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HomeMy WebLinkAboutSDP201900051 Plan - Other (not approved) Initial Site Plan 2019-08-260 73 E Y 0 N N 00 C 0 W 0 a 3 a BEAVER CREEK - MEDICAL OFFICE BUILDING NOTES TAX MAP PARCEL AND OWNER INFO: PARCEL 06000-00-00-03800 WEST END SHOPS -WEST LLC 2246 IVY ROAD, SUITE 5 CHARLOTTESVILLE, VA 22903 ZONING: HC - HIGHWAY COMMERCIAL ENTRANCE CORRIDOR OVERLAY MAGISTERIAL DISTRICT: JACK JOUETT SOURCE OF SURVEY, BOUNDARY, AND TOPOGRAPHY: TIMMONS GROUP 28 IMPERIAL DRIVE STAUNTON, VA 24401 (504) 885-0920 CONTACT: MICHAEL W. DORSEY CONDUCTED: 7/18/2019 DATUM: VERTICAL: NAVD88 SETBACKS FRONT (BUILDING): 10 FT (MINIMUM) FROM ROW OR EXTERIOR EDGE OF SIDEWALK IF THE SIDEWALK IS OUTSIDE OF THE ROW; 30 FT (MAXIMUM) FRONT (PARKING): 10 FT FROM PUBLIC STREET ROW SIDE AND REAR: ADJ. TO RESIDENTIAL: 50 FT (STRUCTURE), 20 FT (PARKING) ADJ. TO COMMERCIAL: IN ACCORDANCE WITH BUILDING CODE STEPBACKS: 15 FT FOR EACH STORY THAT BEGINS ABOVE 40 FT IN HEIGHT OR FOR EACH STORY ABOVE THE THIRD STORY, WHICHEVER IS LESS PRESENT USE: COMMERCIAL (NEIGHBORHOOD SHOPPING CENTER) PROPOSED USE: ±26,600 SF MEDICAL OFFICE SPACE REQUIRED PARKING PER ORDINANCE: MEDICAL OFFICE: (26,600 SF x 0.8) X (1 SPACE / 200 SF) = 106 SPACES PROPOSED PARKING: 102 SPACES PARKING WAIVER TO BE SUBMITTED WITH FINAL SITE PLAN ADA PARKING REQUIRED: 5 SPACES (AT LEAST 1 VAN ACCESSIBLE SPACES) (PER 2012 VCC) ADA PARKING PROVIDED: 5 SPACES MAXIMUM BUILDING HEIGHT: 65 FEET PROPOSED DISTURBED AREA: 1.38 ACRES EXISTING IMPERVIOUS AREA: 0.88 ACRES PROPOSED IMPERVIOUS AREA: 1.15 ACRES PROPOSED OPEN SPACE: 0 ACRES PROPOSED RECREATION AREA: 0 ACRES TRIP GENERATION LAND USE: MEDICAL OFFICE BUILDING ITE CODE: 720 AMOUNT: 26,600 UNITS: SF (GFA) WFFKnAY ADT AM PEAK HOUR PM PEAK HOUR 926 IN 58 OUT 36 TOTAL 94 IN 43 OUT 66 TOTAL 109 INITIAL SITE PLAN COUNTY OF ALBEMARLE, VIRGINIA 08/26/2019 M A D I S 0 N PARK CONDOS Q UNIVERSITY VILLAGE CONDOS H U N T I N G T 0 N VILLAGE 0 Sedcnaj C i1 zsc ply The Ivy Inn Q John Paul Jones wY Rd Shenandoah Joe Ivy SITE 19 LOCATION St. Anne s-Belfield POPLAR GLEN School Q zso QS F� P� LEWIS MOUNTAIN a r St Thomas Aquinas Church �e w;s M VICINITY MAP 1=1000' DEVELOPER: TURNER ENTERPRISES 250 WEST MAIN STREET, SUITE 201 CHARLOTTESVILLE, VA 22902 CONTACT: JOHN THIER TELEPHONE: (434) 533-0788 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVENUE, SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: CRAIG KOTARSKI, P.E. TELEPHONE: (434) 327-1688 Sheet List Table Sheet Number Sheet Title C0.0 COVER SHEET C1.0 NOTES AND DETAILS 1 C1.1 NOTES AND DETAILS 2 C1.2 NOTES AND DETAILS 3 C1.3 NOTES AND DETAILS 4 C2.0 EXISTING CONDITIONS C2.1 DEMOLITION PLAN C4.0 SITE PLAN C5.0 GRADING AND DRAINAGE PLAN C5.1 SIGHT DISTANCE PROFILES C6.0 STORMWATER MANAGEMENT PLAN L1.0 LANDSCAPE PLAN L2.0 LANDSCAPE NOTES AND DETAILS TOTAL = 13 SHEETS UTILITY DEMANDS WATER FLOW (AVERAGE DAILY DEMAND) AVERAGE FLOW RATES (FROM TABLE A 12VAC5-590-690, VDH WATERWORKS REGULATIONS): OFFICE: 250 GPD/1,000 SF = 26,600 X 250 GPD/1,000 SF = 6,650 GPD AVERAGE HOUR: 6,650 / 24 = 277 GALLONS PER HOUR MAX HOUR = 300% OF AVERAGE HOUR = 277 X 3 = 831 GALLONS PEAK DOMESTIC DEMAND = MAX HOUR X 2 = 831 X 2 = 1,662 GALLONS SEWER FLOW (AVERAGE DAILY FLOW) OFFICE: 26,600 SF X (250 GPD PER 1,000 SF) = 6,650 GPD SIGNATURE PANEL: DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING & ZONING ENGINEERING INSPECTIONS ARCHITECTURAL REVIEW BOARD DEPARTMENT OF FIRE AND RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION HEALTH DEPARTMENT APPROVAL DATE " �jl w h.Ply 0 TMa� CR.r IGW J. LgFARS&z r> ,ice No. 0402048507 UNAIL b M E O O M U N N � Q O > E W O E F U �! � � w o w < YJ L M a- J U co W J N Q N U' Lu N z ' �x Cn 2 N = U > � a �Ln O a' N � L M d � c0 J 1 O W Z 0 z O d U U' U" z O U) > W W Q 0 DATE 812612019 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE N/A V z J H� M� W w U Hq LL LL O� z J Uj > > I11 = U z w 1­4 o Q U W WJ w QO > w U m Q Y w w oC U oC w Q w ao JOB NO. 43567 SHEET NO. C0.0 L GENERAL NOTES 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO BEGINNING CONSTRUCTION. 2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A) 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE SUBGRADE. 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF WAY. (N/A) 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE OF ROAD. (N/A) 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM SLOPE OF 0.004 ft./ft. 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2006 UNIFORM STATEWIDE BUILDING CODE, 2006 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI A117.1-03. 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT THE END OF THE DAY 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. 34. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY THE BUILDING DEPARTMENT. 35. