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HomeMy WebLinkAboutWPO202000005 Plan - Stormwater 2020-05-08SITE 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 BOYS AND GIRLS CLUB - NORTHSIDE STORMWATER MANAGEMENT: 6.29 ACRES EROSION CONTROL: 6.59 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.MEDLEY@TIMMONS.COM WPO/VSMP SUBMISSION (VSMP/WP02020-00005) SURVEY CONDUCTED: AUGUST 2019 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: 45 FT FROM LOWER LEVEL TO TOP OF STAIRS 32 FT FROM MAIN LEVEL TO TOP OF PARAPET BUILDING SQUARE FOOTAGE: 60,000 GROSS SF EXISTING USE: VACANT RURAL LAND PROPOSED USE: BOYS AND GIRLS CLUB COMMUNITY CENTER TOTAL IMPERVIOUS AREA (WITHIN PROJECT LIMITS): 2.83 ACRES WETLAND IMPACTS: NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT UTILITIES: ACSA 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: 68 REGULAR SPACES 3 ADA ACCESSIBLE (1 VAN) TOTAL PROVIDED SPACES = 71 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: 60,000 UNITS: SF (GFA) N1/dd1497MV/ ADT AM PEAK HOUR PM PEAK HOUR 1,729 IN 66 OUT 38 TOTAL 104 IN 63 OUT 75 TOTAL 138 UTILITY DEMANDS WATER FLOW (AVERAGE DAILY DEMAND) ESTIMATED TOTAL DEMAND = 250 GPD 60,000 SF X 250 GPD/1,000 SF = 15,000 GPD AVERAGE HOURLY DEMAND = 9,119 GPD / 24 HOURS = 625 GPH MAXIMUM HOURLY DEMAND = 380 GPH X 300% = 1,875 GPH PEAK HOURLY DEMAND = 1140 X 150% = 2,813 GPH 2,813 GPH / 60 MIN = 47 GPM SEWER FLOW (AVERAGE DAILY FLOW) ESTIMATED TOTAL = 60,000 SF X 250 GPD/1,000 SF = 15,000 GPD COUNTY OF ALBEMARLE, VIRGINIA )E 1/21/2020 ton W 0 0 1019 Ivy Creek R IVY FARM Foundation RIVANNA RID tots SQUIRREL RIDGE SITE LOCATION MONTVUE 10 33 The Colonnades Q 657 IVY RIDGE ROSLYN HEIGHTS East FOUR SEASO TOWNWOOD 0 Albemarle High School Commonwealth GEORGETOWN GREEN E472 1473 GREENTREE HESSIAN HILLS CONDOS TURTLE CREEK CONDOS VICINITY MAP 1"=2000' DEVELOPER: BOYS AND GIRLS CLUB 1000 CHERRY AVENUE CHARLOTTESVILLE, VA 22903 CONTACT: JAMES PIERCE TELEPHONE: (434) 242-8052 vineyard vines 293 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVE. SUITE 200 CHARLOTTESVILLE,VA 22903 CONTACT: CRAIG KOTARSKI, P.E. TELEPHONE: (434) 327-1688 BR BR�C Sheet List Table Sheet Number Sheet Title C0.0 COVER SHEET C1.0 NOTES & DETAILS 1 C1.1 NOTES & DETAILS 2 C1.2 NOTES & DETAILS 3 C1.3 NOTES & DETAILS 4 C2.0 EXISTING CONDITIONS PLAN - OVERALL C2.1 EXISTING CONDITIONS PLAN - DETAIL C2.2 DEMOLITION PLAN C3.0 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.1 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.2 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.3 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.4 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.5 EROSION & SEDIMENT CONTROL PLAN PHASE III C3.6 EROSION & SEDIMENT CONTROL PLAN PHASE IIII C4.0 OVERALL PLAN C4.1 LAYOUT & UTILITIES PLAN C4.2 LAYOUT & UTILITIES PLAN C4.3 LAYOUT & UTILITIES PLAN C5.0 GRADING & DRAINAGE PLAN C5.1 GRADING & DRAINAGE PLAN C5.2 GRADING & DRAINAGE PLAN C5.3 GRADING SPOT SHOTS PLAN C5.4 GRADING SPOT SHOTS PLAN C5.5 GRADING SPOT SHOTS PLAN C6.0 STORMWATER SUMMARY PLAN C6.1 STORMWATER CALCULATIONS C6.2 STORMWATER MANAGEMENT PLAN C6.3 STORMWATER DETENTION DETAILS - SWM 1 C6.4 STORMWATER DETENTION DETAILS - SWM 2 C7.0 STORM PROFILES C7.1 STORM PROFILES n� n I i Iry nn@rn rc+ L1.0 OVERALL LANDSCAPE PLAN L1.1 LANDSCAPE PLAN L2.0 LANSCAPE NOTES AND DETAILS VV/-%O I CVV/-%1 Cr\ rVlVlr O 1MI IUIV rL-MIN MIND JCI.i 1 IUIV 1 TOTAL = 35 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 HEALTH DEPARTMENT APPROVAL DATE C .ATG W J. KgrATZS M ',:` 1_.1c� No. 0402048507 k -NAL r M E O O rn � N � N C Q O > E w E F Q U. o LL o w O ro cl� Y3 M a� Von w J - Lh M 0-tn p N U' LUN Al- z� °,'� O x < i� cn= vN =U > LLn Q- C� O N Ln � M a � co J O w z 0 a a � Ln 0 2!