEO WITH A WOOD PRESERVATNE SPECIFICATIONS. 4. DIMENSION MAY VARY PLUS OR MINUS I/" OBE TO MANUFACTURING TOLERANCES IN WARDRAL COMPONENTS, GUARDRAIL INSTALLATION SITES REQUIRING 9' GUARDRAIL POSTS -tVDOT A COPY OF THE ORIGINAL SEALED MD SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. SPECIFICATON ROAD AND BRIDGE STANDARDS MIDWEST GUARDRAIL SYSTEM ""`"`"" SHEET 2 OF l REVISION DATE (STANDARD AND REDUCED POST SPACING) 236 50805 NEW 02/9 VIRGINIA DEPARTMENT OF TRMSPORTATXXi 505 2nlR RCLI A RRIfX4F.TANnARFI. He.r Wr n=a ePJNMwvvO TRAFFIC DIRECTION FOR RAL LAP AS SHOWN fSFE NOTE 71 Y-16" 3-Al 3--tl/r" II II 1 II II II II II II II 11 II II II II II II II 11 II II II II II II II II II II II II II GR-MGS1 GR-MGS1A (6'-3" POST SPACING) (3--1%j' POST SPACING) MN-DISTMDE FROM FACE OF PAL TO FIXED OBJECT - 60" M114.01STANCE FROM FACE OF RAL TO FIXED OBJECT - 48" "SPLICE BOLT" MM NUT 8 PER SPLICE SPLICE DETAIL RAIL SPLICE SHALL BE PLACED MD -SPAN FLARE RAZES DESIGN SPEED INS DE SHY LINE BEYOND I SHY LINE MPH LIM LS FLARE RATE FLARE RATE 70 W Son 15n W TO 8' 2011 fail W 50 8.5' 21:1 Itn W 40 5' 16n an W 30 V 13n 74 W FOR STANDARD POST SPACING W-31 *SUGGESTED MAXIMIN FLARE RATE FOR SEMI -MOD BARMIER SYSTEMS. NOTES: I. WADRAL LOCATIONS SHOWY: ON PLANS WE APPROXIMATE 7. ALL W-BEAt RALS SHALL BE LAPPED IN THE DIRECTION ONLY AND CAN BE ADJUSTED WRING CONSTRUCTION IF AND OF VEHCULAR TRAVEL FOR THE FINISHED ROADWAY. AS NRECTED BY THE ENGINEER. B. ADJUSTING EXISTING GUARDRAIL. TO MEET THE MOST 2. FOR DETAILS OF POST AND BEOCKOUTS SEE SHEET NO. 505.05. STANDARD IS NOT PERMITTED. 3. FOR DETAILS OF RAIL ELEMENT. AND ASSOCIATED HARDWARE SEE SHEETS 506.01 AND 506.02. 4. FALL ELEMENTS WITH RAID LESS THANORE AL TO 150 FEET SHALL BE SHOP CURVED AND PAD FOR W MARL CR-MGSI,ON 1A S. ALL GR-MCSIAD GR-MGS1A RAL SHALL BE MAINTAINED AT A HEIGHT OF M' MIN - 32" MAX AS MEASURED PER DESCRIPTION ITEM CODE STANDARD OR -INS. MARGINAL GR-MGSt U2W LF 8. ALL GUMDIiR POSiS SHALL BE SET PLUMB. P 5T SHALL MARDRAL GR-MGS1A 4/e- MARDRNL Gil SI. WPOST U281 LF U282 LF NOT BE SET IN A vWIAnce OF MOVE TWIN PER FACT WARDRAIL RADIAL GR-YGSt U283 LF FROM VERTICAL. W-BEAN, BLOCKOUTS. AND POST SHALL BE GUARDRARL RADIAL GR:= A ALL U2(4 LF SET AND ALIGNED WITHOUT ALTERATION OR FORCE, AS PER SECTION 505 OF THE SPECFICATONS. GUARD RADIAL GR-MGS1, N POST 13285 LF SPECIFICATION JUMPY°` AND SIGNED DRAWING IS GSYSTEMCENTRAL OFFICE. `Y/DOT REFERENCE MIDWESTD GUARDRAIL ROAD AND BRIDGE STANDARDS 221 (STANDARD AND REDUCED POST SPACING) REVISION DATE 1 SHEET IOF 2 505 VIRGINIA DEPARTMENT OF TRANSPORTATION NEW 02/17 508D4 2016 ROAD & BRIDGE STANDARDS VDOT: GR-MGS1 NUI IU SUALE PULL POTTING MIX AND ROOT MAT APART TO DIRECT THE OUTER ROOTS INTO THE ADJACENT SOIL. DO NOT LEAVE CIRCLING ROOTS NATIVE BACKFILL SOIL AMENDED WITH 15% DECOMPOSED ORGANIC COMPOST SOIL SURFACE ROUGHENED SET TOP OF ROOT CROWN 2" ABOVE FINISHED GRADE 3" DOUBLE -SHREDDED HARDWOOD MULCH. WATERING BERM SHAPE SOIL SURFACE TO PROVIDE 3' DIA. WATERING RING FINISHED GRADE TO BIND NEW SOIL TREE PIT DEPTH EQUALS R L PREPARE SUBSOIL TO DEPTH. MEASURE BEFORE DIGGING 'ACTH MOUND TO - - PREVENT SETTLING - II I IITII- 2X RODTBALL DIAMETER DIM. III III III III 1. SEE PLANS FOR EXACT LAYOUT. SPACE PLANTS AS SPECIFIED IN PLAIT LIST OR AS SHOWN. IF SPACING NEEDS ADJUSTING CONTACT LANDSCAPE ARCHITECT. 