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND MUST 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 2A (HORIZONTALMERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3A OR BETTER ARE TO BE ACHIEVED. 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). BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) ACSA GENERAL WATER & SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 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 THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE 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). ROADS LEGEND TRAFFIC STOP BAR ® STORM PIPE & STRUCTURE NO. �® DROP INLET & STRUCTURE NO. CURB CURB & GUTTER DRY CURB & GUTTER PROPOSED PAVEMENT PAVED DITCH JUTE MESH DITCH -� CENTERLINE OF DITCH { BENCH MARK CLEARING LIMITS R-1 VDOT STANDARD STOP SIGN 200 EXISTING CONTOUR 200 PROPOSED CONTOUR + 240.5 EXISTING SPOT ELEVATION TC 240.5 PROPOSED SPOT ELEVATION 1O PARKING COUNT ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES General Construction Notes SEWER - S EXISTING SANITARY SEWER 6" W 0. 6" W T+ 6" w NT '1 EXISTING WATER LINE PROPOSED WATER LINE PROPOSED VALVE PROPOSED TAPPING SLEEVE PROPOSED FIRE HYDRANT (COMPLETE) GRADING TC = TOP OF CURB BC = BACK OF CURB EP = EDGE OF PAVEMENT TW = TOP OF WALL BW = BOTTOM OF WALL TS = TOP OF STAIRS BS = BOTTOM OF STAIRS N/A = NOT APPLICABLE TO THIS PROJECT Albemarle County Engineering Final Plan General Notes Page I of 4 1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to 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 achieved. 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). " h.Ply TMa� CR.t IGW J. L9FAR 1',> Lic. MI6. 0402048507 - NAIL M E 0 M O N N � Q O > E w ai ~vQ'i� Q LL o LL L w O r6 Cl� W = M QJ U 00 a w J - Lfl N Q N U' LLI N x QO�Q OJG a� " = U > � a . CLn rn O N N L M a� CO J CD LU IL 0 (A Z 0 w Q 0 DATE 812612019 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE N/A LJ z 1-_q 0 J H� M� W W U Hq LL LL O z J (� Q Q > Ill Uz0 > 0 H� O Q w Q LLJ J C w G LL, ED I- Q O LIJ LLU W U JOB NO. 43567 SHEET NO. C1.0 L CG-9D A -EX-1 1112 WIDTH OF ENTRANCE WIDTH OF FNTRAN(`F EXISTING OR PROPOSED SIDEWALK OR SIDEWALK SPACE C EXPANSION JOINT oil Li da za ui w EXPANSION JOINT EDGE OF PAVEMENT EXPANSION JOINT o /O /q w z +✓ J � � U � w r r CURB INCLUDED IN w g ENTRANCE GUTTER U lJ Ul C w U zQ r � z r w Z w FLOW LINE O Z ENTRANCE WIDTH DESIRABLE MNIMUM 16' ABSOLUTE MINIMUM 12' A _�X_j HALF PLAN UNPAVED SIDEWALK SPACE SPACE NORMAL GUTTER ® S OF PEDESTRIAN — — — —� © LIMITS OF PEDESTRIAN SS ROUTE = ACCESS ROUTE INPAVED SPACE NON -TRAVERSABLE UNPAVED SPACE WIDTH OF ENTRANCE LIMITS OF PIED ESTRIA NON TRAVERSABLE LIMITS OF PEDESTRIAN SLOP ACCESS ROUTE CCESS ROUTE PEDESTRIAN ACCESS ROUTE DETAILS WITH & WITHOUT UPAVED SPACE ADDITIONAL RIGHT-OF-WAY IS REQUIRED IF THE LIMITS 1' 3" OF PEDESTRIAN ACCESS ROUTE QQ EXTEND BEYOND EXISTING OR PROPOSED VDOT RIGHT -OF WAY. I,�S" � ® PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED AND �. �. �• USED BY PEDESTRIANS. IF PEDESTRIAN ACCESS ROUTES ® ARE BEING PROVIDED, A MINIMUM 4' TRAVERSABLE WIDTH IS REQUIRED WITH A MAX. 21 CROSS SLOPE. SECTION B-B WHEN USED IN CONJUNCTION WITH STANDARD OR CG 7, THE CURB FACE ON THIS 21-p STANDARD IS TO BE ADJUSTED TO MATCH III --mil THE MOUNTABLE CURB CONFIGURATION. *0%ITO 10% CHANGE 6" AGGREGATE BASE / CLASS A3 (H.E.S.) CONC. TYPE I SIZE 21B 5'-0.. POINT OF GRADE CHANGE 12% MAX. SLOPE B AND GUTTER ONLY X X 12 % MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS SIDEWALK CURB AND GUTTER * * * 3 % MAXIMUM DECREASE IN SLOPE FOR FIRST 10' INTERVAL AND BUILT CONCURRENTLY 8 % MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS SECTION A -A ROAD AN \BRDDGEOTANDARDS STANDARD ENTRANCE GUTTER SHEET 1 OF 1 I REVISION DATE 203.03 07/15 VIRGINIA DEPARTMENT OF TRANSPORTATION NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) WILL BE PAID FOR AS RADIAL CURB. 4, THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3" (15" DEPTH) OR INCREASED AS MUCH AS 3" (21" DEPTH)IN ORDER THAT THE BOTTOM OF CURB WILL COINCIDE WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE. OTHERWISE, THE DEPTH IS TO BE 18" AS SHOWN. NO ADJUSTMENT IN THE PRICE BID IS TO BE MADE FOR A DECREASE OR AN INCREASE IN DEPTH. 5 CG-2 IS TO BE USED ON ROADWAYS MEETING THE REQUIREMENTS FOR CG-6 AS SHOWN IN APPENDIX A OF THE VDOT ROAD DESIGN MANUAL, IN THE SECTION ON GS URBAN STANDARDS. �2" RADIUS o. DD `° Doe D. SURFACE 0, A D BASE D D D D 6" 12" ACCEPTABLE ALTERNATIVE IF CURB IS EXTRUDED SPECIFICATION REFERENCE 105 502 w r 0 Z N STANDARD 6" CURB VIRGINIA DEPARTMENT OF TRANSPORTATION •. I _2" R 9 D " D O D 6" r-1 o. o• o• o. o • o o . o . o . o •oo 0 0 SECTION C-C o . o . o • .o. ,000000 o0 0 SECTION D-D SPECIFICATION REFERENCE 502 CG-2 NtVD= ROAD AND BRIDGE STANDARDS REVISION DATE SHEET 1 OF 1 201.01 CG-6 NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. COMBINATION CURB & GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL BE PAID FOR AS RADIAL COMBINATION CURB & GUTTER. 