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HomeMy WebLinkAboutWPO202000051 Plan - VSMP 2021-04-09HMR Yfu BOYS AND GIRLS CLUB -DRIVER'S ED SITE SITE DATA: TAX MAP PARCEL: 06000-00-00-078AO COUNTY OF ALBEMARLE SCHOOL BOARD DB 287 PG 414 PARCEL AREA: 216.69 AC LIMITS OF DISTURBANCE: 5.15 ACRES ZONING: RURAL AREAS (RA) OVERLAY DISTRICT: ENTRANCE CORRIDOR (EC), AIRPORT IMPACT AREA (AIA) MAGISTERIAL DISTRICT: JACK JOUETT SOURCE OF BOUNDARY AND TOPOGRAPHY: TIMMONS GROUP 28 IMPERIAL DRIVE STAUNTON, VA 24401 TELEPHONE: 540-885-0920 CONTACT:JOE MEDLEY JOE.M EDLEY@TIM MONS.COM SURVEY CONDUCTED: JULY- AUGUST 2020 DATUM: HORIZONTAL: NAD83(NA2011) VIRGINIA STATE GRID SOUTH VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS REQUIRED BUILDING SETBACKS: FRONT: 75 FT MINIMUM (EXISTING PUBLIC ROAD) FRONT: 25 FT MINIMUM (INTERNAL PUBLIC/PRIVATE ROAD) SIDE: 25 FT MINIMUM REAR: 35 FT MINIMUM MAXIMUM BUILDING HEIGHT: 35 FT PROPOSED BUILDING HEIGHT: 32 FT MAXIMUM BUILDING SQUARE FOOTAGE: ±49,200 SF EXISTING USE: DRIVER'S EDUCATION COURSE PROPOSED USE: BOYS AND GIRLS CLUB, OPERATION OF BEFORE AND AFTER -SCHOOL CARE PROVIDED ON BEHALF OF A PUBLIC SCHOOL TOTAL IMPERVIOUS AREA (WITHIN PROJECT LIMITS): 2.23 ACRES WETLAND IMPACTS: NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT UTILITIES: ACSA PUBLIC WATER AND SEWER WATERSHED: IVY CREEK WATER SUPPLY WATERSHED PARKING REQUIRED: 1 SPACE / 10 CHILDREN ENROLLED IN MAJOR CLASS/SHIFT CHILD DAY CENTER + 1 SPACE / EMPLOYEE PICK-UP/DROP-OFF AREA MUST BE PROVIDED ON SITE 1 SPACE / (300 STUDENTS / 10) + 1 SPACE/ 35 EMPLOYEES 65 PARKING SPACES REQUIRED TOTAL PARKING PROVIDED: 62 REGULAR SPACES 3 ADA ACCESSIBLE (1 VAN) TOTAL PROVIDED SPACES = 65 SPACES SPECIAL FLOOD HAZARD AREA INFORMATION: SPECIAL FLOOD HAZARD AREA (FLOODPLAIN) YES [ ] NO [X ] TRIP GENERATION LAND USE: RECREATIONAL COMMUNITY CENTER ITE CODE: 495 AMOUNT: 49,200 SF UNITS: SF (GFA) ADT AM PEAK HOUR PM PEAK HOUR 1,390 IN 53 OUT 30 TOTAL 83 IN 51 OUT 60 TOTAL 111 UTILITY DEMANDS WATER FLOW (AVERAGE DAILY DEMAND) ESTIMATED TOTAL DEMAND = 250 GPD 49,200 SF X 250 GPD/1,000 SF = 12,300 GPD AVERAGE HOURLY DEMAND = 12,300 GPD / 24 HOURS = 513 GPH MAXIMUM HOURLY DEMAND = 513 GPH X 300% = 1,538 GPH PEAK HOURLY DEMAND = 1,538 X 150% = 2,306 GPH 2,306 GPH / 60 MIN = 38 GPM SEWER FLOW (AVERAGE DAILY FLOW) ESTIMATED TOTAL = 49,200 SF X 250 GPD/1,000 SF = 12,300 GPD VSMP/WPO SUBMISSION - WP0202000051 REF. SDP202100011 COUNTY OF ALBEMARLE, VIRGINIA 4/9/2021 on W00 1019 Ivy Creek R I N E IVY FARM Foundation RIVANNA RIDC t G7G 1016 SQUIRREL RIDGE 6 71 IVY RIDGE SITE _x LOCATION MONTVUE loos The Colonnades V ROSLYN HEIGHTS 1Z1 FOUR SEASO mil§7.\4'[�Zrlr] Q Albemarle High School Commonwealth GEORGETOWN GREEN Ei7fl 1477 GREENTREE HESSIAN HILLS CONDOS TURTLE CREEK CONDOS VICINITY MAP 1"=2000' vineyard vines 0 DEVELOPER: BOYS AND GIRLS CLUB 1000 CHERRY AVENUE CHARLOTTESVILLE, VA 22903 CONTACT: JAMES PIERCE TELEPHONE: (434) 242-8052 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVE. SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: CRAIG KOTARSKI, P.E. TELEPHONE: (434) 327-1688 I:lc BRI C APPROVED by the Albemarle County Community Development Department Date 04/15/2021 File WP0202000051 Sheet List Table Sheet Number Sheet Title C0.0 COVER C1.0 NOTES AND DETAILS 1 CIA NOTES AND DETAILS 2 C1.2 NOTES AND DETAILS 3 C1.3 NOTES AND DETAILS 4 C2.1 EXISTING CONDITIONS PLAN - DETAIL 1 C2.2 EXISTING CONDITIONS PLAN - DETAIL 2 C2.3 DEMOLITION PLAN 1 C2.4 DEMOLITION PLAN 2 C3.0 EROSION & SEDIMENT CONTROL NOTES & DETAILS 1 C3.1 EROSION & SEDIMENT CONTROL NOTES & DETAILS 2 C3.2 EROSION & SEDIMENT CONTROL PLAN - PHASE 1 C3.3 EROSION & SEDIMENT CONTROL PLAN - PHASE 2 C3.4 EROSION & SEDIMENT CONTROL PLAN - PHASE 3 C4.0 OVERALL PLAN C4.1 LAYOUT & UTILITIES PLAN 1 C4.2 LAYOUT & UTILITIES PLAN 2 C5.0 GRADING & DRAINAGE PLAN 1 C5.1 GRADING & DRAINAGE PLAN 2 C5.2 GRADING SPOT SHOTS PLAN 1 C5.3 GRADING SPOT SHOTS PLAN 2 C6.0 STORMWATER SUMMARY PLAN C6.1 STORMWATER CALCULATIONS C6.2 STORMWATER MANAGEMENT PLAN 1 C6.3 STORMWATER MANAGEMENT PLAN 2 C6.4 UNDERGROUND DETENTION DETAILS - SWM1 C6.5 UNDERGROUND DETENTION DETAILS - SWM2 C7.0 STORM & UTILITY PROFILES 1 C7.1 STORM & UTILITY PROFILES 2 TOTAL: 29 SHEETS 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 :17_1�laelgLY_1:ilLTA lg119 APPROVAL DATE @ 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA +WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS lopez@milestonepar ners.co 434.245.5803 CL N OC D O O0 1 Ido 0 2 Vl LU W zLiu _ OU � a Z N 3 O v > CRAIG W. T. KOTARSKI Lic. No. 0402048507 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE 1 WPO COMMENTS 4/9/2021 COVER Uj Como LEGEND ROADS SEWER TRAFFIC STOP BAR S EXISTING SANITARY SEWER m® STORM PIPE & STRUCTURE NO. �® DROP INLET & STRUCTURE NO. S-SAN-111l PROPOSED SANITARY SEWER CURB O PROPOSED SANITARY SEWER LABEL O CURB & GUTTER WATER TTTT7 DRY CURB & GUTTER EXISTING WATER LINE PROPOSED PAVEMENT g^ W PROPOSED WATER LINE PAVED DITCH R g^ W PROPOSED VALVE - JUTE MESH DITCH TF g^ W PROPOSED TAPPING SLEEVE - CENTERLINE OF DITCH T t 4} PROPOSED FIRE HYDRANT (COMPLETE) BENCH MARK GRADING . �. CLEARING LIMITS R-1 VDOT STANDARD STOP SIGN TC = TOP OF CURB BC = BACK OF CURB - - 200 - -- EXISTING CONTOUR EP = EDGE OF PAVEMENT TW = TOP OF WALL 200 PROPOSED CONTOUR BW as BOTTOM OF WALL TS as TOP OF STAIRS +240.5 EXISTING SPOT ELEVATION BS = BOTTOM OF STAIRS TIC 240.5 PROPOSED SPOT ELEVATION N/A = NOT APPLICABLE TO THIS PROJECT 1O PARKING COUNT CRITICAL SLOPES D JUNE 27, 2019 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 ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 3. 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. 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 7. 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. 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 11. 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). 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING' PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING' PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. 16. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY THE BUILDING DEPARTMENT. 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) Albemarle County Engineering Final Plan General Notes Pagel of 4 ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES General Construction Notes I . 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). 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 THE 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 COURSES 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 (PARKING SPACES, ACCESS AISLES, AND ACCESSIBLE ROUTES) AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-03. 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. RETAINING WALLS GREATER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4 FEET IN HEIGHT REQUIRE A STAMPED ENGINEERING DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. 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 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). 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. NYLOPLAST DRAIN BASIN MAINTENANCE h NvloplasteA. C0_oovi of E SYSTEMS. iec ..Tomorrows Designate syelem Today Nyloplast Drain Basin Maintenance Considerations Background: The Nyloplast Drain Basin is an engineered PVC surface drainage structure. These drain basins are custom manufactured according to the plans/takeoff specified by the site engineer. Nyloplast Drain Basins have a quick production time, creates water tight connections, and provide simple and quick installations. Installation shall be in accordance with Nyloplast installation procedures and those issued by local building/construction regulations. The required minimum sump located in the typical installation is for manufacturing purposes. Due to these manufacturing restrictions, the sump may collect sediment over time and the structure could require some maintenance. Maintenance Recommendations • Over the span of the first year of a new installation, visually inspect each basin every 2 months or after 2 storm events once the site has stabilized. • Check for obstructions and debris at the openings of the grate and remove as needed. • After cleaning the surface of the grate, remove the grate from the frame. • Once the grate is removed from the frame, check for obstructions and debris inside the basin (including the sump and inlet and outlet pipes) and clean out as needed. • A vacuum truck is best for the removal of debris when necessary. After the collection of the debris, it shall be disposed of according to the local environment requirements. • After the maintenance or inspection of the structure completed, set the grate back in the frame so it sits flush and does not rock. • Once the monitoring period is over, it is best to continually schedule maintenance based on the amount of debris or sediment that accumulates over time. DETENTION PIPE MAINTENANCE Inspection Activities Suggested Schedule • Auer several storm events or an extreme storm event, inspect for: signs of clogging of the inlet or outlet structures and sediment accumulation. As Needed • Inspect for: trash and debris: clogging of the outlet structures and any pilot channels; excessive erosion: sediment accumulation in the basin and inlet/outlet structures. tree growth on dam or embankment; the presence of burrowing animals; standing water where there should be �: IIII .I Il:ni.l I none; vigor and density of the grass turf on the basin side slopes and floor: differential settlement: cracking: leakage: and slope stability. • Inspect that the outlet structures, pipes, and dowmstrcam and pilot channels arc free of debris and are operational. • Note signs of pollution, such as oil sheens, discolored water, or unpleasant odors. Annuall% • Check for sediment accumulation in the facility. • Check for proper operation of control gates, valves or other mechanical devices. Maintenance Activities Suggested Schedule • Perform structural repairs to inlet and outlets Monthly or as needed • Clean and remove debris from inlet and outlet structures. • Repair damage to inlet and outlet structures, control gates, valves, or other mechanical devices; repair undercut or eroded areas. As Needed • Monitor sediment accumulations, and remove sediment when pond volume has become reduced significantly. As Needed egend v yyo Oy CSA Hydrant S� nservice, Ownership zd5 Not In service, ACSA Owned Not In service, Private Ownershi \ c,6� �- ♦ In service, Private Ownership as 556 \/ OZJr / �$61 * In Service, ACSA Owned , `7. 205 ACSA Fire Line SA Water Main 536 tlliry, Type _ t Potable Water Firewater Static Residual Hydrant r I I f Or I-. Flow Hydrant e- L9 euttedrererencel«dvolony This prefoutls not Intended for any crown use than for Preliminary N '1, 1 � ,ring erg 9erre211a each purposes. The unions snow on this map are belie al to b, accurate. Alllim ar6 ccent utilp ungovwmems croon system changes mar nave Men updated since the umemmis"Reareforse Astor soureaeon of ropprawal ereaovs.«any shall liet Wsands al fo the w E Service Auth6rlty :i¢fumes.properolines ordondtm iswrger recreation Myand SnellnMMemif«n 9n, mMFiMtim, orwnsttusdon of Impw,meMs tD rezl la, loc s orrorM1zd vlsln Mt,rmin^on. S confused Jer 0CoreapxRicutilof ,.n. a. <_� Aeddlmagehe prcaly of ceelm mrhgmia o sun 120 180 24F Sdmg•C«m ig Planimeo-t Data Property AIDDow NAlMmana Feet ACSAStaft MMNDY2oW AlbemadeC•udy Date of Report ServiceAuth�rity Hydrant Flow 10/16/2019 Test Report h;n.,.m hp ur.w cr.,h,«tew•e.vA awn trng,gn�mh Location LAMBS LN Date and Time of Test 10/16/2019 10:53:00 AM Minutes of Flow 2 Pipe Size (Inches) 8 ♦ressure Hydrant 11653 Static Pressure (psi) 106 Residual Pressure (psi) 91 L1 Q20 Looped Ll Q20 Multiple Inline Hydrants 0 Q20 Single Flow Sprinkler Test Single Flow Flow Hydrant #1 11654 Pitot Pressure #1(psi) 53 Yellow 1 0 Test Flow 1 1223 Flow Hydrant#2 Pitot Pressure #2 (psi) Yellow 2 Test Flow 2 0 Flow Hydrant #3 Pitot Pressure #3 (psi) Yellow 3 Cl Test Flow 3 0 Total Estimated Flow (gpm) 1223 I,AW WA Q20 Calculation (gpm) 3140 tin, value In QZO Indicates he umclent pressure drop for Q2D OR a sole sprinkler testi Comments Hydrants opened all the way ror method of calculating pilot now with a red Pollard diffuse, see ea 13, walskl and Lutes amde 1990 Journal Mamgeme a and Operators AsAW For yellow Pollard dnfusers, a ben rn third under pupnombl equation 0 the Pollard now vs.ptco Pressure gauges .,ad. HMR YFU © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS IlopezQmilestonepartners.co 434.245.5803 CN OC D O O W 2 • • t] W Li" 2 � O � U a Z 0 O i`iT ri 0 y O tr-� k.) CRAIG W. J. KOTARSKI y Lic. No. 0402048507 _1t 04-OGi-21etl PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 Estimated Consumption (gal) 2446 ID ISSUE NAME DATE Far use for water audit 1 WPO COMMENTS 4/9/2021 Signature of Tester: r NOTES AND DETAILS 1 C100 HMR Yfu 2 x 6 RAIL 4 x 4 METAL POST UNLESS (TYP.) ON p�ANISE NOTED 1 x 6 TRIMMER 3'-0" I �1 x 6 SIDING CONC STONE—= T-O" 1 1x6CAP T-0" 1 x 6 TRIMMEI —( ►— 12 2 x 4 RAILS POST ELEVATION OUTSIDE ELEVATION 3 SIDES 2x4 SS BRACE 2 x 4 FRAME II� lihm-immil INSIDE ELEVATION 3 SIDES NOTE: ALL LUMBER SHALL BE PRESSURE TREATED. DUMPSTER ENCLOSURE DETAIL No Scale CONCRETE BUMPER BLOCK ANCHOR WITH 5/8" REBAR IMBEDDED 24" IN GROUND HANDICAP SIGN HANDICAP SIGN /LOCATION (VAN) LOCATION (TYP.) 1!/ J PAINTED u 18' 18, PER 2 /o MAX. VDOT I 8' 1 6 I 8' 8 �81 TYPICAL I VAN ACCESSIBLE ACCESSIBLE ' HANDICAP SPACES No Scale SIGNAGE NOTES: `FACE OF CURB 4" PAINTED STRIPE (TYPICAL) 4�� REGULAR SPACE 1. ALL SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH THE MOST CURRENT EDITION OF EACH OF THE FOLLOWING AND ANY REVISION THERE TO: A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE SPECIFICATIONS. D. THE 2000 INTERNATIONAL FIRE CODE. 2. SIGN LOCATIONS ARE APPROXIMATE AND ARE TO BE MODIFIED IN THE FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER CONSTRUCTIONS, AND TO COMPLY WITH STANDARDS REFERENCED IN NOTE 1 ABOVE. 3. ALL SIGNS AND PAVEMENT MARKINGS ARE TO BE FURNISHED AND INSTALLED BY THE CONTRACTOR. ALL SIGNS TO BE FURNISHED AND INSTALLED WITH STANDARD U POST GALVANIZED BY THE CONTRACTOR. SOLID WHITE LINE 24 T T T P (TYP.) 12 STD. (VARIES) R1-1 NOTE: STOP SIGNS TO BE 30" WITH STOP BAR DETAIL HIGH INTENSITY SHEETING NO SCALE SOLID WHITE LINE 6' 2 2' (TYP.) �(TYP.) STRIPING AND SIGNAGE DETAIL 1 x 6 CAP 1x4CAP , ---j-3" CASTER INSIDE GATE VIEW 1 x 4 CAP OVER 1/4" SAG ROD DOORS ONLY 18,-0„ WITH TURNBUCKLE 6" HASP METAL INSPECTION FRAME W/ SOLID LID 1, EXIST GRADE (NEENAH R-1975 OR EQUIVALENT) 6' 2' 2' 2' 6' 2' 2' 2' 3" CONCRETE COLLAR BOLLARD (TYP.) CRUSHED STONE BEDDING 4 x 4 METAL POST (TYP.) 6" DI CLEANOUT x 6 METAL POSTS 6' PLUG AT END OF LINE 1 12- A", STR HINGE AP 9 (TYP.) 12" CANE BOLTS --- OUTSIDE GATE VIEW EXISTING PAVEME F d NOTE: PROPOSED J SAWCUTTHROUGH U EX.SURFACE PAVEMENT MUST TIE COURSE IN WITH EXISTING w &REMOVE PAVEMENT PAVEMENT 2'MIN. 2" + \ EXISTING PAVEMENT MILL EX. SURFACE COURSE BASE COURSE SAWCUT EX. EDGE OF PAVEMENT AGGR. COURSE PAVEMENT REPLACEMENT JOINT DETAIL No Scale 20POSED PAVEMENT MATCH EX. CROSS SLOPE UNLESS OTHERWISE SPECIFIED ON PLANS PROPOSED SURFACE COURSE VA. SIGN FOR THE DISABLED ON 0.80 GAUGE ALUMINUM. COLORS: GREEN BORDER & LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, WHITE BACKGROUND. 1/, HNALTY I PmT( W - $500 RE =100 - 5500 RE TOW AWAY ZONE TOW AWAY ZONE TVAN T 6' ABOVE ACC E 6' ABOVE FINISHED FINISHED GRADE GRADE 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) 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. SIGN STD. U POST GALVANIZED POST TO BE ADA PARKING SIGNS SIGN AND POST DETAIL No Scale No Scale VARIABLE WIDTH' NON -SLIP BROOM FINISH MAX. CROSS SLOPE 2% 4" 3,000 PSI AIR -ENTRAINED CONCRETE COMPACTED SUBGRADE 4" TYPE 21 B STONE NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT STANDARDS. a .. CONCRETE SIDEWALK PAVEMENT SECTION No Scale CLEANOUT DETAIL No Scale R= ia" CONTROL JOINT SPACED AT WIDTH OF WALK (MAXIMUM) EXPANSION JOINT AT MAX =r . OF 30', WITH PREMOLDED ;. EXPANSION FILLER CONC. WALK r, a.a < er. \. • n a p. 6 .•A ..f f.. a. a COMPACTED SUBGRADE CONCRETE SIDEWALK JOINT DETAIL No Scale 7-1/2" ANCHOR WITH'/g" R�.,n IMBEDDED 24" IN GROUND; 2 PER WHEEL STOP PRECAST CONCRETE WHEEL STOP No Scale 4" 21-B STONE GTH 0.5' FROM EP d a d. 1 e d 6 �7' OR AS SHOWN IN PLAN. SLOPE NOT TO EXCEED 1:12� WHEN ALONG SIDEWALK a. "a EP/ FC 1 OR AS SHOWN ON PLAN WHEN NOT ALONG SIDEWALK CURB WIPE DOWN DETAIL No Scale 2„ 2„ R a, CONIC CURB AND GUTTER CLASS 3A, (fc=3,000 PSI) CONCRETE x 3„ 4„ � a 1„ R COMPACTED j d a .. d d 7" SUBGRADE o ° a 4' Aj/ 4 CONTINUE 21 B STONE 4" MIN. BASE FROM ADJACEN PAVEMENT SECTION UNDER CURB i 6" 1 7" 2'-0" VDOT STANDARD CG-7 CURB & GUTTER No Scale 2" R COMPACTED SUBGRADE -\ 1 T 4" MIN. CONC CURB AND GUTTER CLASS 3A, (fc=3,000 PSI) CONCRETE d Q ' d 7, d o Q ° 4 d. 4.4 0 CONTINUE 21B STONE BASE FROM ADJACENT PAVEMENT SECTION 777\/I UNDER CURB VDOT STANDARD CG-6 CURB & GUTTER No Scale --- -- - -- 4„ _.. VDOT A-3 CONCRETE CONTINUE 21 B STONE BASE FROM ADJACENT PAVEMENT SECTION UNDER CURB VDOT STANDARD CG-2 CURB No Scale `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 THE CURB WILL COINCIDE WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE. OTHERWISE, THE DETH IS TO BE 18" AS SHOWN. 2" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A (PLACED IN SINGLE LIFT) D. 11-0 8" TYPE 21 B AGGREGATE BASE COURSE COMPACTED SUBGRADE DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale ^" ASPHALTIC CONCRETE SURFACE ;OURSE - SM-9.5A " INTERMEDIATE BASE COURSE - BM25.OA TYPE 21-B AGGREGATE SUBBASE COURSE COMPACTED SUBGRADE C= DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS HEAVY DUTY ASPHALT PAVEMENT SECTION No Scale EXPANSION JOINT WITH PREMOLDED EXPANSION 1/4" SEALANT FILLER, "ZIP STRIP" OR NON -SLIP BROOM FINISH EQUIV., SEAL WITH WWF 6x6 W2.9xW2.9 SILICONE SEALANT 2„ T 10" 3,000 PSI AIR ENTRAINED PORTLAND CEMENT CONCRETE 0 6" TYPE 21A STONE COVER / / / /\\ /' COMPACTED SUBGRADE (CBR 11.2 DENOTES CONCRETE SERVICE AREA PAVEMENT ON PLANS HEAVY DUTY CONCRETE SECTION No Scale © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS IlopezQmilestonepartners.co 434.245.5803 CL N OC O 2 0 2 rI Lu W • Z W x • O � U a Z N O CRAIG W J. KOTARSKI Lic. No. 0402048507 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02I05/2021 ID ISSUE NAME DATE 1 WOO COMMENTS 4/W021 NOTES AND DETAILS 2 C 1 0 1 4" DIAMETEI AND VALVE WATER N/ARIFC ON-LINE (TYPE ')B)) PLUG VARIES THREADED COUPLING PVC SLEEVE BRASS NIPPLE AND PVC o CAP j LUBRICATE ALL THREADS THRUST BLOCK to METER BOX (SEE FIG. W-7) VALVE OX NO. 57 STONE M.J. FITTING 2" PIPE SLOPED TO DRAIN IF - GRADE ALLOWS VARIES VARIES 2 BRASS PIPE WATER MAIN AND VALVE 2" THREADED TAP ARE SAME SIZE PLUG DEAD END (TYPE "A") TYPICAL BLOW -OFF ASSEMBLY NTS FIG. W-8 O M.H, STEP TYPO o 6' O I� NOTE) MIN. GO' DIAMETER MANHOLE REQUIRED. MANHOLE PVC CROSS Ci USEAPPROVEDFLEXIBLE RUBBER Q�OG' _ GASKETED STOP COUPLING 27' PIPE STRAPS (STAINLESS STEEL) SPACED EVERY 2' VERTICALLY i-90• RESTRAINED HEAD 31PE NT 011. As . 4 ' • " ° • MAIN 1. SEWER o''.'•a 4.n .4'n •Is. •'• PIPE 4 PLAN PROFILE MIN, 6' BEDDING WITH NO, 68 STONE 1. HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN TWO (2) FEET. 2. VERTICAL DROP 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. S. 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 GENERAL M-1 PB , NO PROJECTION OF PIPE ABOVE GROUND LINE 1. METHOD "A" PIPE BEDDING SHALL BE USED FOR ALL TYPES OF PPE CULVERTS WITHIN THE TOP OF FILL TOP OF FILL TOP OF FILL APPLICABLE HEIGHT OF COVER RANGE NOTED IN THE STANDARD PC-1 TABLES UNLESS OTHERWISE NOTED ON THE PLANS. 2. H • HEIGHT OF COVER MEASURED FROM TOP OF CULVERT TO FINISHED GRADE. GROUND LINE x GROUND LINE x GROUND LINE x 3. b •EXCAVATION DEPTH AS SHOWN ON PLANS OR TO FIRM BEARING SOIL. - EE J/rrrJ //// rrr iir III"' y rrrrr JJJJ I4CR III"' CIRCULAR PIPE i" III I'rr J EARTH l�l /fJ 0 V Jf ROCK OR EARTH 1. D • OUTSIDE DIAMETER OF PIPE. UNYIELDING I 2. d - INSIDE DIAMETER OF PIPE. of ry o 1 i� I ry SOIL c o I \ BEDDINO 3. X - WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. - _ - MATERIAL X . 12" WHERE tl IS LESS THAN 36". J X . 16" WHERE tl IS 38" AND GREATER. MIN. MIN 1/10 D I 4. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR MIN. 1/10 D X D % BEDDING MATERIAL 1/10 D X D X BEDDING MATERIAL . X D X NORMAL EMTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PPE) %" PER TOF H 30'' AND LESS IN DIAMETER WITH HEIGHT OF COVER 15'OR LESS. MIN.8",MAX'24" FOUNDATION SOFT, YIELDING, OR 5. REGULARBMKFILL MATERIAL MAY BE USED IN LIEU OF CLANS BMKFILL MATERUL FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PPE) 30• AND NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL LESS IN DIAMETER WITH HEIGHT OF COVER 151OR LESS. S. BEDDING MATERIAL AND CLASS I BACKFILL MATERIAL MAY BE ELIMINATED FOR SHOULDER PIPE PROJECTION ABOVE GROUND LINE SLOT INLET (3I-13) OUTLET PIPES INSTALLATIONS. MIN. 1.5 x D MIN. 1.5 x O MIN. 1.5 x D MIN. 1.5 x D MN. 1 MIN. 1.5 x D ELLIPTICAL PIPE HOP OF FILL TOP OF FILL h TOP OF FILL- !. 51 OUTSIDE SPAN DIMENSION OF PIPE. x 2. S2 • INSIDE SPAN DIMENSION OF PIPE. x 3. R OUTSIDE RISE DIMENSION OF PPE. - :. rrrrr/r JNJ//r - _ J/JJr/ /rJJJJ -rrr/JrrJJJJJJ rrJJrJJJ/rrrX - 4. X -WIDTH CLANS I LE MATERIAL BEYOND THE EXTREMITY OF THE PIPE. - :• rJJJJ JJJJJ ..•:�:•: r - •rrr •::::. ' -_ :•::: :v:•i:•:•:• - :. rrrr) Jrrr .•.•.•::.•.• - ii:titi+: : � rrr Jrr :.•:.•.•:: • rrrrrrrrrrrrJ rrrrrrrrJJrrr - � JJrrrrrrJJ/ : rrJrrJJJJJJ - X - 12" WHERE S IS LESS THAN 38". 12 S2 IS X - 1ED WHERE Si IS 36" AND GREATER 5. NORM DIRECTED 4E ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR :n I JJ :•::•::: •. __ ♦• rrr r .; •••'• ' - / d ;:;:;:ti;:;: GROUND o ..0 •.• LINE ry � ...:. _ ? ::; rr rr :•:::•;:•;:• . r ,.,. GRQUND o . ;•: LINE = rrrrrrrr// 'NJrrJJJJr : = r////JJJr 0 }/rrrrrJJir _GROUND I NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE 52 IS 38" OR U _ = o ry - -LINE I LESS AND HEIGHT OF COVER 15'OR LESS. ICI � •••�•••• v 6. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BMKFTLL MATERIAL FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S2 IS 38" OR LESS AND - ? EARTH I -ROCK -I HEIGHT OF COVER 15'OR LESS. OR MIN. 1/10 D - MIN. 1/10 0 % D X BEDDING UNYIELDING _ _ I" OFEH SqL ?-r-ilrur -.1 MIN. 1/10D BEDDING r EARTH PIPE ARCH MIN. B", BEDDING MATERIAL MAX.24" MATERIAL FOUNDATION SOFT, YIELDING, OR 1. S - SPAN DIMENSION OF PPE. NORMAL EARTH FOUNDATION ROCK FOUNDATION I OTHERWISE UNSUITABLE MATERIAL 2. R •RISE DIMENSION OF PIPE. BEDDING MATERIAL IN ACCORDANCE WITH EMBANKMENT ® SECT ON 302 OF THE ROM AND BRIDGE NOTES: 3. B - SEE PC-1 TABLE FOR APPLICABLE PIPE MATERIAL 4. x - WIDTH OF CLASS IBACKFLL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. x - 12" WHERE S2 IS LESS THAN 36". SPECIFICATIONS. REGULAR BACKFILL MATERIAL IN ACCORDANCE FOR GENERAL NOTES ON PIPE BEDDING, CLASS I BMKFILL MATERIAL IN ACCORDANCE I' •r:: SEE INSTALLATION OF PIPE CULVERTS x - 18" WHERE 52 b }6" AND GREATER WITH SECTION 302 OF THE ROAD AND BRIDGE WITH SECTION 302 OF THE ROAD AND BRIDGE AND STORM SEWERS GENERAL NOTES ER 5. WHERE DIRECTED BY THE ENGINE.BEDDING MATERIAL MAY BE ELIMINATED FOR SPECIFICATIONS. SPECIFICATIONS. ON SHEET 107.00. NORM& EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE S2 IS 35" OR LESS AND HEIGHT OF COVER 15'OR LESS. FOR ALL OTHER PIPE REGULAR BACKFILL MATERIAL I FOR PLASTIC PIPE : I CRUSHED GLASS CONFORMING TO THE IN ACCORDANCE WITH SECTION 302 OF THE ROAD 6" MINIMUM CLASS I BACKFILL MATERIAL PLACED DIRECTLY AND BRIDGE SPECIFICATIONS. SIZE REQUIREMENTS FOR CRUSHER RUN S. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLANS BMKFILL MATERIAL FOR OVER PIPE AND 6" REGULAR BACKFILL MATERIAL, AGGREGATE SIZE 25 AND 26 MAY BE FOUNDATIONFOR OUTINE ENTRANCE PIPE WHERE S IS 35" OR LESS AND I BACK FILL MATEUSED IN PLACE OF CLASS I BACKFILL. 12" OF CLASSNCE RIIATHE HALL EDHO jPESS -OR LESS.NR 302 ROAD AND BRIDGE SPECIFICATIONS. SPECIFICATM INSTALLATION OF PIPE CULVERTS & STORM SEWERS GENERAL NOTES 1VCX7T ROM ON BRIDGE STANDARDS wDDT ROM AND BRIDGE STANDARDS INSTALL. OF OF (PIPE ECULVERTS 15AND IN THE SEWERS CIRC. PIPE BEDDING AND BACKFILL -METHOD "A" SPECIFICATION REFERENCE REVISION DATE SHEET 1 OF 1 SHEET 1 OF 4 REVISION DATE 302 302 303 VIRGINA DEPARTMENT OF TRANSPORTATION 0]/19 VIRGINIA DEPARTMENT OF TRANSPORTATION 303 107.00 107.01 I• I• /A 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 •4 REINFORCING ROD TYPICAL SECTION SEE STANDIRAD SL-1 FOR APPLICABILITY OF SAFETY SLABS. B STANDARD MI-1 FRAME •COVER NOTE: THE TOP OF MASONRY IS TO BE LEFT SUFFICIENTLY LOW TO PERMIT PROPER ADJUSTMENT OF COVER AND FRAME TO CRANE BY THE USE OF MORTAR OR ' BRICK M OPECTED BY THE ENGINEER. a %•• T-O„ 6 L IU o % Ova •• FIAT SLIM TOP AS DETAILED ON STANDARD MAY B' SUBSTITUTEDOR TAPERED O EN BY SECTION IM NOTES: STEPS WILL BE REWIRED IN ALL STRUCTURES WITH A DEPTH OF ~ 4'-0" OR GREATER UNLESS OTHERWISE NOTED ON THE PLANS. / ALL STEPS SHALL PROTRUDE 41/2' FROM INSIDE FADE OF STRUCTURE WALL. MAXIMUM STEP SPACING TO BE 16" C-C. STEPS SHALE WITHSTAND A MINIMUM M FORCE OF 30D POURS WHEN p, EXTENDED 4/(' FROM THE FACE OF THE SUPPORT. B61 STEPS ARE TO BE VERTICALLY &EYED AND UNIFORM&Y SPACED T" FOR THE ENTIRE DEPTH OF ANY STRUCTURE. ' 0 IN UNITS STEPS MAY BE CANT IN PLACE MMTMED OPRECASTMILES INTO HOLES FRONDED BY THE FABRICATOR, OR DI{NEN. $ IF MINIMUM OF 3" EMBEDMENT STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY &SO BE USED PRODDED THEY MEET - THE MINIMUM REQUIREMENTS SHOWN HEREON AD THE N a CONTRACTOR HAS FURNISHED THE ENGINEER WITH DETALS AND 0, CERTIFIED TEST REPORTS OF THE PROPOSED SUBSTITUTE AND HAS Ib' RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE - m OF SUCH STEPS. ALL STEPS INSTALLED SHALL BE FRONDED WITH SLIP -RESISTANT "aj SURFACES SUCH M BUT NOT LIMITED TO, CORRUGATED KNMILED, OR DIMPLED SURFACES. ALUMINUM STEPS SHALL BE FABRICATED IN ACCORDANCE WITH • ASTM 8221, &LOY 8005-T5. THAT PORTION OF THE STEP ENCASED IN MASONRY SHALL BE UNIFORMLY COATED WITH A BITUMINOUS, SOLVENT TYPE ASBESTOS FILLED ALUMINUM PIGMENTED COATING UC CRMNG TO SEDER& SPECIFICATION TC-C-00498A. TEP STANDARD STEP VIRGINIA DEPARTMENT OF TRANSPORTATION YM3liF�I.I.Ir�_ DIAMETER 4'-SICl z WALL THICNNSS) ' SECTION B-B BRICK CONCRETE OR CONCRETE BLOCK HALF PLAN VIEW TABLE OF QUANTRES DEPTH AN BRICK MANHOLE CONCRETE MANHOLE BRICK I CONCRETE CONCRETE FEET THOUSANDS CU. YARDS CU. YMDS 4 0.5 0.785 1.437 5 0.7 0.755 1.699 8 0.9 0.755 1.961 7 1. 0.75s 2.223 8 1.2 0.785 2.485 9 1.4 0.765 2.747 10 1.6 0,755 3.009 11 1.9 0.970 3.455 12 2.2 0.970 1 3.817 13 2.5 0.970 4A79 14 2.51 0.970 4. 441 15 I 3.1 1 0.970 4.903 18 1 3.4 1 0.970 5.265 17 1 4.0 1 1.173 6.032 INCREMENT 1 0.45 0.582 T C METER SIZE DIMENSION A DIMENSION B DIMENSION C 1 1/2, 3'1' 510. 3'S' 2' 3'1' S'0' 'B' 3' 5' MIN,AP 4' 5' MIN. 12' MIN. 6, MIN GREATER THAN 4' PROPOSALS WILL BE SUBMITTED. iB DOOR HINGES _ I I I I I I I I I I I I I I LIFT HANDLE L- - - - - - - - - - - - - - - - VARIES TYPICAL METER VAULT N.T.S. FIG. W-7A VAF VATER MAIN M.J. FITTING 411 DIP RESTRAINED JOINT FITTINGS MH-1 FE-CL TOP AND BOTTOM SELVAGE TO BE TENSION WIRE .7 BARBED. G&VANIZED COIL WIRE STRETCHED `GROUND LINE POST LINE I OBTAIN TRUE QUIMITES. 2. A BASE THICKNESS OF 9• WAS USED IN COMPUTING CONCRETE QUANTITIES. 3. INCREMENTS TO BE ADDED FOR EACH ADDITION& FOOT OF DEPTH. 4. MATERIALS MAY BE BRICK, CONCRETE OR IMPROVED CONCRETE MANHOLE BLOCK. S. IF BLOCKS ME USED THE MINIMUM THICKNESS OF SAME IS TO BE 5". OTHER THICKNESSES ARE TO CONFORM SIDE VIEW 75' DIAMETER DRILLED IDLE FOR TOUCH READ (NITS, TOP VIEW 3" DIAMETER FLAT BEARING SURFACE UNDERNEATH 24' X 36, ALUMINUM ACCESS HATCH VE BOX TO METER BOX (SEE FIG. W-1 THRU W-7E). � I 2" COPPER 4" PLUG THREADED FOR 2" COMPRESSION FITTING NOTES: • GATEVALVEWILLBE4" UNLESS OT14ERWISESPECIFIED BYTHEACSA. • SERVICE UNE TO CONNECT AT MAIN WITH XNW TEE, • REFER TO FIG. W-3 FOR THRUST BLOCK DETAILS ON TEE. • REFERTO FIG. W-5 FOR THRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE. • NO CONCRETE SHOULD BE POURED ON ANY PART OF THE RESTRAINED JOINT. USE PLASTIC SHEETING AS PROTECTION FOR BOLTS. • USE 250D P.S.I. CONCRETE. END/CORNER P K.-0" CONCRETE FOOTING LARGE METER SERVICE LINE NTS FIG. W-6C NOTES: SEE GENERAL NOTES -FENCING FOR ADDITIONAL DETAILS IS 1 CH FENCE FABRIC AND INSTRUCTIONS 'ENSIGN WIRE WITH RINGS APPROX. A MOISTURE -EXCLUDING CM IS REQUIRED ON TUBULAR C-C POSTS. -5"1"MATERIAL FOR CAP SHALL CONFORM TO THE &LOWMLE TYPES FOR OTHER LISTED FITTINGS. CORNER BRACE - TO BE USED WHEN HORIZONTAL ALIGNMENT CHANGES 15• OR MORE. LINE BRACE - TO BE USED WHEN VERTICAL ALIGNMENT *11 GAUGE X V CHANGES 15' OR MORE BEVELED GA_- - END/ CORNER POSTS SHALL BE USED WITH ALL LINE VANIZEO STEEL 9 AND CORNER BRACES BAND WITH v, BRACES SHALL BE INSTALLED HALF THE HEIGHT MOVE THE BOLT M NIT. GROUND LINE OF THE POST WHEN A TOP RAIL IS USED, OR 'END/CORNER TWO THIRDS THE HEIGHT MOVE THE GROUND LINE WHEN A POST TENSION WIRE IS USED IN LIEU OF A TOP RAL. CHAN LINK FENCE GREATER THAN 6 FEET IN HEIGHT SHALL BE SUBMITTED TO THE STANDARDS M SPECIAL DESIGN SECTION FOR APPROV&. I GATE POST p' MIN. O.O. .r GATE POST POST TYPE MINIMUM PIPE SIZES O.D. LINE POST 2.375" END/CORNER POST 2.875" GATE POST (SINGLE SWING) W < Eft. 2.875" GATE POST (SINGLE SWING) W 16N. 4.00" GATE POST (DOUBLE SWING) 2.575" BRACE 1.66" GATE FRAME GATE GROUND LINE IOTINGTE SINGLE SWING GATE PLACE 5' GALVANIZED " WITNESS " POST NTH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS o AS DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE --� 0 1 ADJUSTABLE TRAFFIC RATED II VALVE BOX W/ LID II z � - N M.J. GATE VALVE 1'l'6113a1E�� � 7_�tct� 2500 P.S.I. CONCRETE b' n 2'x 2' BEARING AREA. THRUST BLOCK q a o b NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W-5 SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVA71ON OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE 2- SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 29 Q (1/4" PER FOOT) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN DIAMETER OF 4". rw 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. 7SA LT SALT FINISHED GROUND 2 x 4 MARKER PLUG END OF - MAIN LINE I2�V SECTION SERVICE LATERAL IN LINE WYE-TEE PLAN VARIES R SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 SHAPE TO ELEVATION OF MID -POINT OF LARGEST PIPE. SLOPE TO DRAIN TO INVERT =CTION A -A OF OUTLET PPE IF TREATMENT IN DROP INLETS ' . ��] SLOPE TO DRAIN TOUTIET PI E A NOTE: HYDRANT MUST BE EQUIPPED NTH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN V, (270') 2' TO 10' "-22" 7 CU. FT. b?r -VALVE BOX #68 STONE-1 1I >s.'� I I�•� IIo���6,. GATE ° • • .' VALVE all x 6., TE TEE 2500 P.S.I. CONCRETE A. 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 u © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@milestonepartners.co 434.245.5803 N OC O ® w 0 r � 2 0 W zW 2 � O U a z w 3 O REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL 36"MIN LARGER THAN 5" IN ANY DIMENSION.1 ?'�f`- T 24"MI INTIAL BACKFILL* i 8"MILN 6" LIFTS)` EMBEDMENTTHOROUGHLY COMPACTEDcxAlGwT.xarATtsxlBYHAND OR APPROVEDSPROF PIPES MECHANICAL TAMPERLic. No. 0402048507 AUNCHING O4-Oc{-21w4' N0. 68 STONE EDDING 6" max4 min OUNDATION (SHALL BEEQUIRED WHEN SOIL ONDITIONS ARE UNSTABLE 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 05 BIAS a 8" C-C TYP. F30'TER_I I I I I I I• I I I A A STRUCTURE SIZE AND WALL THICKNESS VARES SECTION A -A SECTION B-B NOTES; 1. THE STANDARD SAFETY SLAB (SL-D IS TO BE USED ONLY WHEN SPECIFIED IN THE PLANS ON THE DRAINAGE SUAMMY SHEET AND/OltTHE DRAINAGE DESCRIPTION. FOR MANHOLES, JUNCTIDN BOXES, AND DROP INLETS WITH HEIGHTS GREATER THAN 12 FEET, THE SPACING OF ADJACENT SAFETY SUBS SHALL BE 5' TO IT WITH NO SAFETY SLAB LOCATED WITHIN 0 FEET OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHALL NOT BE LOCATED BELOW MY INLET PIPE OF 30" DMAETER OR GREATER. 2. THE COST OF THE SL-1 IS INCLUDED IN THE COST OF THE STRUCTURE. SEE CAST IN PLACE DRAWINGS FOR FURTHER DETAILS 3. ACCESS OPENINGS ME TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO THE OTHER WHERE APPLICABLE STEPS ARE TO BE STAGGERED ACCORDINGLY TO WALL THCIQESS SHOWN FOR WR.In":x ]rwlrve "u nccry "R.ww lA IV "" IR UIPMCI CR NYV tiUY]I]I Ur ]IVRL. BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE CO S BIAS • 8 C-C TYP. CONCRETE. - '' CONCRETE MIN. SHALL BE LEFT SMOOTH BYE NONE•• OF HAND TROWELLING. NONE 4. SAFETY SLIM MAY BE CAST -IN -PLACE OR PRECAST. CAST-N-PLACE CONCRETE TO BE e. ALL CONCRETE TO BE CLASS M. ROUND j r FOOTING ROUND ROD •j'' ALTERNATE ANCHOR DEVICES IJ I( '11 OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. _ _ a CLANS A3 (3000 PSI). RECAST CONCRETE IS TO BE M (4000 PSI). REINFORCING STEEL TO BE N ACCORDANCE WITH AASNTO M31. .. .. :..' . •.,r :��^. %�. ,i ,i..--�... O ON PLANS THE ]. WHEN SIS MAY BE USED IN LIEU OF SETTING POST IN CONCRETE.) DIETALS OF NVERT CHMIAN AS SHOWN HEREON ME FOR EXAMPLE a PURPOSES ONLY. EACH MANHOLE CROP INLET IS TO BE SHAPED - 3. OPENINGS MAY BE 30" OR 30' SQUARE. WHEN STRUCTURE IS TO INVERT 6 TO BE SHAPED N VAR.10',12'.14' DEVICES SHOWN ME I ALLY TO BEST FIT THE PARTICULAR IN -ET AND OUTLET AR LESSACCESST OWNING SH LESS THAN 30" THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTURE WDTH BY WIDTH ACCORDANCE WITH STANDARD IS-1. THE COST OF FURNISHING AND PLACING REPRESENTATIONAL ONLY. .1I1TII, 12" II CONFIG (��] CONFNXERATION AND FLOW LINES. SECTION B-B �„ LONG). 5H W IS ALTO BE INCIDENTAL IN THE BD SEE GENERAL NOTES. "`���••• DOUBLE SWING GATE PLAN TYPICAL PRECAST UNIT PRICE FOR THE STRUCTURE. ALTERNATE ANCHOR (TO BE USED WHERE SWINGING CLEARANCE IS LIMITED) METHOD OF TREATMENT IN MANHOLES DEVICES XVCX7T SPECIFICATION XVDCrr `VDOT SPECIFICATION `�=T SPECIFICATION �VDOT SPECIFICATION REFERSNCE MANHOLE FOR 12" - 48" PIPE CULVERTS ROAD AND STANDARDS ROAD AND BRIDGE STANDARDS STANDARD FENCE REFERENCE ROM AND BRIDGE STANDARDS STANDARD METHOD OF SHAPING REFERENCE ROM AND BRDGE STANDARDS TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, REFERENCE ROM AND BRIDGE STANDARDS MANHOLE & INLET INVERTS MANHOLES AND JUNCTION BOXES REVISION DATE SHEET 1 OF 1 REVISION DATE SHEET 1 1 5 SHEET 1 OF 1 REVISION DATE CHAIN LINK 507 SHEET 1 OF 1 REVISION GATE SHEET 1 OF 1 REVISION DATE 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 302 106.09 108.01 503.04 ]/11 VIRGINIA DEPARTMENT OF TRANSPORTATION 507 708.08 VIRGINIA DEPARTMENT OF TRANSPORTATION D8.14 VIRgNA DEPARTMENT OF TRANSPORTATION PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE 1 WOO COMMENTS 4/B/2021 NOTES AND DETAILS 3 Cln2 HMR Yfu (1, 2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS'TAKE OFF) NYLOPLAST 12" DRAIN BASIN: 2812AG X MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) WATERTIGHTJOINT (CORRUGATED HDPE SHOWN) 18' MIN WIDTH GUIDELINE 8" MIN THICKNESS GUIDELINE (5) ADAPTER ANGLES ARIABLE 0°-360 TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR ADCORDINGTO PLANS GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO.7001-110-111 FOR NON TRAFFIC INSTALLATION. (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6- MIN. BASED ON 3 4' MIN17 MANUFACTURING REQ.) NYLOPLAST 15" DRAIN BASIN: 2815AG X (1,2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (5) ADAPTER ANGLES VARIABLE O° 360° ACCORDING TO PLANS (4) VARIOUS TYPES OF INLET & OUTLETADAPTERS AVAILABLE: 4"- 15"FOR CORRUGATED HDPE (ADS N-12MANCOR DUAL WALL, (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: ADSIHANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SOR 35), 4"- 12"FOR CORRUGATED HDPE (ADS N-17MANCOR DUAL WALL, r PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC ADSMANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC THE BACKFILL MATERIAL SHALL BE CRUSHED STONE R OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. GRATEOPTIONS LOADRATING DRAWING# PEDESTRIAN MEETS H-10 7001-1102= STANDARD MEETS W20 7001-110.208 SOLID COVER MEETS H-20 d112MOGPB 7001-910204 PEDESTRIAN BRONZE NA 7001-110 DOME WA 7001-110.2D8 T001-110.021 WATERTIGHTJOINT (CORRUGATED HDPE SHOWN) 1 - GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 7 0.5006, 1 - GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A535 GRADE 7050-05 , WITH THE EXCEPTION OF THE BRONZE GRATE. THIS PRINT DISCLOSES SUBJECT MITER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE WITH THE EXCEPTION OF THE BRONZE GRATE. 2 -FRAMES SHALL BE DUCTILE IRON PERASRA A536 GRADE 70.5005 PROPRIETARY RIGHTS. THE RECEIPT NR BUFORD, GA 30518 2 -FRAMES SHALL BE DUCTILE IRON MR ASTM P536 GRADE 705005 3- DRAINBASINNE BED STOM MANUFACTURED TO PEAT DETAILS. POSSESSION OF ORANSFE PATE OY29.Ofi (r70)932-2490 3- ARESIN TO BED STOM MANUFACTURED PLAN DETAILS. FOR RISERS ARE NEEDED FOR BASINS OVER84'DUETOSHIPRNG RESTRICTIONS. IN N 1-11 SEE DRAWING 0 ](p 0065 OR LICENSE THE TRANSFER, OR LICENSE THE USE OF THE DESIGN OR THE DESIGN 7�T � Nyl' last TAXPHN FAX (770)932.2190 RISERSDRAIN FOR RISERS ARE NEEOF➢FOR BASINS OVER 81'DUETO SHIPPING RESTRICTIONS. W SEE DRAWING N 1-11 0-005 S G 0 700 TECHNICAL INFORMATION SHOWN HEREIN REVISED BY NMH PROJECT NO,HAME ✓ www.nyloplasl-us.mm 4 -DRAINAGE CONNECTION STAB JOINT TIGHTNESS SHALL CONFORMTO ION OF THIS PRINT ORANY INFORMATION TUB 4 -DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHAM CONFORM TO ASTREPRODUCTION D3212FOR HDPE (ADS N171HANCOR DUALWALL], CONTAINED OFANY ORRTHE ASTTITLE D3212FO2CORRUGATED HDPE (ADS N-1TMPNOUROVAL DUAL), SEWER.CORRUGATED N-12 HP, & PVC SEWER. N-12 ARTICLE HEREFROM, DISCLOSURE ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS �� 0Y111fi 12 IN DRAIN BASIN QUICK SPEC INSTALLATION DETAIL N-12 N-12 HP, &PVC SEWER 5- ADAPTERS CAN BE MOUNTED ON ANY ANGLE O' TO 3800. TODEMRMINE MINIMUM IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN 5- ADAPTERS CAN BE MOUNTED ON MY MOLE O° TO 3W. TO DETERMNE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001.1 W12. PERMISSION FRnM NYLOPLAST. _,,-- DWGSME A SCALE 1:20 SHEET IOF1 DWG NO. 7001-110.189 REV E ANGLE BETWEEN ADAPTERS SEE DRAWING NO.. 7001-110012. NYLOPLAST DRAIN BASIN WITH PEDESTRIAN GRATE (1, 2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. I MINIMUM PIPE BURIAL (3) VARIABLE INVERT HEIGHTS DEPTH PER PIPE AVAILABLE (ACCORDING TO MANUFACTURER PLANSRAKE OFF) RECOMMENDATION (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4' - 36" FOR CORRUGATED HDPEADSIHANCOR(ADS N-121HANCOR DUAL WALL, ADSIHANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C9D5, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) 1 - 12'-30' PEDESTRIAN GRATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70J6005. 2 - 12' - 30" FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 7D5005. 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84'DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO. 7001-110065. 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N121HANCOR DUAL WALL), N-12 HP, & PVC SEWER (4--3F). 5 - ADAPTERS CAN BE MOUNTED 0' TO 3O°. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110012. 6 - 12.24' PEDESTRIAN GRATES SHALL MEET FI.10 LOAD RATING. 30" PEDESTRIAN GRATE SHALL MEET H-20 LOAD RATING (SEE DRAWING NO. 70DI .110-144 FOR H-20 TRAFFIC LOAD GUIDELINES). 12" MIN WIDTH GUIDELINE 6" MIN THICKNESS GUIDELINE (6) MEDIUM DUTY TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE (6)ADAPTER FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST ANGLES BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, 'ARABLE O°-360° TRAFFIC LOADING,&OTHER APPLICABLE DESIGN FACTORS. ACCORDING TO PLANS SEE DRAWING NO. 7001-110-111 FORNON TRAFFIC INSTALLATION. (3) VARIABLE SUMP DEPTH 4' MIN ON 12'- 24- ACCORDING TO PLANS 6'MIN ON 30"836' (6- MIN. ON 12'-24', 10"MIN. ON 30" & 12" MIN. ON 36' *. BASED ON MANUFACTURING RED.) THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE 12'- 36- PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30513 OR POSSESSION OR ORNYLOPLASTPOSSES NCENSE HEPRINT USE OF THE DESIGN TRANSFER Olt LICENSE THE USE OF THE DESIGN OR GATE 4.20-07 PVC N to last PHN 770 932-2M3 ( 1 FAX 0 932-2490 m) HEREIN NRINT REWSEO BY NMH PROJECT NO. NAME y www.n to laa4us.c T P RECHNIDUCTION OF THISO REPRODUCTION OF THI3 PRINT OR ANY INFORMATION TITLE CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 06-12-18 DRAIN BASIN WITH PEDESTRIAN GRATE ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS QUICK SPEC INSTALLATION DETAIL IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN -------- DWG SIZE A SCALE 1:40 SHEET IOFI DWG NO. 7001-110.283 REV E (1, 2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANSI TAKE OFF) 18" MIN WIDTH GUIDELINE 8' TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO.7001-110-111 FOR NON TRAFFIC INSTALLATION. THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, - CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (8' MIN. BASED ON MANUFACTURING REQ.) 4' MIN GRATE OPTIONS PARTDRAWING# PEDESTRIAN 7001-11D207 STANDARD SOLID COVER NMEFTSWO ]001-110.209 PEDESTRIAN BRONZE 71M11101:DOME 7001-116211 DROP IN GRATE 7001-110.079 WHICH MATS. SPRINT DISCLOSESHAS DRAWN BY EBC MATERML 3130 VERONA AVE THE OPUST H75 PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 POSSESSION OF THIS PRINT DOES NOT CONFER, DATE OY30-06 PHN(770) 932.2443 JJSFER OR LICENSE THE USE OF THE DESIGN OR Nyloplast FAX IHNICAL INFORMATION SHOWN HEREIN REVISED BY NMH PROJECT NO.INAME �.1ny01oplas.2490 'RODUCTION OF THIS PRINT OR AW INFORMATION TITLE NTAINED HEREIN, OR MANUFACTURE OFANY 'ICLE DATE 0Y%16 151N DRAIN BASIN QUICK SPEC INSTALLATION DETAIL HEREFROM, FOR THE DISCLOSURE TO OTHERS ORBIDDEN, EXCEPT BY SPECIFIC WRITTEN ,."oc,n., c"r..