2. PRIOR TO MULCHING, LIGHTLY TAMP SOIL AROUND THE ROOT BALL IN 6" LIFTS TO BRACE SHRUB. DO NOT OVER COMPACT. WHEN THE PLANTING HOLE HAS BEEN BACKFILLED, POUR WATER AROUND THE ROOT BALL TO SETTLE THE SOIL. SHRUB PLANTING - SECTION Not to Scale SET TRUNK PLUMB, SEE PLANS FOR EXACT LAYOUT AND SPACING ONE CENTRAL LEADER (NO CODOMINANT LEADERS UNLESS SPECIFIED) ARBOR TIES, OR EQUIV. 2"X2" SQ. OAK STAKES SET 180 DEGREES APART OUTSIDE ROOT PACKAGE TOP OF ROOT BALL SHALL BE 2" ABOVE FINISHED GRADE 4" LAYER OF WOOD CHIPS. NO MORE THAN 1" OF MULCH ON TOP OF ROOT BALL. ROUND -TOPPED SOIL BERM 4" HIGH X 8" WIDE ABOVE ROOT BALL SURFACE SHALL BE CONSTRUCTED AROUND THE ROOT BALL. BERM SHALL BEGIN AT ROOT BALL PERIPHERY. REMOVE BURLAP, STRING, AND WIRE FROM TOP 2/3 OF ROOT BALL, BOTTOM OF ROOT BALL RESTS ON EXISTING OR RECOMPACTED SOIL TO PREVENT SETTLING SLOPE AND ROUGHEN SIDES OF LOOSENED SOIL. SEE TREE PLANTING DETAIL FOR STAKING ROOT BALL MODIFIED AS REQUIRED ROUND -TOPPED SOIL BERM 4" HIGH X 8" WIDE ABOVE ROOT BALL SURFACE SHALL BE CENTERED ON THE DOWNHILL SIDE OF THE ROOT BALL FOR 240. BERM SHALL BEGIN AT ROOT BALL PERIPHERY. 4" LAYER OF MULCH. NO MORE THAN 1" OF ON TOP OF ROOT L 3X ROOTBALL DIAMETER DIM. TREE PLANTING DETAIL 12 Not To Scale VARIABLE WIDTH ROW � I I I 10.0' -1 DO'- 0' 10.0' 10.0' 0' 20.0' BUILDING PLAYSCAPE PAVED STREET PLAYSCAPE UILDIN SETBACK AREA 1 AREA ETBAC 2.0% % f 2.09. - ��A��/;'� A �K� �� 6" - GEOCELL W/J GROUNDCOVER MIX SEE DETAIL 2/C72 BROWN STONE TAR 6" - rL & CHIP SURFACE ASE TONE BASESTONE COMPACTED SUBGRADE 8" - VDOT p21A (CBR = 6) BASESTONE SEE DETAIL 2/C12 PRIVATE STREET SECTION C1 2 NOT TO SCALE Y RIO ROAD EAST ; GRADED CUR qNj, (%S GiS AREA MAINTENANCE F111111Af- �10A'��E LANE 2.5' �5.5'�L11.5� �1.0' TRAVEL LANE BIKE LANE LANDSCAPE MULTI -USE PATH RIO ROAD EAST STREET SECTION NOT TO SCALE FINISHED GRADE EXISTING GRADE SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM ORIGINAL SLOPE SHOULD PASS FINAL SITE DEVELOPMENT PLAN THROUGH THE POINT WHERE THE TRUNK BASE MEETS SUBSTRATE/SOIL 999 RIO ROAD PRIOR TO MULCHING, LIGHTLY TAMP SOIL AROUND THE ROOT BALL IN 6" LIFTS TO BRACE TREE. DO NOT OVER COMPACT. WHEN THE PLANTING HOLE HAS BEEN BACKFILLED. POUR WATER AROUND THE ROOT BALL TO SETTLE THE SOIL. ALBEMARLE COUNTY, VIRGINIA SUBMISSION: LOOSENED SOIL. DIG AND TURN THE SOIIL TO REDUCE THE COMPACTION TO THE AREA AND 2020.05.26 [INITIAL SDP] DEPTH SHOWN. REVISION: SLOPE AND ROUGHEN SIDES OF 2021.01.21 [FINAL SDP] LOOSENED SOIL. 2021.02.22 [ARB] 2021.04.13 [ACSAI ORIGINAL GRADE 2021.05.10 [ARB] 2021.05.18 [FINAL SDP] EXISTING SOIL 2021.06.28 [ARB] 2021.10.01 [FINAL SDP] FILE NO. SITE DETAILS Mai 3X WIDEST DIMENSION OF ROOT BALL -I TREE ON SLOPE @ 25% (4: 1 ) to 50% (2: 1 of To Scale C12 Page 