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER,THE BOTTOM OF THE CURB & GUTTER SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWABLE CRITERIA FOR THE USE OF CG-6 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SHOWN IN APPENDIX A OF THE ROAD DESIGN MANUAL IN THE SECTION ON GS URBAN STANDARDS. Q Q Q Q Q n D D D D D D D D D D b. t� t> �— D D D — — — — _ — — — — THIS AREA MAY BE CONCRETE AT THE OPTION OF THE CONTRACTOR THE BOTTOM OF THE CURB AND 2'-0" GUTTER MAY BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A MINIMUM DEPTH OF 7" IS MAINTAINED. SPECIFICATION REFERENCE COMBINATION 6" CURB AND GUTTER 105 502 VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGESTANDARDS REVISION DATE ESHEET 1 OF 1 201.03 R-Y4" CONTROL JOINT SPACED AT WIDTH OF WALK 1„ a°•° ° a ° EXPANSION JOINT AT MAX OF 30', WITH ° %4"� ° PREMOLDED EXPANSION FILLER 4. NON -SLIP BROOM FINISH VARIABLE WIDTH' CONC. WALK 6' LENGTH MAX. CROSS SLOPE 2% 0.5' FROM EP \\ \\ \\ O O O O O O O O O O O O O \\ \\ . d • •° ° ° d ° c ° c a °° d ° da ° r ' • ` • ° • • d d d .o •o ° ao ANCHOR WITH 5/8" REBAR O O O O o IMBEDDED 24" IN GROUND; o o o 0 0 o Q o 0 o 0 o o o 0 2 PER WHEEL STOP 4 3,000 PSI AIR -ENTRAINED CONCRETE \ \ \ \ \ \ \ \ \ 1 \ \ \ \ \ \ \ \ \ \ \ \�\���\�\�/ ° COMPACTED SUBGRADE 4" TYPE 21 B STONE COVER COMPACTED SUBGRADE 4" 21-B STONE DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ° a ACCORDANCE WITH VDOT STANDARDS. ° CONCRETE SIDEWALK JOINT DETAIL � ° No Scale STEEL CAP PRECAST CONCRETE WHEEL STOP CONCRETE SIDEWALK PAVEMENT SECTION No Scale NO Scale 6" DIA. STEEL PIPE FILLED WITH CONCRETE AND POWDER COATED RESERVED RESERVED EXPANSION JOINT WITH 3.5' (COLOR TO BE PARKING PARKING PREMOLDED EXPANSION SELECTED BY OWNER) FILLER, "ZIP STRIP" OR EQUIV., SEAL WITH SILICONE SEALANT 1/4" SEALANT PAVEMENT PATCH NON -SLIP BROOM FINISH WWF 6x6 W2.9xW2.9 PENALTY PENALTY 2" • Nmr�11=1101 R11=11 111I1I1I1_ I $M-MRNE $W-�lFINE10" ° ° ;• -III—III—III=1 I I TOW AWAY ZONE TOW AWAY ZONEl= � ° 3,000 PSI AIR ENTRAINED PORTLAND °° °a CEMENT CONCRETE n s < • 3.5' d < a Z-O" DIAMETER VAN 6' ABOVE AOCESSIBLE 6' ABOVE 6" TYPE 21A STONE COVER • d PSI CON CONC. FOOTING FINISHED FINISHED / �— COMPACTED SUBGRADE 11.2) d•• GRADE GRADE /� /\,� �\ /� / /\ (CBR 2" MINIMUM CONCRETE BELOW STEEL PIPE SPACES SHALL BE IDENTIFIED BY ABOVE GRADE SIGNS AS RESERVED FOR PHYSICALLY DISABLED PERSONS. PROVIDE ONE (1) R-7-8 SIGN AT EACH PARKING SPACE INDICATED ON SITE PLAN. SIGN SHALL BE ALUMINUM (PAINTED WHITE) BOLLARD DETAIL WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL. SIGN SHALL BE PLACED ON STEEL POST 1-1/2" O PAINTED BLACK SET IN MIN. 2' OF CONCRETE. VA. SIGN FOR THE DISABLED ON 0.80 GAUGE DENOTES CONCRETE SERVICE AREA PAVEMENT ON PLANS No Scale CONCRETE BUMPER BLOCK ANCHOR WITH 5/8" REBAR ALUMINUM. COLORS: GREEN BORDER & IMBEDDED 24" IN GROUND HANDICAP SIGN LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, LOCATION (VAN) WHITE BACKGROUND. HEAVY DUTY CONCRETE SECTION No Scale HANDICAP SIGN LOCATION (TYP.) PARKING SIGNS FOR THE DISABLED No Scale 0 O O EOP EDGE OF PAVEMENT PAINTED 18' 18' 2% MAX. PER I 2.0" ASPHALTIC CONCRETE SURFACE �4„ VDOT 4" SPEC. PAINTED COURSE - SM-9.5A STRIPE ° °FUNEEMEMEMER//3.0" INTERMEDIATE BASE COURSE - BM25.0 (TYPICAL) 9' a ° e ° 6„ a ° o 0 0 0 0 0 0 8' 5' 8' 11' 5' 1 I _ ° a ° ° TYPICAL VAN ACCESSIBLE ACCESSIBLE EP o 0 0 o O O O 8" TYPE 21-B AGGREGATE SUBBASE COURSE o 0 0 0 0 0 0 HANDICAP SPACES REGULAR SPACE 5' COMPACTED SUBGRADE DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS TYPICAL PARKING SPACE DETAILS CURB TRANSITION DETAIL No Scale No Scale EXISTING PAVEMENT PROPOSED PAVEMENT HEAVY DUTY ASPHALT PAVEMENT SECTION SIGN No Scale STD. U POST a_ SAWCUT THROUGH a MATCH EX. CROSS GALVANIZED U EX. SURFACE w SLOPE UNLESS OTHERWISE X COURSE w SPECIFIED ON PLANS w & REMOVE PAVEMENT PROPOSED 2' MIN. SURFACE 2" + COURSE 6' EXISTING 2.0" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A PAVEMENT POST TO BE Do 0 0 0 0 0 0 8" TYPE 21 B AGGREGATE BASE COURSE DRIVEN MILL EX. SURFACE COURSE SAWCUT EX. BASE COURSE ��/������/���/���/���/���/���/��/`� COMPACTED SUBGRADE EDGE OF PAVEMENT AGGR. BASE , NOTE: PROPOSED PAVEMENT MUST TIE DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS I III IN WITH EXISTING PAVEMENT SIGN AND POST DETAIL PAVEMENT REPLACEMENT JOINT DETAIL LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale No Scale No Scale S Q C1 TG W J. K.OTARS KI Lie. No. 0402048507 906i:-70NAL M E CD M U N N � > E w ~U LL Q LL O LJ O (p i Cl� YJ L M Qa J U 00 W J — Ln F-0 01� C��D W rj ON �x Q O Q Ln 2 N = U a CLn O a' a--� N � M a � 00 J CD Lu z O d U U) W z O U) w w Q 0 DATE 812612019 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE N/A V z 1�_q 0 J H� M� W w U 1�_q L N OQ z