­ nn.o. e_......__._ DWG SIZE A SCALE 1:25 SHEET 1OF1 DWG NO. 7001-110-190 REV E NYLOPLAST DRAIN BASIN WITH STANDARD GRATE MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4"- 36- FOR CORRUGATED HDPE (ADS N-121HANCOR DUAL WALL, ADSIHANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C9001C905, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) 1 - 8'. V STANDARD GRATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 705005. 2 - 12'.30' FRAMES SHALL BE DUCTILE IRON PER ASTM A636 GRADE 70,%06. 8' & ID'STANDARD GRATES FIT DIRECTLY ONTO DRAIN BASINS WITH THE USE OFA PVC BODY TOP. SEE DRAWING NO.7001.M.M. 3- DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER84'DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO.7001-11D-065. 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-121HANCOR DUAL WALL), N-12 HP, & PVC SEWER (4--W). 5 - ADAPTERS GAN BE MOUNTED ON ANYANGLE V TO 300°. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 70DI-I10012. B . 12'. 30' STANDARD GRATES SHALL MEET Ha LOAD RATING. 7 - 8' & TO- STANDARD GRATES ARE RATED FOR LIGHT DUTY APPLICATIONS ONLY: NO CONCRETE COLLAR NEEDED FOR LIGHT DUTY RATING. 18" MIN WIDTH GUIDELINE 4"MINC 6" MIN DRAIN BASIN (1, 2) INTEGRATED DUCTILE IRON FRAME & COVER TO MATCH BASIN O.D. NON TRAFFIC INSTALLATION ..� „RUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. INLINE DRAIN ER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. THISPRINTDISCLOSES WHICH MATS. DRAWNBY CJA MATERIAL 31M WROMAW THE NYLOPLAST H75 PROPRIETARY RIGHTS. THE RECEIPT HAS BUFORD, GA 30518 OR POSSESSION OF THIS PRINT DOES NOT CONFER USE THE DESIGN OR DATE 9.30.99 Nylo last PHN(770) 932.2443 TAX lny�oplest usa TECHNICALNFORMATION SHOWNOF HEREIN REWSEDBY NMH PROJECTNO.NAME REPRODUCTION OF THIS PRINT O2ANY INFORMATION TITLE CONTAINED HEREIN, OR MANUFACTURE OFANY DATE Obi1-06 DRAIN BASIN& INLINE DRAIN ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS NON TRAFFIC INSTALLATION IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN ....Roma"co 1.-nu.- __...-__- DWG SIZE A ISCALE 1:25 SHEET IOF1 DWG NO. 7001-110-111 REV E NYLOPLAST DRAIN BASIN WITH SOLID COVER 18" MIN WIDTH GUIDEUNE 8"MIN THICKNESS GUIDELINE •t' 8"MIN THICKNESS GUIDELINE MINIMUM PIPE BURIAL DEPTH PER PIPE (3) VARIABLE INVERT HEIGHTS MANUFACTURER (5) ADAPTER (6,7) TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR AVAILABLE (ACCORDING TO RECOMMENDATION (6,7) TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR ANGLES GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE PLANS/TAKE OFF) (MIN. MANUFACTURING (6) ADAPTER GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE VARIABLE 0° -360° REQ. SAME AS MIN. SUMP) ACCORDING To DESIGNED TAKING INTO CONSIDERATION LOCAL SOILCONDITIONS, ANGLES DESIGNED TAKINGINTOCONSIDERATIN LOCAL SOIL CONDITIONS, PLANS TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. VARIABLE 0°-38V TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO.7001-110-111 FOR NON TRAFFIC INSTALLATION. ACCP�SGTO SEE DRAWING NO.7001-110-111 FOR NON TRAFFIC INSTALLATION. 4' MIN ON 8" - 24' (3) VARIABLE SUMP DEPTH 6" MIN ON 30' & 36" ACCORDING TO PLANS (6" MIN. ON 8" -24', 10' MIN. ON 30" 136" BASED ON MA UIF CN. N RING REQ.) THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. JIMUMhU RAGA TEN IN WRILM DRAWN BY EBG MATERULL ilJU VCMMAAYL HASPR PSUWEL HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD GA30518 SION OF THIS PRINT DOES NOT CONFER OR LICENSE THE USE OF THE DESIGN OR GATE 1-23-06 " 1�T to ast PHN 770 932-2443 ( 1 FAX 0 932-2490 m) HEREIN LION NRINT REVISED BY NMH PROJECT NOJNAME y www.n to laet.us.c, y P OF THIS 'ION OF THIS PRINT OR ANY INFORMATION O TITHE HEREIN, OR MANUFACTURE OF ANY DATE 0&12-18 DRAIN BASIN WITH STANDARD GRATE REFROM, FORTHE DISCLWURETO OTHERS QUICK SPEC INSTALLATION DETAIL :N, EXCEPT BY SPECIFIC WRITTEN ...... __.._ DWG 9QE A SCALE 1:40 SHEET IOF1 DWG NO. 7001.110.144 REV J (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE:4'-36"FORGORRUGATEDHDPE �� (3) VARIABLE SUMP DEPTH 4" MIN ON 8-- 24" ACCORDING TO PLANS 6'MIN ON 30"836' (6'MIN.ON8"-24",10"MIN.ON30" (ADS N-121HANCOR DUAL WALL, ADSIHANCOR _zz//kj 812' MIN.ON 36' SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), BASED ON MANUFACTURING RED.) PVC DWV (EX SCH 40), PVC C9001C905, m ," THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER CORRUGATED & RIBBED PVC y ""'v� m GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, WATERTIGHT JOINT * tl CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. (CORRUGATED HDPE SHOWN) 'T BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 8 -36- 1 - 8' -30' SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2 - 12'-So' FRAMES SHALL BE DUCTILE IRON PER ASTM A5W GRADE 70-50-05. 8' & 1P SOLID COVERS FIT DIRECTLY ONTO DRAIN BASINS WITH THE USE OF APVCBODYTOP. SEE DRAWING NO.7001-1100N5. 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDINGTO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER&'DUE TOSHIPPING RESTRICTIONS. SEE DRAWING NO.7001-110065. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL o»u YCKMn"AVc 4- DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD GA 30518 ASTM D3212 FOR CORRUGATED HDPE D3 N121NANCOR DUAL WALL w 1 OR POSSESSION OF THIS PRIM GOES NOT CONFER DATE OPiM7 PHN 770 932-2443 ( 1 N-12 HP 8 PVC SEWER 4'-38' . TRANSFER OR LICENSE THE USE OF THE DESIGN OR �T ` FAX 0 932-2490 ��11 5- ADAPTERSCAN BE MOUNTED ONANYANGLEO°T0360°. TO DETERMINE TECHNICAL INFORMATION SHOWN HEREIN 1\✓lo�last WWW�loplaebuss REVISED BY NMH PROJECT NO.NAME TITLE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110072. REPRODUCTION OF THIS PRINT OR ANY INFORMATION 6-12'.30- SOLID COVERS SHALL MEET H-20 LOAD RATING. CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 06-12-18 DRAIN BASIN WITH SOLD COVER 7-8'& 1P SOLID COVERS ARE RATED FOR LIGHT DUTY APPLICATIONS ONLY: ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS QUICK SPEC INSTALLATION DETAIL NO CONCRETE COLLARNEEDED FOR LIGHT DUTY RATING. IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN DWG SIZE A SCALE 1:40 SHEET I OF 1 DWG NO. 7001.110-M REV E PERMISSION FROM NYLOPLAST. m m mno DI-3A 3B, 3C EXPANSION KEYED FOR DETAILS OF INLET JOINT 1 C_ONST, BARS D. _APPROA -_ 11 PLAN 61 M o' MAX. is a BAR SECTION A -A KEYED COAST. JOINT ' WARPED y GUTTER I (BARS A %ARPROACH H_ _ _ _ _ ..-. ..• BARS F BARS E *3" DIAMETER - BARS E WEEP HOLE FRONT ELEVATION BARS F .. 1•-e" B•, BARS a (GUTTER REMOVED) I 3•-p•' WlP " BENT KATE SECTION B-B •:: '' VA R TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 & CG-7 STANDARDS. f TYPE B NOSE DETAIL $HALL BE USED WITH CC-2 & CG-6 STANDARDS. TYPE A I G0.VANIZED TYPE B /2" X 4" STUD SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68"30' TO MOLE IRON AT 2-C-C. CONNECTORS AND IS TO BE ANCHORED WITH %y' X 4" STUD SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2-C-C. PR.PAVEMENT DI-3A L 0I-38 L DI-3C L WARPED PAVEMENI FLOW FL= Pw7j DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL VooT STANDARD CURB DROP INLET SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS SHEET 1 OF 2 REVISION DATE 12" - 30" PIPE: MAXIMUM DEPTH (H) - 8' z33 104.09 08/10 VRGINIA DEPARTMENT OF TRANSPORTATION 302 © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@milestonepartners.co 434.245.5803 N D O2 0 o • • 0 W W 2 O U Z 3 O CRAIG W T. KUFARSKI Lic. No. 0402048507 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE 1 WPO COMMENTS 4I9/2021 NOTES AND DETAILS 4 Clm3 ids BIRDHOUSE ` \ \ �\ II FFOIT/ % P / La0N\C. BASE I LS CqA /9 ('I BUSHO \\ \\ \ It ; ; I I 1 , I ; I , 1 I I\ \ \ \\ \, \, ' 'I DREYFUS I I I 1 GP / I / G\RITICF�L I \ \ \ 1 U I 1 1 r Co SLPPES(TYPI) I _ / / CHAINLINK / 2020 BUSHMAN DREYFUS ARCHITECTS PC Ep I FENCE 9P PAVED ENT,! O , \ \ / I (N B E \ 3' (W) METAL DOOR TRANSITION \ I I 4' (H) t �G— — N- \ 10' X 18' FfFAME SHED CHILLER ON � W I \G I I 4.25'X3.15'PAD / 4Q ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC \ 3' W METAL DOORS 2 R4 \\ \ \\ t I / , // / \PE ARCHITECT / / / 1 1 UG I \ \` \ \ \G \ I O'SHDEA+AWI SON STTEWORKS \ \ \ \ \ /y\ CO/l✓C. 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KOTARSKI DATE 02I05/2021 ID ISSUE NAME DATE 1 WPO COMMENTS 4I9/2021 DEMOLITION PLAN 2 C2m4 HMR YFU EROSION AND SEDIMENT CONTROL NARRATIVE: PROJECT DESCRIPTION THIS PROJECT INCLUDES BOTH THE DEMOLITION OF THE EXISTING DRIVER'S EDUCATION COURSE AND THE CONSTRUCTION OF A COMMUNITY CENTER, SPORTS FIELDS, AND ASSOCIATED PARKING, UTILITIES & LANDSCAPING. THE TOTAL LIMITS OF CLEARING AND GRADING FOR THE PROJECT ARE 5.15 ACRES. ADJACENT PROPERTY THE PROPERTY IS BOUNDED BY JACK JOUETT MIDDLE SCHOOL TO THE NORTH, A SPECIAL EDUCATION SCHOOL AND WOODED PROPERTY TO THE SOUTH, AND VACANT WOODED PROPERTY TO THE EAST AND WEST. EXISTING SITE CONDITIONS THE EXISTING SITE IS A DRIVER'S EDUCATION TRAINING LOT. OFF -SITE AREAS NO OFFSITE AREAS WILL BE DISTURBED. ANY OFF -SITE LAND -DISTURBING ACTIVITY ASSOCIATED WITH THE PROJECT SHALL HAVE AN APPROVED E&SC PLAN. CRITICAL EROSION AREAS EARLY ESTABLISHMENT AND PROPER MAINTENANCE OF PERIMETER CONTROLS WILL PROVIDE SEDIMENTATION CONTROL. ALL SLOPES STEEPER THAN 3:1 WILL BE STABILIZED WITH BLANKET MATTING. EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. STORMWATER RUNOFF CONSIDERATIONS UNDERGROUND PIPES WILL BE USED TO CONVEY STORMWATER ONSITE. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS. STRUCTURAL PRACTICES: 1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. 2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. 3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. 4. DIVERSION DIKE - 3.09 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA. 5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. 5.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT BASIN EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE BASIN SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 6. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT. VEGETATIVE PRACTICES: 1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION. 2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. MANAGEMENT STRATEGIES 1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY FOLLOWING INSTALLATION. 2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER CONTROLS. 4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3: 1. FOR SLOPES GREATER THAN 3: 1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK (SEE LANDSCAPE PLANS FOR ADDITIONAL INFORMATION) FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE I 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT ALBEMARLE COUNTY COMMUNITY DEVELOPMENT BUILDING. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. INSTALL SAFETY FENCE, CONSTRUCTION ENTRANCE, SILT FENCE, SUPER SILT FENCE AND OTHER PERIMETER MEASURES. 3. CLEAR AND GRADE SEDIMENT TRAPS. 4. INSTALL DIVERSION DIKES & INLET PROTECTION. 5. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN. 6. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE II 1. BEGIN ROUGH GRADING PROJECT AREA AND EXCAVATING LOWER LEVEL BUILDING FOOTPRINT AS SHOWN ON SHEET C3.3. STOCKPILE CUT MATERIAL FROM BUILDING FOOTPRINT IN FUTURE FILL AREAS OF SITE. 2. ADJUST ALL DIVERSION DITCHES AS NECESSARY TO PREVENT SILT/SEDIMENT FROM LEAVING THE SITE. 3. INSTALL PROPOSED STORMWATER INLETS AND PIPING AS SHOWN ON SHEET C3.3. INSTALL INLET PROTECTION AS SHOWN ON PHASE II PLAN. ALL STORMWATER PIPING AND STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E8S INSPECTOR. 4. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE III 1. INSTALL PROPOSED STORMWATER INLETS, PIPING, AND DETENTION SYSTEMS. INSTALL INLET PROTECTION AS SHOWN ON PHASE III PLAN. ALL STORMWATER PIPING AND STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. 2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. APPLY SOIL STABILIZATION BLANKETS FOR ALL SLOPES THAT EXCEED 3: 1. 3. ONCE THE CONTRIBUTING DRAINAGE AREA TO SEDIMENT TRAPS HAS BEEN PERMANENTLY STABILIZED AND APPROVED BY THE ESC INSPECTOR, REMOVE SEDIMENT TRAPS. CONTRACTOR SHALL INSTALL SILT FENCE AT A T OFFSET ALONG THE TOE OF ALL DISTURBED SLOPES >7% PRIOR TO THE REMOVAL OF SEDIMENT TRAPS AND ENSURE IT IS IN GOOD CONDITION AT ALL TIMES. APPLY PERMANENT SOIL STABILIZATION AND STABILIZATION BLANKETS AS REQUIRED. 4. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E8S INSPECTOR. MINIMUM STANDARDS: AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS-19.PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. GENERAL EROSION AND SEDIMENT CONTROL NOTES: ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. CONTRACTOR SHALL PROVIDE ALL INFORMATION REQUIRED FOR CONSTRUCTION RECORD DRAWINGS: COUNTY OF ALBEMARLE Department of Community Development �IRGR`nP Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stonnwater facilities (reference Water Protection Ordinance 17422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofrlter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. CRITICAL SLOPES NOTES: 1. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE DISTURBED WITH SURVEY RIBBON OR STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. 2. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE PRESERVED WITH SURVEY RIBBON OR STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. 3. CONTRACTOR IS TO NOTIFY ALBEMARLE COUNTY INSPECTOR AND PROVIDE OPPORTUNITY TO REVIEW LIMITS OF CRITICAL SLOPES PRIOR TO DISTURBANCE. 4. CONTRACTOR MUST MAINTAIN RIBBONS OR STAKES THAT DELINEATE CRITICAL SLOPES NOT TO BE DISTURBED FOR THE DURATION OF THE PROJECT. 5. PRE -CONSTRUCTION STAKED/FLAGGED LIMITS OF CRITICAL SLOPES TO BE DISTURBED NEED NOT BE MAINTAINED ONCE THESE SLOPES ARE DISTURBED. © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS IlopezQmilestonepartners.co 434.245.5803 CL N OC D O I.il. O OC �® • • G W Li" 2 OU � a Z N 3 O E 9 ': T0 0 > CRAIG W. J. KOTARSKI Lic. No. 0402048507 ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, ' PROJECT NO 46423 ' GRADING, OR LAND DISTURBANCE. CHECKED BY C. KOTARSKI ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES IMMEDIATELY. SOILS INFORMATION: 2C - ALBEMARLE FINE SANDY LOAM, 7 TO 15 PERCENT SLOPES; 35 TO 60 INCHES TO PARALITHIC BEDROCK; 40 TO 60 INCHES TO LITHIC BEDROCK; WELL DRAINED; HYDROLOGIC SOIL GROUP: C. 21 D - CULPEPER FINE SANDY LOAM, 15 TO 25 PERCENT SLOPES; 40 TO 79 INCHES TO PARALITHIC BEDROCK; 40 TO 79 INCHES TO LITHIC BEDROCK; WELL DRAINED; HYDROLOGIC SOIL GROUP B. 39D - HAZEL LOAM, 15 TO 25 PERCENT SLOPES; 20 TO 40 INCHES TO LITHIC BEDROCK; EXCESSIVELY DRAINED; HYDROLOGIC SOIL GROUP B. 40E - HAZEL VERY STONY LOAM, 24 TO 45 PERCENT SLOPES; 20 TO 40 INCHES TO LITHIC BEDROCK; EXCESSIVELY DRAINED; HYDROLOGIC SOIL GROUP B. 48D - LOUISBURG VERY STONY SANDY LOAM, 15 TO 25 PERCENT SLOPES; MORE THAN 80 INCHES TO RESTRICTIVE FEATURE; WELL DRAINED, HYDROLOGIC SOIL GROUP A. 88 - UDORTHENTS, LOAMY; MORE THAN 80 INCHES TO RESTRICTIVE FEATURE DATE 02/05/2021 ID ISSUE NAME DATE 1 WPO COMMENTS 4/9/2021 EROSION & SEDIMENT NTROL NOTE & DETAILS 1 C3n0 HMR YFU SrONE I•. 70' MIN. CONSTRUCTION ACCESS 3" SV-2A ASPHALT TOP COURSE-EXIS'ING ' PAVFMFNT 5" M!N. 2'.A AGGREGATE BASE PROFILE STONE 70' WN. CONSIftUC11ON-ASPI-IALT PAVED ACCESS A WASHRAC:< EXIST.NC 2% 2% PAVFVENT 2% 12' M:N.* � 1 'MUST EXrEN7 FUL_ WTSEDI IDTH OSDRAINAGE OF INGRESS AND EGRESS TO SEDIMENT OPERATION TRA-PING DEVICE PLAN --I?, VIN PO9IIVL DRAINAGL 2% TO SE7IVENT IRAIPINC D�V Cr FILTER GI_G-II- ' SECTION A -A A miimmu water tap of 1 itch must be installed with a nriminnuu 1 itch ballcocl( shutoff valve suppl)img a wash hose with a (Gauueter of 1.5 itches for adequate constant press re. Wmll water must be carried away from the entrance to am appt oved settlI area to remove sedimemt. All sedineiit shall be prevented ftonl entering storm (Irams, ditches or watefcomses. PAVED WASH RACK NO SCA-E PCE PAVED CONSTRUCTION ENTRANCE No Scale EXCAVATED DROP INLET SEDIMENT TRAP / PLOW . r 70'MIIN. EXISTING A PAVEMENT . vow.�.�.�.�.:•.:•.:•.:•.�.�.�.�.�.:•.:•.4t:��'a'tist,: .D`t t t {ltvvvvvvvvvvvvvvvv*t.tv •ix MOUNTABLE • •• • EXISTING 70' MIN. WASHRACK T 10' MIN. B OPTIONAL L 10 EXISTING 12' MIN.* MIN PAVEMENT VDOT#1 COARSE AGGREGATE B I POSIT IVE 110'MIN. *MUST EXTEND FULL WIDTH OF DRAINAGE TO J- INGRESS AND EGRESS OPERATION SEDIMENT TRAPPING DEVICE PLAN VIEW 12' MIN. MIN. 3" MIN. FILTER CLOTH SECTION A -A r 6T l x. REINFORCED CONCRETE DRAIN SPACE SECTION B-B CE STONE CONSTRUCTION ENTRANCE No Scale TABLE 3.31-13 ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" PLANTING DATES SPECIES RATE (LBS./ACRE) SEPT. 1 - FEB. 15 50150 MIX OF ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) & 50-100 CEREAL (WINTER) RYE (SECALE CEREALE) FEB. 16 -APR. 30 ANNUAL RYEGRASS 60-100 (LOLIUM MULTI-FLORUM) MAY 1 -AUG. 31 GERMAN MILLET 50 PS (SETARIA ITALICA) TEMPORARY SEEDING PLANT MATERIALS No Scale TABLE 3.32-D SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA TOTAL LBS. PER ACRE MINIMUM CARE LAWN COMMERCIAL OR RESIDENTIAL 175-200 LBS. KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% IMPROVED PERENNIAL RYEGRASS 0-5% KENTUCKY BLUEGRASS 0-5% GENERAL SLOPE (3:1 OR LESS) KENTUCKY 31 FESCUE 128 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP * 20 LBS. 3.02 150 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) * SEE SLOPE STABILIZATION SEED MIX TYPICAL ORIENTATION OF VESCH TREATMENT - 1 SOIL (STABILIZATION SHALLOW BLANKET) SLOPE I .Id'II II I(' ON SHALLOW SLOPES, STRIPS NETTING PROTECTIVE COVERINGS MAY BE APPLIED ACROSS THE SLOPE. u'ti Hly WHERE THERE IS A BERM AT THE BERM TOP OF THE SLOPE, BRING THE MATERIAL OVER THE BERM AND STEEP ANCHOR IT BEHIND THE BERM. SLOPE ON STEEP SLOPES, APPLY PROTECTIVE > COVERING PARALLEL TO THE DIRECTION OF FLOW AND ANCHOR SECURELY. - BRING MATERIAL DOWN TO A LEVEL AREA BEFORE 4 TERMINATING THE INSTALLATION. TURN THE DITCH FLOW END UNDER 4" AND STAPLE " " Ix AT 12" INTERVALS. ;. IN DITCHES, APPLY PROTECTIVE COVERING PARALLEL TO THE DIRECTION OF FLOW. USE CHECK SLOTS AS REQUIRED. AVOID JOINING MATERIAL IN THE CENTER OF THE DITCH IF AT ALL POSSIBLE. BM SOIL STABILIZATION BLANKET (TREATMENT-1 No Scale Ak=\\� SEDIMENT -LADEN RUNOFF IN \\\ FL W AS DEPTH BELOW TOP OF * USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES REQUIRED INLET MIN. 1'- MAX. 2' AS STATED BELOW: Excavated Drop Inlet Sediment Trap design 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE I TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET drainage area (acres) (<3) 1.04 POSTS. - - AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE GRAVEL CURB INLET SEDIMENT FILTER trap volumes: �' y. �:yJ �. J..�. 6' \�-- P y„ J , y' X NOVEMBER THROUGH FEBRUARY 15TH ........................ WINTER RYE elevation (ft) area (so volume(cy) -� MAX.,2}.•' 548 1833 SLOPE 2:1 I � j % ' � ** SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF /r 549 2188 74.5 = -( �� FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL _ 550 2568 88.1 =iii j II OTHER PERIODS, USE UNHULLED SERICEA IF FLATPEA IS USED IN LIEU � WEEP LARGER _ �i )' 162.5 STORM WATER WITH HOLES PARTICLES / - � � II II-1' OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED � LARGER PARTICLES FLOW I SETTLE OUT II� - �IIt MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE Storage: REMOVED FOR _ �IIll II - storage required (cy) (134*DA) 139.4 WATDE-ERING - ~ 4- ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER bttom of excavation (ft) 548-0 DRAIN SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. top of inlet elevation 549.5 INLET - storage provided (Gy) 162.5 TS 3.32 ST1 slope of wet storage sides 2-1 3 13 3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE THE WIRE THE TRENCH.FENCE AND EXTEND IT INTO EXCAVATED SOIL. PERMANENT SEEDING MIX FOR PIEDMONT AREA GRAVEL FILTER 12 EXCAVATED DROP INLET SEDIMENT TRAP #1 No Scale RUNOFFWATER WIRE MESH FILTERED WATER NO Scale _ i i ':'�,:• Sediment Trap design -I, FLOW / / ., ,.-III-I I '„a,,.•o ,al.:.. - - drainage area (acres) (<3) 2.03 wRABE 1- IIII- CIII illll trapVolumes: SEDIMENT CROWCREST OF STONE WEIR ppy COM7t7>� CWD TO HAVE VDOT elevation (ft) area I volume(cy) GRWND STANDARD EC-2 CONCRETE 533 835 nN MATTING ON UPHILL GUTTER CURB INLET 18" MIN. SIDE 12"534 1358 35.5 DRY STORAGE - N VAHVB E� FLOW *GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. 