611-14 September 2019 Typical Traffic Control Stationary Operation on a Shoulder (Figure TTC4 2) NOTES Standard 1. For long-term stationary work (more than 3 days) on divided highways having a median wider than 81, sign assemblies on both sides of the roadway shall be required as shown (ROAD WORK AHEAD (W20-1), RIGHT SHOULDER CLOSED AHEAD (W21-5bR), RIGHT SHOULDER CLOSED (W21-5aR)'), even though only one shoulder is being closed. For operations less than 3 days in duration, sign assemblies will only be required on the side where the shoulder is being closed. Guidance 2. Sign spacing should be 1300'-1500' for Limited Access highways. For all other roadways, the sign spacing should be 500'-800' where the posted speed limit is greater than 45 mph, and 350'400' where the posted speed limit is 45 mph or less. ODHOIC 3. 4. Standard: 5. Vehicle hazard warning signals shag not be used instead of the vehicle's high -intensity amber rotating, flashing, or' oscillating lights. Vehicle hazard warning signals can be used to supplement high -intensity amber rotating, flashing, or' oscillating, lights. 6. Taper length (L) shall be at the following: Taper Length L Speed Limit (Mph) no Width Fast Remarks L=S2w/GO L==SZ 60 L=S2W/5o L=S-W160 L=SW speedT Limit (Mph) ne Wimh Feet Remarks 9 10 11 12 9 10 11 12 25 95 105 115 125 50 450 500 550 600 L=SW 30 135 150 165 180 55 495 556 605 680 L= SW 35 185 205 225 245 60 540 1 600 660 1 720 L=SW 40 240 270 295 320 65 585 1 650 1 715 1 780 L=SW 45 405 450 495 540 70 630 1 700 1 770 1 940 L=SW Limited Access highways shall use a 10OW merging taper regardless of the posted speed, for shifting taper see Table 614.2' Shoulder Taper = Y3 L Minimum 7. Channelizina device soacine shall be at the following: Channeficing Device Spacing Spae:ng Speed Limit 'n h ion Spacing 0 Speed Lhaft m h Location Spacing Speed Limit (mph) 0-35 36+ 045 1 36+ 0-35 36+ Transition 1 20' 1 40- Travel 40' 1 80' I 'Construction Access 1 80' 1 120' "Construction access spacing may be increased to this distance, but shall not exceed one access per % mile. 8. On roadways with paved shoulders having a width of 8 feet or more, channelizing devices short be used to close the shoulder in advance of the merging taper to direct vehicular traffic to remain within the traveled way. 9. The buffer space length shall be as shown in Table 611-3 on Page 611-5 for the posted speed limit. 10. A truck -mounted attenuator (TMA) shall be used on the shadow vehicle on Limited Access highways and multi -lane roadways with posted speed limit equal to or greater than 45 mph for operations with a duration greater than 60 minutes. 11. When a side road intersects the highway within the temporary traffic control zone, additional traffic control devices shall be placed as needed. I: Revision 1-4/1/2015 2: Revision 2-9/1/2019 Page 611-48 September 2019 Lane Closure Operation with Temporary Traffic Barrier' (Figure TTC-20.2) NOTES Guidaance: 1. See Table 01-5, page 6H-6, for recom nded spacing of advance warning signs. 