r-i J J � � < > w Uz > Hq Q 0 O � Z wJ LLl Q Q C+ , rn z LLI w ED Q O Y w w oC U oC w Q w co JOB NO. 43567 SHEET NO. C1.1 L T-11/2" 3'-11/z" 3-4/2" GR-2A (3'-1V2" POST SPACING) MAX DYNAMIC DEFLECTION - 2' � gff�T LI � CRT POST r, n N x HEIGHT TOLERANCE *- /4" GR-2 (6'-3" POST SPACING) MAX DYNAMIC DEFLECTION - 3' NOTES: GUARDRAIL LOCATIONS SHOWN ON PLANS ARE APPROXIMATE ONLY AND CAN BE ADJUSTED DURING CONSTRUCTION IF AND AS DIRECTED BY THE ENGINEER. FOR DETAILS OF POST AND BLOCKOUTS SEE SHEET NO. 501.05. FOR DETAILS OF RAIL ELEMENT, RAIL SPLICE JOINT, W-BEAM BACK-UP PLATE, AND ASSOCIATED HARDWARE SEE SHEET NOS. 501.01 AND 501.02. RAIL ELEMENTS ARE FURNISHED SHOP CURVED FOR RADII BETWEEN 5 FEET AND 150 FEET. ALL GUARDRAIL POSTS SHALL BE SET PLUMB. POST SHALL NOT BE SET WITH A VARIATION OF MORE THAN A" FROM VERTICAL. W-BEAM, BLOCKOUTS, AND POSTS SHALL BE SET AND ALIGNED WITHOUT ALTERATION OR FORCE, AS PER SECTION 505 OF THE SPECIFICATIONS. ALL GR-2 AND GjR-2ARAIL SHALL BE MAINTAINED AT A HEIGHT OF 27 4' 4" TOLERANCE BASED OFF THE FINISHED GRADE CENTERLINE ELEVATION, PAVEMENT CROSS SLOPE, OR SHOULDER SLOPE. ALL W-BEAM RAILS SHALL BE LAPPED IN THE DIRECTION OF VEHICULAR TRAVEL FOR THE FINISHED ROADWAY. GR-2,2A SHEET 1 OF 2 SPECIFICATION REFERENCE STANDARD BLOCKED -OUT W BEAM GUARDRAIL (STRONG POST SYSTEM) 221 REV. 7/05 505 VIRGINIA DEPARTMENT OF TRANSPORTATION 501.04 SlFp 74• �l I r 0" v I/e" R TYPICAL SECTION (DIMENSIONS MAY VARY WITH MANUFACTURER'S DESIGN) GALVANIZED STEEL STEP ST-1 #4, GRADE 60, REINFORCING ROD ENCASED IN A CORROSION RESISTANT RUBBER OR OTHER MATERIAL APPROVED BY THE ENGINEER. (DIMENSION MAY VARY WITH MANUFACTURER'S DESIGN) CORROSION RESISTANT MATERIAL !q'-14 REINFORCING ROD CAL SECTION N NOTES: STEPS WILL BE REQUIRED IN ALL STRUCTURES WITH A DEPTH OF 4'-0" OR GREATER UNLESS OTHERWISE NOTED ON THE PLANS. I d 4/z ALL STEPS SHALL PROTRUDE 41/z" FROM INSIDE FACE OF fO STRUCTURE WALL. MAXIMUM STEP SPACING TO BE 16" C-C. STEPS SHALL WITHSTAND A MINIMUM FORCE OF 300 POUNDS WHEN EXTENDED 41/z"FROM THE FACE OF THE SUPPORT. STEPS ARE TO BE VERTICALLY ALIGNED AND UNIFORMALY SPACED FOR THE ENTIRE DEPTH OF ANY STRUCTURE. IN PRECAST UNITS STEPS MAY BE CAST IN PLACE, MORTARED INTO HOLES PROVIDED BY THE FABRICATOR, OR DRIVEN. MINIMUM OF 3" EMBEDMENT STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THEY MEET THE MINIMUM REQUIREMENTS SHOWN HEREON AND THE CONTRACTOR HAS FURNISHED THE ENGINEER WITH DETAILS AND CERTIFIED TEST REPORTS OF THE PROPOSED SUBSTITUTE AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS. ALL STEPS INSTALLED SHALL BE PROVIDED WITH SLIP -RESISTANT SURFACES SUCH AS BUT NOT LIMITED TO, CORRUGATED KNURLED, OR DIMPLED SURFACES, ALUMINUM STEPS SHALL BE FABRICATED IN ACCORDANCE WITH ASTM B221, ALLOY 6005-T5. THAT PORTION OF THE STEP ENCASED IN MASONRY SHALL BE UNIFORMLY COATED WITH A BITUMIMOUS, SOLVENT TYPE, ASBESTOS FILLED ALUMINUM PIGMENTED COATING CONFORMING TO FEDERAL SPECIFICATION TC-C-00498A. ALUMINUM STEP SPECIFICATION l�/�'r REFERENCE STANDARD STEP ROAD AND BRIDGE STANDARDS VIRGINIA DEPARTMENT OF TRANSPORTATION REVISION DATE SHEET 1 OF 1 106.09 ■ .4 TRANSITION BETWEEN 4 PIPE DIAMETERS WHEN DIFFERENT SIZES OF PIPES ARE ENCOUNTERED. SHAPE TO ELEVATION OF MID -POINT OF LARGEST PIPE. I I SHAPE TO CONTOUR I I OF PIPE I I I I I SLOPE TO DRAIN TO INVERT OF OUTLET PIPE SECTION A -A METHOD OF TREATMENT IN DROP INLETS NOTES: SHAPING OF MANHOLE AND INLET INVERTS IN ACCORDANCE WITH THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED ON PLANS OR WHERE INVERT OF PIPE IS ABOVE INVERT OF \ SLOPE TO DRAIN TO INVERT OF STRUCTURE. OUTLET PIPE MANHOLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A n v PORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS A3 OR CLASS C1,EXCEPT THAT 25/. OF COARSE AGGREGATE MAY BE / UP TO 4" IN DIAMETER AND CONSIST OF STONE, BROKEN BRICK, BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE SHALL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NONE OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. a ' DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE - 4 - 4 PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED - INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES. SECTION B-B PLAN METHOD OF TREATMENT IN MANHOLES 1` STANDARD METHOD OF SHAPING SPECIFICATION REFERENCE ROAD AND BRIDG�TANDARDS MANHOLE & INLET INVERTS SHEET 1 OF 1 REVISION DATE VIRGINIA DEPARTMENT OF TRANSPORTATION 302 106.06 MAX. 6'-0" MAX. 6'-O" GRIPPING RAIL SEE ROAD PLANS '(� FOR RETAINING HR-1 O.C. 3/q" NPS PIPE PICKET WALL DETAILS. I�41/z" O.C. 5/e" SOLID PICKET MAX. 6'-0"- MAX. 6'-0" I �/z" DIA. SOLID STEEL SMOOTH I ROD (TYPOR I i1''PSITANDAARDPIPE GROUNDING ELECTRODE RAIL EXPANSION JOINTS AT 7' 3" MAX. ANCHOR BOLTS 4 " O.C. III INTERVALS NOT EXCEEDING 30 FEET. (TYP.) POSTS :2" MIN. NPS (2.375" O.D.) SCHEDULE 80 PIPE Co 12" RETAINING WALL