535 1358 45.2 EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. 536 1658 55.9 oilII LI 537 2332 73.9 WET STORAGE FILTER FABRIC - s• Luz 538 2707 93.3 C° ^hD) SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT FLIER CLOTH GRIGINnL ZII- 303.8 ` LCL�Lv"D I- � - � WIRE=_ CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO -I= -III -III-III= 4.5' MIN. CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND ,SEE PUTE a.u-, caMaE AGGREGATE cuss T RvaAP =III= -III= - UNPROTECTED AREAS. wet storage: wet storage required (cy) (67*DA) 136.0 SF 3.05-1 DD CWD 3.09-1 IP 3.07- 6 bottom of stone weir (ft) 536.0 wet storage provided at this elevation (cy) 136.6 **coarse aggregate shall be VDOT #3, #357 of #5 SILT FENCE (WITH WIRE SUPPORT) TEMPORARY DIVERSION DIKE STORMWATER INLET PROTECTION slope of wet storage sides 21 No Scale No Scale No Scale weir length (ft) (6xDA) 122 dry storage: bottom of trap elevation (ft) 533 dry storage required (cy) (67*DA) 136.0 bottom trap dimensions: 22 x 38 crest of stone weir 538.0 top of dam elevation (ft) 539 _ ERNST CONSERVATION SEEDS dry storage provided at this elevation (cy) 167.2 top width of dam (ft) 5 D�[1 MIN o RIGHT-OF-WAY NON-NATIVE WOODS MIX - ERNMX-132 SILT FENCE DROP INLET PROTECTION slope of dry storage sides 21 top trap dimensions 46 x 62 �������� 2 X 4" WOOD DROP INLET WITH ❑�[-In an FRAME GRATE ST2 3.13 11111-lommom BOTANICAL NAME COMMON NAME P FRAME d PRICE/LB SEDIMENT TRAP #2 MA MAX. No Scale 30.00% FESTUCA RUBRA CREEPING RED FESCUE 1.90 20.00% LOLIUM PERENNE, PERENNIAL RYEGRASS, 1.85 3' 'FASTBALL RGL' 'FASTBALL RGL'/��� MIN. GATHER (TURF TYPE) I'l VARIABLE - ^ EXCESS drainage area (acres) (<3) 1.43 I I AT trap volumes: oRCNu CREST OF STONE WEIR ��� PERSPECTIVE VIEW 20.00% PHLEUMPRATENSE, TIMOTHY, 'CLIMAX' 1.20 U V CORNERS elevation (ft) area I volume(cy) EPOUND \ a 'CLIMAX' PERSPECTIVE VIEWS 534 1121 535 1400 46.7 DRY STORAGE - VARIABLE12.00% TRIFOLIUM HYBRIDUM ALSIKE CLOVER 3.25 537 .5 2033 69 537 2033 69.2 _ U 10.00% AGROST/S PERENNANS, AUTUMN BENTGRASS, 14.00 ALBANY PINE BUSH- ALBANY PINE BUSH - STAKE 538 2388 81.9 WET STORAGE 4 CC .• AM%. ' NY ECOTYPE NY ECOTYPE 255.2 (IXCAVAEED) FLIER CLOTH O M1GNAL ° C y FABRIC - LRJ I.A nLv. O 8.00% AGROSTISALBA REDTOP 8.00 MIN. P wet storage: .SEE TE Y13-1 CORSE AGGREGATE- CIASS I RP,UP FAak10 (A`rhACFi.� - wet storage required (cy) (67*DA) 95.8 i�raLne.. - ,� 100% MIX PRICE/LB BULK: $3.61 bottom of stone weir (ft) 536.0 wet storage provided at this elevation (cy) 104.2 **coarse aggregate shall be VDOT #3, #357 of #5 W RE' SEEDING RATE: 40-60 LB PER ACRE DETAIL A slope of wet storage sides 2:1 I; NE POST FABRIC WOODLAND OPENINGS weir length (ft) (6xDA) 8.6 CONVENTIONAL 10 GROUND LINE ELEVATION OF STAKE AND FABRIC ORIENTATION d storage: bottom of try elevation ft 534_­MAX.6'METAI_MOR ` MAX. THE SHADE -TOLERANT GRASSES AND CLOVER ARE GOOD FOR dry g p O 5' MIN. (U)POSTS BR4cING��NORETE FOOTING WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX dry storage required (cy) (67*DA) 95.8 bottom trap dimensions: 48X28 SPECIFIC APPLICATION PERSPECTIVE VIEW PERSPECTIVE VIEW FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING crest of stone weir 538.0 top of dam elevation (ft) 539 THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET dry storage provided at this elevation (cy) 151.1 top width of dam (ft) 4 PLASTIC FENCE METAL FENCE ON THE AVAILABILITY OF EXISTING AND NEW PRODUCTS. WHILE THE DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE FORMULA MAY CHANGE, THE GUIDING PHILOSOPHY AND FUNCTION OF THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE slope of dry storage sides 21 top trap dimensions 68X48 THE MIX WILL NOT. TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. ST3 3.13 SF 3.10 IP 3.07-1 [SEDIMENT TRAP #3 SAFETY FENCE SLOPE STABILIZATION SEED MIX STORM DRAIN INLET PROTECTION ND Scale No Scale No Scale No Scale © 2020 BUSHMAN DREYFUS ARCHITECTS PC I ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS IlopezQmilestonepartners.co 434.245.5803 CN OC D Q 0 0 2 rI LU W zW 2 • 0 < a Z N O Eli T >� y CRAIG W. T. KOTARSKI Lic. No. 0402048507 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE 1 WPO COMMENTS 4/W021 EROSION & SEDIMENT ►NTROL NOTE & DETAILS 2 C3ml EROSION CONTROL LEGEND LIMITS OF CLEARING AND GRADING DRAINAGE DIVIDE - SOIL AREA DIVIDE SAF -SAF SAFETY FENCE 3.01 CE PCE CONSTRUCTION ENTRANCE 3.02 SF X SILT FENCE 3.05 SF )F SUPER SILT FENCE 3.05 IP ® INLET PROTECTION 3.07 DD DIVERSION DIKE 3.09 ST SEDIMENT TRAP 3.13 OP OUTLET PROTECTION 3.18 TS TEMPORARY SEEDING 3.31 PS PERMANENT SEEDING 3.32 BUSHMRN DREYfUS �\ ©2020 BUSHMAN DREYFUS ARCHITECTS PC \ \ \ ARCHITECT \ BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT ".. iF?.......... , O'SHEA+ WILSON SITEWORKS \\ , CIVIL ENGINEER \ TIMMONS GROUP STRUCTURAL ENGINEER - \\ DMWPV ....... ?i?i?'r. i?i1i:::::.... MEP ENGINEER \\...........:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::. 2RW .................................. .............................................. ........................................... I \� LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN / \ INTERIOR DESIGN GLICKMAN DESIGN STUDIO _ ACOUSTICIAN - - - - - - - _ ACOUSTICAL CONSULTING SERVICES 4230 / 3 LIMITS OF DISTURBANCE _ \ MU MULCHING 3.35 / !\ \\ \ 558 7 ��� �51z5ACRES�- ----- ---'/ \ \ \ n \ _ \ � _ \ SAF ` B/M SOIL STABILIZATION BLANKET 3.3E / \\ SF \ ' � GATT � � 7 OWNERS REPRESENTATION TP TP - TREE PROTECTION 3.38 I / \\ \ _ I MILESTONE PARTNERS Ilopez@mileslonepartners.co DC DUST CONTROL 3.39 h/ Q� \� U 1 / /\ % C WA H RA` / - - - / i 434.245.5803 2 I► \\ // �--UGT r � -' * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER I / / f� IP ` \ I -�� / _ - - I N !\tip / J CE =1Y�Ss�-�--- // O /558 / // /// /,/// \\\ `\ I I �/r 1=-563 - DD \ / /,559- \ SAF i---__O/ 0000 ,561� _ H 562{III l • 0 ICI I � W i uj /���r / ') I\ __UGT �1lil �/'Gp • Q 1\ J1IIN \\\\\\ \I \ / ^ G/r TS SOIL TYPE: ��� // �� /'/ // \ /�// ___--'� / S \ss ` DC \ ♦ \ // O \ \ \ 1 1 \\ c \ I I ` 80 1 I / �� ///-I- \\\ / _ ,' /' \\ /' _ - /SS\ \ .../1 / �� 1567_ I J 554 \ \ ,If I.,/_ _//✓-553'l>:...All ' cxAlcw r. xo•rAlzsxl ' /uu)`'"` / / / Lic. 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KOTARSKI (SEE SHEET C3.1 FOR DETAIL) \ _ , _ _ 53s- _ - \ 1\ {` 1.04 ACRE DRAINAGE AREA / _ / _ \ \ \ \ \ #1 1 I It \ DATE 02I05/2021 / � / , / / / / _ ��D ffNf TIQAP #2/ � .. _ \ \ \ \ � \ \ S� 1 II t1 i � 1l i. i k': \ ` \ I I > \ / / , / / / / \ I i' _ ` / / / _ \ \ \ \ \ :Ilt i t i tl \ \ \ \ \I 1 1 / I \ _ TOTAL STORAGE REQUIRED: 139.4 CY \ _ , / DC / / / / / / , / \ \ \ / / / / / / EJE S%E C�1 FO DE AIL) \ \ i , i / / \ \ 1 I _ _TOTAL STORAGE PROVIDED: 162.5 CY ♦ / / / / \ \ / N. \ /\ s _ / / \ / / / I \ \ _ I I I I 1 BOTTOM ELEV. = 548.0 / I / / / / / / \ \ \ ` \ \ I \ 1 TS , / / / / / 95 dC E Rq\INAR E{ N. \ \ \ \ SEDIMENT TRAP #3' / l/Ol'A� ST RdG R UIRED:' 61.3 C \ \ ` \ \ \� WEIR (<S ?/ESCH \ J _ _ / , / / / / / \ / / / / / / / \ \ \ �� \ / \ \ (SEE SHEET C3.1 FOR DETAIL) SOIL TYPE: I \ \ 1 \ TOP INLET = 549.5 / / \ I / / / / / TOTAL STORAG P VIDED: 03.8 6Y \ \ \ \ s✓ STA BARES) \ \ \ � \ \ \ \ 1.43 ACRE DRAINAGE AREA � TOTAL STORAGE REQUIRED' 6 $$ I \ ... \ ` ♦ / / / / \ / / / / / / 'B CS�ELEV. = 3. / � \ \ so � \ CLASS RAP � / D/�M EL = 5 9:d TOTAL STORAGE PROVIDED: 255.2 CY � \ \ 1 \ A E \\ \\ :.-:.:.\:. \ \ - - _ - ^ - ♦ / / / \ ' ... .7..r.. _ _ / / / \ \ w _ , _ _ BOTTOM ELEV. = 534.0 1 ,' / / / r/ �', ✓ / 1531____ / / / / // / _/ _�__ \ \\ `r \__�_ �-_ �-� �\ \. 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WWI WA r 1 =7ft II I� I I 1 1 II 1 PROPOSED BUILDING 0 r m `� 5'FR OPOSED \ \ 4/X— NT NC TO LAMBS LANE \ \ u © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@milestonepartners.co 434.245.5803 CL N OC O 0 c� ® 0 x • • G W zx W OU � a Z N O CRAIG W J. KOTARSKI Lic. No. 0402048507 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 17 SHEETS C4.2 C5.1 C5.4 I / CRITICAL SLOPES (TYP.) y X ID ISSUE NAME DATE I I I I 1 WPO COMMENTS 21 S 4l l2 9 0 I I II i \1 I I a I II LEGEND: SCALE 1"=40' 0 40' 80' CONCRETE SIDEWALK HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT MILL AND OVERLAY - - — DRAINAGE DITCH OVERALL PLAN C4mO LEGEND: 0 CONCRETE SIDEWALK HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT / MILL AND OVERLAY - — DRAINAGE DITCH Q C&G SCALE 1"=20'I 0 20' / 40' a t�`IRDHOUSE 11 CONC. BASE (1' DIA) CRITICAL / UG P SLOPES (TVP.) / C w �Rp Sc�j• C9 i ss9 so / PAVED ENTR. EP / UGP/ TRANSITION G/ / G / \ \ \ \ CCFO UGT� \ QCHAINLINK O('COB) E / FENCE 3' (W) METAL DOOR 4 ' (H) + / 10'X 18' FRAME SHED CHILLER ON / 4.25' X 3.15' PAD / / 3' (W) METAL DOORS (2) ICO/l✓C. / TOP=562.78 \ BOT=555.18' �S . �y GREASE P� TRAP (2) % TOP=562.85' I G BOT=555.53' / 3' (W) JR METAL W/CANO(2) c CONC. \ P \ \ 6'- 8"(W) WALL j OGP / c CONC. / / I I (5) 5.62" RISERS R5' A / �// I I WITH HANDRAIL OC ti Fq \ 24.2 yPR / GQ / UFG / �UGT G O / R5 BA '. ;•'. '. '. �� �� FIBER BASKETBALL o FFE=563.24' 18' (TYP.) COURT VAULT c ti 3' (W) DOUBLE `sy METAL DOOR Co z4 b: CONCRETE DRAINAGE FLUME 01 0' WPO BUFFER_ y ROCK \ ARMOUR u © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@milestonepartners.co 434.245.5803 CN OC 0 ' 0 • � 2 Vl Lu W • z W _ 0� a < Z O --TLC CRAIG W J. KOTARSKI Lic. No. 0402048507 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE 1 WPO COMMENTS 4/W021 LAYOUT & UTILITIES PLAN 1 C4m 1 � 1-LLl L LLI (2)Lu ffl \ _ / I Z Q P� O/ 11 FFE=563.24' � I r�oo \ FIBER 3' (W) DOUBLE oo sB9j VAULT ootics� METAL DOOR FM 1 — FM �by� TIE TO EXISTING C Q / ��/ I — F 1 / / / AND GUTTER TO BE ® _ FM — 18' - WIDE DUMPS / / / CONSTRUCTED WI ® TW \ CONGRE SW FM ENCLO AA / // / / / — SIDEWALK PROJECT. , � _— � / EX. FORCE ® _ � FM LAMBS LANE / / // // / 11 E/ 20 SA ERLINE MAIN EASE NT s /Gi/ II II (APPROX) FM i / / / / 5 / R25' W_ R-V IRE LINED' n ° XSING I OBE � � � II11 _ _ � FMa � LINE 2 •51 /, / / 1 0' / UG`T.-s.' 5 24.4' -� —+1— — — FM — — FM -� FM -�' EASEMENT /' / / / / — J t O C(-12 \ MHS ABAN D AT TEE. I I _ TOP=562.67' G&G I I I I 8„ X 6" TSV / / uG 4 l 54.93'8"PVC(�'E� IIh1.25° / / / / / / / — 8'MIN. V O 554.82' 8" PVC h 11 / t / R2' TYP. R15' a 11 / W o° g NNECT TO EXISTING 4" I I PROPOSED PU DR / O r R25' / / ANRCCFMAIN4NI V NEW S4"TEE II' /. / \ / 6 4LERPT i/ / /� A, / R 2� SG-12 GCT\ \ \ \ d a/GT �5 I� / / / / ----- U ---- — °J _ . ,.,. .. J J 18' (TYP) '00 R838'\ 2 EXI ING Ef�ANCE TO BE CLOSED, 90° BEND X 6" T1rE R4' r SIDEW K TO BE EXTENDED ACROSS O 1.25° 68 \ \ ENTRANC CONTRACTOR TO COORDINATE 1BEND ° ' CG 6 R4 9 TYP.) \ R1R8' \ WITH SIDE PROJECT AS NEEDED. 00' v 6" .. � J: . r 6" X 4" REDUCER 6a BLOW -OFF ASSEMBLY BICYCLE RACKS g ° 3" COMPRESSION _ FITTING TO METER R899' R8, X\ J, v • ..J 1. ram v SCALE 1"=20' 0 20' 40' \ \ ERLINE \ LEGEND: CONCRETE SIDEWALK HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT MILL AND OVERLAY DRAINAGE DITCH u © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@milestonepartners.co 434.245.5803 CN OC O ® 0 r � 2 • • Iu W • z W _ OU � a Z O 9 `=-T L -'Ag CRAIG W J. KOTARSKI Lic. No. 0402048507 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE 1 WPO COMMENTS 4/W021 LAYOUT & UTILITIES PLAN 2 C4m2 A OUR I x NOTE: A KN X BOX WILL BE REQUIRED FOR THE BUILDING. O O U O U G O :........... .:: -- I LOCATION I I TO BE COORDINATED WITH THE FIRE MARSHAL'S OFFICE. IN 554.10' 8" PVC (NW), ` \ \ \ 1 / NOTES: 1. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE DISTURBED WITH SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. 'Ro SFr G IRDHOUSE` ` \ Z c� / 2. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE PRESERVED WITH I 7FL �/ / � C BASE � BUSHMRN 3 \ \ \ , K I s9.9,o SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. �'ss- 3. CONTRACTOR WILL NOTIFY ALBEMARLE COUNTY INSPECTOR AND PROVIDE OPPORTUNITY TO REVIEW LIMITS OF CRITICAL SLOPES PRIOR TO DISTURBANCE. HEMS 4. CONTRACTOR MUST MAINTAIN SURVEY RIBBON/STAKES THAT DELINEATE CRITICAL SLOPES NOT TO BE DISTURBED FOR THE DURATION OF THE PROJECT. IZ , Q 1 / 5. PRE -CONSTRUCTION STAKED/FLAGGED LIMITS OF CRITICAL SLOPES TO BE 1 / � , \ \ \ UGp , , , 1 G DISTURBED NEED NOT BE MAINTAINED ONCE THE SLOPES ARE DISTURBED. IITIC 1 \ , ` / _ _ ' , / CHAINLINK © 2020 BUSHMAN DREYFUS ARCHITECTS PC 1 1 SL ePES (TYPJ) I \ \ < - _ \ / I / FENCE 5P, EP ONC. B E \ 3' W METAL DOOR PAVtED ENTR. \ \ \ / I i1,ol I / \ 4, (H) + ( ) TRADITION \ \ \ \ 1 \ \ Ff�AME SHED /G � \ \ \ I I I / I CHILLER ON / I \ \ W- I 4.25' X 3.15' PAD /\ \ i\ \� - I \ \G \ / ARCHITECT \ \ \ \ \ \ 1 I I f p � \ \ I BUSHMAN DREVFUS ARCHITECTS PC PE ARCHICT O'SHLANDEA+AWI SON STTEWORKS 3' (W) METAL DOORS (2) P� ✓C. TIMMONS GROUP / U S�.� �`G / CIVIL ENGINEER Co LU 9C�✓O�'c e�/C' / STRUCTURAL ENGINEER // '/ / / // / / // / / /' // / // // / , ,/ // / / /// /1I / /:::x::�r: l:I::j: :;:;:✓�: ;;:::;:J::::':/'::'. :�l;.::;;:.:;:r.: /:i.s�.. ' ' ,/ / ,/ // , / / / / / l l l / l l // / / ,S // /,,/ // ///' // / / / //, / /,` / /I�, \ �` \ / /� \ \ \ \ \ \ \ TOP=562.78 W= I �em/PDMWPV V \4URSBOT=555.18' (I) MEP EN GINEER GREASE\ w It SD 7NLE)r W/G TRAP (2) W LIGHTING DESIGN TOP-5 2r ROCK 70P=562.85' C I RANDY BURKETT LIGHTING DESIGN llyV41V=,54 6/0,,/irp/ ^ \\ \ \ \\ \\ ARMOUR \ OT=555.53 INTERIOR DESIGNZ/IVw 1-54 GLICKMAN DESIGN STUDIO MET, . JJR 3 (Wjp ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES WA l 557 V ULT \ \ Coly 6- ( ) ALL \ `\ CONTRACT( R\ E O \\ SD CURB INLET --,AND DEPTH OF S \ TOP 56076' O CONS 1 ./. 'r:�: I 1 / r ,/ / //, / / / / UG \ \ / \ INV IN 55907' „TC( :1:;:;:. I I I \ r � ss3^ \ - \GONG. MILESTONE PARTNERS \I `1 I ,r r/ / 1 I, \♦ ' \� \ \ = liopez@milestonepartners.co \ \ \ \ INV IN 558. ' 6" TIC NW) OWNERS REPRESENTATION INV 5 . RC ( ) 434.245.5803 34 5803 \ 24.2\ A \ \ \ \ OUT 671'/l5" P SE CL T\ \II II \ IIII I l /\1 \\�\ / NFFE=563.24' FIBER t 3'(W) DOUBLEBABASKETBALL VAULT cCti�\I COURTMETAL DOOR lkv OC R4� coNc.sw r III (,, I , ,_ 1 \ \ , 1 \ •\ , / \ 1 _ G EX. FORCE \ H �I _ MAIN 1 11�'� _ \ I I \ \ \ II �: ...... _ 1 s \ \ 1 I \\ Lu III \ \ 1 11 1 / ::.f:1::!: \ \ s s \ ` , _ ( ) \ • w `\ 1 I I S \ S APPROX - - - - - - - -� `\ \ D , \ ,II , I'r7::%::\\ I \\ 1 1 I `\ \S60 `^ `- 1 /G Q 11•I'/ I \� • W \ I � '\ I I to ''7'�' .. Qi / \ / : (:::!:: 4:: \ \ \ MHS - �-'Gi _ - FM � FM \ , \ / TOP^562.67' \ \ l' 't l \ \ 111 Z I I\ 1;:i::':I:l: 65 LF OF 48" Cf)/1P UNDER�jROUND I \ > \ r \ \ a I I DETENTION (S/WM1) [0% SfcQPE] / \ \ \ \ \ \ 11 - - - - - - - {_A w- \ \ I \\ LO ;../ / 1 \ ALERT STER FACILITY TOP=547.64 \EAEMENT/ / / I 1 INV TSINACCESSABLE 1 \ \ -I I L CHAMBER=544.52 I \ . \ \ r O O 36'1 ACCESS RISER WITH`\ u O I \ 11\ \ \ ; 1: , \n i\ IIr �\ J V[hOT MM 1 TOP(fl PJ I �` \ `\ 1, 404 °r I - \ `n , I 'ru� `n_ �y- \ WEIRP�4TEh �' � a \\ \ �_ � _ , / 1 �/--- 217 561 ------ S6 SS 560 I � � _ SS \ r G1 B _ � � - 559 Y`'�' `` \ I 1 \ - - - -- ---- - -� ^ 558 J. \1 \ DITCH A \ 557 d� Li�c.No 040204 507 1� SEE THIS SHEET_ - _ _ ^ _ - - - - - - - - - - - \CURB INLET\.., \ \ - - - _ - - 555 _ _ \ \ # t�Q -��-2 �� \ P=535.55 // w \ \ .;., \ \ , \ 1 \ \ \ \ - - - 554' INV IN=531.5715"R W �GQi ``' :\::::::;;:\::X::.,.. \ \ \ _ __ ------ -___- _ - -- RCP -(NW) \ \ \...... x. \ ` \ : \ \ \ \ - 553. INV 1N=531.63 15"RCP (N�-- INV IN=52753 15" RCP S INVOUT=5271724"RCP (SE) // \\ g \ \ \ DRAINAGE AREA TO DITCH A=0.07AC \ \ \ \. \ \� ^^�_--- / ----- \ \ \ . -- C= 0.38 /� rz / \ \\\ \ \ \` \ �.:. �'\ 53 \ ,/ _g TC=6MIN � \ \ \�\ \;\\ � :\>,\,; \.\:......, 1 ,/ r1(2)= 5.0 5.0 IN/HR Q(2) = 0.38(5.0)(0.07) = 0.13 CFS 10 - 6.6 IN/HR Q 10 - 0.38 6.6 0.07 - 0.18 CFSA. V(2) = 2.11 FT/S ALLOWABLE VELOCITY = 5 FT/S)NA \ \ \ \ \ \ �y \ :;.:.� \ '\ \ \ \ \- ' _ - 2 - - - - - - • GRASS LINED DITCH \� \ \ \ \ \: \ \ �;..� \ \ \ \ - n=0.035;S=8.5% of \ 0.6T ��'\ `-_ - - -- 3- �\ r^ _ / /-- II \\_-- -/ 5a J, 12$ PROJECT NO 46423 DRAINAGE AREA TO DITCH B = 0.05 AC DITCH B Q / CHECKED BY C. KOTARSKI C= 0.40 / \ �'A \ ` \ \\ \ \ \:� � �' . +, \ Ri' � \ ` _ _ _ 55 / I / �yp;L / 'ws, HIS SHEET . I• ` ,9 \ \�., :;.,\ \ \ ^ `• ` •,, .:`�:TOP7532:.3d �.. ` �.. _ _ _ _ - _ /�- - - ^ °,$ I 27 \ DATE 02/05/2021 TC= 6MIN �Z � \ \ \ 1� \ \ � '� ,' \ r ..: �.'�6.43�'s•R�'!-': N _ � � _ / - - - / / / � - _ � � - ''- - 544- - = - \_- A, 1(2)= 5.0 INIHR Q(2) = 0.40(5.0)(0.05) = 0.10 CFS �J�' 4 ` \ \ \ ��. \\ \ \ \ \ \ \::'' - -` _ _ 5II4 _ _ , / / - / - - / 1(10) = 6.6 IN/HR Q(10) = 0.40(6.6)(0.05) = 0.13 CFS \ \ \ \ \ �\ \ \ \ Q�l�F-5�6. 1 "RCFr(5'E ' �. - .;.:�. � \ �:^ �. ^ � ..+-. a ...� _ v.� - � _. �:': �': �: �. �.. � // - � h �' _ - - _ _ 3 Pam.= ^" _ 542_ V(2) = 2.02 FT/S (ALLOWABLE VELOCITY = 5 FT/S) � \ \ � \\ . \ `` �^ ?` \ ` : _ ` ` � - _ - _ � � �` 116 � _ � � � ' / - - _ _ - - � - - ° '-., _ - 541 - - _ � - 05 D(10)=0.14' y�. -53s> -- I _- \ �'-- ..-µ- 549r` GRASS LINED DITCH Ile V> 534 -tom �.: __ ,�- �\�• \ r ___ \ / ' _ _/ / / /r' ''� ✓;/ - lI // \ __ _ _ / DRAINAGE AREA TO DITCH C = 0.13 AC ` \ / \\ \ ` \ ^ ` ^ ^ \ _ - - ^ ^ _543 C=0.35 \ \ \\ \ - -533- TC= 6 MIN \ ` _ - CRlT1CfIL - _ _542 I(2)= 5.0 INIHR Q(2) = 0.35(5.0)(0.13) = 0.23 CFS \- \ \\ \ Q - - SIOPES,(TYP? - - - _ ::: / • ' / :r:'' {' - - - \ I I ' 3 ` \ \ _ X ' , 110=6.61N/HR Q10 =0.356.E 0.13=0.30CFS V(2) = 1.99 FT/S (ALLOWABLE VELOCITY = 5 FT/S) ` \ / ` \ \ - - - - : CONGS„'oTED INAGE^ "" \ GRASS LINED DITCH ` FLUME �- .S.::: -538- ID ISSUE NAME DATE ' \` % \ 1 , f / \:: �.;;;�:;:;'.\ ^ J //,.:;:;1:;:;•!;;;;/':',::::•r:;:;.;.;r.;:;: i:;:;:;:;.:\ \ \`:;;: 1 I 1 I i / 1 WPO COMMENTS 4I9/2021 T / \. 15"RC�OUTFALL` ^ / DRAINAGE AREA TO DITCH D=0.02AC/717E�,1 C= 0.35 \ c\ \ I �.,. �:;:;., iNb4�523.0� -s2 TC=6 MIN SD INLET W/GRATE -G TOP=534.16'.,' : :' ;\;:;:::::. / / ;i:: 1:::✓: ',.: :: :;::.: : ''' / `'�' \::'::::: I F \ \ fff / / / _ TOP=533.88 \ INVIN-525.36'24"RCPISW) \ \ �.... �;:;:;:;�.;.,.. 4:::: :::; SS / / ,.:::.. F:. ;; F:;:;: i;.. {{ I(2)= 5.0 IN/HR Q(2) = 0.35(5.0)(0.02) = 0.04 CFS \ \ \ :.......... .:... ....� ; S i /. i... / r::l 1:;!;:;::::: I I::: I \ ` 102 ` \ - 0"CONCRETEF>sISER 10=6.61N/HR Q 10 =0.356.E 0.02=0.05CFS INVIN-526.52E"PVC(S) \ INV 15"RCP(SE) lNVIN-5258424"RCP(NW) _ INVOUT=525.30'24"RCP(NE) 1:\: ': 2;Z W/TRAS`ISIRACK INV OUT=525.60 24" RCP NE I 1.: �.::' ' ' \' / INV=525.1 \ �� \ \ \ 53> - / r i ^ ^TOP RACK=529 -526 - r V(2) = 0.91 FT/S (ALLOWABLE VELOCITY = 5 FT/S) ( ) T RGP 1 ,..\; :,'\ 1 /\ /;: / D(10)=0.13'-__- ! "� �' ' TOPCOiVG RISER=527.5E r. /.:!': - Lk�i / - \ t O'WPSJBUFFER IN OUT-525.0E 18",RCP(NE) 5 - __L_ P4 R6 , \_ - ^ \ 'sB: _ �.,�.,,. , , BO TOMSTRUCTURE�523. GRASS LINED DITCH o G7 - - 1 j \ `�` 4 n = 0.035; S = 2.1% > i. D / \I\ 1 1 \ \ \ - _ _ /::l::';:;';: r; .`l:;//'::: %:1:: _ V® 11 z� // \\\\ 1 1 II ..::•.\\ \\ ^`523- D ROCK DRAINAGE AREA TO DITCH E = 0.16 AC 1::;:'::::: \ / / ::t:: ;:':'' • •.•:j : . ": /: C= 0.38 m o / \\ I I+1 : '1 \ r : TC=6 MIN Ex SWMFACILITY 1(2)= 5.0 INIHR Q(2) = 0.38(5.0)(0.16) = 0.30 CFS \\ I a I \ , / (MFR. WETLAND) Q / \ c� I \ \ \ ;:.::: r , :�-:/ BLIC DRAINAGE EASEMENTS f _ 1(10) = 6.6 IN/HR Q(10) = 0.38(6.6)(0.16) = 0.40 CFS \ 1 \ \ \ / .::: :::: :' /, !: j::'r.:I::/: :%: f :l::: _ _ �! _ ' ' - - GRADING & �p V(2) _- 1.81 FT/S (ALLOWABLE VELOCITY = 5 FT/S) ,' 1� \< 11; / - _ - - - - - - -518 - _ _ � D(1o)-o.zs' /' �i::::...�'��::..r.,. ,.. __ DRAINAGE PLAN 517- GRASS LINED DITCH ' 1. : :..:.::':::':': / y <:r::: ::. ' X: :✓.;/: :.r. / -51s- SCALE I "-20' in - 0.035; S - 3.4 /o za-30 ;::� Spp;::::;:: 1 SD CURB INLETV=51(k08 \ DITCH CALCULATIONS G _ _ _ r - _ ^ TOP=532.30::r;.; �.;. / _ _ INVIN=528.658"PVCSW:f:// 1 `\ No Scale � -WV OLLt=527.83 15" RCP (NW) '' 5P O / I U 1� , / ► LU LL, I ' \ R U) (2) Lu SO CURB INLET TOP=560.76' IIII lNV 1N=559.07' " TC (lV IN 1N=558. ' 6" Tc �NW) Z J I \ _ - SD lNL/GRATE / 70P-55�O/S'\� I_ INV 1N=557 6' 12" CP (NW) �f 2 17/ 7Ni/ 9 T-555.3� 1 CP (SE) INV OUT 56.71 jl5" RCP (SE) U II yP? 1fi \ G/ SCALE 1"=20' 0 20' 40' \ FFE=563.24' / - / ' ' I - 00 V ULFIBER coNt\ 3' (W) DOUBLE �siy METAL DOOR i \ SD INLET W/GRATE \ ` , - - ' FM /\ - -F TOP=560.1� I -�INV 1N=555.09 6" PVC,(NWJcl R I / Z' 1 V lN=-552-�.48-6" PVCC (NW) INV OUT=552.14 15-RCP(SE) / CONC. SVti' � 1 / / It FW GEX. FORCE \ -®FMB FM$ LANEMAIN \ � _CRITICAL (APPROX)M��5 ////1v�\�`�\\\SLOPES (TG 11 / / tlG204 \w MHS Gi_I-__FM-iw- - - FM_ 24.4' \\ TOA562.67' C&G I 1 \\ \ \ I I SD CURB INLE l / 1 I \ I I TOP=S/60 3 / l l 54.93' 8" PVC (�E� I I _ \ I I / lP�u l = 5 .7 (NW / / ' `' - >; 6 r ' \ \ \ 8"PVC / /� i II < \ \ \ � \ = I I / / 203 /_ 15 9 \ \ \ \ \ \ \ _ ALERT W. + J • \ ° J � MATCH EXISTING GRADES. U\ , \ \ \ _ = $62 - _ - - Q - - ! 202 III 9 \ \ \ \ ORDINATE WITH SIDEWALK 559-h`O _ - - _ \ PROJECT AS NEEDED. 217 /_ f 220 \ _ 560 ., J }°',r,l -a- �_\ J °_..;, - _/ - \�---// // `\ `. r 1 - ''.:. 