2. SHOULDER CLOSED (W21-5a) signs should be used on Lirrdud Access Highways where there ism opportunityfor disabled vehicles to pull off the roadway (see Figure TTC-6). 3. IO'hen closing a lane, a PCA& should be used in advance of the first warning sign if all of the left side 4. If drivers cannot see a pull -off area beyond the closed shoulder, information regarding the length of the shoulder closure should be provided infector miles, as appropriate. 5. An sonergency pull%8'area should be provided per Section 6G.18 and Temporary Traffic Catarol Figure TTC-8. Standard: 6. On divided highways having a median wider than 81, right and left sign assemblies shall be required. 7. Group 2 chmnelWng device station shall be at the following: Group 2 Channellring Device Spacing Location Spacing Speed Limit (mph) 0 45 36 + Location Spacing Speed Limk (mph) Location Spacing Speed Limit (mph) 0 -35 36 + 0 45 36 + Transition 20' 40' TravelweIF 40' Ba Coretni on Accas8 80' 120' Construction access spacing may be increased m this dbtence but shall not exceed one access er'/. mile. Pa 9 Y P 8. For taper lengths, we TTC-19.1 9. See Table 611-6 for barrier transition flare rate.' When the barrier transition flare' Is on a horizontal alignment,the total offset shall be prorated around the curve in Neu of a straight-line P g flare. 10. End treatment of a barrier in order of preference: a. Where guardrail exists, attach to barrier with appropriate fixed object attachment. IN. Where cut slope exists, bury barrier into cut slope and provide for drainage as needed. c. Extend end of barrier until it is beyond the established clear zone (see Figure 2 on Page A-4 of Appendix A for clear zone values). PP ) Jr. When barrier end is inside the established clear zone attenuator service TypeI or Type e H shall be used. Refer to L&D special design drawings. 11. Barrier panels flinches in width and l2 inches in height shall be laced on to of the concrete barrier P g P P and spaced on 40' centers along the transition or taper sections and spaced on 80' centers along the parallel or tangent sections. Reflectorized surface shall be fluorescent orange prismatic lens P 8 g sheeting. The light at the beginning of the barrier run and at the breakpoint where the barrier becomes parallel to the roadway shall be a Type B flashing light. Barrier delinators shall be spaced on 20' centers along the transition or taper sections and spaced on 80' centers and centered' in- between the barrier panels along the parallel or tangent sections' approximately 24 inches up from the roadway surface. Guidance. 12. Eradication of existing pavement markings should be as shown in Figure TTC-55. 113. The barrier shown in this typical application is an example of one method that may be used to close a shoulder and lane' on a long-term project. 14. Long-term tmnsvere rumble strips maybe installed to enhance the work zone see Chapter 617, Section 6F- 99 pamgmph 12 and 13 for installation guidance and spacing. 