RAILS 2" MIN. NPS (2.375" O.D.) SCHEDULE 40 PIPE MI N EXPANSION JOINT PICKETS : 3/q' MIN. NPS (1.05' O.D.) SCHEDULE 40 PIPE 3" MAX. s OR /" MIN. SOLID STEEL SMOOTH ROUND ROD HR-1 TYPE II PEDESTRIAN RAILING ANCHOR BOLTS (FOR USE ALONG SIDEWALKS AND RAMPS) M SEE ROADWAY PLANS OR TYPICAL SECTIONS 2" min. 12 FOR DISTANCE TO 1'/2" NPS SCHEDULE 40 PIPE MIN CONCRETE STEPS POSTS : 1�/Z" MIN. NPS (1.90" O.D.) SCHEDULE 80 PIPE SIDEWALK OR SHARED USE PATH. GRIPPING RAIL GROUNDING RAILS 11/2" MIN. NPS (1.90" O.D.) SCHEDULE 40 PIPE 12" 2�/4" min. MIN. ELECTRODE HR-1 TYPE I HANDRAIL (FOR USE ALONG STEPS) NOTES SOLID STEEL 1. THE SMOOTH ROUND ROD CONTRATOR SHALL SUBMIT DRAWINGS DETAILING ALL ASPECTS OF FABRICATION AND INSTALLATION OF RAILING, CONCRETE FOOTING TO INCLUDING CONCRETE FOUNDATIONS FOR APPROVAL BY THE BE DESIGNED BASED ON GRIPPING RAIL DETAIL ENGINEER PRIOR TO INSTALLATION. SHOP DRAWINGS SHALL SOIL CONDITIONS. 12" ANCHOR BOLTS (FOR USE ALONG SIDEWALKS AND RAMPS) BE SIGNED AND SEALED BY A PROFFESSIONAL ENGINEER, MIN. HOLDING A VALID LICENSE TO PRACTICE ENGINEERING IN GRIPPING RAIL SHALL BE INSTALLED WHEN THE COMMONWEALTH OF VIRGINIA. THE SIDEWALK OR RAMP GRADES ARE EQUAL 2. ALL RAILING COMPONENTS AND FASTENERS SHALL BE GALVANIZED IN EARTH FOUNDATION DETAIL TO PERCENT. EA WITHAND RAILOWILLR BETER NCIDENTAL TO COST OF (FOR USE WITH TYPE RAILINGS) TO ACHIEVE COATING ONAD AALL SURFADGE CES VENTING AND II & III THE RAILING. DRAINAGE HOLES FOR GALVANIZING SHALL BE INCLUDED IN THE SHOP DRAWINGS. 3. ALL FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A307, -� MAX. 6'-0" MAX. 6'-0" ASTM A563,AND ASTM F844. ALL ANCHOR BOLTS SHALL BE IN 4�/Z" O.C. 3/q" NPS PIPE PICKET SEE ROAD PLANS FOR RETAINING ACCORDANCE WITH AASHTO M314, GRADE 36. 4. A CHEMICAL ANCHOR SYSTEM FROM VDOT'S APPROVED MATERIAL O.C. I%" SOLID PICKET 4 WALL DETAILS. LIST MAY BE USED IN LIEU OF CAST IN PLACE ANCHORS AND SHALL BE INCLUDED IN THE SHOP DRAWINGS. 5. POSTS SHALL BE MITERED TO MATCH GRADE OF RAMPS, SIDEWALKS, AND STEPS. I 6. HANDRAILS SHALL MATCH GRADE OF RAMPS SIDEWALKS AND STEPS. o 7. ALL POSTS AND PICKETS SHALL BE SET PLUMB. Eu N 8 ND EFFECTIVELY RAILINGS SHALL BE RNSTDALLATION LACCORDANCE GROUNDING MATERIALS TO IN WITH ST'D. FE-6. COMMERCIALLYAVAILABLE 9 IN LIEU LAG SYSTEMS MAY BE I OF DESIGNING FABRICATING THE RAILING. DOCUMENTATION FROM 1' THE MANUFACTURER VERIFYING THAT PROJECT REQUIREMENTS ARE RAIL EXPANSION JOINTS AT BOLTS MET WITH THE RAILING SYSTEM SHALL BE SUBMITTED WITH THE INTERVALS NOT EXCEEDING 3" MAX. INSTALLATION DRAWINGS AND APPROVED BY THE ENGINEER IN 30 FEET. ACCORDANCE WITH NOTE 1. 1`3" POSTS 2' MIN. NPS (2.375" O.D.) SCHEDULE 80 PIPE 10. HANDRAIL TO BE IN ACCORDANCE WITH THE LATEST EDITION OF RETAINING WALL RAILS : 2" MIN. NPS (2.375" O.D.) SCHEDULE 40 PIPE THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE. EXPANSION JOINT PICKETS 3/q" MIN. LAPS (1.05" O.D.> SCHEDULE 40 PIPE I 11. THIS HANDRAIL IS TO BE USED ONLY AS A PROTECTION FOR OR s MIN. SOLID STEEL SMOOTH ROUND ROD GROUNDING PEDESTRIANS AND SHOULD NOT BE PLACED IN ANY LOCATION HR 1 TYPE III BICYCLE RAILING ELECTRODE WHERE IT MIGHT BE SUBJECT TO ANY VEHICULAR IMPACT. (FOR USE ALONG SHARED USE PATHS) FOR VEHICULAR PROTECTION STANDARD GUARDRAIL SHOULD BE USED. SPECIFICATION A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. 1vpOT REFERENCE STANDARD HANDRAIL ROAD AND BRIDGE STANDARDS 105 METHOD OF LOCATING AND ERECTING 238 REVISION DATE SHEET 1 OF 1 504 VIRGINIA DEPARTMENT OF TRANSPORTATION 7/11 601.05 1'- 0" (TYP.) O N o A- 00 - A- O 1 45° CHAMFER - STEEL BOLLARD (EXTERIOR) (TYP.) EXIST GRAD METAL INSPECTION FRAME W/SOLID LID (NEENAH R-1975 OR EQUIVALENT) L_ 3" CONCRETE COLLAR --CRUSHED STONE BEDDING 6" DI CLEANOUT PL UG AT END OF LINE CLEANOUT DETAIL No Scale v 4® v v v4 ��Q �� �\ 4/ I 4 d4 O 41� I lam I O B 4 4 v 4 ° 4 d G v G v I As ° 4 v 4 v ° 8 4 e 2'a 04 44 O 4 v 4 9 4 4 ° 4 ° 4 4 4 17'-0" STEEL BOLLARD (INTERIOR) (TYP ) 6' - 0" (TYP.) V-0" (TYP.) $ MASONRY DUMPSTER SCREENING WALL (8" WIDTH X 7'-0" HEIGHT) (REFER TO fARCHITECTURAL PLANS FOR DETAILS) l�STEEL BOLLARD (EXTERIOR) (TYP.) DUMPSTER GATE (SEE DETAIL THIS SHEET) DENOTES DUMPSTER (2 PER DUMPSTER PAD) LAYOUT 4X4 6/6 WELDED �21 1 WIRE MESH - 1. - 0 14 4 1 6" CLASS A3 CONC. 4" 21A STONE -COMPACTED SUBBASE DETAIL N CONCRETE DUMPSTER PAD NOTE : CONTRACTOR TO VERIFY WITH ON -SITE GEOTECHNICAL ENGINEER FOR FINAL CONCRETE DETAILS. Z_ 17' - 1 " IZ W H- 1x6x6 TREATED BOARDS \ BOLTED TO IRON FRAME WMEWI MMI1�������1j e . e DUMPSTER PAD & ENCLOSURE DETAIL No Scale NOTE( MIN, 60' DIAMETER MANHOLE REQUIRED, 'EP MANHOLE PVC CROSS God USE APPROVED FLEXIBLE RUBBER sour. Qy 2 _ p Q STOPGASKETED pip 27' IDROP PIPE PIPE STRAPS (STAINLESS STEEL) rc SPACED EVERY 2' VERTICALLY _-90' RESTRAINED BE s 4, MAIN ° SEWER ° ' UPIPE - ° PLAN PROFILE MIN, 6' BEDDING WITH NO. 6B STONE 1. HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN TWO (2) FEET. 2. VERTICAL DROP PIPE SHALL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO THE DROP FITTING WITH STANDARD GASKETJOINT. 