56 559 1 111. ' ; - \I 0 \ 558 \ \ WEIR PLATE , t _ _ - - 36" ACCESS RISER WITH VDOT MH-1 TOP (TYP.) /\ 1 1 It J� \\ i/ < 180 LF OF 96" CMP MAIN LEVEL FFE: 561.0�0' 1 UNDERGROUND ` ` / \' / DETENTION (SWM2) 552. -�' [0%SLOPE] 54 „rC 7 \ ---\\--STQRMWATERF/>,C[LITY------`_ \� ' \./'////- \._557*'�•\\ \ \ EASEMENT - -ROQFDRA7Po(TYP.) 557_ _ _ _ ROOF DRAIN (TYP.) $AN 1 5Q5 �. 128 / / _ - LOWER LEVEL FFE: 537. ydj L \ DITCH (1/IAIN LEVEL HIS SHEET \ 1 I _ � _ \ �; �. / / - -sss -544 ---- \'' \ I ' IJ .. 1. _ \\ \ / �..% \ J. \ a \ r I 1 / \ / \ _-_--i `\ / ' / T _•543'.-: _ _ \ \ I DITCH D%I l' ' \ \ \ SEE SHE&C5.0 :a / J 4; .J;� ..1.. II ` \ :'/ 1 J/: I I /°.i. �, •:�, \ /) / I I l/ 66b �\\ - 18� 561 �5 L I /' � 11'g ��L \ � / � ;: �:r!::... / ::: :;!!'�., �' S _ I / _ � ��I � I \ \ - - - \ \ _ /' � .� •� cis rn `sis� \ \ J,` �, I 1 I 1 $6 �iS cSFs 1 \ \\ \ SSy � ll,/'���'! //�/ \ CONGS�o`E DR�INAG�\- ✓:: FLUME > /• \ \ \ _ -' \ \ \ \ I / �- / / / y / I 1 DITCH / �:; \ \ r �EE SHEET C5� SEE SHEET C5/0' �� 15" RC OUTFALL` \ ' - - - / ?NNy523.0�i.5? / ✓ r�.�.� \ :\;�. �: I _ \ _ / / � 1 / I I I I 1 , 1 \ \ `n x \ \ � S • �� t7Io r / / / \ \ mRAIN GE I I I I I I 1 I 1 I I II \ \\ \ \\ \ \ 1 \ \\ SA 66,,. , \ >% L. I / � , �� 0� CONCRETE lI5ER ( I f \ \ I I' \ \ s2Y - 'I / 6HANNEL I I 1 I I 1 I \ \\ \ \ \ \ 0� W/TRA I I I' I': \ / 1 1 , S1dj7ACK 1 .J .�:' F: _ - 7IHREAD I 1 \ s \ \ \ \ \ / Oi L.'. \ / I I I I I I 1 I p \ \ / r 0 I _ �1SPM4LT / l \ \ TOP RACK=52-0-96 /: : Y: :: J I ,;: \ \ _526 - 1 _ � ' _ - - 1 1 I I I \ w o \ \ \ f �. <7.. / \g o. 4 - Olt. / TOP CONQ RISER=52756 Xt;/:;�::.: J. (lfl:. \ / - \ \ O'WPpBUFFER_ Q P / / - \ \ \ I 1 I 1 I , 1 m \ \ .j;.�;/✓,,`\ / Gp�/ OUT=525.06 18".(MCP ((NE) / I / 1 1 I I 1 I \ \ \ / ✓/ / .! / / /' / / / U / f: \ / DMSTRUCTURE-523. / Xr//. / / ! /'f:: ? / I j�\ f y _524 - I / _ �` I 1 I 1 \ I I , \ \ \ / /.r rv: / / / ✓ $ 1 \ 1 I I `� lam\ \ \ \ \ ) ���f�i' �!�:✓r�.%, . � � .... \523 ?OIT 522 � � - - - / 1 1 1 \ \ \ \ � \ \ \ �� ) %� :i��'ii:�:�:•' .. /':�:f !�.' f / _ _ _ � � / 1 11 I \ �C \ \ \ \ p \ � \ R r� f/.t�',:.r;:!�:.l .✓.... '.WrS_i ROCK / 1 \ w \ , f f%:� / :i Fi:../✓'rF: �' '' ' / / / / / / // / / .,!:✓ii ✓:i;''/ r SLOPES, CR/TIYRL BLIC DRAINAGE EASEMENTS - - �,R - / ^ _ \ \ \ \ 1 1 N \ \ \ x \ � l l 'l' .1:1:;:Y :(: /✓ ''�'' /:"� :'. , / / / i:::i --518Y'.':...' fj/.../ - I 0.5'AVG I \RIPRA� \ \ > \ \ \ \ \. \ \ 11 ./ .a -- I TRA �.. � \ __ l /: rl.I7!y:y:�!;!;r/:'::!!r:':�:.:�✓::;' / �( / / 11 / _ _ - ` \ CLASS AI / JG 1_ - \ /. (Lt _ WIDTH 1=7.5' V-W+DT, 2= 15'H=12'-= 1' \\\\\\\\\\\l F I :I !jy.: 1j-1j: :;F.jV=510:08 \ \ \ :/,/ / \3 UET PROTECYION IS VERD SIGN DTd\\\ \ \ � \ \ :�'li�(:��� �t�:!:,: �:(:!1;1:�1�l:F j/: �; �' 'Y��j� �/� %��'��� I� I�:l;l. .. 1. ' / ,, .;� :;✓ :...:;.;. f.. , \ J \ ACCPUNT FOR 10 'kAR DE IGN STORM.\ \ � /J ':}..,.,;.y,;.:✓:,pr!:ji%;:.%:✓;:�.;.'. ,/: // \\ \ \ I\ \ \ \ \ \ \\ \ \ \ \ \\ \ \ :..{.•.•. 1.,.. If{f:�'.;1;j�;1;';!y:�:�:� l / \ \ la''' J1 l...ltl'l�'(1'!�y'l l / �.�::..aa::V:; :;... /'✓. .(!'.. � l 30"RCA \ \:]::.:.::::....� \ \ \ \ I {:I. I j ' t;�. ]...I:1:.;I;:I:II. \\ / /NV-509.55 \-52 \ \ \ \ \ \ \ I. 1:'):j.,}.•:I.1:t:: ];I:t l: `:.;;(;17.1. .1; \: :. / / / ':i....i.;.r:'. /;✓. ,-4 .L / / \ / -\ \ \'\ \ \ \ \ \ \ \ I1:(:':1; ;!i:,i::l: ;(:'. j:!:1:'::; 1;;;;4; \ \ /, CHA/NL/NK -� ....../., ,.,�.:''�:F�%:✓;:/' / 111� ' / \ - - - -511 - - - / - \�:�.. ....... _ \ \ I I { I.t. I I V1..j.l.l.t. ;,l..a.l.('� :1 { \ / / FENCE / +\ \ ;.:::::.;.;.;. \ \ CONCRETE PFO WETLAND tt I _ PFO WCITLANIJ\ PAD -� \ \� I ! !I'ai]iliht�i�il:I: -509 - - �i �: . ✓' / J / / / 1 - - - - - y � ' / / \ /// /'� \ .' '` ; ; ;, `';' � '/ _ _' / / / / / f;l;::.::;.. a:. 4.,.1; I:L41; a.' ',.1::L; , :\:.:; 7 /\ -507 , / ✓ � / r ,� - - � }%✓ii; : ' . / \�; ;: ;F.,./1;:;:;i;:: I / / - , ..1...,� :;.: /./:;:;iil',':j I / / / /' r / / / ,/:::j:;t:!:1::1:j�;]:,:f,.],.1�;f�:til:�litil:L'.i.'.�1:�:':��:;:\:;�,: \ \ / j L \ / NOTES: 1. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE DISTURBED WITH Ile \41'�: \...:. \ \ /IIV \1. C ' SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. xx�.\\;t\{ 2. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE PRESERVED WITH /f / . ! . , ✓ / / / / / / / / - / / / �' /' /J J , ,\t:\\ \\ \t;� )1 �\ \ :\ : \\ 1 C SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. / I / / ; ; ; \ .\. 3. CONTRACTOR WILL NOTIFY ALBEMARLE COUNTY INSPECTOR AND PROVIDE / F..;.. �:, - � � / � _ - Y:::F::::'::: ' : { tt � .\ . I \ OPPORTUNITY TO REVIEW LIMITS OF CRITICAL SLOPES PRIOR TO DISTURBANCE. / _ - \ _ 4. ' I �1\;'{� I CONTRACTOR MUST MAINTAIN SURVEY RIBBON/STAKES THAT DELINEATE / �., F' '✓::... / f / f ! 'r ' " ✓" /' y �' - ' .. ' -'' / - / ' : I::' I { CRITICAL SLOPES NOT TO BE DISTURBED FOR THE DURATION OF THE PROJECT. / .: ' %.?':'':: '•' . / /. -:: / .. .�.;.; "- �.:. .. � ::.. � / J:. '1... I.I:!'I I'( I,l.l\. �,;�:.'. I: tit" I I I X ' ' . ... PRE -CONSTRUCTION TAKED/FLA ED LIMIT F CRITICAL SLOPES T BE IS GG S O C C S O S O . / f. J•. rl I;';.:(.,., , , , , / I / DISTURBED NEED NOT BE MAINTAINED ONCE THE SLOPES ARE DISTURBED. HMR YFU © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@milestonepartners.co 434.245.5803 CLrn O ® 0 r � 2 •il (A • 0 W Li" 2 � O � U a Z N O x _s_L � O > CRAIG W, J. KOTARSKI Lic. No. 0402048507 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE 1 WPO COMMENTS 4I9/2021 GRADING & DRAINAGE PLAN 2 C5ml 5\ \ ` NOTES: / \ \ I B 1. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE DISTURBED WITH /421 SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. \ \ \ \ \ \ \ \ \ 1 I \ \ \ \ \ ♦ \ ` \ \ \ \ \ \ \ \ ' I 1 / ' / ' I / l \ ` \ ` \ IRDHO E ` \ \: c� ON T� j 2. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE PRESERVED WITH ASE I AFL �'p \ \ \ \ \ \ 1 I \ \ \ l I S9y 90 SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. a I I I I 1 1/ I s 3. CONTRACTOR WILL NOTIFY ALBEMARLE COUNTY INSPECTOR AND PROVIDE BUSHMRN ' I I ' I I I I \ \ \ 1 II / \ I\ I / / OPPORTUNITY TO REVIEW LIMITS OF CRITICAL SLOPES PRIOR TO DISTURBANCE. B U H HEMS S 4. CONTRACTOR MUST MAINTAIN SURVEY RIBBON/STAKES THAT DELINEATE CRITICAL SLOPES NOT TO BE DISTURBED FOR THE DURATION OF THE PROJECT. Q r / 5. PRE -CONSTRUCTION STAKED/FLAGGED LIMITS OF CRITICAL SLOPES TO BE 1 / \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ I 1 I I I 1 I \ \ 1 �GP \ \ \ \ \ \ \ \ \ \ \ \ \ I I I 1 /TIC.�L / I 1 I / r � DISTURBED NEED NOT BE MAINTAINED ONCE THE SLOPES ARE DISTURBED. \ \ \ - _ CHAINLINK 6. SEE MASTER PLANT SCHEDULE (GROUNDCOVER MIXES) ON SHEET L1.2 FOR ALL © 2020 BUSHMAN DREYFUS ARCHITECTS PC L PES � TYPJ) ENTR EP \ / 01 e E / \ FENCE 3' (W) METAL DOOR SLOPES STEEPER THAN 3:1. PAVtED \ / / \ 4' (H) _ / TRANSITION \ I \ / 1 (1 °' / 1 { G \ \\ \I \ I c�G FkAME SHED CHILLER ON � \ \ \ \ \ \ \ \ \ \ \ \ /� 4.25'X3.15'PAD G BARCHITECT USHMAN DREVFUS ARCHITECTS PC TIC 3' W METAL DOORS 2 / / 1 GT / 55�.29' \\ _,\ \ �\ U I 1 �f�I LANDSCAPE ARCHITECT / / / \� 1 1 I ` \ � \ \ \ CO C. I 7 O'SHEA+ WILSON SITEWORKS TIMMONS GROUP / c'S'O �cc� CIVIL ENGINEER / / / / / / / / JT \ / \ I \ 558.00' \ �F�/� / DMWPV TC ORAL ENGINEER )ors TOP=562.78 1'.•I TIC \\ / MEP ENGINEER 557.8 \ BST=$$$. 18' S. GREASE �D ?NLE f WZGP4T \ / \ \ �� \ \ I \ 5 13 ,'lL T STRIP \ \ \ TRAP (2) PLIGHTING DESIGN ' / ` % - - ` ROCK i a \ \ I 5 OP 5 2: / � \ � I rc� \ \ V4N=,54p.90/3' Pt/C ) �/� I \ TOP=562.85' INTERIOR DESIGN fy�(/',/g/ / (S� \ \ G � � � \ \ \ \ `\ ARMOUR \ I ` 558.37\ \ \ \G BOT 555.53' RANDY BURKETT LIGHTING DESIGN - GLICKMAN DESIGN STUDIO ACOUSTICIAN / I / / / / /// / / / / , Q/\\ / \ ` \ I I I \\ \` 55759' 557.74 \ \ \ \ METAL)D R ACOUSTICAL CONSULTING SERVICES r''r' WA R 7::' / • '::�::::;::;:?:;:'.;:' / r / / / / / / / / / / / / / / JG \ \ / \ \ \ \ \ \ / 557 V ULT \ / �:: )::;:. / .f.:.:.r.::;;,(:;:;:r;:�..• / I 1 I / / /� / /, �// / / / / / )/ `/\ // \ \ \ \` \ \ \ ! / I �\ -� �\` / s \ L \ \ � \ \ W/CANOP (2) TIC ` \ \ \ \ 6=8"(W)WALL 9 sss.9�'\ \ \ \ rc \ � � \ SD CURB INLET 559.13' l \ TOP 5609. Gp \ / \ / > t I \ 40 \I 1 \ \ \ c , C \ \\ G ss3, CONC. REPRESENTATION U,) I 555fi78� / 5 1 \ \ \ IINV NVlN=558. '6"TC (NW)p rtners.co 1 1 / / / / 1 \ OMILESTONE WNERS \ \ INV OUT 56.7170 Z $ RCP (SE) 434245.5803PARTNERS 59.74 7.1 Tt 5 \ \ \\ 24.2\ \ A \\\\ � UFO / ` /1 1 1 / ' / I \ 554.31' // // \ \ TC \ s, FFE=563.24' I I 558.32' F / 1 \ SS / \ \ FIBER / OC / / / \ � 1 ` \ \ � \ - VAULT c ro \ 3' (W) DOUBLE BASKETBALL \ \ o COURT l l / / / // ' � I \ I �\ �\ �s�METALDOOR JFO I \ II r I I l l.. /// \ _�� B$ l °„ \ \\ / _ kI I I / Sq / 554.35' \ ,I / \ I/ 1 r \ � Q G&d'i \ \ \ _ I I I I \ I ''r:::::; / \ \ t, l .\ \ P� I , / / / / �'lll I \ \ \ \ I I 1 / I \ \ \ 1 I IIcONc.sw / � G I I 1 1 I I II�:::(:�'�.'F' \ EX. FORCE \ � PLA YGRO ,.,I:F: E;:1:; . _ -/T \ I - _ 1 MAIN "T:.' �\\ / \l \ I II 1 I \\ \ SS \ Ss0 S6T \\�'---- � s k ��1 II r (APPROX) \ • � W c \ \ I r 1 L MM 111 , 1 1::: r' j::I: : I -� \ ` 1 11I I :7:::: \\ 1 \ 1 1 I \ \S60 - I /G Q IIX/ 1 uj I I \ >c I (4 / \ W NQ] 1 111 / I ':Y:::rt/';:� \ _ - /2\ / \ - 11 \ - - \ \\ \\ ��' \\ \ \I� / / :1:;:�::1:�i\:�1;: � ,� / \ � � MHS / -��G/ G � �-�� -FMB 1 FM__ _ \ • 55a.7a' \ \ \ \ TOP-562.67' G& I I \ U a _ O a �\ I Z \ I1 ��\ VO-554.82'8'PVC /Y�` 11 ' Z \ \ \ \ \ I'' \ r 1 \ \ 558.9T \ k\ \ ��:I:: 1 \ 7 �fi;: �:;: �.;. '561.10 W 11 \ I ` TOP=547.64 \ \ 1: ti F t .'::,X-T -:4 _ \ \ I I \ 5587. \ \ / / \ \ I I 1 1 557.54' 558.45' 560.16' \ \ ALERT INV TS 1 \ \I :;k;:;a: ,G, f:..:..y.;.;�:. n 55 P / / - / -rC E \ - / I / // -U 3 I L CHAMBER=544.52 \ 1 \ �. \ ! .. 1 p 1 \ 1 I I 1 \ \ \ - 55 .az /� s5a.a 60.a \ / - - - - - - TC UGT 404 1 / I 56 U � O \ \ X \ h h H v \ \ J 558.19' TIC \ _ 'j. \ / _ - 56 .\ 2 p / p o N \ 5TIC5 / c , f � t 1 / / \ 560.06 552.42� 1 / I/ ` \5 \ \ \. -, :t i J ! I \ 54 554.35' - - _ -' 561.71' .,� ;1''I''=��C y - �558: �. e.\ 561.74' BS '554.32' SSS ,. `\ L _ 561 1 \ I / :k:. C. t u•,a. 1 \ 554.93- S,_ - _ \ 559.88' - _ 560 - I-- - - - -- SS- 559 •560`.85 �e; q�1 556 °56Q 47' I 560.71 > CKMLY W. I xo I AR SxI __ - - -- - � 557 �,- a„ .'...k..;�556 \ Lic.No.0402048507 ; \ '--- _------- _ - - - - _ 555� ---- --- rs5so3s �04-OBI-21 T SD CURB INLET \ / \ ° k' \ \ - \ \ _ _ _ _ \ // w \ \ :.. '. \ . \ _ � 554 - ^ss P 53555 \.: \ 1 _ _ / a - 5S INV 1N=531.57 15" RCP (AIW) - - - - - - \ - _ _ /1 - ZONAL TS INVlN=531.6315"RCP(lV ` \ lNV 1N=52753 15" RCP S 4/ ^' INV OUT=5271724"RCP (SE) - - - BS 551.02' / 552.89" � \ \ � \ �-' / � _ �pJ � 5�8 � "'.�; -. O \ 'BW 5_54.28' x;MHD.\\\:\'\ \\ /�// / \ / / \ \ \''�: \ \ \ \ \ / / / / LP TOP=532.06 SD INLET W/GRATE I /� I ` \\' ` \ \ \ \'. \ { 1 .. I / / 548.74' TOP=532.99 \ \ \ \ \h \ \ ` \ \ \ \ \ \ \.:;;.: I , _ / 1 _ - _ _ _ _ - 1. BS 5394T C• • : I C INV OUT=529.09 15- RCP (N) N\\�\.\`-53a-9 S `\ \\:\\'� \ .\.. - \ _ =s ,/ \ 1 4jQ�TW 020 SAµ B TS 53935' _ - - ' `� \ \\ \•: 356r952.42- / '\ / /- \ '. "�'' _ RIM \ 5� \ . ,�. \ \�'�: �.:�... ( / Y J � ��.. , 'AN I d: ° � °.�' BW 53783' r \.�..': _ 5_ - - // ' / �( ,L \ 53727' PROJECT NO 46423 ...>.. _ 5°`�'i. / u r LP / CHECKED BY C. KOTARSKI - - _ 562 G�p°j.\ v 536.65'\ / I �i / 5A0 ' -'`�-544---� v.,q / \ DATE 02I05/2021 .rriiv�rro=��s.as;�P(N�J- 546.37' / 1 _ _ / - \ °'a.r - -544 - - - \ RIM 54 542 .\.. �'::,.� ..\........ ..^�. 5385(1 T/ _ _541 '36:95 - 3 r ; 5 - -5 � 7`O 53a 5s_ 635 i _ 5446*34- 543 STOPS-(TYP7 - _ _�:.. / , r-:.. :�::... _ - _ _53� -541 539---- / ° ::;/;: i:::::::;• •- \ ` ,, FLUMCONr o\EDR�INAG�`,- \`:: �:: �.�.m.;�..., FLUME I} / ID ISSUE NAME DATE \\ \ / .�:� . \.::.�.'.:�;::'` J /:.; is .r:;.;.;.;-•;.;.;.I.;:;:;.,.: \ \ ::: i\:;. 1 I 1 Ill / ,' / /' / 1 WPO COMMENTS 4l9/2021 / \ \ 1 .;. �.;;' . �1.:.: `' :;1:;.. / .;: y;:.;:/ :;!.:,. :jj:: :::$: ':1:.� : J I _ PVV=\523.0`6 i \ MHD �, \.,., / ..;.:� :: ' \\ _ (� \ 1 / ;:;..?'�;: ,,:,\: `;:;,c,:;:;., -536- - / / / J.':;:::: ;;:;: �' \ A. �'. SD INLET W/GRATE - TOP-534.16' s� \ 1 \ \ .: \ � � / /':' ::/ :' 7 � / G'ciG Gl \ \ \ ``' \: \ ♦ \ �:.'... / / //' f:.:.i j'fi4:�:; F x I I I'I' I ` \ ` 102 / TOP=533.88 \\ lNVIN=$2$.36'24"RCP(SW) \ \ 1:. 1 \ `�' �;\.1,. `.\ �:.,.5?S /' �;i:�,.✓,., .;:. , � RETE I 'I;:a:;l;.,.,': \ (:' I `\ INVIN=526.526"PVC(S) \ \ INVIN=525.74 15"RCP(SE) \ 1 :; ?\ . . fdfSER :. \:: /.533<:;�:;.:. /. 1.,.,•+.:.'. / W/TRASN,RACK '':f::t;:. I INVINI 84 24" RCP NW --\ INV OUT=525.30'24"RCP (NE) �...: 24 T :LL':;:;': r.:;:i:;:;. INVOUT=525.6024"RCP NE \ :;�:.; : �::;.;. '..; ... /.. 52 ( ) RCP I \:;:�;::':t:\1 /\ lNV=5251 53:. :;,;. ... / TOP RACK=529,-86 _ ` - 6-_I / I ' `:?3 '''' ' r / TOPCORIG RISER=527,$6 r::/::!::/' �; Tl / O'WFpSUFFER-' OUT=52506 1'8" CP NE / / 1 �' Z�:- ✓ BOTTOMSTRUCTURE'S23. -524 �J G\ z /\\ 1 I \:;: \ / f: �::i:'''/i;:r::):I; �::(' _ _ _ -522 ' - - �D�%:�. ROCK I m / \ I 1 W / ;:%::/: ::/.'::. !.. . 74RMQLlf� / v EX. SWMFACILITY W �'•;:;y '';::,.� 520 �i / (MFR. WETLAND)azi - \� W /.':y::F: /, :;:z:;::/:�:;::.z:%:::.: _,--- f� ,-i' GRADING SPOT -518 SHOTS PLAN 1 LLI SCALE 1"=20' I / - / - - - - - I 0 2040' ® - H , / ':;f� :;:; ,: - -3D" 1=510:08 C5m2 / 1 SD CURB INLET -__--i:;:✓;.; !:y;i:!:✓:.X;:✓::v::;✓:/' /� \`\ _514_I TOP=S32.30 �*: r:�; r J.% A / . ;: ;/:/.;✓:' // I , \\ - _ INVlN=,�28.658"PVC (SW) ,:.::i!:'���:'' v: '�::��: ��:� is %��:J�/. ✓; :/,';�. !:.�Y';.;. ,' ` \ \ 7NV 9LL+ 527.83 15" RCP (NW) F; . . ,:.... ,! ........ I P� L \ OR / (2) yP SD CURB INLET TOP=560.76' INV IN=559.07' " TC (N� INV 1N-558. ' 6" TC (NW) INV IN=557 6' 12")FCP (NW) INV OUT 56.71 45" RCP (SE) P� FFE=563.24' FIBER r � \ 3' (W) DOUBLE VAULT ��cs� METAL DOOR 7 Lu LJ 2 U) W U W Z J 2 cU G O / SD INLET W/GRAT / F TOP=S .1 -xv - f C (N II IIt 1 1 1 I I \ \ \ SD INL, 'T / GRATE II 70P 55�0/S'\\ 9� III _ - 7NV GILT=Sss. 3 ' 12' CP (SE) II / A \ \\ 1 1 ks I A4ee/ -�FMAp�I/ --- � SCALE 1 "=20' 0 20' 40' 5�?Z4.49-6" PV'C W) / NV OU - P (SE) ® ® / \ 552T1495' / CONC, SW \ \ / \ / / / / / T6 / \ IA EX. FORCE \\ I t _ _ - FM / S LANE / / c / /ll / / \ / \ MAIN \ 1 I - - - - - M8 / \ CRITICAL \ I / (APPROX) \\ / - LA ✓�i 8�5 // / / / 1/ 11 559.14' 58�4 \ \ \\ SLOPES (IYP.) FM - / / / ^ \ TC 559.04' 4 '\ \ \ 204 � \\ / I 1 \ \ F { GT .. ;; \ \ 62.14' / \ MHS - -�-'Gi LF{- _ -FMB - FM-� _ _ \ FM-� / / / / / / _ 'UG7 _.; O 55 82'1 \ 45' 24.4' \ TOP�562.6T \ G&G / III 1 \ \ it SD CURB INLE 4.93' 8" P��� / 11 \ I I T-/OP l l 5VC (Sr' V O-554.828" PVC / - G s / It - - - - - _ / � / a } , CI 4u. \ �pI '561.10'Ss� \ l ALERT / / W It tl / / / / // / /I // / i J J ^e, 5 9.79' / / / / / TC 557.67T � � G'T\ � � �1\17N \ � S6 p / / s6ATC 16 560.10' J TC 560.87' T 561 659.85' S \MATCH EXISTING GRADES.ssoz562- 1560.ORDINATE WITH SIDEWAL K 5050' s60.00 559.79' / \ - 559-�6 - _ _ _ - - 560'.31' i 559 97,fF PROJECT AS NEEDED. TC 560 560.06' \ - t - - - - - - / / I .J .. .� f . , . J J , 60.5' 560.22�'. 560 r 3` 220 r.� /' ��.�-_ // /�> ��� �' / --- Shp 559.96' °t1 - J - \ - 7 , { 560.41', J \ 59.1 559-560:85• , > - _ - �C / \ \ -- - - 558 56Q.4T J. P 560.71 L.p - - I r / \ 1 557 _ - ' Q J /560.10' 559.5 TS 56039' _ ,J;._- s'. 0.59' \ //^ \ A 1�`; TC '• �c\ \ 5556 ' ' _ \ \ 561.00' \ ✓ / / ' X \ \ / / sss_ 56 / 559 YT \ \ \ 554' \ - _ _ ^ss8 BS 555.78' _ - - 560.60' .. `560.89= _ \ _ `f { J s 559.96' -"552.. - - - \ c T _ -� / - J I , - _ 560.39' M': r - 58073', /fC 559.' s '�� 1 _ - J.e 560.29' 560.53' - k _ 5 5s 1 { _ .$HTIC '• I 549:- " - - - - .:Sg4, ` ` TW 560.99' - - - - - J , _ - - ^ 56w,/�\ �- 560.79' \ \ I 560.39' BS 545.24 - - _ I _ - - - _ - - - ♦ { \ ' TC / - ✓� 5Q6 8560I89 ' - - - - - - - - - LP \ / 56179' 548 Gl _ _ '\ _ - - - z � ; .� � �' � \ � - _ -:. •.' ` � - _ � � - _ - - _ - / \ 557- ..f . •1.;,-; - _ _ _ - _ _ - - - 1 / / \ / r / \ ^ ., / A ^ ^ 's? \ \ 8.96' L- - -- �� - - i \ > \\ \ -545 ,`J----544. BW 537.87'\ _ _`.,.`..�'.+..\.\\ _--__ _- --- \ _ - It/'�\\\ // //\\\\ Si58 54. TS 539.35' - - - - - \ I _ - - - - _ - TC s) / / 1 BW38 7 _ _ , ' BS 537.81' �` - ` - - _ - - \ \ - _ - - _ - \ \ � / \ i /` 1 \ / / / \ \ \ ` \ 1 55§.07' / TN 53928 -- `-- - --- --__ _ -� \ / \ /'J / y. - - - - \ / 56Q� / TC $AN 1 BW 537 83 , r - - R LEVEL EFE: 537.00' - - - - _ - _ ` ` - - / \ s�cisd' , I . I / / 559 128 t�q5 537.27' J / - - 53727' 560,90 fog?y LP I ` - _ - - _ _ \ VAIN LEVEL-FF 561 0' / \ \ 559.44 \ / ^ .J 536.65' \ '556 / - Q.$9�', \\ / -' J ` - 544- -544 - -= _ J ' 542 -541 r;,; _ _ _ \- ., .: �� +-•. .;. �:.. � \ 4. J' '' � '.I ` \I ,.>\{ - 560.25 S60 \ s� •54U 53 . - -' -. _ . •53 r ' - -�-�_ _ � _�;•' `_ ., �VY 560 4$ 14 I / �.. I 1 I I 53 _ u\ . 4 41 '8 ~ -' - ' _ _ _ J ;., r ''? .. 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KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE 1 WPO COMMENTS 4/W021 IGRADING SPOT I SHOTS PLAN 2 C5m3 \ I I 1 1 \ III I I I \I '1 I I///'�� /'✓ //// \1 1 I �\ 1 I II I I I 11 1 �'Ty:J r l/ /// / /�� 11 1 � ♦♦♦ le d ♦♦ 1 1 I I I I l/ II ���" I I I lI \\ \\ \\ I I c ' \ ♦♦ I , 1 1 I I I i 11 1 1 II \ \ \ `I \ \ 1\ � I II 1 ,' 1 / DPP ♦♦ IIIII I I 11111 \\ I I II 1 I/✓ I, \ ' / I / \\ •1--- U \ �\_G A- --A so let- 24.2\ / EX ,/ , i / '�Ih_ \t / • fF9P\ 1 ` EX 3 I I I if /n ► I _Fj191� - _ pry, \ FM �/� \ 111I\ \ \\ � \li ;. , \`� \\ \\ / � \ \\ \//\♦ � � \ \ �/ = 1 III \\�------- ��I� � ,!\ 15 - 215B solo lot so 0�10 \ I \1 1 I I I/!/:_ 4• I \\ I / \ , �� 404 `�\-�.������� \����/ �� r- _ _ \ 502 I > I \ \ 7� - _ , - - _ - 202 \Y \\ _\ - 404 \/ 202 • 5 \ INLET DRAINAGE AREA (AC) C EX 1 1.25 0.80 EX 2 0.68 0.70 EX 3 0.37 0.75 104 0.12 0.74 106 0.03 0.37 114 0.27 0.36 116 0.08 0.42 118 0.09 0.35 120 0.11 0.75 122 0.13 0.35 125B 0.05 0.39 126 0.12 0.41 128 0.01 0.40 202 0.44 0.73 206 0.32 0.77 208 0.29 0.73 212 0.19 0.66 214A 0.27 0.61 214C 0.02 0.90 215E 0.01 0.90 216 0.04 0.49 220 0.04 0.55 402 0.30 0.74 404 0.18 0.80 502 0.56 0.36 504 0.38 0.37 BLDG 1A 0.12 0.90 BLDG 1 B 0.15 0.90 BLDG 1C 0.19 0.90 BLDG 2 0.32 0.90 u © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES IOWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@milestonepartners.co 434.245.5803 CLrn oc O ® 0 x • • 0 W Z= W OU � a Z N 0 T xl9`i I.) CRAIG W J. KUFARSKI Lic. No. 0402048507 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE 1 WPO COMMENTS 4/W021 STORMWATER SUMMARY PLAN C6mO DEQVirginia Runoff Reduction Method Re -Development Compliance Spreadsheet -Version 3.0 ROUTE PROJECT Boys & Girls Club Drivers Ed DESIGNER: JLF CHECKED: DATE 4/9/2021 UNITS:NGLISH STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: Boys & Gids Club Drivers Ed Date:44130 Total Rainfall (in): 43 Total Disturbed Acreage: 5.15 Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) Update Summary Sheet Print Preview Pdnt Asoils BSogs CSoils DSoils Totals %of Total Forest/Open (acres) 0.53 0.00 0.00 0.37 0.90 17 Managed Turf (acres) 1.01 1.00 0.00 0.27 2.28 44 Impervious Cover (acres) 0.91 0.84 0.00 0.22 1.97 38 5.15 100 Post-ReDevelopment Land Cover (acres) A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 1.31 1.39 0.00 0.22 2.92 57 Impervious Cover (acres) 1.14 0.45 0.00 0.64 2.23 43 5.15 100 Site Tv and Land Cover Nutrient Loads Final Post -Development Post post- Adjusted Pre- (Post-ReDevelopment Development &New Impervious) p ReDevelopment (New Impervious) ReDevelopment Site Rv 0.51 0.49 0.95 0.48 Treatment Volume (fta) 9,612 8,716 897 8,574 TP Load (lb/yr) 6.04 5.48 0.56 5.39 Total TP Load Reduction Required (lb/yr) L62 1.17 0.46 Final Post -Development Load (Post-ReDevelopment & New Impervious) Pre- ReDevebpment TN Load (lb/yr) 43,20 37.85 PROJECT: Boys and Girls Club LOCATION: COUNTY: Albemarle Pre- Final Post- Post-ReDevelopment ReDevelopment Development TP Load TP Load per acre TP Load per acre per acre (Ib/acre/yr) (lb/acre r Ib acre r 1.10 1.17 1.12 Designed by: Checked by: UNITS ENGLISH PIPE NO FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA TOTAL INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF Q CFS (9) INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span In. (14) SHAPE Capacity CFS (15) Friction Slope Ft./Ft. VEL Vn Ft/Sec (16) FLOW TIME Min. (17) REMARKS (18) INCRE-ADDTL MINT (5) CA ACCUM ULATED (6) UPPER END (10) LOWER END (11) REFERENCE (1) STA. REFERENCE (2) STA. 111 112 110 0.000 0.000 0.000 4.635 4.635 6.000 6.230 28.877 549.000 54Z580 23.668 0.060 24.000 Circular 60.024 0.014 1&961 0.021 Outfall from SWM2 109 110 108 0.000 0.000 0.000 4.635 0.000 6.021 6.224 28.848 543.810 542.000 36.208 0.050 24.000 Circular 54.794 0.014 17.704 0.034 107 108 106 0.000 0.000 0.000 4.635 0.000 6.055 6.214 28.802 534.931 533.709 24.428 0.050 24.000 Circular 54.794 0.014 1Z697 0.023 125C 126 125B O. 120 0.410 0.049 0.049 0.000 6.000 6.230 0.307 534.635 534.440 39.073 0.005 15.000 Circular 4.947 0.000 2.244 0.290 125A 125B 106 0.050 0.390 0.020 0.069 