1: Revision 1-4/112015 2: Revision 2-711/2019 September 2019 RIGHT SHOULDER CLOSED RIGHT SHOULDER AHEAD AHEAD ROAD WORK AHEAD l: Revision 1-411/2015 2: Revision 2 - 9/1/2019 Scplcmbcr 2019 Stationary Operation on a Shoulder (Figure TTC4 Maintenace of Traffic: Page 6H-15 TTC 20.2 & 23.2 to be used during entrance installation. TTC 4.2 to be used for multi -use path installation. G20-2 (V) 500' + 80' -120' - SHADOW VEHICLE REQUIRED >TMA REQUIREMENT SEE NOTE 10 ILLUMINATED FLASHING AMBER (CAUTION MODE) • SEE NOTE 9 TYPE B OR C • • • • SEE NOTE 6 • CHANNELIZING DEVICES SPACING SEE NOTE 7 NOTE 2 -5aR SEE NOTE 2 v reIGXi xoULDER LLDEfD W21-51DR AHEAD SEE NOTE 2 ROAD WORK W20-1 HEAD Lane Closure Operation with Temporary Traffic Barrier' (Figure TTC-20.2) END ROM WORN 0 z ¢ BEGINNING -�' ¢ ¢ AT ANGLE BREAK O_ Z a w T OF BARRIER \\ ~> S"LINE a \ Page 6H-49 ROAD G20-2 (V) � 500' + BARRIER PANELS SEE NOTE 11 BARRIER DELINEATOR SEE NOTE 11 j TYPE B WARNING LIGHT SEE NOTE 11 BARRIER PANELS J SEE NOTE 11 BARRIER DELINEATOR O SEE NOTE 11 300' O GROUP 2 CHANNELIZING MIN. DEVICES SEE NOTE 7 o� SEE NOTE 9 ERADICATE200' OF EXISTING O PAVEMENT MARKING �O - GUARDRAIL SEE NOTE 11 O a SEE NOTES 4 0 a ILLUMINATED FLASHING SEE NOTE 11 AMBER ARROW TYPE O SEE NOTE 3 SEE 9�-SHOULDER TAPER *N6T�E 1 ® W42R i OPTIONAL LONG-TERM EE TRANSVERSE NOTE 1 RUMBLE STRIPS KEEP uME fxss SEE NOTE 14 i R4-V7L W9-2L MEPLE LEFT IFR SEE O NOTE 1 - - naxr - sax' uxE -y _ yF uxf W9-3R CLOSED ) LLDSEO na' SEE HUD NOTE 1 ROAD ROAD 1 RORK WORK �A1 1 1 i AHEAD W20-1 AHEAD 1: Seri Joe 1- 411/21115 2: Revision 2-7/I12018 PCMS - SEE NOTE 3 Page 6H-54 Typical Traffic Control Lane Closure on a Two -Lane Roadway Using Flaggers (Figure TTC-23.2) NOTES September 2019 Guidance: 1. Sign spacing distance should be 350'-500' where the pasted speed limit is 45 mph or less, and 500'-800' where the posted speed limit is greater than 45 mph. 2. Care should be exercised when establishing the limits of the workzone to insure maximum passible sight distance in advance of the flogger station and transition, based on the posted speed limit and at least equal to orgreater than the values in Table 6H-3. Generally speaking, motorists should have a clear line ofsight from the graphictlagger symbol sign to the flagger. 3. 'To maintain efficient trafic flow in a flagging operation on a two-lane roadway, the maximum time motorists should be stopped at a flogger station is 8 minutes for high volume roadways (average daily traffic of 500 or more vehicles per day) to a maximum of 12 minutes for low volume roadways (less than 500 vehicles per day). For additional information see Section CIE. 07 z Standard: 4. Portable Temporary Rumle Strips (PTRS) shall be used as noted in Section 617.99. 5. Flagging stations shall be located far enough in advance of the work space to permit approaching traffic to reduce speed and/or stop before passing the work space and allow sufficient distance for departing traffic in the left lane to return to the right lane before reaching opposing traffic see P 1 g g PP 8 Table 6H-3 on 6H-5 Page . ) 6. AS Baggers shall be state certified and have thew' certification card in their possession when performing flagging duties (see Section 6E.01, Qualifications for Flaggers). 