3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADE OF STAINLESS STEEL. 4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT TO SPRING LINE OF MANHOLE INVERT. 5. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FLOW. 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS. 7. MINIMUM 72" DIAMETER MANHOLE REQUIRED FOR A SINGLE 10" OR 12" DIAMETER DROP CONNECTION, OR TWO 8" DIAMETER DROP CONNECTIONS. STANDARD INTERNAL DROP CONNECTION N.T.S. FIG. S-1-C2 TD-30 NDTE- MIN, 60' DIAMETER MANHDLE REQUIRED. M.H. STEP 4 (TYP.) DROP MANHOLE PVC CROSS 2' (' e o USE APPROVED FLEXIBLE RUBBER y('' 0 o BOOT, p o= p p0 6' GASKETED pQ STOP COUPLING p� DROP PIPE PIPE STRAPS (STAINLESS STEEL) o SPACED EVERY - 2' VERTICALLY ° a 90' RESTRAINED BEND SEWER INFLUENT a PIPE ° a > MAIN EW a s a 'c • 4• PIPEER PLAN PROFILE MIN, 6' BEDDING WITH NO. 6B STDNE 1. HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN TWO (2) FEET. 2. VERTICAL DROP PIPE SHALL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO THE DROP FITTING WITH STANDARD GASKET JOINT. 3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADE OF STAINLESS STEEL. 4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT TO SPRING LINE OF MANHOLE INVERT. 5, DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT45 DEGREES, INTO THE FLOW. 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS. 7. MINIMUM 72" DIAMETER MANHOLE REQUIRED FOR A SINGLE 10" OR 12" DIAMETER DROP CONNECTION, OR TWO 8" DIAMETER DROP CONNECTIONS. STANDARD INTERNAL DROP CONNECTION N.T.S. FIG. S-1-C2 TD-30 24 8"MIN EMBEDMENT SPRING LINE O OF PIPE NO. 68 STONE - - REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5' IN ANY DIMENSION -INTIAL BACKFILL* (6" LIFTS) * THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER -HAUNCHING -BEDDING 6" max 4" min -FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE ,`FALL 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 NTS FIG. S-3 TD-34 PLACE 5' GALVANIZED WITNESS POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS b AS DIRECTED. MARKER LOCATION MAY BE SUBJECT a TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE - o I II ADJUSTABLE TRAFFIC RATED II VALVE BOX W/ LID Z_ u d- Z N d• M.J. GATE VALVE WATER -d W h I I d b h. LINE 2500 P.S.I. CONCRETE b' n 2'x 2' BEARING AREA. THRUST BLOCK 4 0 A G 4 a NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W-5 TD-9 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' (270•) 18 -22"VALVE BOX 7 CU. FT. #68 STONE 42"MIN ;' 6" GATE - •' VALVE 8„ X C 2500 P.S.I. CONCRETE BASE AND THRUST ; •; :,. �, ;',° BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL PILE WHEN THE SOIL IS DISTURBED OR WHEN RESTRAINED JOINT FITTINGS A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 TD-8 REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL 3611MIN LARGER THAN 5" IN ANY DIMENSION 24"MI INTIAL BACKFILL* 8"MIN (6" LIFTS) EMBEDMENT * THOROUGHLY COMPACTED SPRING LINE BY HAND OR APPROVED TAMPER OF PIPE OF O_--i 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 NTS FIG. S-3 TD-34 O;1 0 U CF.A TGfir. J. Y,9FATZSK1 > Lie. No. 0402048507 OVALio M E 0 0 M V cV N O > E W � Q NL. 3 Lu O ro LLJ M <J000 Z wH-Ln O rn U' rq LLI U) r j N z H U X < ♦� w Q 0 (/) _ fV Z = U Q 0 H Ln U) O N w a � CO _ J UJ (ri O 2 (D O 2 H 0 w > w w_ 2 Q Q C] z O �Ll DATE > 812612019 O r DRAWN BY K. MELLON • DESIGNED BY • K. MELLON • CHECKED BY • C. KOTARSKI • • SCALE • N/A • • V CL 0 uz 1� J 1- 4 Z) W w U LL U Cy) O a U)z J Q Q w U� 0 z 0 H4 0 Q O z W Q w Q W LU m Q O z uj ui U uj Q ui W JOB NO. 43567 SHEET NO. C1.2 0 c U c N 0 rn m 0 0 CL 70 a 0 0 CU MID CU CU C ,z 0 0 0 3 c ) �O o O 0) (n Z 00 -02 0 T � -0 c 0 m N 0 0 c v0i 3 Z co O 0) 0- g x H 0 0 o E_ O CL 2 .3 a 2 U) x c a) 0 0 U Zia �N (6 O c o N O c 0 m _00 6 �-0 �0 .U-0 O E 0 0 � U c N U) c O C 0 CL (6 O 0 � .E L \Sq N\ \ \UG T\ REMOVE NATER VAULT WATER VAULT PERMANENT VOOT p SAWCUT \ \ /vyRO UTILITYEASEMENT / WD i REIVfOVE-SIGNS TEMP. EASEMENT FOR ENTRANCE ' / / / , /� �� MHS V TOP=568.87 SEE DB 5134 PG 766 ���� i —' \ l j � � � SIGN I � � � � � \ �/� � � � � P Fi1,1�cNT � \� EASEMENT TO BE ABANDONED ' ' �� ` I �� �� lNV4"1N-56562 W TMP 06000-00-00-03700 JOSEPH W. & MARY JANE TEAGUE DB 775 PG 154 ZONE: HIGH WAY COMMERCIAL USE : COMMERCIAL (MORTUARY) — — _ POLE PP POLE PP TMP 06000-00-00-03600 300 TWIN SYCAMORES LANE LLC DB 3995 PG 533 ZONE: COMMERCIAL OFFICE USE: COMMERCIAL (OFFICE) REMOVE INLET AND PORTION OF 12" PVC STORM LINE ' / / l' / I I I I I TMP 06000-00-00-036AO STILLFRIED LANE LLC DB 4709 PG 224 ZONE: R 1 RESIDENTIAL USE : RESIDENTIAL (MUL TIFAMIL Y) REMOVE SIGNS POLE \IA/V.47N=562.70 (W) •QP FSX- , PF1 /NV.3'7N=564.45 (SW) S INV. 6'lN=566.02 (S) oHU-- POLE lNV!OUTS "1N=562.65 (E) � SIGN PPF1 LE � —off o/„/�� /'� `\ SAWCUT / PPF1 REMOVE/RELOCA o UTILITY POLES SIGN �\ / c � � S PPF23200 6� 1 PAVEMENT GUY /I c� 61 R�MOA S S �) TMP 06000-00-00-03800 ill W1€ST END SHOPS-WES�LL-� 574.76 Q \\ � 9805 PG 670 \ ` PERMANENT DOMIN%07V PPF/ co a 1.42�4C�7ES FROM RECORDED PL ENER Y EASEMENT \ 20 qOAC� RW 2246 IVY ROAD EE DB 134 PG 66 \DB 243 PG / ,, / � ASEM T TO EASEMENT TO JU ED BE ADJUSTED LANDSCAPE�N2 / 20"WALNUT/573 I/ REMOVE BUILDING REMOVE LL I I BUILDING 12 1-1/2 STORY STONE I I I / ' ' \ ✓ AC NITS � STONE AND WALL � TEMP. I I 1 REMOVE SIGN FRAME D �/ EASEMENT FOR / Co ENTRANCE I I REMOVE LIGHT REMOVE AC 61, � � SEE DB 5134 I SIGN POLE � UNITS RD �- �cy�gP PG 766 � I P 18" TREEQz = I � 1 ' I� SA CUT �y I � / i I O"p-/ I I � I � 1 1 I li I / A i� I► I - -----, h 1i \ — 1� 1 W li li LEGEND: ® REMOVE CONCRETE REMOVE ASPHALT REMOVE TREE ------- SAW CUT MHS � TOP=566.26 IN 8 "1N=559.81(W) � lNV.87N=560.30(S) INV.OUT=559.96(E) 1 y i TMP 06000-00-00-03900 i / �/582_ i �� WEST END SHOPS -EAST L L C BUILDING RD 1500 / j - - DB 1805 PG 664 N7g� !� / / ZONE: HIGHWA Y COMMERCIAL 2 STORYBLOCK RD 150 i--------- AND STUCCO \ wP / i �\ USE. COMMERCIAL (NEIGHBORHOOD REMOVE // // / i SHOPPING CENTER) I MKS REMOVE SIGNS l s TOP=579.44 lNV.B"lN PVC=573.40 SIGN INV.OUTS"lN PVC=566.66 AIFZ SIGN 12" OO STONE WALL ---------- -- 'REMOVE SIGNS \ \ � / MHS Co 20' SANITA Y l S C� �r TOP=583.74 --- - - _ _ SEWER EASEM�NT / / i � 02 INV.47N=574. 95 (NW) SD INLET P / o INV.87NPVC=574.74 _ _ _ 1 DB 488 PG 624R OV��CIVLET I N ` - i TOP=576.08 / 6" PVC ' S / I INV.OUT8'PVC=574.8t—�_____ INV.IN 6"PVC=574.83 % � � _ _ � i PVC -'ST M LI�f�� ll�IV.OUT 12 RCP=574.44 � � � .� / / ANGELA SIG N i V G l / PAVEMENT SD INLET i I TOP=583.30 I► 1 / l 4� w/ I / I INV.OUT 6'RCP=581.50 I ® WOODEN / y O 0 0 / / / FENCE SD INLET P s �217.00% / / / x / /FEN OE E WOODEN TOP=576.19 REMOVE LIGHT N85�16'44"I/1/ INV.IN 12"RCP=573.79 X INV.OUT 12"RCP=573.72 POLE nnNc TMP 06000-00-00-04005 CHARLOTTESVILLE INVESTMENT PROPERTIES DB 860 PG 568 ZONE : R 15 RESIDENTIAL USE. RESIDENTIAL (MUL TIFAMIL Y) lNV.4 "lN= 578.24 INV. IN 2-2'PVC=577.79 lNV.B"INPVC= 575.84 INV.OUT=575.7600 M 0 Q z SCALE 1 "=20' 0 20' 40' 06 -co o k CR%TCr Ve? J. K.OTARS KI Lip. No. 0402048507 �%V&': TONAL "Lu Q 0 DATE 8/26/2019 DRAWN BY K. MELLON DESIGNED BY K. MELLON O J CHECKED BY C. KOTARSKI SCALE I 1 L J W U O Q zQ Z J Q Z Uzo � 0 v J W w J o Q w W m 0 Q W W U DC w : Q w 00 JOB NO. 43567 SHEET NO. C2.1 L 0 a� Y T a a� 0 N co N 00 0 0 a a) 0 a PP Z O \Sq N\ \ \ � a \UGT _-- \ \P' \\� O � 571\ PERMANENT VDOT � UTILITY EASEMENT \ - - 572 - _ ROi •D _ I_ ligR/,9 �RO c \\1573 j 1574 / \ � \ \ � \ \ \ �� MHS TOP-568.87 \ INV.4 IN-565.62 (W) POLE V.4"IN=562.70 (W) 1 r IN, QP \ ,` \� PF1 INV.3'7N=564.45 (SW) 1 / l 6 INV.6%N=566.02 (S) S76 - - - - - - - -576 yt\ \ \ S 2 \ )� \ S)0� $s9 INV!OUT8"1N=562.65 (E) � 1 Ly ` r / MHS W V 51. \ �1 \ \ sq�y\8„P TOP=566.26 TC' , INV.8"1N=559.81(W) / /1 57 1�z \ \ s�, s INV.8"1N=560.30(S) 7 - - - \ \ \ \ \ \ \ �s INV.OUT=559.96(E) TMP 6000 0 00 0 800 WESTE DSE/ S-W57s-L�\ VDOTCLASS A1 RIPRAP / 1 i .DB 980 PG 6)0 RMA ENT MINI N .\ \ \ \ \ / `�. \ 1/-I 1 = 2' 142,4C1?ES FROM RECORDED PLAT' ENER YEA EMEN \ \ \ \ \ \ 2 /BOA �� 00 \ W1'DTH 2 = 6' / W I 2246 IVY ROAD ' SEE B 513 PG 7 6 ,QB qg PGA /� \ _ LENGTH = 6' O / I , _ -579- GARAGE FFE: 574' ` \� \ \\ \\ \ s�/ / \ P� \/ 1 y 18" DEEP BUILDING TMP 06000-00-00-03700 I W 11 I r 8" HDPE ROOF \ \ ` 602 JOSEPH W. & MARY JANE TEAGUE DB775PG154 =p �I / DRAIN WITH ZONE. HIGHWAY COMMERCIAL I CLEANOUT TRENCPI`DRA)N USE. COMMERCIAL (MORTUARY) N 1 - - - - _ WLTH CLEANOUt 8" HDP%' ROOF ► ^ \ / ` �3`' c'- _ -T 1 DRAIKI WITH CLEANOUT \r \ / 4 \ L� 58 I I I rl 302 �� s 579,(, MHS TOP=579.44 INV.87N PVC=573.40 580/% I — INV.OUT8"IN PVC=566.66 POLE PROPOSED 20' — — PP 1 DRAINAGE 581� , 12" — — I 01 I EASEMENT /j / // STONE WALL I / TMP 06000-00-00-03900 I I I / 5 2- �� WEST END SHOPS -EAST L L C POLE I / �T - - - I DB 1805 PG 664 PP I 795 F OF 36" �' j / ZONE. HIGHWAY COMMERCIAL / �\ USE- COMMERCIAL (NEIGHBORHOOD U E RG RO U N D // SHOPPING CENTER) P STORAGE I r 1 � co r I I I Lo `" - t 583� _ 11 I ' 1 I Cbb / I Y RD 1 I 00 / ` I HC SIGN— 1 Lo TMP - 300 TWIN SYCAMORES LANE LLC DB 3995 PG 533 l4C SIGN r ZONE: COMMERCIAL OFFICE USE COMMERCIAL (OFFICE) 202 NITARY. / / s r r/ OP=583.74 / 106 I v ✓ER ASEM NT /� / INV.4 "IN=574.95 (NW) / D D DB 48 PG 624 / I N INV.8"INPVC=574.74 / s / 1 /NV.OUT8"PVC=574.8 / WEIR PLATE I 100 104 i h I 1 102 CG-2 I/ I 1 �\ / h — — — CURB i 1 1 rJ L SD INLET — _ TOP=576.19 � S —. INV.IN 12"RCP=573.79 I II INV.OUT 12"RCP=573.72 J � � MHS TOP=580.64 TMP 06000-00-00-04005 /NV.4"IN= 578.24 otP TMP 06000-00-00-036AO CHARLOTTESVILLE INVESTMENT INV.IN 2-2"PVC=577.79 STILLFRIED LANE LLC PROPERTIES INV.8"INPVC= 575.84 DB 4709 PG 224 DB 860 PG 568 INV.OUT=575.76 ZONE- R 1 RESIDENTIAL