0.000 6.290 6.146 0.422 534.338 534.190 29.606 0.005 15.000 Circular 4.947 0.000 2.466 0.200 105C 106 105B 0.030 0.370 0.011 4.715 0.000 6.000 6.230 29.374 532.790 531.500 25.791 0.050 24.000 Circular 54.794 0.014 17.783 0.024 127 128 lOSB 0.010 0.400 0.004 0.004 0.000 0.000 8.901 0.036 532.515 532.220 9.823 0.030 12.000 Circular 6.683 0.000 2.261 0.072 105A 105B 104 0.000 0.000 0.000 4.719 0.000 6.024 6.223 29.365 530.010 529.250 37.989 0.020 24.000 Circular 34.655 0.014 12.406 0.051 117 118 116 0.090 0.350 0.032 0.032 0.000 6.000 6.230 0.196 542.942 540.806 50.263 0.042 15.000 Circular 14.422 0.000 4.151 0.202 115 116 114 0.080 0.420 0.034 0.065 0.000 6.202 6.171 0.402 541.023 534.240 108.380 0.063 15.000 Circular 17.503 0.000 5.900 0.306 113 114 104 0.270 0.360 0.097 0.162 0.000 6.508 6.084 0.988 534.139 530.854 93.851 0.035 15.000 Circular 13.089 0.000 6.292 0.249 121 122 120 OA30 0.350 0.046 0.046 0.000 6.000 6.230 0.283 533.701 531.153 50.955 0.050 15.000 Circular 15.644 0.000 4.910 0.173 119 120 104 0.110 0.750 0.083 0.128 0.000 6.173 6.180 0.791 531.050 529.340 171.023 0.010 15.000 Circular 6.996 0.000 3.786 0.753 103 104 102 0.120 0.740 0.089 5.098 0.000 6.926 5.970 30.437 527.041 520.370 76.311 0.087 30.000 Circular 131.373 1 0.005 12L8221 0.058 101 102 100 0.000 0.000 0.000 5.098 0.000 6.984 5.955 30.358 516.032 512.670 99.040 0.034 30.000 Circular 81.861 1 0.005 15.467 0.107 214B 214C 214A 0.020 0.900 0.018 0.018 0.000 0.000 8.901 0.160 556.751 554.740 140.129 0.014 12.000 Circular 4.622 0.000 2.755 0.848 213 214A 212 0.270 0.610 0.165 0.183 0.000 0.848 8.367 1.529 554.639 553.380 125.922 0.010 15.000 Circular 6.996 0.000 4.573 0.459 209 212 208 0.190 0.660 0.125 0.308 0.000 1.307 8.107 2.498 553.279 552.910 73.826 0.005 15.000 Circular 4.947 0.001 4.050 0.304 207 208 206 0.290 0.730 0.212 0.520 0.000 1.610 7.945 4.130 552.809 551.880 183.742 0.005 21.000 Circular 12.203 0.001 4.592 0.667 205 206 204 0.320 0.770 0.246 0.766 0.000 2.277 7.615 5.835 551.776 551.403 74.546 0.005 24.000 Circular 17.327 0.001 4.985 0.249 215C 216 215B 0.040 0.490 0.020 0.324 0.304 0.000 8.901 2.880 556.362 555.335 102.700 0.010 12.000 Circular 3.858 0.006 5.399 0.317 Roofdrain area from BLDG 2 215A 215B 204 0.010 0.900 0.009 0.333 0.000 0.317 8.692 2.891 554.070 553.838 11.613 0.020 12.000 Circular 5.457 0.006 7.064 0.027 203 204 202 0.000 0.000 0.000 1.450 0.352 2.527 7.500 10.877 551.303 550.336 193.564 0.005 24.000 Circular 17.327 0.002 5.838 0.553 Offsite water from EX3 217 218 202 0.000 0.800 0.000 1.250 1.250 0.000 8.901 11.126 554.020 553.415 120.912 0.005 24.000 Circular 17.327 0.002 5.868 0.343 Offsite water from EXl 201 202 200 0.440 0.730 0.321 3.668 0.646 3.079 7.258 26.620 550.240 550.041 9.727 0.020 30.000 Circular 63.572 0.004 12.402 0.013 1 Offsite water from EX2 301 302 300 0.000 0.000 0.000 0.884 0.884 6.000 6.230 5.504 546.000 541.881 41.192 1 0.100 1 15.000 Circular 22.124 1 0.006 14.998 0.046 Outfall From SWM 1 403 404 402 0.180 0.800 0.144 0.000 0.144 6.000 6.230 0.897 553.000 550.956 204.425 0.010 15.000 Circular 6.996 0.000 3.927 0.868 401 402 400 0.300 0.740 0.222 0.000 0.366 6.868 5.986 2.191 550.000 547.790 73.665 0.030 15.000 Circular 12.118 0.001 7.508 0.164 503 504 502 0.560 0.360 0.202 0.000 0.202 6.000 4.056 0.818 547.121 546.170 190.189 0.005 15.000 Circular 4.947 0.000 2.987 1.061 501 502 500 0.380 0.370 0.141 0.000 0.342 7.061 3.853 1.319 546.069 546.000 13.805 0.005 15.000 Circular 4.947 0.000 3.418 0.067 HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY 10 Year PROJECT: Boys and Girls Club DESIGNED BY: Checked: INLET OR JUNCTION INLET STATION OUTLEr WATER SURFACE ELEV. DIA. PIPE Do (In) DESIGN DISCH. Qo (CFS) LENGTH PIPE Lo (Ft) FRICTION SLOPE Sfo (FT/FT) FRICTION LOSS K (Ft) JUNCTION LOSS FINAL H (Ft) Inlet Water Surface Bevation Rim Bev Comments Vo Ho (Ft) Qi Vi QUi Vi'2/2g Hi Angle HA Ht 1.3 R 0.5 Ht 102 516.88 30 30.36 99.04 0.47% 0.46 15.47 0.93 30.44 21.82 664.2 7.39 2.59 0 0 3.52 0 TRUE 2.22 519.1 526.42 OK -7.32 104 522.37 30 30.44 76.31 0.47% 0.36 21.82 1.85 29.37 12.41 364.29 2.39 0.84 0 0 2.69 0 TRUE 1.7 524.07 536.8 OK -12.73 105B 530.85 24 29.37 37.99 1.44% 0.55 12.41 0.6 29.37 17.78 522.34 4.91 1.72 0 0 2.32 0 TRUE 1.7 532.55 536.98 OK -4.42 106 533.1 24 29.37 25.79 1.44% 0.37 17.78 1.23 1 28.8 1 17.7 509.7 4.86 1.7 0 0 2.93 0 TRUE 1.84 534.94 538.9 OK -3.96 108 535.31 24 28.8 24.43 1.38% 0.34 17.7 1.22 28.85 17.7 510.72 4.87 1.7 0 0 2.92 0 TRUE 1.8 537.11 549.39 OK -12.28 110 543.6 24 28.85 36.21 1.39% 0.5 17.7 1.22 28.88 18.96 547.54 5.58 1.95 92.69 3.91 7.08 0 TRUE 4.04 547.64 560.62 OK -12.98 112 549.18 24 28.88 23.67 1.39% 0.33 18.96 1.4 1 0 1 0 0 0 0 0 0 1.4 0 TRUE 1.03 550.21 560.76 OK -10.55 114 531.85 15 1 0.99 93.85 0.02% 1 0.02 6.29 0.15 1 0.4 1 5.9 2.37 0.54 0.19 1.5 0 0.34 0.45 TRUE 1 0.24 532.1 1 538.55 OK -6.46 116 535.24 1 15 1 0.4 1108.381 0.00% 1 0 1 5.9 1 0.14 1 0.2 1 4.15 1 0.81 1 0.27 1 0.09 1 92.68 1 0.19 1 0.42 1 0.54 1 TRUE 1 0.27 1 535.51 1 546.37 OK -10.85 118 541.81 1 15 0.2 50.26 1 0.00% 0 4.15 1 0.07 0 0 0 0 0 0 0 0.07 1 0.09 1 TRUE 1 0.04 1 541.85 1 548.74 1 OK -6.89 120 530.34 1 15 1 0.79 1171.021 0.01% 1 0.02 1 3.79 1 0.06 0.28 1 4.91 1 1.39 1 0.37 1 0.13 1 8.92 1 0.05 1 0.24 1 0.31 1 TRUE 1 0.17 1 530.51 1 535.89 1 OK -5.37 122 532.15 15 0.28 50.96 0.00% 0 4.91 0.09 0 0 0 0 0 0 0 0.09 0.12 TRUE 0.06 532.21 541.43 OK -9.21 128 533.02 12 0.04 9.82 0.00% 0 2.26 0.02 0 0 0 0 0 0 0 0.02 0.03 TRUE 0.03 533.05 536.65 OK -3.6 125B 535.19 15 0.42 29.61 0.00% 0 2.47 0.02 0.31 2.24 0.69 0.08 0.03 0.79 0 0.05 0.07 TRUE 0.03 535.22 538.99 OK -3.77 126 535.44 15 0.31 39.07 0.00% 0 2.24 0.02 0 0 0 0 0 0 0 0.02 0.03 TRUE 0.01 535.45 538.99 OK -3.54 202 555.98 30 26.62 9.73 0.36% 0.03 12.4 0.6 11.13 5.87 65.29 0.53 0.19 92.92 0.37 1.16 0 TRUE 0.61 556.59 560.06 OK -3.47 204 556.59 24 10.88 193.56 0.20% 0.38 5.84 0.13 5.83 4.99 29.09 0.39 0.14 93.39 0.54 0.81 0 TRUE 0.79 557.38 559.88 OK -2.5 206 557.38 24 5.83 74.55 0.06% 0.04 4.99 0.1 4.13 4.59 18.96 0.33 0.11 35.86 0.14 0.35 0.46 TRUE 0.27 557.65 558.5 OK -0.85 208 557.65 21 4.13 183.74 0.06% 0.11 4.59 0.08 2.5 4.05 10.12 0.25 0.09 85.33 0.18 0.35 0.45 TRUE 0.33 557.98 558.71 OK -0.73 212 557.98 15 2.5 73.83 0.13% 0.09 4.05 0.06 1.53 4.57 6.99 0.32 0.11 6.05 0.02 0.2 0.26 TRUE 0.22 558.21 560.1 OK -1.89 214A 558.21 15 1.53 125.92 0.05% 0.06 4.57 0.08 0.16 2.75 0.44 0.12 0.04 89.85 0.08 0.2 0.27 TRUE 0.19 558.4 560.44 OK -2.04 214C 558.4 1 12 1 0.16 1 140.131 0.00% 1 0 1 2.75 1 0.03 1 0 1 0 0 1 0 0 0 0 0.03 0.04 TRUE 0.02 558.42 560.82 OK -2.4 218 556.59 1 24 1 11.13 1120.911 0.21% 1 0.25 1 5.87 1 0.13 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.13 1 0 1 TRUE 1 0.32 1 556.91 1 561.26 1 OK 215B 557.38 12 2.89 11.61 0.56% 0.07 7.06 0.19 2.88 5.4 15.55 0.45 0.16 23.06 0.14 0.49 0 TRUE 0.31 557.69 559.14 OK -1.46 216 557.69 12 2.88 102.7 0.56% 0.57 5.4 0.11 0 0 0 0 0 0 0 0.11 0 TRUE 0.69 558.37 560.5 OK 302 542.88 15 5.5 41.19 0.62% 0.25 15 0.87 0 0 0 0 0 0 0 0.87 0 TRUE 1.13 544.01 552.19 OK 402 549.52 15 2.19 73.67 0.0010 0.07 7.51 0.22 0.90 3.93 3.52 0.24 0.08 89.44 1 0.17 1 0.47 10.611391 TRUE 1 0.38 1549.90 1 556.94 1 OK -7.04 404 551.96 1 15 1 0.90 1204.431 0.0002 1 0.03 1 3.93 1 0.06 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.06 10.077841 TRUE 1 0.07 1552.03 1 557.68 1 OK 43 65 502 549.52 1 15 1 1.32 1 13.81 1 0.0004 1 0.00 1 3.42 1 0.05 1 0.82 1 2.99 1 2.44 1 0.14 1 0.05 1 89.95 1 0.10 1 0.19 10.248141 TRUE 1 0.13 1549.65 1 551.85 1 OK -2.2 504 549.65 1 15 1 0.82 1190.191 0.0001 1 0.03 1 2.99 1 0.03 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.03 10.045041 TRUE 1 0.07 1 549.72 1 551.00 1 OK INIET W 04 W U u= _ 7 a ao 4 F o wwv Wj C Sag Inlets Only F L d F vc 104 DI-1 2.500 0.080 0.90 0.072 Back/it. 0.000RIGHI 0.040 0.35 0.014 Back/Lt. 0.086 4 0.344 0 Back/Lt. 0 4 0 0 Ahead/Ri. 0.344 0.001 2.500 2.5 0.344 1.039 Weir Flow 106 DI-1 2.500 0.030 0.35 0.0105 Back/it. 0.000RICiITT 0.011 4 0.044 0 Back/it. 0 4 0 0 Ahead/Rt. 0.044 0.001 2.500 2.5 0.044 0.264 Weir Flow 114 DI-1 1.250 0.010 0.90 0.009 Back/Lt. 0.0001RI 0.260 0.35 0.091 Back/Lt. 0.1 4 0.4 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.400 0.001 1.250 1.25 0.400 1.996 Weir Flow 116 DI-1 1.250 0.010 0.90 0.009 Back/11. 0+000RIGHI 0.070 0.35 0.0245 Back/Lt. 0.034 4 0.136 0 Back/it. 0 4 0 0 Ahead/R1. 0.136 0.001 1.250 1.25 0.136 0.972 Weir Flow 118 DI-1 1.250 0.090 0.35 0.0315 1 Back/U. 0.000RKi£11' 0.032 4 0.128 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.128 0.001 1.250 1.25 0.128 0.934 Weir Flow 120 DI-1 1.250 0.080 0.90 0.072 Back/Lt. 0.000RIGH1 0.030 0.35 0.0105 Back/U. 0.083 4 0.332 0 Back/11. 0 4 0 0 Ahead/Rt. 0332 0.001 1.250 1.25 0.332 1.763 WeirFlow 122 DI-5 2.000 0.130 0.35 0.0455 ORIC Hr 0.046 4 0.184 0 0.184 0.0500 2.000 2.000 0.984 0.181 0.003 0.03692 BFA=0.038' 125B DI-1 1.250 0.050 0.35 0.0175 Back/Lt. 0.000RICHT 0.018 4 0.072 0 Back/Lt. 0 4 0 0 Ahead/Ri. 0.072 0.001 1.250 1.25 0.072 0.636 Weir Flow 126 DI-1 1.250 0.010 0.90 0.009 Back/Lt. 0.000TU 0.110 0.35 0.0385 Back/Lt. 0.048 4 0.192 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.192 0.0100 1.250 1.25 0.192 1.224 Weir Flow 128 DI-1 1.000 0.010 0.35 0.0035 Back/Lt. O.000RICiI 0.004 4 0.016 0 Back/IA. 0 4 0 0 Ahead/Rt. 0.016 0.001 1.000 1 0.016 0.271 Weir Flow 202 DI-3C 8.000 0.310 0.90 0.279 Back/Lt. 0.000TU 0.140 0.35 0.049 Back/Lt. 0.328 4 1.312 0 0.0050 0.0300 5.976 2.000 0.33467 0.0833 2.77667 3.28 Back/IA. 0 4 0 0 Ahead/Rt. 1.312 0.0050 8 1.312 1.609 0.240 0.500 0.48 3.609 4.470 Weir Flow 206 DI-3B 6.000 0.230 0.90 0.207 Back/Lt. 0.000RI 0.040 0.35 0.014 Back/Lt. 0.221 4 0.884 0 0.0130 0.0330 3.509 2.000 0.56996 0.0833 2.52424 3.21 Back/Lt. 0 4 0 0 Ahead/Rt. 0.884 0.0130 6 0.884 L403 0.264 0.500 0.528 3.403 3.543 Weir Flow 208 DI-3B 4.000 0.200 0.90 0.18 Back/Lt. 0.000TU 0.090 0.35 0.0315 Back/II. 0.212 4 0.848 0 0.0050 0.0300 4.754 2.000 0.4207 0.0833 2.77667 3.28 Back/Lt. 0 4 0 0 Ahead/Rt. 0.848 0.0050 4 0.848 11L595 0.240 0.333 0.720721 3.595 4.429 Weir Flow 212 DI-1 1.250 0.100 0.90 1 0.09 Back/Lt. O.OWTUCHI 0.080 0.35 0.028 Back/Lt. 0.118 4 0A72 0 Back/Li. 0 4 0 0 Ahead/Rt. 0A72 0.0100 L250 1.25 0.472 2.229 T>&0ft 214 DI-1 1.250 0.120 0.90 0.108 Back/U. 0.000RICEJ 0.140 0.35 0.049 1 Back/Lt. 0.157 4 0.628 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.628 0.001 L250 1.25 0.628 2.696 T > &0 ft 214C DI-1 1.000 0.020 0.90 0.018 Back/Lt. 0.0001RKiHT 0.018 4 0.072 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.072 0.001 1.000 1 0.072 0.739 Weir Flow 215B DI-1 1.000 0.010 0.90 0.009 Back/Lt. 0.000RICHT 0.009 4 0.036 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.036 0.001 L000 1 0.036 0.466 Weir Flow 215D DI-1 1.000 0.020 0.90 0.018 Back/Lt. 0.0001RI 0.030 0.35 0.0105 Back/Lt. 0.029 4 0.116 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.116 0.001 1.000 1 0.116 1.016 Weir Flow 216 DI-1 1.000 0.010 0.90 0.009 Back/Lt. 0.0001RI 0.030 0.35 0.0105 Back/Lt. 0.02 4 0.08 0 Back/U. 0 4 0 0 Ahead/Ri. 0.080 0.001 1.000 1 0.080 0.793 T > 8.0 ft 220 DI-1 1.250 0.020 0.90 0.018 Back/U. 0.000RI 0.030 0.35 0.0105 Back/U. 0.029 4 0.116 0 Back/Lt. 0 4 0 0 Ahead/Ri. 0.116 0.001 1.250 1.25 0.116 0.875 Weir Flow 402 DI-3C 6.000 0.210 0.90 0.189 Back/Lt. 0.000RI 0.090 0.35 0.0315 Back/Lt. 0.221 4 0.884 0 0.0070 0.0270 4.657 2.000 0.42946 0.0833 3.08519 3.35 Back/Lt. 0 4 0 0 Ahead/Ri. 0.884 0.0070 6 0.884 L403 0.216 0.500 0.432 3.403 4.330 Weir Flow 404 DI-3B 6.000 0.150 0.90 0.135 ORICTTT 0.030 0.35 0.0105 0.146 4 0.584 0 0.584 0.0060 0.0290 3.631 2.000 0.55081 0.0833 2.87241 0.951 3.30 0.1376 0.1598 3.852 6.000 1.558 1.000 0.584 0.000 2.567 502 DI-1 1.250 0.010 0.90 0.009 Back/it. 0.0001RI 0.540 0.35 0.189 Back/Lt. 0.198 4 0.792 0 Back/U. 0 4 0 0 Ahead/Ri. 0.792 0.001 1.250 1.25 0.792 3.148 Weir Flow 504 DI-1 1.250 0.010 0.90 QW9 Back/U. 0.OWRI 0.370 0.35 0.1295 Back/Lt. Q139 4 0.556 0 Back/Lt. 0 4 0 0 Ahead/Ri. 0.556 0.001 1.250 1.25 1 1 0.556 2.486 T > 8.0 ft HMR YFU © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@mileslonepanners.co 434.245.5803 aN D O I 2 H 0 W ZW = OU Z N 3 O E9:T - r > CRAIG W. T. KOTARSKI Lic. No. 0402048507 PROJECT NO 46423 ■ CHECKED BY C. KOTARSKI ■ DATE 02/05/2021 ID ISSUE NAME DATE 1 WPO COMMENTS 4/W021 STORMWATER CALCULATIONS C6n 1 \ 11,11itllilt III IIII,II'\\\\\�\\\��\\III IIkill IIIIIII1I'\`I` I11111I'11`I\�\\���\ \\\\\\\\\ \,I,\\ll,ll IiIlll I // I'tl l 11I, I d/I/I ). I �\ \�\\\\\\\\;\\\\\\\��\ �\\\��t IIII IIII►1 I I I 111 I////�/ ^' x \\ \; \�\,\�\,\\\\\\\ � \\ \\,,,IIII 111 III ► 1 11 ///// , II I � \ \\\\\k\I\, IIIII'IIII►11111 I I' \O \\ \ \\\ \\ \\ \\\\\\ \ \ \ \ I 1 1 1 ► 1 1 1 1 I , 1 I 1 1 \ \ /// // / 1 / �\\\O\\\\O\\\,\1\1\\\111�1111►11,1 I111 IIIII` 1�+ UI � � II � `` I 1it, l IIIIII 1 1 1 I II I I I JII 11 1I •` ` IIIII I I \1 1 \ II 11 11 I I I I I I t 1 /� IIIII II \,\\ 11I; 111 IIII II\\\\ I IIII 1 \ 1 \ \ \ \ \ 1 I I \ \ \ \ III /// ► ` �\ \ `f / v \ ' / PRE -DEVELOPED DRAINAGEAREA 5 \ \ II 1 \\\\\\ Itlll`\ Y v IIIIII\I\\II\1\`\`\\ \\\\\\\\\\\\\�`\�` \\\\ \\\\ \\\\I I/ III tl\ \ \ 1 \ ` TO ANALYSIS POINT I (OFFSITE, BYPASSING WETLAND) AREA VC IMPERVIOUS IOUS= 1.87AC -A- PER VIOUS / / PERVIOUS MA A GED TURF) 0. 01(B) 111/ \II1/ II 1 / PERVIOUS (MANAGED TURF) = 0.54 Ill z \ 1 \ \ \' I r\Ilk/ \ PRE -DEVELOPED DRAINAGE AREA 1 IIII II II111I111f / / I/III / �,%i /t� `\ \\♦ / L 4 \ \\ II11 III IIII IIII / i I I III ' r o %'/�'� \ \ / - ` TOANALYSIS= 3. SIS POINT 1 (ONSITE, BYPASSING WETLAND) IMPERVIOUS = 1. 19 AC 11 II i 1 I - \ r 1 - AREA = 3.53 AC - 1 ►IIIII l� II 1 1 // 1 /// \ Ilr►IIIIIIIIIIIIII;� 1\ r� E )=035A O 'i1� J ®� �I® / I PERVIOUS (FOREST) 0 53 AC (A) PERVIOUS (FORES C D �M \ PERVIOUS (MANAGED TURF) = 0.95AC (A) W I/sr \ PERVIOUS (MANAGED TURF) = 0.37AC (B) PERVIOUS (MANAGED TURF) = 0.14 AC (D) lilt kk wwo PRE -DEVELOPED DRAINAGEAREA 2 TO ANALYSIS POINT I (ONSITE, THROUGH WETLAND) \ \ \ \� _ L -� // - \ \` -_-� �_ -\ - - \ I \ \ \ \ /� I I / PRE -DEVELOPED DRAINAGEAREA 6 AREA= 1.35AC ` `�,� _ �/, j/ // �\\- //'// //� - r i� �� 1\` \ \ \ \ \\\\' - // ' SHEET FLOW OFFSITE (ONSITE) �� \ / /i ♦ s i!�r 1 \\ \� \ I ' AREA = 0.27AC a IMPERVIOUS= 0.69AC \ IMPERVIOUS = 0.09 AC PERVIOUS (MANAGED TURF) = 0.03 AC (A) / / PERVIOUS (MANAGED TURF) = 0.63 AC (BD) ' \\ ``� ' \ ��, \\ I I I / / / I� ' ' I 1 ' \ 1 \ t I r/ PERVIOUS (FOREST) = 0.02 AC (D) (\ \ \, \ /\ \ \ \ __= _ - \\ I ► I I I I I I I I t� \ \\ \ \ ` \ \` \ \ \ \ / j\� �\ / / PERVIOUS (MANAGED TURF) = 0.03 AC ( ) �\ �\ 1 PERVIOUS MANAGED TURF) = 0.13 AC D PRE -DEVELOPED DRAINAGE AREA 3 / 1 ` _ It 1 \ \1(I I I TO ANALYSIS POINT 1 (OFFSITE, THROUGH WETLAND) / I'I \ / - / ' - \\1 I I'/\Ufi� AREA = 2.38 AC IMPERVIOUS=0.86AC - / /J /.ft6� ' // `'\ /' -� ", � \ \ \ \� \ \ _ �\ \ / ,✓�" PERVIOUS (MANGED TURF) = 0.71 AC (A) / _ \ ` I \ \ \,� PERVIOUS (MANAGED TURF) = a81 AC (B) ,_ _ - / \ _ ' \ \ I \ COUNTY STORMWATER FACILITY (MANUFACTURED WETLAND) ANALYSIS POINT 1 =� / PRE -DEVELOPED DRAINAGEAREA 411 \ TO ANALYSIS POINT I (OFFSITE, BYPASSING WETLAND) i// / / TC PATH ' ' 1 AREA =3.04AC //, //// / //// IMPERVIOUS = 0.05 AC (D) (TYP.) , i , / IMPERVIOUS (GRAVEL) = 0.24 AC (D) PERVIOUS (FOREST) = 2.29 AC (A) 1 \ \` \ \ , \ I PERVIOUS (FOREST) = 0.07AC (OD) \\ \I f PERVIOUS (MANAGED TURF) = 0.13 AC (A) \ \ \ \\ \ \\ \ \ 4 �\ \\♦ \ \ \ \\\\ \ \ ♦ 1 1 I I I PERVIOUS (MANAGED TURF) = 0.26 AC (D) \\\\\\\\\\\\\\IIIIIk� \\\\" \\\\\\\\\\\\\\\\ \\1 \ \\\\\\\\\`\"•`�\.\\\.\\\�\\\�\\.III rl I `\\\A\II\1,`IIII\,►,IIII\ I'll\'I I I I\`\I \\\ \\ `\\ \ \ \\\\ it\\ \` \\\I\\\\ \\ I,'1','II`I',Illl►IIIIII,I'11I11tI,►IIIIIII\I\\\�\ \ \`\�\\\�\\\ \ IIIII'I,Ill,t1 11111tl llllll,l `I;;,; \\ \\ \ \ \\ \ \ \\ `\\ \ \ \I \\I, \\ II IIIII I I I 11't I, \ 1 \\\\ \\I\\1\`1\1'I\!\\�\\\\\\\\\\\\\\ \\\1 fll\IIII111I/111I1/'I / \�,\\\\\\��\\\\\\�\\� \ `\� `\\il\I �\` II II111" I t \ I Itl��►IIII\\/�/�/�//,^I1 �\\� \`\\� \\\\\\\\\11\,It IIII►Illllllllltllll\1\ \ �// //// I / II \\\\` Il0\00lll'IIl',11 II, t 111 III I POST DEVELOPED DRAINAGE AREA 1A j \ IIIIII IIII Ill\\11,III IIII1� I III IIII TO ANALYSIS POINT 1 (ONSITE, DETAINED - SWM 1) AREA=1.42AC IMPERVIOUS = 0.33 AC x\\ ` \\ \ \ \ \� \ \ \\`�`\\\ \ PERVIOUS (MANAGED TURF) = 1.09 AC (B) \\\\•�\ III - \\��i%iIIIIIIII I111,�11 Jill llf l�l lI / fJl/ I I III IIIIII►IIIIII IIII /III 1 I r ✓ // 1 II IIII,,,,,lllil i lii1ll r►IIIIIIIIIII�II rl IA \ '1 \ I y TC PATH (TYP.) 0 POST -DEVELOPED DRAINAGE AREA 5 TO ANALYSIS POINT 1 (OFFSITE, DETAINED) AREA = 2.44 AC IMPERVIOUS = 1.87 AC PERVIOUS (MANGED TURF) = 0.02 AC (A) PERVIOUS (MANAGED TURF) = 0.01 AC (B) PERVIOUS (MANAGED TURF) = 0.54 AC (D) XI SCALE V=80' 0 80, 160' \ POST -DEVELOPED DRAINAGE AREA 1B Y _\ TO ANALYSIS POINT 1 (ONSITE, DETAINED - SWM 2) AREA = 1.98 AC >V* IMPERVIOUS = 1.64 AC PERVIOUS (MANAGED TURF) = 0.23 AC (A) PERVIOUS (MANAGED TURF) = 0.11 AC (D) \ _ \ t � \ _ _ ✓''%/ / r-\ I \ \ POST -DEVELOPED DRAINAGE AREA 6 \ \ `� - -�/�� �- \ ` '\`\ \ w ° / \ SHEET FLOW OFFSITE (ONSITE, UNDETAINED) AREA = 0.15 AC ;ol�/ II / IMPERVIOUS = 0.07 AC / / / / ' tl ' / PERVIOUS MANAGED TURF 0.02 AC A ,\ _ \\I PERVIOUS (MANAGED TURF) =0.06AC() POST -DEVELOPED DRAINAGE AREA 3 \ 4\ , \ , _ / ' ` \ t\ ► I I , I I I 1 1`\ \ \ \ \ TO ANALYSIS POINT 1 (OFFSITE, UNDETAINED) / I ,14 \ AREA =2.38AC // I I / - �f� - \\1I It11\\;\ \ \` / ( /6i�_/i IMPERVIOUS = 0.86 AC r / I\ \ / / - _ _ _ \ \ \ \\\ \ \\I\\ \ \ \ \`\ gP POST -DEVELOPED DRAINAGE AREA 2 PERVIOUS (MANGED TURF) = 0.71 AC (A) / I / _ _ _ \ \\ \ \\ \ \\ \� _ \�\ N / / TO ANALYSIS POINT 1 (OFFSITE, DETAINED - SWM 2) PERVIOUS (MANAGED TURF) = 0.81 AC (B) / _ _ \ 1 \ \ ,\ \` \ \� - \\ / ✓/ / / AREA = 0.22 AC IMPERVIOUS = 0.05 AC IMPERVIOUS GRAVEL = 0.05 AC COUNTY STORMWATER FACILITY PERVIOUS (MANAGED TURF) = 0.12 AC (D) (MANUFACTURED WETLAND) \ POST -DEVELOPED DRAINAGE AREA 1 C TO ANALYSIS POINT 1 (ONSITE, UNDETAINED) ANALYSIS POINT 1 AREA =1.60AC; IMPERVIOUS = 0.19 AC PERVIOUS (MANAGED TURF) = 1.06 AC (A) R\ / PERVIOUS (MANAGED TURF) = 0.30 AC (BD) //'i/// / / / , i// /'/ /i / / / TC PATH PERVIOUS (MANAGED TURF) = 0.05 AC O I / / / / /// l/ /� l /�y /// /L (TYP.) / POST -DEVELOPED DRAINAGE AREA 4 TO ANALYSIS POINT 1 (OFFSITE, UNDETAINED) AREA =2.82AC \\� \,\\\ \\ \\ \. \\ �\ I f4 It IMPERVIOUS (GRAVEL) = 0.19 AC (D) \ \\ \\\\\ \ \\ \ \ \\\ \ \\\ \ \ 1 1 I III 1 / PERVIOUS(FOREST)=0.0PERVIOUS (FOREST) = 7AC(DAC )\ \\�� PERVIOUS (MANAGED TURF) =0.13AC (A)\\1 II PERVIOUS (MANAGED TURF) = 0.14 AC (D) \\�;�;\\\\���� \ YMU © 2020 BUSHMAN DREYFUS ARCHITECTS PC 1 ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@milestonepartners.co 434.245.5803 CN OC OC9 ® 0 r � 2 o • o W • z W 2 � O � U a Z N O /�=a �l >� y CRAIG W J. KOTARSKI Lic. No. 0402048507 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE 1 WPO COMMENTS 4I9/2021 STORMWATER MANAGEMENT PLAN 1 C6m2 HMR YFU N E 0 Y a N Pipe Plastic Wall Anchor (6 Places) C.B.Noll TrJuarrarr c Natural Resomces Today Chesapeake Bay Nutrient Land Trust, LLC. May 4, 2020�, �I Timmons Group ATTN: Kim Mellon vt 608 Preston Avenue, Suite 200�. Charlottesville, VA 22903 RE: CBNLT / Oak Grove - Nutrient Credit Availability w Project Reference: Boys & Girls Club -Northside, Albemarle County Dear Ms. Mellon, *# This letter is to confirm the availability of authorized Nutrient Credits sufficient to meet your�projeet requirements at our Oak Grove nutrient facility, which is registered with the Virginia Deparhrjent of Environmental Quality (DEQ). These Nutrient Credits are generated and managed under the terms of the Oak Grove Nutrient Reduction Implementation Plan dated May 11, 2017 which was authorized by the DEQ on August 31, 2017. The Oak Grove project has been authorized to provide Nutrient Credits for use in the James River watershed. These Credits are transferable to those entities regulated under DEQ's Stormwateri Management Program in accordance with VA Code § 62.1-44.15:35. Currently our Oak Grove facility has 39_75 pounds of Phosphorus Credits available. If we can provide further assistance please feel free to contact our office. Sincerely, i Chesapeake Bay Nutrient Land Trust, LLC r By Its Manager ' 4 EarthSource Solutions, Inc. ScottA. Reed. Scott A. Reed Vice President Chesapeake Bay Nutrient Land Trust, LLC. • 5735 S. Laburnum Avenuea'Richmond, VA 23231 P: 804.222.5114 • www.cbnitcom. WATER OUANTITY ANALYSIS - POINT 1 DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT) PRE -DEVELOPED DRAINAGE AREA 1 TO ANALYSIS POINT 1 (ONSITE) AREA = 3.53 AC 1.19 AC (IMPERVIOUS) 0.53 AC (FOREST, A) 0.35 AC (FOREST, D) 0.95 AC (MANAGED TURF, A) 0.37 AC (MANAGED TURF, B) 0.14 AC (MANAGED TURF, D) Te = 8 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 2.61 6,708 10 YEAR 