7. Cone spacing shall be based on the posted speed and the values in Table 611-4 on Page 6H-6.' 8, A shadow vehicle with at least one high intensity amber rotating, flashing, or' oscillating light shall be parked 80'-120' in advance of the first work crew. Option: 8. A SLOW (W2l-V 10) siAzn2 maybe rquired in this area to give advance warning of the pemtion ahead by slowing aooroachinix traffic prior to reaching the flagaer station or queued traffic. Guidance: 9. If the queue of traffic reaches the BE PREPARED TO STOP (0734) sign then the signs, and if used the PTRS should be re fasted m ester dxstanees. ad1 greater 10. When a hi hw -rail crmsin exists within or upstream o the transition area and it is anticipated that g aY 8 tflee f Pm queues resulting from the Lane closure might exteml through the highway -rail grade crossing, the temporary traffic control zone should be extended so that the transition area precedes the highway -rail crossing (see Figure 7TC-56for additional information on highway -rail crossings). Standard: 11. At night, flogger stations shall be illuminated, except in emergencies (see Section 6E.08). Qrition: 12. Cones may be eliminated when using a pilot vehicle operation or when the total roadway width is 20 feet or less. 13. For low -volume situations with short work zones on straight roadways where the flag icr is visible to road Standard:' 14. When used', three portable temporary rumble (PTRS) strips shall be installed across the entire travel lane adjacent to the BE PREPARED TO STOP (W34) sign. The portable temporary rumble strips shall be monitored and adjusted as necessary during the work shift to ensure proper placement on the roadway. When the PTRS are installed, the RUMBLE STRIPS AHEAD (W20- V26) sign shall also be utilized. 1: Revision 1-4/1/2015 2: Revision 2-9/1/2019 September 2019 Lane Closure on a Two-lane Roadway Using Flaggers dFYgtire TTC-23.2j ° 9 SaION gas ° NOUVIOI1tl1S TJ300YUtl1j ° 0 PIRG SPACING CENTER TO CENTER ( 1 POSTED/STATUTORY SPEED LIMIT S40 MPH fO FEET 41-55 MPH 15 FEET 55 MPH 20 FEET PTRS \ UNIT! SEE NOTE 4 >-nnnnnnap • O 0 0 0 0 c � OOS xsoa aros ON3 ® 02D-2 M 500 + D' - 100, MUFFER f TABLE 6H-3 BD -120, SHADOW VEHICLE REQUIRED FBUFFER 'SEE TABLE 6H-3 50' - 100, FLAGGER STATION SEE NOTES 2, 3, 5 & 6 SEE NOTE 1 ^• Pnge 611-55 SEE \ r1/ NOTE 1 8E \/ PREPARED W3A TO STOP SEE NOTE 10 ROADWAY nnnnn� SEE NOTE 1 V CENTERLINE occur SEEN O SEE NOTE 15 PTRS SEE -m SEE NOTE 4 & 14 NOTE 1 WE W204 recso SEE AHEAD NOTE 1 ROAD mm W20-1 HEAD 1: Revision I-4/112015 2: Revision 2-91112019 SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM FINAL SITE DEVELOPMENT PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.05.26 [INITIAL SDP] REVISION: 2021.01.21 [FINAL SDP] 2021.02.22 [ARB] 2021.04.13 [ACSA] 2021.05.10 [ARB] 2021.05.18 [FINAL SDP] 2021.06.28 [ARB] 2021.10.01 [FINAL SDP] FILE NO. 19.006 MAINTENANCE OF TRAFFIC C13