ZONE. R 15 RESIDENTIAL USE: RESIDENTIAL (MUL TIFAMIL Y) USE: RESIDENTIAL (MUL TIFAMIL Y) M 07 0 Q z SCALE 1 "=20' 0 20' 40' op 0 Q CRATGW J. KOTARS€KI Lie. No. 0402048507 A $ 4, M E O O N U N � Q O > E E Lu +� ui � o Lu D! tLI M 5 a co z Lug—u� O ON U Lu � a ��•�� 3: o x U w Q �` C) Ln v N U k.0 z O H a c U) rn 0N > Lu � M a� � 00-1 v� af O O F- 0 w > LuLu F- 0 a z O af O • • DATE 812612019 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE o/ z H� J H� MD W Lu U z I --I J L LL Q W O ~ cD Z Q z Q � Q U�� � Q Lu z J ui Q a nn Lu ��V m z J a 0 L U CD Lu U LIB Lu Lu JOB W JOB NO. 43567 SHEET NO. C5.0 0 c cn U C 0 co 3 co 0 0 Q Q T C m 0 a a> a� 0 c co co a m r O_ c 0 0 3 c L �cT POA 2, \ \ WATERVAULT PRE DEVELOPED DRAINAGE AREA I TO ANAL YSIS POINT I l SIN AREA = 0.58 AC IMPERVIOUS = 0.35 AC _ _ I PERVIOUS = 0.23 AC POA 1 PRE -DEVELOPED DRAINAGE AREA 2 I \ \ �I�l uy TO ANALYSIS POINT 2 /11 AREA = 0.29AC , I - - - ��� `� 6\_ IMPERVIOUS = 0.05AC PERVIOUS = 0.24 AC 20"WALNUT �`" ^•" ~\ �. "' ` ///"' \ / _ � � \ N I I D G RD 1 /\ / I 00.P - _ 78"TREE / / 1 1 - - - - - sill I 1 HA/f35/GN //[/• \ J / 1 I RD RD `RD RDA / Z,HC SIGN- . / I l I#mm PRE -DEVELOPED DRAINAGE AREA 3 TO ANAL PSIS POINT 3 AREA = 0.51 AC IMPERVIOUS = 0.48 AC PERVIOUS = 0.03 AC WATER QUALITY ANALYSIS SITE DATA PRE DEVELOPED AREA IMPERVIOUS = 0.88 AC PERVIOUS = 0.50 AC PRE DEVELOPMENT LOAD (TP) (LB/YR) = 2.19 LB/YR POST DEVELOPED AREA IMPERVIOUS = 1.15 AC PERVIOUS = 0.23 AC POST DEVELOPMENT LOAD (TP) (LB/YR) = 2.62 LB/YR MAXIMUM PERCENT REDUCTION REQUIRED FOR REDEVELOPMENT = 20% TOTAL LOAD REDUCTION REQUIRED (LB/YR) = 0.88 LB/YR REQUIRED REMOVAL WILL BE ACHIEVED THROUGH PURCHASING OF OFFSITE NUTRIENT CREDITS. I I I I I I WATER QUANTITY ANALYSIS - POINT 1 DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT) PRE -DEVELOPED DRAINAGE AREA 1 AREA = 0.58 AC 0.35 AC (IMPERVIOUS) 0.23 AC (MANAGED TURF D SOILS) Tc=6MIN POST -DEVELOPED DRAI TO ANAL Al IMPERVI( PERVI( DRAINAGE AREA ANALYSIS (POST -DEVELOPMENT POST -DEVELOPED DRAINAGE AREA 1 AREA = 0.46 AC 0.34 AC (IMPERVIOUS) 0.12 AC (MANAGED TURF) Tc = 6 MIN Q (CFS) V (CUBIC -FT) Q (CFS) V (CUBIC -FT) 1 YEAR 2.03 4,443 1 YEAR 1.72 3,833 10 YEAR 4.17 9,540 10 YEAR 3.40 7,928 CHANNEL PROTECTION (ENERGY BALANCE QDEVELOPED < 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED 1.72 CFS <- 0.80*(2.03 CFS*4,443 CF)/3,833 CF = 1.88 CFS FLOOD PROTECTION: POST -DEVELOPED Quo <_ PRE -DEVELOPED Quo 3.40 CFS (POST -DEVELOPED Qjo) <- 4.17 CFS (PRE -DEVELOPED Qjo) WATER QUANTITY ANALYSIS - POINT 2 DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT) PRE -DEVELOPED DRAINAGE AREA 2 AREA = 0.29 AC 0.05 AC (IMPERVIOUS) 0.24 AC (MANAGED TURF D SOILS) Tc=8MIN DRAINAGE AREA ANALYSIS (POST -DEVELOPMENT) POST -DEVELOPED DRAINAGE AREA 2 AREA = 0.15 AC 0.11 AC (IMPERVIOUS) 0.04 AC (MANAGED TURF) Tc = 6 MIN Q (CFS) V (CUBIC -FT) Q (CFS) V (CUBIC -FT) 1 YEAR 0.71 1,568 1 YEAR 0.56 1,263 10 YEAR 1.74 3,877 10 YEAR 1.11 2,570 CHANNEL PROTECTION (ENERGY BALANCE): QDEVELOPED 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED 0.56 CFS <- 0.80*(0.71 CFS*1,568 CF)/1,263 CF = 0.71 CFS FLOOD PROTECTION - POST -DEVELOPED Quo <_ PRE -DEVELOPED Quo 1.11 CFS (POST -DEVELOPED Qjo) <- 1.74 CFS (PRE -DEVELOPED Qjo) WATER QUANTITY ANALYSIS - POINT 3 DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT) PRE -DEVELOPED DRAINAGE AREA 3 AREA = 0.51 AC 0.48 AC (IMPERVIOUS) 0.03 AC (MANAGED TURF D SOILS) Tc = 6 MIN POA 1 i 1 :LOPED DRAINAGE AREA 1 �IS POINT 1 3 AC S = 0.34 AC = 0.12 AC DRAINAGE AREA ANALYSIS (POST -DEVELOPMENT POST -DEVELOPED DRAINAGE AREA 3 AREA = 0.77 AC 0.70 AC (IMPERVIOUS) 0.07 AC (MANAGED TURF) Tc = 6 MIN Q (CFS) V (CUBIC -FT) Q (CFS) V (CUBIC -FT) 1 YEAR 2.10 5,009 1 YEAR 1.02 7,231 10 YEAR 3.92 9,627 10 YEAR 2.12 14,244 CHANNEL PROTECTION (ENERGY BALANCE QDEVELOPED < 0•80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED 1.02 CFS <- 0.80*(2.10 CFS*5,009 CF)/7,231 CF = 1.16 CFS FLOOD PROTECTION: POST -DEVELOPED Quo <- PRE -DEVELOPED Q10 2.12 CFS (POST -DEVELOPED Qjo) <- 3.92 CFS (PRE -DEVELOPED Qjo) TOP O PLATE 6" ORIFICE INV 575.15' STEEL PLATE STORAGE PIPE 7.00' Q 10 YEAR WSE 576.15' Q 1 YEAR WSE 575.29' ELEV. 574.00' %,i.ii vviTH TRASH RACK INV 574.00' UNDERGROUND CMP WEIR PLATE SECTION DETAIL SCALE 1 "=40' NOR 0 40' 80' w 0 TMa� ,ice No. 0402048507 " a: NA-1 M 0 � o N � N � > E W F U �! LL o W O ro cl� W M a J U cO W J - Lrl N rj pN �x O Q J Q c� w aj LL _ > N =U > Lin a rn O N >� M a� CO J CD Lu z O d U U) W z O 4 > W W Q 0 DATE 812612019 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=40' V z Hq J H� co W W z U J^ L LL z O Q LLJ z J a�wnn > V Q U�z z Q QO w WJ �W a w ~ m Q Q uj W ~ U uj Q ui co JOB NO. 43567 SHEET NO. C6.0 �O -0E)f oc z �o 0 2 d O o= 3 z� O a"i 2 Q 2EX �= a) o .L.. 0 � o aw o .3 o-0) o c uN a o O U 5 2 �N 6 O N o � o o E D U O O U O Ln .o O U �L mN Lnc N m O � U o-o L