11.92 26,136 PRE -DEVELOPED DRAINAGE AREA 2 TO ANALYSIS POINT 1 (ONSITE) AREA = 1.35 AC 0.69 AC (IMPERVIOUS) 0.03 AC (MANAGED TURF, A) 0.63 AC (MANAGED TURF, B) Te = 9 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 2.60 5,967 10 YEAR 7.01 16,117 PRE -DEVELOPED ANALYSIS POINT 1 (ONSITE) COMBINES DRAINAGE AREAS 1 + 2 Q (CFS) V (CUBIC -FT) 1 YEAR 5.21 12,675 10 YEAR 18.92 42,253 PRE -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS POINT 1 (OFFSITE) AREA = 2.38 AC 0.86 AC (IMPERVIOUS) 0.71 AC (MANAGED TURF, A) 0.81 AC (MANAGED TURF, B) Tc = 6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 2.49 5,576 10 YEAR 9.52 19,820 PRE -DEVELOPED DRAINAGE AREA 4 TO ANALYSIS POINT 1 (OFFSITE) AREA = 3.04 AC 0.05 AC (IMPERVIOUS) 0.28 AC (GRAVEL, D) 2.29 AC (FOREST, A) 0.07 AC (FOREST, D) 0.13 AC (MANAGED TURF, A) 0.22 AC (MANAGED TURF, D) Te = 9 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.00 44 10 YEAR 1.11 5,227 PRE -DEVELOPED DRAINAGE AREA 5 TO ANALYSIS POINT 1 (OFFSITE) AREA = 2.44 AC 1.87 AC (IMPERVIOUS) 0.02 AC (MANAGED TURF, A) 0.01 AC (MANAGED TURF, B) 0.54 AC (MANAGED TURF, D) Tc = 6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 9.11 20,299 10 YEAR 18.04 42,123 PRE -DEVELOPED ANALYSIS POINT 1 (OFFSITE) COMBINES DRAINAGE AREAS 3 + 4 + 5 Q (CFS) V (CUBIC -FT) 1 YEAR 11.47 25,919 Overflow I OriFKes 10 YEAR 27.81 67,170 C PRE -DEVELOPED ANALYSIS POINT 1 3/d inch Holes COMBINES DRAINAGE AREAS 1 + 2 + 3 + 4 + 5 Aluminum Q (CFS) V (CUBIC -FT) 1 Flat Washer (6 Places) 1 YEAR 16.45 38,594 10 YEAR 46.48 109,423 B 1.75 in x .25 in Stainless Steel Sorew � (6 Places) 3/8 inch Holes ®� ®'4� (i r TRASHGUARD DETAILS SIZES 23" 29" 34" a MEE ACFTRASHGUARD STANDARD DETAIL FOR FLAT -BOTTOM CATCH BASINS 1-800-448-3636 DRAINAGE AREA ANALYSIS (POST-DEVELOPMEN POST -DEVELOPED DRAINAGE AREA 1A TO ANALYSIS POINT 1 (ONSITE. DETAINED - SWM1 AREA = 1.42 AC 0.33 AC (IMPERVIOUS) 1.09 AC (MANAGED TURF, B) Tc=6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 1.74 3,790 10 YEAR 6.05 12,720 POST -DEVELOPED - UG DETENTION (SWM1) AREA 1 Q (CFS) 1 YEAR 1.38 10 YEAR 5.62 POST -DEVELOPED DRAINAGE AREA 1 B TO ANALYSIS POINT 1 (ONSITE. DETAINED - SWM2 AREA = 1.98 AC 1.64 AC (IMPERVIOUS) 0.23 AC (MANAGED TURF, A) 0.11 AC (MANAGED TURF, D) TC=6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 6.70 14,505 10 YEAR 14.04 31,799 POST -DEVELOPED DRAINAGE AREA 2 TO ANALYSIS POINT 1 (OFFSITE. DETAINED-SWM2 AREA = 0.22 AC 0.05 AC (IMPERVIOUS) 0.05 AC (GRAVEL, D) 0.12 AC (MANAGED TURF, D) Tc=6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.69 1,481 10 YEAR 1.51 3,354 POST -DEVELOPED DRAINAGE AREA 5 TO ANALYSIS POINT 1 (OFFSITE. DETAINED-SWM2 AREA = 2.44 AC 1.87 AC (IMPERVIOUS) 0.02 AC (MANAGED TURF, A) 0.01 AC (MANAGED TURF, B) 0.54 AC (MANAGED TURF, D) TC=6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 9.11 20,299 10 YEAR 18.04 42,123 POST -DEVELOPED - UG DETENTION (SWM2) AREAS IB+2+5 Q (CFS) 1 YEAR 10.93 10 YEAR 28.95 POST -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS POINT 1 (OFFSITE, UNDETAINED AREA = 2.38 AC 0.86 AC (IMPERVIOUS) 0.71 AC (MANAGED TURF, A) 0.81 AC (MANAGED TURF, B) TC=6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 2.49 5,576 10 YEAR 9.52 19,820 POST -DEVELOPED DRAINAGE AREA 4 TO ANALYSIS POINT 1 (OFFSITE, UNDETAINED AREA = 2.82 AC 0.19 AC (GRAVEL, D) 2.29 AC (FOREST, A) 0.07 AC (FOREST, D) 0.13 AC (MANAGED TURF, A) 0.14 AC (MANAGED TURF, D) Tc = 9 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.00 0 10 YEAR 0.38 3,354 POST -DEVELOPED DRAINAGE AREA 1 C TO ANALYSIS POINT 1 (ONSITE. UNDETAINED AREA = 1.60 AC 0.19 AC (IMPERVIOUS) 1.06 AC (MANAGED TURF, A) 0.30 AC (MANAGED TURF, B) 0.05 AC (MANAGED TURF, D) TC=6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.03 653 10 YEAR 2.48 5,837 POST -DEVELOPED ANALYSIS POINT 1 COMBINES DRAINAGE SWIM 1 & 2 + AREAS 1C + 3 + 4 Q (CFS) V (CUBIC -FT) 1 YEAR 14.16 46,304 10 YEAR 46.41 119,007 CHANNEL PROTECTION (ENERGY BALANCE): ((�� a' DEVELOPED < 0.80*(QPRE-DEVELOPED•RVPRE-DEVELOPED)/RVDEVELOPED + QOFFSITE 14.16 CFS:5 0.80"(5.21 CFS'12,675 CF)/18,948 CIF + 11.47 CFS = 14.26 CFS FLOOD PROTECTION: POST -DEVELOPED Q10 <- PRE -DEVELOPED Q10 46.41 CFS (POST -DEVELOPED Q10) <- 46.48 CFS (PRE -DEVELOPED Q10) WATER QUANTITY ANALYSIS - SHEET FLOW TO LAMBS LANE (NORTH) PRE -DEVELOPED DRAINAGE AREA 6 POST -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS SHEET FLOW OFFSITE (ONSITE) AREA = 0.27 AC 0.09 AC (IMPERVIOUS) 0.02 AC (FOREST, D) 0.03 AC (MANAGED TURF, A) 0.13 AC (MANAGED TURF, D) Tc=6MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.63 1,307 10 YEAR 1.59 3,441 CHANNEL PROTECTION (ENERGY BALANCE POINT 2 (ONSITE. UNDETAINED) AREA = 0.15 AC 0.07 AC (IMPERVIOUS) 0.02 AC (MANAGED TURF, A) 0.06 AC (MANAGED TURF, D) Tc = 6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.38 784 10 YEAR 0.93 2,004 a'DEVELOPED < 0-80•(QPRE-DEVELOPED•RVPRE-DEVELOPED)/RVDEVELOPED 0.38 CFS :5 0.80"(0.63 CFS"1,307 CF)/784 CIF = 0.84 CFS FLOOD PROTECTION: POST -DEVELOPED Q10:5 PRE -DEVELOPED Q10 0.93 CFS (POST -DEVELOPED Q10) :5 1.59 CFS (PRE -DEVELOPED Q10) TOP OF WEIR PLATE 549.70' TOP OF 48" STORAGE PIPE ELEV. = 550.00' 10 YEAR WSE 549.76' - - 2 YEAR WSE 547.89' - 9" ORIFICE _ 1 YEAR WSE INV 547.30' 547.40' STEEL PLATE ELEV. 7" ORIFICE WITH TRASH RACK INV 546.00' UNDERGROUND CMP WEIR PLATE SECTION DETAIL - SWM1 TOP OF WEIR PLATE 556.00' TOP OF 96" STORAGE PIPE ELEV. = 557.00' 10 YEAR WSE 555.88' 2 YEAR WSE 554.20' 27" ORIFICE Q1YEAR WSE_ INV 553.10' 553.45' STEEL PLATE ELEV. 14" ORIFICE WITH TRASH RACK INV 549.00' UNDERGROUND CMP WEIR PLATE SECTION DETAIL - SWM2 WATER QUALITY ANALYSIS SITE DATA PRE -DEVELOPED AREA IMPERVIOUS = 1.97 ACRES MANAGED TURF = 2.28 ACRES FOREST = 0.90 ACRES PRE -DEVELOPMENT LOAD (TP) (LB/YR) = 5.39 POST -DEVELOPED AREA IMPERVIOUS = 2.23 ACRES MANAGED TURF = 2.92 ACRES FOREST = 0 ACRES POST -DEVELOPMENT LOAD (TP) (LB/YR) = 6.04 MAXIMUM PERCENT REDUCTION FOR REDEVELOPMENT = 20% TOTAL LOAD REDUCTION REQUIRED (LB/YR) = 1.62 REQUIRED REMOVAL WILL BE ACHIEVED THROUGH PURCHASING OF OFFSITE NUTRIENT CREDITS. © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS IlopezQmilestonepartners.co 434.245.5803 aN IY D 0 L2 r/ LU W ZW 2 O U a Z N IY O r L" I > CRAIG W. J. KO'rARSKI Lic. No. 0402048507 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE 1 WOO COMMENTS 4I9/2021 STORMWATER MANAGEMENT PLAN 2 C63 HMR YFU BOYS AND GIRLS CLUB OF CENTRAL VA ALBEMARLE COUNTY, VA LANE CMP STORMWATER MANAGEMENT SYSTEM NOTES: 1. THE LANE CMP STORM WATER MANAGEMENT SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH INDUSTRY STANDARD INSTALLATION PRACTICES ADAPTED TO THE SPECIAL INSTALLATION PROCEDURES CONTAINED HEREIN. 2. CONSTRUCTION EQUIPMENTSHALL NOTTRAVERSE OR OTHERWISE BE LOCATED ATOPTHE PIPE SYSTEM OR ITS COMPONENTS UNTIL SUFFICIENT COVER IS PROPERLY PLACED AND COMPACTED. CONSTRUCTION LOADING RESTRICTIONS ARE CONTAINED HEREIN. THE INSTALLER SHALL CONTACT THE MANUFACTURER TO ADDRESS ANY UNCERTAINTIES IN THIS REGARD. 3. THE FOUNDATION AND/OR BEDDING STONE MUST BE PROPERLY LEVELED TO THE ELEVATION SHOWN ON THE PROJECT PLANS PRIOR TO THE PLACEMENT OF ANY PIPE OR FITTINGS. 4. SPACINGS SHOWN BETWEEN PIPE RUNS ARE STANDARD AND WILL ENSURE SUFFICIENT SPACE FOR MATERIAL PLACEMENT AND COMPACTION. CONSIDERATIONS FOR SPACING REDUCTIONS WILL NOT BE MADE UNLESS THE INSTALLER FORMALLY ACKNOWLEDGES THAT THE DESIRED REDUCTION WILL NOT COMPROMISE THE ABILITY TO PROPERLY PLACE AND COMPACT BACKFILL IN AFFECTED AREAS. S. BACKFILL AND BEDDING MATERIALS SHALL BE AS SPECIFIED IN THE PROJECT PLANS AND CONSISTENT WITH THE NOTES CONTAINED HEREIN. 6. THE PLACEMENT OF A GEOMEMBRANE OVER THE ENTIRE SYSTEM IS CONSIDERED A BEST MANAGEMENT PRACTICE WHEN THE SYSTEM IS LOCATED BENEATH PAVEMENT IN THE MORE NORTHERN REGIONS WHERE SEVERE WINTERS INCLUDE HEAVIER USES OF DEICING SALTS. 7. CONTACT YOUR LOCAL LANE SALES REPRESENTATIVE FOR ANY MODIFICATIONS NEEDED TO THE SYSTEM DESIGN. M O OUTLET STUB 36" RISER WEIR PLATE 4 -O" __ 36" RISER A 1 B INLET STUB I 65'-0" PLAN VIEW BILL OF MATERIALS MARK DESCRIPTION A 48" SINGLE TEE WITH (2) 36" RISERS, INLET STUB, OUTLET STUB, WEIR PLATE & 2 BULKHEADS C 48" PIPE (22'-6" LONG) WITH INLET STUB & BULKHEAD 1 48" PIPE (22'-6" LONG) NECESSARY 48" CONNECTING BANDS WITH GASKETS 3'-8 STUB 9" ORIFICE 7RIFICE VERT WEIR PLATE D ETAI L G _J Q W i Z Ld .. O Z LLJ to COO 3 JUI 0 UJ 0 W � Q 0 Z O_ g _ W W CO U C0 W 0 Q Z Q g NO. REQUIRED U) V) N to -ALL 48" PIPE IS 14 GAUGE, Zm 1 2j" X }" CORRUGATION, N ALUMINIZED TYPE 2. 1 -DASHED LINES INDICATES WELD. 3 1 -USE NECESSARY CONNECTING BANDS. -ALL REINFORCEMENT SHALL MEET ASTM 2 A998, 2 OF 6 ACCESS RISER NOTES 1. THE ACCESS RISER DETAIL SHALL BE CONSIDERED CONCEPTUAL WITH THE INTENTION OF ILLUSTRATING HOW LOADS PLACED ON THE COVER OR SURROUNDING PAVEMENT WILL BE TRANSFERRED TO THE SUBGRADE AND NOT BE BROUGHTTO BEAR DIRECTLY ON THE RISER PIPE. 2. ALL RISERS SHALL BE FIELD CUTTO THE ELEVATION NEEDED TO ACCOMMODATE CONSTRUCTION OF THE RISER DETAIL. 3. POURED -IN -PLACE CONCRETE COLLARS SHALL BE PROPERLY FORMED TO PROVIDE A SMALL GAP AROUND THE OUTSIDE DIAMETER OF THE RISER, WITH THE TOP LEVEL OF THE COLLAR SET APPROXIMATELY TWO INCHES ABOVE THE TOP OF THE RISER PIPE. 4. FLATTOPS, MANHOLE OPENINGS, AND APPURTENANCES SHALL BE CONSTRUCTED AND/OR PROVIDED IN ACCORDANCE WITH THE STANDARD DETAILS AND SPECIFICATIONS OF THE STATE OR LOCAL ROAD AUTHORITY FOR AN H25/HS25 HIGHWAY TRUCK LOADING. S. STANDARD RISER DIAMETERS ARE BETWEEN 12 AND 48 INCHES, AND THEIR FITTINGS/STUBS ARE SUBJECT TO REINFORCEMENT CONSIDERATIONS IN ACCORDANCE WITH ASTM A998. RELATED REQUIREMENTS ARE DEPENDENT ON THE MAINLINE DIAMETER AND THE BURIAL DEPTH AND MAY BE NEGATED BY OPTING FOR A SMALLER DIAMETER RISER IN THIS RANGE. 6. STUBS FOR RISERS AND IN GENERAL ARE DETERMINED BY THE MANUFACTURER BASED ON FABRICATION STANDARDS AND/OR SHIPPING LIMITATIONS. TEMPORARY MINIMUM COVER FOR CONSTRUCTION EQUIPMENT NOTES 1. DURING CONSTRUCTION AND PRIOR TO THE CONSTRUCTION OF PAVEMENT ADDITIONAL TEMPORARY COVER MAY BE REQUIRED TO ACCOMMODATE CONSTRUCTION EQUIPMENT TRAFFIC OVER THE PIPE SYSTEM IN ACCORDANCE WITH TABLE 1. 2. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. 3. TEMPORARY COVER SHALL BE DULY COMPACTED AND MAINTAINED AT THE PROPER ELEVATION TO ENSURE NO LOSS OF REQUIRED COVER OVER TIME. CLEAN, OPEN -GRADED MANUFACTURED AGGREGATE MAY BE UNSUITABLE FOR THESE PURPOSES UNLESS PROPERLY LOCKED -IN PLACE OR CONFINED WITH A BINDER MATERIAL STANDARD CONNECTING BAND NOTES 1. PIPE ENDS SHALL BE REROLLED TO FORM AN ANNULAR 2W X CORRUGATION WITH SUFFICIENT CORRUGATIONS TO ACCOMMODATE THE MINIMUM WIDTH OF A FULLY CORRUGATED CONNECTING BAND. 2. FULLY CORRUGATED CONNECTING BAND THICKNESS SHALL BE IN ACCORDANCE WITH TABLE 2, AND SHALL HAVE A MINIMUM WIDTH OF 12 INCHES FOR PIPE DIAMETERS UP TO AND INCLUDING 96INCHES, AND A MINIMUM WIDTH OF 24 INCHES THEREAFTER. 3. STANDARD LUG CONNECTORS SHALL BE USED ON FULLY CORRUGATED CONNECTING BANDS. 4. STANDARD SLEEVEGASKETS, WHEN REQUIRED, SHALL BE}"THICK NEOPRENE MEETING THE MATERIAL REQUIREMENTS OF ASTM D1056, AND SHALL COMPLETELY UNDERLIE THE CONNECTING BAND. 5. ALLJOINT PERFORMANCE REQUIREMENTS SHALL BE IN ACCORDANCE WITH SECTION 9 OF ASTM A760. STANDARD SLEEVE GASKETS SHALL BE REQUIRED FOR JOINTS SPECIFIED TO MEET ANY LEVEL OF LEAK RESISTANT PERFORMANCE AS WELL AS SILT TIGHT PERFORMANCE. IN LIEU OF A GASKET, A GEOTEXTILE W RAP SHALL BE CONSIDERED SUFFICIENT TO MEET SILT TIGHT JOINT PERFORMANCE. GASKETS SHALL NOT BE REQUIRED FOR PERFORATED PIPE SYSTEMS AND JOINTS SPECIFIED TO MEET SOIL TIGHT REQUIREMENTS. 6. CONNECTING BANDS FOR 12 THROUGH 48-INCH DIAMETER PIPE SHALL BE A ONE-PIECE BAND. CONNECTING BANDS FOR 54 THROUGH 96-INCH DIAMETER PIPE SHALL BE A TWO-PIECE BAND. CONNECTING BANDS FOR 102 THROUGH 144-INCH DIAMETER PIPE SHALL BE A THREE-PIECE BAND. 7. CONNECTING BAND MATERIALAND/OR COATING SHALL MATCH THE PIPE MATERIAL. FINISHED BACKFILL MATERIAL (AS SPECIFIED) Access Riser Detail _MANHOLE FRAME 1 & COVER Table 1. Temporary Mimimum Cover for Construction Equipment Pipe Dia. Minimum Cover(ft) for Indicated Axle loads In 18-50 kips SD75 kips 75-110 kips 110-150 kips 12-42 2.0 2.5 3.0 3.0 48-72 3.0 3.0 3.5 4.0 78-120 3.0 1 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 RISER Table 2. Standard Connecting Band Thickness HMIN. (RIGID PVMT HLJIN. (FLEX PV FILTE (WHEN E I IUUNUAI IUN TYPICAL CROSS SECTION 1. ALL CORRUGATED METAL PIPE (CMP) SHALL BE THE DIAMETER, CORRUGATION SIZE, AND GAUGE SPECIFIED ON THE PLANS. CORRUGATED STEEL PIPE WITH A METALLIC COATING SHALL CONFORM TO AASHTO M36 AND/OR ASTM A760. CORRUGATED STEEL PIPE WITH A POLYMER COATING SHALL CONFORM TO AASHTO M245 AND/OR ASTM A762. CORRUGATED ALUMINUM ALLOY PIPE SHALL CONFORM TO AASHTO M196 AND/OR ASTM B745. ALL RISERS AND STUBS ARE 16-GAUGE WITH A 2%" X W CORRUGATION UNLESS OTHERWISE NOTED. FITTINGS SHALL MEET THE MINIMUM DESIGN REQUIREMENTS OF ASTM A998 FOR THE BURIAL DEPTH SHOWN ON THE PLANS. 2. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR OR THEIR AGENT TO RESEARCH AND IMPLEMENT APPLICABLE SAFETY, HAZARD, AND HEALTH REGULATIONS; AND OBTAIN THE NECESSARY APPROVALS, CONSENTS OR PERMITS FROM APPLICABLE AGENCIES, PRIVATE LANDOWNERS, OR PUBLIC ROAD AUTHORITIES. 3. THE CONTRACTOR SHALL BE ADVISED THAT CORRUGATED METAL PIPE IS FLEXIBLE AND THEREFORE DERIVES STRUCTURAL STABILITY FROM THE STRENGTH AND RELATIVE STIFFNESS OF THE SURROUNDING BACKFILL MATERIAL. THE RESULTING SOIL -CULVERT INTERACTION SYSTEM DEFINES THE ABILITY OF THE FLEXIBLE PIPE TO WITHSTAND ANTICIPATED LOADS. 4. PIPE BEDDING AND EMBEDMENT SHALL BE SELECT GRANULAR MATERIALS MEETING THE REQUIREMENTS OF AASHTO M145 FOR A-1, A-2 AND A-3 CLASSIFICATIONS. WELL -GRADED EMBEDMENT MATERIALS SHALL BE FREE OF ORGANICS, ROCK FRAGMENTS LARGER THAN THREE INCHES, AND FROZEN LUMPS. APPLICATIONS THAT INVOLVE PERFORATED PIPE FOR RETENTION PURPOSES SHALL BE BEDDED AND BACKFILLED WITH A CLEAN, OPEN -GRADED, ANGULAR STONE WITH A SIZE DISTRIBUTION BETWEEN 0.75 AND 2 INCHES. OPEN -GRADED EMBEDMENT MATERIALS REQUIRE THE USE OF A FILTER FABRIC TO ELIMINATE THE POTENTIAL OF SOIL MIGRATION FROM ADJACENT SOILS. 5. ALL CMP SHALL BE INSTALLED IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS, THE MANUFACTURER'S RECOMMENDATIONS, ASTM A798 FOR CORRUGATED STEEL PIPE OR ASTM B788 FOR CORRUGATED ALUMINUM ALLOY PIPE, AND/OR SECTION 26 OF THE AASHTO LRFD BRIDGE CONSTRUCTION SPECIFICATIONS. IN GENERAL, BEDDING SHALL BE A MINIMUM OF 4 INCHES IN DEPTH AND LEFT LOOSELY PLACED UNDER AND ROUGHLY SHAPED TO THE MIDDLE -THIRD OF THE PIPE SPAN, AND THE EMBEDMENT SHALL BE INSTALLED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES AND COMPACTED TO A MINIMUM 90% AASHTO T99 STANDARD PROCTOR DENSITY. EMBEDMENT SHALL BE RAISED EVENLY, AS DESCRIBED BELOW, WITH A MAXIMUM SIDE -TO -SIDE DIFFERENTIAL OF 24 INCHES OR ONE-THIRD OF THE PIPE DIAMETER, WHICHEVER IS LESS. SELECT EMBEDMENT MATERIALS SHALL EXTEND ABOVE THE PIPE A MINIMUM DISTANCE OF ONE -EIGHTH THE DIAMETER OR 12 INCHES, WHICHEVER IS GREATER. 6. PUBLISHED INSTALLATION STANDARDS REFERENCED ABOVE SHALL BE SUPPLEMENTED WITH THE FOLLOWING INSTRUCTIONS TO ACCOUNT FOR THE PRESENCE OF MANIFOLDS AND PARALLEL PIPE RUNS: THE BACKFILL OPERATION SHALL COMMENCE AND PROGRESS EVENLY ON BOTH SIDES OF THE MANIFOLD AND ALONGSIDE THE PIPE RUNS SIMULTANEOUSLY. IN THIS MANNER THE OVERALL BACKFILL OPERATION SHALL PROGRESS IN THE DIRECTION OF THE PIPE RUNS AND TOWARDS THE OPPOSITE MANIFOLD, WHERE CARE IS AGAIN TAKEN TO ENSURE THE BACKFILLING IS DONE EVENLY. PERIMETER BACKFILL MUST BE BROUGHT UP EVENLY AS WELL, AND EXTENDED HORIZONTALLY TO STABLE AND/OR UNDISTURBED TRENCH WALLS. SPECIAL CARE SHALL BE TAKEN TO ENSURE THE HAUNCH REGIONS OF THE PIPE ARE COMPLETELY FILLED AND PROPERLY COMPACTED. FILLING THE INSIDE HAUNCH REGIONS OF THE MANIFOLD BETWEEN STUBS IS MORE CHALLENGING AND WILL REQUIRE ADDITIONAL CARE. 7. NO EQUIPMENT SHALL BE OPERATED ON THE SYSTEM UNTIL MINIMUM OF 12 INCHES OF COVER HAS BEEN ESTABLISHED, AT WHICH TIME ONLY WALK -BEHIND COMPACTION EQUIPMENT AND SMALL SPREADING EQUIPMENT MAY BE USED. EXCAVATORS MUST BE LOCATED OFF THE BED, AND DUMP TRUCKS SHALL NOT DUMP STONE DIRECTLY ON TO THE BED. FLAT TOP Pipe Thickness Minimum Band Thickness 36 ga 0.064" 18 ga 0.052" 14 ga 0.079" 36 ga 0.052" 12 ga 0.109" IB ga 0.052" 10 ga 0.136" 16 ga 0.069" Bill, 0.168" 14 ga 0.079" o LUIIUUIU LUy uumiector Detail CONNECTING BAND (WHEN SPECIFIED) GASKET (WHEN SPECIFIED) CORRUGATED METAL PIPE [__SmallGlanPerent CORRUGATED METAL PIPE I i J Q W ; z OZ W (n 000 N � Do Iva. ULijJ o Of U M LLJ W DO U CD � LLI Oa z z :5Q (n O M V) I V) Z o Z 5 OF 6 -12" EDDING DIAMETER (in) Standard Spacing Haw (ft) S (ft) C (ft) X (ft) 24" 2.0 4.0 2.0 1.00 30" 2.0 0 36" 2.0 0 42" 2.0 00 48" 2.0 $2.0 00 54" 2.25 0060" 2.5 0 66" 2.75 8.25 2.0 1.00 72" 3.0 9.0 2.0 1.00 78" 3.0 9.5 2.0 1.00 84" 3.0 10.0 2.0 1.00 90" 3.0 10.5 2.0 1.00 96" 3.0 11.0 2.0 1.00 102" 3.0 11.5 2.0 1.25 108" 3.0 12.0 2.0 1.25 114" 3.0 12.5 2.0 1.25 120" 3.0 13.0 2.0 1.25 126" 3.0 13.5 2.0 1.50 132" 3.0 14.0 2.0 1.50 138" 3.0 14.5 2.0 1.50 144" 3.0 15.0 2.0 1.50 i J Q ? Z_ U} W (- Z*z N OZ g W V) CD0 N Df JU I � a_ 0LLIOf _J o w JQ U Z Elf� W W 0 D7 -t W oa z z g Q N 'M""Z � V)��� ..71A m 4OF 6 REVISIONS 1 4/7/11 JDS 15" 18" CLEAR "RUNG" X" DIAMETER 10"f 12" C/C TYPICAL "RAIL" 72" 1K2" x W x )14" ANGLE MAXIMUM "STANDOFF" W x W x Y4" ANGLE VARIES ISOMETRIC VIEW NOTES: 1.) STANDOFF TO BE WELDED TO RAILS & RISER WALL TO LOCATE RUNG AT 6" SPACING FROM THE PIPE WALL. 2.) MAXIMUM SPACING OF STANDOFFS SHALL NOT EXCEED 72". 3.) LADDER SHALL NOT BE INSTALLED IN RISER WITH A DIAMETER LESS THAN 30 4.) DETAIL AT BOTTOM OF LADDER WILL VARY WITH TYPE OF MANHOLE. 5.) MAXIMUM LENGTH OF LADDER RAIL IS 19'-10". 6.) STANDARD FINISH: GALVANIZED PAINT. Drawing Number: A0137b LANE ENTERPRISES, INC. Page Number: 6 OF 6 LANE Date Drawn: 4/2/08 BEALETON STANDARD STEEL LADDER Drawn By: JCH © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@mileslonepanners.co 434.245.5803 CLiA D O� 0 • LU W • z W O U Q ' EN Z E m 3 O 0� > CRAIG W T. TSOTARSICI Lic. No. 0402048507 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2091 ID ISSUE NAME DATE 1 WPO COMMENTS 4/W021 UNDERGROUND DETENTION DETAILS - SWM1 C6A HMR YFU BOYS AND GIRLS CLUB OF CENTRAL VA ALBEMARLE COUNTY, VA LANE CMP STORMWATER MANAGEMENT SYSTEM NOTES: 1. THE LANE CMP STORM WATER MANAGEMENT SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH INDUSTRY STANDARD INSTALLATION PRACTICES ADAPTED TO THE SPECIAL INSTALLATION PROCEDURES CONTAINED HEREIN. 2. CONSTRUCTION EQUIPMENT SHALL NOT TRAVERSE OR OTHERWISE BE LOCATED ATOP THE PIPE SYSTEM OR ITS COMPONENTS UNTIL SUFFICIENT COVER IS PROPERLY PLACED AND COMPACTED. CONSTRUCTION LOADING RESTRICTIONS ARE CONTAINED HEREIN. THE INSTALLER SHALL CONTACT THE MANUFACTURER TO ADDRESS ANY UNCERTAINTIES IN THIS REGARD. 3. THE FOUNDATION AND/OR BEDDING STONE MUST BE PROPERLY LEVELED TO THE ELEVATION SHOWN ON THE PROJECT PLANS PRIOR TO THE PLACEMENT OF ANY PIPE OR FITTINGS. 4. SPACINGS SHOWN BETWEEN PIPE RUNS ARE STANDARD AND WILL ENSURE SUFFICIENT SPACE FOR MATERIAL PLACEMENT AND COMPACTION. CONSIDERATIONS FOR SPACING REDUCTIONS WILL NOT BE MADE UNLESS THE INSTALLER FORMALLY ACKNOWLEDGES THAT THE DESIRED REDUCTION WILL NOT COMPROMISE THE ABILITY TO PROPERLY PLACE AND COMPACT BACKFILL IN AFFECTED AREAS. 5. BACKFILL AND BEDDING MATERIALS SHALL BE AS SPECIFIED IN THE PROJECT PLANS AND CONSISTENT WITH THE NOTES CONTAINED HEREIN. 6. THE PLACEMENT OF A GEOMEMBRANE OVER THE ENTIRE SYSTEM IS CONSIDERED A BEST MANAGEMENT PRACTICE WHEN THE SYSTEM IS LOCATED BENEATH PAVEMENT IN THE MORE NORTHERN REGIONS WHERE SEVERE WINTERS INCLUDE HEAVIER USES OF DEICING SALTS. 7. CONTACT YOUR LOCAL LANE SALES REPRESENTATIVE FOR ANY MODIFICATIONS NEEDED TO THE SYSTEM DESIGN. 81'-6" INLET STUB Q.t 0" A A 1 E F 30'-0" WEIR PLATE 12" STUB 4'-0" i g C 2 G A i OUTLET STUB 36" RISER INLET STUB INLET STUB 86'-6" PLAN VIEW BILL OF MATERIALS MARK DESCRIPTION A 96" ELBOW B 96" SINGLE TEE WITH 36" RISER, OUTLET STUB, INLET STUB, WEIR PLATE & BULKHEAD C 96" PIPE (20'-0" LONG) WITH 36" RISER D 96" PIPE (8'-0" LONG) WITH INLET STUB & BULKHEAD E 96 SINGLE TEE WITH 12 RISER F 96" PIPE (21'-0" LONG) WITH 36" RISER G 96" PIPE (21'-0" LONG) WITH INLET STUB 1 96" PIPE (20'-0" LONG) 2 96" PIPE (21'-0" LONG) Necessary 72" Connecting Bands with Gaskets 0 27" ORIFICE 7'Ell 014" ORIFICE ® INVERT WEIR PLATE DETAIL -ALL 96" PIPE IS 14 GAUGE, 5" X 1" CORRUGATION, ALUMINIZED TYPE 2. -DASHED LINES INDICATES WELD. -USE NECESSARY CONNECTING BANDS. -ALL REINFORCEMENT SHALL MEET ASTM A998• NO. REQUIRED 3 1 1 1 1 1 1 1 1 46 ACCESS RISER NOTES 1. THE ACCESS RISER DETAIL SHALL BE CONSIDERED CONCEPTUAL WITH THE INTENTION OF ILLUSTRATING HOW LOADS PLACED ON THE COVER OR SURROUNDING PAVEMENT WILL BE TRANSFERRED TO THE SUBGRADE AND NOT BE BROUGHTTO BEAR DIRECTLY ON THE RISER PIPE. 2. ALL RISERS SHALL BE FIELD CUT TO THE ELEVATION NEEDED TO ACCOMMODATE CONSTRUCTION OF THE RISER DETAIL. 3. POURED -IN -PLACE CONCRETE COLLARS SHALL BE PROPERLY FORMED TO PROVIDE A SMALL GAP AROUND THE OUTSIDE DIAMETER OF THE RISER, WITH THE TOP LEVEL OF THE COLLAR SET APPROXIMATELY TWO INCHES ABOVE THE TOP OF THE RISER PIPE. 4. FLATTOPS, MANHOLE OPENINGS, AND APPURTENANCES SHALL BE CONSTRUCTED AND/OR PROVIDED IN ACCORDANCE WITH THE STANDARD DETAILS AND SPECIFICATIONS OF THE STATE OR LOCAL ROAD AUTHORITY FOR AN H25/HS25 HIGHWAY TRUCK LOADING. S. STANDARD RISER DIAMETERS ARE BETWEEN 12 AND 48 INCHES, AND THEIR FITTINGS/STUBS ARE SUBJECTTO REINFORCEMENT CONSIDERATIONS IN ACCORDANCE WITH ASTM A998. RELATED REQUIREMENTS ARE DEPENDENT ON THE MAINLINE DIAMETER AND THE BURIAL DEPTH AND MAY BE NEGATED BY OPTING FOR A SMALLER DIAMETER RISER IN THIS RANGE. 6. STUBS FOR RISERS AND IN GENERAL ARE DETERMINED BYTHE MANUFACTURER BASED ON FABRICATION STANDARDS AND/OR SHIPPING LIMITATIONS. TEMPORARY MINIMUM COVER FOR CONSTRUCTION EQUIPMENT NOTES 1. DURING CONSTRUCTION AND PRIOR TO THE CONSTRUCTION OF PAVEMENT ADDITIONAL TEMPORARY COVER MAY BE REQUIRED TO ACCOMMODATE CONSTRUCTION EQUIPMENT TRAFFIC OVER THE PIPE SYSTEM IN ACCORDANCE WITH TABLE 1. 2. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. 3. TEMPORARY COVER SHALL BE DULY COMPACTED AND MAINTAINED AT THE PROPER ELEVATION TO ENSURE NO LOSS OF REQUIRED COVER OVER TIME. CLEAN, OPEN -GRADED MANUFACTURED AGGREGATE MAY BE UNSUITABLE FOR THESE PURPOSES UNLESS PROPERLY LOCKED -IN PLACE OR CONFINED WITH A BINDER MATERIAL. STANDARD CONNECTING BAND NOTES 1. PIPE ENDS SHALL BE REROLLED TO FORM AN ANNULAR 2Y" X" CORRUGATION WITH SUFFICIENT CORRUGATIONS TO ACCOMMODATE THE MINIMUM WIDTH OF A FULLY CORRUGATED CONNECTING BAND. 2. FULLY CORRUGATED CONNECTING BAND THICKNESS SHALL BE IN ACCORDANCE WITH TABLE 2, AND SHALL HAVE A MINIMUM WIDTH OF 12 INCHES FOR PIPE DIAMETERS UP TO AND INCLUDING 96 INCHES, AND A MINIMUM WIDTH OF 24 INCHES THEREAFTER. 3. STANDARD LUG CONNECTORS SHALL BE USED ON FULLY CORRUGATED CONNECTING BANDS. 4. STANDARD SLEEVE GASKETS, WHEN REQUIRED, SHALL BE }" THICK NEOPRENE MEETING THE MATERIAL REQUIREMENTS OF ASTM D3056, AND SHALL COMPLETELY UNDERLIE THE CONNECTING BAND. S. ALLJOINT PERFORMANCE REQUIREMENTS SHALL BE IN ACCORDANCE WITH SECTION 9 OF ASTM A760. STANDARD SLEEVE GASKETS SHALL BE REQUIRED FOR JOINTS SPECIFIED TO MEET ANY LEVEL OF LEAK RESISTANT PERFORMANCE AS WELLAS SILTTIGHT PERFORMANCE. IN LIEU OF A GASKET, A GEOTExTILE WRAP SHALL BE CONSIDERED SUFFICIENT TO MEET SILT TIGHT JOINT PERFORMANCE. GASKETS SHALL NOT BE REQUIRED FOR PERFORATED PIPE SYSTEMS AND JOINTS SPECIFIED TO MEET SOIL TIGHT REQUIREMENTS. 6. CONNECTING BANDS FOR 12 THROUGH 48-INCH DIAMETER PIPE SHALL BE A ONE-PIECE BAND. CONNECTING BANDS FOR 54 THROUGH 96-INCH DIAMETER PIPE SHALL BE A TWO-PIECE BAND. CONNECTING BANDS FOR 102 THROUGH 1441NCH DIAMETER PIPE SHALL BE A THREE-PIECE BAND. 7. CONNECTING BAND MATERIAL AND/OR COATING SHALL MATCH THE PIPE MATERIAL. i J ZZ LLJ > U N L, (n O Z LLJ to 0 � UJ o LLJ U 0 _ W W cD C7 O) LLJ 0Q Z Z g Q 0 M 2 OF 6 HMIN. (RIGID (FLE (WH I'UUNUAI WIN TYPICAL CROSS SECTION 1. ALL CORRUGATED METAL PIPE (CMP) SHALL BE THE DIAMETER, CORRUGATION SIZE, AND GAUGE SPECIFIED ON THE PLANS. CORRUGATED STEEL PIPE WITH A METALLIC COATING SHALL CONFORM TO AASHTO M36 AND/OR ASTM A760. CORRUGATED STEEL PIPE WITH A POLYMER COATING SHALL CONFORM TO AASHTO M245 AND/OR ASTM A762. CORRUGATED ALUMINUM ALLOY PIPE SHALL CONFORM TO AASHTO M196 AND/OR ASTM B745. ALL RISERS AND STUBS ARE 36-GAUGE WITH A2%" X W CORRUGATION UNLESS OTHERWISE NOTED. FITTINGS SHALL MEET THE MINIMUM DESIGN REQUIREMENTS OF ASTM A998 FOR THE BURIAL DEPTH SHOWN ON THE PLANS. 2. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR OR THEIR AGENT TO RESEARCH AND IMPLEMENT APPLICABLE SAFETY HAZARD AND HEALTH REGULATIONS; AND OBTAIN THE NECESSARY APPROVALS, CONSENTS OR PERMITS FROM APPLICABLE AGENCIES, PRIVATE LANDOWNERS, OR PUBLIC ROAD AUTHORITIES. 3. THE CONTRACTOR SHALL BE ADVISED THAT CORRUGATED METAL PIPE IS FLEXIBLE AND THEREFORE DERIVES STRUCTURAL STABILITY FROM THE STRENGTH AND RELATIVE STIFFNESS OF THE SURROUNDING BACKFILL MATERIAL. THE RESULTING SOIL -CULVERT INTERACTION SYSTEM DEFINES THE ABILITY OF THE FLEXIBLE PIPE TO WITHSTAND ANTICIPATED LOADS. 4. PIPE BEDDING AND EMBEDMENT SHALL BE SELECT GRANULAR MATERIALS MEETING THE REQUIREMENTS OF AASHTO M145 FOR A-1, A-2 AND A-3 CLASSIFICATIONS. WELL -GRADED EMBEDMENT MATERIALS SHALL BE FREE OF ORGANICS, ROCK FRAGMENTS LARGER THAN THREE INCHES, AND FROZEN LUMPS. APPLICATIONSTHAT INVOLVE PERFORATED PIPE FOR RETENTION PURPOSES SHALL BE BEDDED AND BACKFILLED WITH A CLEAN, OPEN -GRADED, ANGULAR STONE WITH A SIZE DISTRIBUTION BETWEEN 0.75 AND 2 INCHES. OPEN -GRADED EMBEDMENT MATERIALS REQUIRE THE USE OF A FILTER FABRIC TO ELIMINATE THE POTENTIAL OF SOIL MIGRATION FROM ADJACENT SOILS. 5. ALL CMP SHALL BE INSTALLED IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS THE MANUFACTURER'S RECOMMENDATIONS ASTM A798 FOR CORRUGATED STEEL PIPE OR ASTM 6788 FOR CORRUGATED ALUMINUM ALLOY PIPE, AND/OR SECTION 26 OF THE AASHTO LRFD BRIDGE CONSTRUCTION SPECIFICATIONS. IN GENERAL BEDDING SHALL BE A MINIMUM OF 4 INCHES IN DEPTH AND LEFT LOOSELY PLACED UNDER AND ROUGHLY SHAPED TO THE MIDDLE -THIRD OF THE PIPE SPAN, AND THE EMBEDMENT SHALL BE INSTALLED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES AND COMPACTED TO A MINIMUM 90% AAS14TO T99 STANDARD PROCTOR DENSITY. EMBEDMENT SHALL BE RAISED EVENLY, AS DESCRIBED BELOW, WITH A MAXIMUM SIDE -TO -SIDE DIFFERENTIALOF 24 INCHES OR ONE-THIRD OF THE PIPE DIAMETER, WHICHEVER IS LESS. SELECT EMBEDMENT MATERIALS SHALL EXTEND ABOVE THE PIPE A MINIMUM DISTANCE OF ONE -EIGHTH THE DIAMETER OR 12 INCHES, WHICHEVER IS GREATER. 6. PUBLISHED INSTALLATION STANDARDS REFERENCED ABOVE SHALL BE SUPPLEMENTED WITH THE FOLLOWING INSTRUCTIONS TO ACCOUNT FOR THE PRESENCE OF MANIFOLDS AND PARALLEL PIPE RUNS: THE BACKFILL OPERATION SHALL COMMENCE AND PROGRESS EVENLY ON BOTH SIDES OF THE MANIFOLD AND ALONGSIDE THE PIPE RUNS SIMULTANEOUSLY. IN THIS MANNER, THE OVERALL BACKFILL OPERATION SHALL PROGRESS IN THE DIRECTION OF THE PIPE RUNS AND TOWARDS THE OPPOSITE MANIFOLD, WHERE CARE IS AGAIN TAKEN TO ENSURE THE BACKFILLING IS DONE EVENLY. PERIMETER BACKFILL MUST BE BROUGHT UP EVENLY AS WELL, AND EXTENDED HORIZONTALLY TO STABLE AND/OR UNDISTURBED TRENCH WALLS. SPECIAL CARE SHALL BE TAKEN TO ENSURE THE HAUNCH REGIONS OF THE PIPE ARE COMPLETELY FILLED AND PROPERLY COMPACTED. FILLING THE INSIDE HAUNCH REGIONS OF THE MANIFOLD BETWEEN STUBS IS MORE CHALLENGING AND WILL REQUIRE ADDITIONAL CARE. 7. NO EQUIPMENT SHALL BE OPERATED ON THE SYSTEM UNTIL A MINIMUM OF 12 INCHES OF COVER HAS BEEN ESTABLISHED, AT WHICH TIME ONLY WALK -BEHIND COMPACTION EQUIPMENT AND SMALL SPREADING EQUIPMENT MAY BE USED. EXCAVATORS MUST BE LOCATED OFF THE BED, AND DUMP TRUCKS SHALL NOT DUMP STONE DIRECTLY ON TO THE BED. REVISIONS Access Riser Detail W 1 4/7/11 JJDS FINISHED GRADE, MANHOLE 16" COVER FRAME `CONCRETE FLAT TOP / ` " 15 � BACKFILL MATERIAL / (AS SPECIFIED) CMP RISER 1 Table 1. Temporary Mimimum Cover for Construction Equipment Pipe Dla. Minimum Cover(ft) forindiated Azle Loads (in) 18-50ki s SO75k1 s 7S110klps 1L}]50klps 12-42 2.0 25 3.0 3.0 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 40 40 126-144 3.5 40 4S 45 Table 2. Standard Connecting Band Thickness Pipe Thickness Minimum Band Thickness 16 ga 0.064" 18 ga 0.052" 14 ga 0.079" 18 ga 0.052" 12 ga 0.109" 18 ga 0.052" 10 ga 0.1m, 16 ga 0.064" Ella 0.168" 14 ga 0.07T 3Lunuuru LUy L.onriecl.or Detail CONNECTING BAND r(WHEN SPECIFIED) GASKET ((WHEN SPECIFIED) CORRUGATED METAL PIPE .� _SmallGlanPerent CORRUGATED METAL PIPE J Q F U W> Z U CV li � U) 0 Z LJ_I M 10 D0 U J d LLJ � Q U z �� 2 W U W (O 00 C) W J Z Z g Q 12 T) "R 1Y2" x 1Y2" x Y4" AN "STANDOFF" W x W x Y4" ANGLE -12" EDDING AMETER Standard Spacing 1-6,(in) (ft) S (ft) C (N) X (ft) 24" 2.0 4.0 2.0 1.00 30" 2.0 4.5 2.0 1.00 36" 2.0 5.0 2.0 1.00 42" 2.0 5.5 2.0 1.00 48" 2.0 6.0 2.0 1.00 54" 2.25 6.75 2.0 1.00 60" 2.5 7.5 2.0 1.00 66" 2.75 8.25 2.0 1.00 72" 3.0 9.0 2.0 1.00 78" 3.0 9.5 2.0 1.00 84 3.0 10.0 2.0 1.00 90" 3.0 10.5 2.0 1.00 96" 3.0 11.0 2.0 1.00 102" 3.0 11.5 2.0 1.25 108" 3.0 12.0 2.0 1.25 114" 3.0 12.5 2.0 1.25 120" 3.0 13.0 2.0 1.25 126" 3.0 13.5 2.0 1.50 132" 3.0 14.0 2.0 1.50 138" 3.0 14.5 2.0 1.50 144" 3.0 15.0 2.0 1.50 SOMETRIC VIEW i J Q LLJ U CA O Z LLJ M0 D U U J o w U W M 2 W W cO M 0) W C] J Z Z Q NOTES: 1.) STANDOFF TO BE WELDED TO RAILS & RISER WALL TO LOCATE RUNG AT 6" SPACING FROM THE PIPE WALL. 2.) MAXIMUM SPACING OF STANDOFFS SHALL NOT EXCEED 72". 3.) LADDER SHALL NOT BE INSTALLED IN RISER WITH A DIAMETER LESS THAN 30 4.) DETAIL AT BOTTOM OF LADDER WILL VARY WITH TYPE OF MANHOLE. 5.) MAXIMUM LENGTH OF LADDER RAIL IS 19'-10". 6.) STANDARD FINISH: GALVANIZED PAINT. N N � �KL ('moo 4OF6 Drawing Number: A0137b LANE ENTERPRISES, INC. Page Number: 6 OF 6 LANE Date Drawn: 4/2/08 BEALETON STANDARD STEEL LADDER Drawn By: JCH © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS IlopezQmileslonepartners.co 434.245.5803 CN oc D Q 0 0 �/ LU W z W OU ' E° Z to IM 3 0 xeo'�- r'LT"'I -'Ag 1 � 0 1 > CRAIG W. T. KOTARSKI Lic. No. 0402048507 PROJECT NO 46423 CHECKED BY C. KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE 1 WPO COMMENTS 4I9/2021 UNDERGROUND DETENTION DETAILS - SWM2 C6n5 HMR Yfu d ('J C) L L m coaO. - U Q pj O U i n L 0M 00 N M U-) M �MCOUp u0 M It 0' MNNN u'1 MO UV fMau'1WN a M106OUy O+O+6uo- 0O +m>�n) 04 _ , >�- +o� W�NZMZZZU')Z0 �O > OZ zO� a¢a ¢a> > �QO6U)>>zZzZ gFz z 550 105B: VDOT STD. MH-1 STA 11+79.00 TOP 536.98 INV IN 531.50 (105C) INV IN 532.22 (127) INV OUT 530.01 (105A) 104: VDOT STD. DI-1- STA 11+78.33 TOP 536.80 INV IN 529.34 (119) INV IN 529.25 (105A) INV IN 530.85 (113) INV OUT 527.04 (103) 55n 565 1 545 545 PROPOSED 540 GRADE 540 � - 11y o 3' IN. $g9 <1 535 °[° 535 113 / 93 95 530 OP 530 11 @g5 3' MIN. 525 525 EXISTING GRACE 520 520 STEP DOWN STRUCTU E WITH 12" STEEL STEP PLATE STRUCTURE 515 1„ 515 101 PLATE F 510 510 106: VDOT STD. DI-1 STA 10+65.73 TOP 538.90 INV IN 533.71 (107) INV IN 534.19 (125A) INV OUT 532.79 (105C) 108: MH-1 STA 10+90.15 TOP 549.39 INV IN 542.00 (109) INV OUT 534.93 (107) 110: MH-1 STA 11+26.60 TOP 560.62 INV IN 547.58 (111) INV OUT 543.81 (109) 565 PROPOSED GRADE 560 n 560 A TOP = 557.00 / 555 555 96" CMP (SWM2) / [0% SLOPE] 550 550 INV = 549.00 11 O 0°[° ro 545 545 EXISTING GRADE 1 O9 O� / 1 �O 540 a °�° 540 � 3' MIN STEP DOWN STRUCTURE WITH 21" STE L PLATE. 535 535 N13 O 4 5 22R NO 1090F�(�i5 o 530 y P 530 105A 2@i5o0 99, OF 37 HpPE 24„ @200% 525 525 O Lo [] 0� 0 O M N W n F�00 0) Co Lo D ' M Lo M H >"-'ZZ� 0 Q> o >>> U) g z �rnH-Z- Z 555 ° 125B: 15" Basin - Circular Grate 7 STA 12+08.86 ° TOP 538.99 ^rn INV IN 534.44 (125C) uo INV OUT 534.34 (125A) " o rn o M 106: VDOT STD. DI-1 o + u° . ch F 122: 24 x 24 inch Rectangular Structure STA 10+00.72 �_ C" z STA 12+23.97 TOP 538.90 O Q a TOP 541.43 INV IN 533.71 (107) INV OUT 533.70 (121) INV IN 534.19 (125A) INV OUT 532.79 (105C) 555 SFin 550 550 545 545 PROPOSED GRADE EXISTING 540 GRADE 540 535 / 535 21 OPE 45 530 5 . NAP o 530 119 @5• 171.02' F 15" HDF E @ 1.00 /o 525 525 520 520 515 515 c (j N U 0) O Cn + 00 F D O rm O DQO_> v _z 555 555 EXIS ING 550 G DE 550 545 545 PROPOSED GRADE 540 540 3' MI 535 535 125A 12 C 9.61' OF 39.0 ' OF 5" HDPE 15" NCIPE @ 0.50% @ .50% 530 530 525 525 520 520 9+50 10+00 11+00 12+00 13+00 14+00 14+50 9+50 10+00 11+00 12+00 12+25 9+50 10+00 11+00 12+00 13+00 9+50 10+00 11+00 STR 100 - STR 118 PROFILE STR 104 - SWM 2 PROFILE STR 104 - STR 122 PROFILE STR 106 - STR 126 PROFILE HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: V=5 VERT SCALE: 1"=5 m m 215B: 12" Basin - Circular Grate m C7 STA ??? 0 _ _ `m > > m TOP 559.14 m Co 0 ' m ° m o o m INV IN 555.34 (215C) A m r O (h l� v � Q O O O O O .N.. L ce) (N U U .N. L Mrs N t o O '2 L o L o U INV OUT 554.07 (215A) U C� t o ~ � .N... N �- Cm 0 H V °D H �� ' N N C �'t C Lo i Cl?F v V N Wn N O O �? uy °p r M N C r[1 °D M N Co y 204: MH-1 c 4= 0 N _ o 00 V M M W t0 a0 W 7? 0 U7 rn CN'!OfM U7 m� n V mM (O •�M (O 00� N � 00rr N U) O U7 m � Lo CO N o O UO a0 M� U O O O M u0 C'M W C6 V) n u0 U') 00 c r N Lo fM U7 a V Lo oD u•1 STA 10+00.00 aLo 0 Cl) + OUMj U�j H �O+ of H m +.DM H C?�O0 H m�} O� H iA00� [V OOH m�OF MOOM �NNU7 O co = N uo u> ,n v rn'n o U-) co ,n m 0 H + (o TOP 559.88 - + + o n ,n _ ❑ �u7z Z Lo Z _ �� �Z ��0Z ,, U7z Lo 0 ��UOo �IUO'1U 00 � O� O p p O O O O INV IN 551.40 (205) p p � uo z z_ 2� U') iiaa-- a a- odaa- aa- a�EL U a O O C, O»> vF >» 'Oa » ol-O» C�HO» MHO» ��O> INV IN553.84(215A) '_°Fp> Naa»> oF0> cvUHZZ Z NU0? Z Z Cm P Z NCAFZ z NU�Z z NUHZ z NU HZ INV OUT 551.30(203) NU)HZ C,UPz z z NUP? 570 570 57n 570 570 57n EXISTING GRADE 565 565 PROPOS D I GRADE APPROX. LOCATION OF UGT. CONTRACTOR TO VERIFY PROPOSED LOCATION AND DEPTH PRIO 6" FIRE LINE: TO CONSTRUCTION. 560 \ 560 33' -- -�- --- -�- / �� 1 - J FIRE LINE'E' /� 1 3'MIN. TOP = 557.000 r 555 555 140AV O 96" CMP f- 2 3 12" HDP (SWM2) =�_2C 9 125. CV OF @ 1.430 [0% SLOPE] 207 73.8 ' OF 15" DPE 205 183.74' OF 15" DPE @ 1.00°/0 550 550 2 ' HDPE 0.500 HD @ 0.5 @ E °k @ 0.51°k ONTRACTOR FILL TO TO COMPACT T LEAST 95% INV = 549.000 STANDARD PROCTOR DENSITY 545 545 540 540 SWM 2 - STR 214C PROFILE HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 565 565 PROPO ED GRADE EXISTING GRADE 560 560 / - 3'MIN. 555 r 555 02.70' OF 2, HDPE @ 1.00% 550 550 11.61' OF 12" HDPE @ 2.00% 545 545 540 540 9+50 10+00 11+00 11+50 STR 204 - STR 216 PROFILE HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 -PROPOSED GRADE 565 565 EXISTING GRADE 560 560 4' MIN. 555 555 217 120.91' OF 24" HDPE 550 0.50% 550 545 545 540 540 9+50 10+00 11+00 11+50 STR 202 - STR 218 PROFILE HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 0 50 PROFILE SCALE NOTE: PROVIDE SAFETY SLAB FOR ALL MANHOLE STRUCTURES WITH HEIGHTS GREATER THAN 12'. © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@milestonepartners.co 434.245.5803 CN ol: D O ® 0 r � 2 •il (A • G W Li" 2 OU � a Z to OG O -11Ag 0 1 y CRAIG W J. KOTARSKI Lic. No. 0402048507 PROJECT NO 46423 ■ CHECKED BY C.KOTARSKI ■ DATE 02/05/2021 ID ISSUE NAME DATE 1 WPO COMMENTS 4/W021 STORM & UTILITY PROFILES 1 C7mO HMR Yfu CONNECT TO EXISTING 4" F TEE AND (2) 4" PLU CONTRACTOR TO VERIFY AND DEPTH PRIOR TO CONS( 575 570 PROPOSED PUMP STATION INV. 540.63' 570 565 565 PROPOSED GRADE 560 560 4"CL52DI FORCE MAIN EXISTING 555 GRADE 555 M WITH 4" 3 VALVES. LOCATION RUCTION. \ 550 550 i 545 545 3.5' M N. 540 540 z z 535 W 535 U? 0 0 0 w N Iz m + W Z m w w m Z w m N N u7 m to m 0 530 rn N v N 530 6" PVC GRAVITY SANITARY SEWER 9+50 10+00 11+00 12+00 PUMP STATION TO FORCE MAIN 575 z Z_ J_ 570 m 570 0 W to O o. O a. o_ 565 565 PROPOSED GRAD EXI TING FFE=561.00 GRADE 560 560 A. CONNE FXIST11 S 6" CLAS 2 3.5' MIN. VERIFI DIP WATERLI E AND EI 555 555 3' 15" H IFT 550 U) 550 H r CIDm Z aXo 545 z 545 Q LU CO O 0 LL> LU LU g z z0w 1--mwm LU Go LU m co tr) W 0 0 X N W a 540 C)rn m co I co 540 HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 CTION TO JG WATERLINE. LOCATION EVATION. IPE 9+50 10+00 11+00 11+25 FIRE LINE A HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 575 L N 7 a) n L N �- CID O �O L O f0 cM v Q O v Uca c V L F O v o F o 105B: VDOT STD. MH-1 r1 rn oo co rn m o M roi STA11+79.00 N�u1aNi co ca a0 0) It U�m0 u) M � m00(0Lo 6Lo TOP 536.98 m (O if1 m� + H _M O } r�F Lo INV IN531.50(105C) N�,M�00 � �=O oaaz mQaO INV IN 532.22 (127) co 0> aFOZ qtU)Pz z g��z INV OUT 530.01 (105A) I U F z cn cn _ 5fin .riRn .ri7n .ri7n .ri70 57n 555 555 550 550 EXISTING GRADE 545 545 540 540 PROPO ED GRADE 535 535 530 530 127 9.82' OF 12" HDPE @ 3.00% 525 525 520 1 520 9+50 10+00 11+00 STR 105B - STR 128 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 575 z Z_ J_ 570 m 570 w m O a O m a 565 565 PROPOSE GRADE EXISTING FFE=561.00 GRADE 560 560 3.5' MIN J�/ 555 555 CONNECTION TI EXISTING WATE 3" DIP VERIFY LOCATII WATERLINE AND ELEVATION 550 550 a w zOf W _ J 545 Of IX W 545 O ¢ 0 ¢ OO p W LU co Z W a F- = �co m � 0 X (¢7 w H 540 rn t m io 1- 540 APPROX.LOCA1 CONTRACTO DEPTH A� PRIOR TO COS O RLINE, ON I. 9+50 10+00 11+00 11+50 DOMESTIC LINE B HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 575 565 565 560 560 PROPOSED BADE 555 555 EXISTING GRADE 2.2' MIN. 550 550 T 48" CMP (SWM 1) [ % SLOPE] 545 V = 546.0 545 1 0ek y0^ �^ ie b �O 540 540 535 1 535 TIE INTO EXISTING MANHOI TO BE FIELD VERIFIED BY C PRIOR TO CONSTRUCTION. STRUCTURE IS IN POOR CO STRUCTURE MUST BE REP( 530 530 E. INVERT ONTRACTOR IF NDITION, ACED. 9+50 10+00 11+00 STR 300 - SWM 1 PROFILE HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 575 570 570 EXIST NG 565 GRAD 565 \ PROPOSED GRADE \i j - 560 560 ION OF UGT. 1hillN. CONNECTION TO R TO VERIFY EXISTING WATERLINE. D LOCATION-19 VERIFY LOCATION STRUCTION. AND ELEVATION. 555 555 71 3.5' MIN. 6" CLASS 2 DIP WATE LINE 550 550 co H co (g X zm 545 X W 545 Z OF< w m LLI �w N = Wa 540 LL 540 9+50 10+00 11+00 11+50 FIRE LINE C HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 APPROX.LOCATI CONTRACTOR DEPTH AN PRIOR TO CON; 580 565 565 PROPOSED GRADE 560 560 EXISTING / ~ GRADE / 3' MIN 555 555 / 4' MIN. �- 3.1- 403 550 TOP = 550.0 204,43' OF 15" HDP 550 48" CMP @ 1.00% (SWM 1) 40� F [0% SLOPE] �3 67 PE 15' N 545 INV = 546.0 @ 3' Oob 545 540 540 535 535 530 1 1 1 530 9+25 10+00 11+00 12+00 SWM 1 - STR 404 PROFILE HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 580 580 575 575 570 570 EXISTING 565 GRADE 1 565 PROPO ED GRADE r CONNECTION TO 560 EXISTING WATERLI ON OF UGT. VERIFY LOCATION TO VERIFY AND ELEVATION. (LOCATION ;TRUCTION. 555 T MIN. 6" CI ASS 52 555 DIP WATERLINE H �o OX z io 550 550 w J m OZ F< w w U w ¢ iLi a LL ULI 545 545 VE. 13+00 13+50 INV IN 533.32 (1A- 1B) INV OUT 533.22 (1 B - 1) STA 10+04.08 1 A TOP 536.85 INV IN 533.48 (BLDG - 1A) INV OUT 533.38 (1A- 1B) 580 560 z Z_ J_ m m 575 w 575 O EL Of O- 570 570 EXISTING 565 1 GRADE 1 565 PROPOSED GRADE FFE=561.00 / 560 / 560 i 3.5' MIN. 555 V M N. 555 6" CLASS 52 DIP WATERLINE z O_ o � 550 z w LU z O 550 uo N W z + m In N 2 a 545 m 545 9+50 10+00 11+00 9+50 FIRE LINE D HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 10+00 11+00 11+50 FIRE LINE E HORIZ SCALE: 1 "=50' VERT SCALE: 1"=5 D a m L 7 C7 L a m 7 r 7 M J o U L0^cli co O c a a0 v r� o v u) D � co (j uo in o u') 0Z 0 uo0 �U) z �U�z .r,7n r7n 565 565 560 560 555 PROPOSED GRADE EXISTING GRADE 555 550 2.3' TOP = 550.0 550 / i 545 48" CMP (SWM1) [0% SLOPE] INV = 546.0 �r `- 503 2.5' MIN. 545 501 540 1 1 E .81' OF ' HDPE 0.50% 1 "HDPE 0.50% 540 535 535 530 1 530 9+25 10+00 11+00 12+00 12+50 SWM 1 - STR 504 PROFILE HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 REF. ACSA FIG. 2-1-C1 TOP 545.84 INV IN 532.25 (E.D.) INV IN 540.64 (2 - 1) INV IN 532.25 (1 B - 1) TOP 561.26 INV IN 552.16 (4 (1)) INV OUT 552.06 (3 - 2) bY:U�-Li J W w J 555 Of 555 ttl J O z 0 J 550 550 EXISTING U) GRADE / d PROPOSED / 0 Of GRADE 545 D- / 545 540 540 FFE=537.00 3' MIN. 535 535 BLDG - 1A 3.82' OF 6" PVC @ 0.50% 1' MI 1 B - 1: 183.20' . OF 6" PVC a 0.53% 530 530 1A- 1B 12.12' OF 6" PVC 24" HDPE @ 0.50% 525 525 9+50 10+00 11+00 12+00 BLDG TO PUMP STATION HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 NOTE: PROVIDE SAFETY SLAB FOR ALL MANHOLE STRUCTURES WITH HEIGHTS GREATER THAN 12'. INV IN 551.52 (3 - 2) INV OUT 549.52 (2 - 1) STA 11+99.42 EXTERNAL DROP MAN REF. ACSA FIG. 2-1-C1 TOP 545.84 INV IN 532.25 (E.D.) INV IN 540.64 (2 - 1) INV IN 532.25 (1B- 1) riRri PROPOSED GRADE 560 560 EXISTING GRADE 555 555 \ 550 550 3-2 7.16' OF 8" PVC 2. 3 5' MIN. @ 7.50% 7� 8� 545 545 6 A �.6 0 540 540 535 535 530 I 530 12+50 9+50 10+00 11+00 12+00 REROUTED GRAVITY TO PUMP STATION HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 © 2020 BUSHMAN DREYFUS ARCHITECTS PC ARCHITECT BUSHMAN DREYFUS ARCHITECTS PC LANDSCAPE ARCHITECT O'SHEA+ WILSON SITEWORKS CIVIL ENGINEER TIMMONS GROUP STRUCTURAL ENGINEER DMWPV MEP ENGINEER 2RW LIGHTING DESIGN RANDY BURKETT LIGHTING DESIGN INTERIOR DESIGN GLICKMAN DESIGN STUDIO ACOUSTICIAN ACOUSTICAL CONSULTING SERVICES OWNERS REPRESENTATION MILESTONE PARTNERS Ilopez@milestonepartners.co 434.245.5803 N OC O OC9 ® 0 40 • (A • G W z2 W � O � U a Z OG 3 0 > CRAIG W. J. KOTARSKI Lic. No. 0402048507 PROJECT NO 46423 CHECKED BY C.KOTARSKI DATE 02/05/2021 ID ISSUE NAME DATE 1 WOO COMMENTS 4/W021 STORM & UTILITY PROFILES 2 0 50 PROFILE SCALE C7m1