> 0- w O I d> d Ln > d z U-) (U w Lr) LL w ' p w O g z0 U�w U-) 2!U LUo o U O O z U O U O O 0 N N N w 0 0 0 N N N Q M r\ Ln p N ri O M 4 Ln 0 0 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE N/A Uj 0 III V J I..L 0 z � j w m > w D 2 J O (� U" w � � Q w JLU O U J I(-�I Q V 0 z Q Cn 0 W JOB NO. 44523 SHEET NO. C0.0 0 E Y a t9 0 N 0 N Ln C 0 a O a LEGEND ROADS SEWER TRAFFIC STOP BAR ® EXISTING SANITARY SEWER STORM PIPE & STRUCTURE NO. �O DROP INLET & STRUCTURE NO. S-SAN-"--OS PROPOSED SANITARY SEWER CURB O PROPOSED SANITARY SEWER LABEL CURB & GUTTER WATER DRY CURB & GUTTER EXISTING WATER LINE PROPOSED PAVEMENT 6• W PROPOSED WATER LINE PAVED DITCH S g' W PROPOSED VALVE JUTE MESH DITCH ! g• Wy PROPOSED TAPPING SLEEVE - CENTERLINE OF DITCH T i -�--(� 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 = BOTTOM OF WALL TS = TOP OF STAIRS +240.5 EXISTING SPOT ELEVATION BS = BOTTOM OF STAIRS TC 240.5 PROPOSED SPOT ELEVATION N/A = NOT APPLICABLE TO THIS PROJECT ' / CRITICAL SLOPES 10 PARKING COUNT 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 LNES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY THE BUILDING DEPARTMENT. Albemarle County Engineering Final Plan General Notes Page 1 of 4 ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES 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 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. AlI 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 >.xaat 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. S. 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). 4" DIAMETER STEEL PIPE FILLED WITH CONCRETE. BOLLARD SHALL BE PAINTED YELLOW 2'-0" DIAMETER 4' CONC. FOOTING PAVEMENT 3.5' sal lag° BOLLARD DETAIL No Scale 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 COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE SUBGRADE. 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF WAY. (N/A) 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE OF ROAD. (N/A) 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM SLOPE OF 0.004 ft./ft. 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al 17.1-03. 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. 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) DETENTION PIPE MAINTENANCE Inspection Activities Suggested Schedule • Aller 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 inlctloutict structures. tree growth on dam or embankment: the presence of burrowing animals; standing water where there should K� Semi-annually 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 dow-nstrcam and pilot channels are free of debris and arc operational. • Note signs 01 pollution, such as oil sheens, discolored water. or unpleasant odors. • Check for sediment accumulation in the facility. • Check for proper operation of control gates, valves or other mechanical devices. Suggested Schedule Maintenance Activities • 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 remo%a sediment %%hen 1)kmd volume has become reduced significantly. As Needed NYLOPLAST DRAIN BASIN MAINTENANCE 4,npr ADVANCED DRAINAGE SYSTEMS. INC. N J loplast®C-11 Tomorrow'. Drainage System 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. ," "Ploo Y� Q CMG W J. KO"TARSKI Lic. No. 0402048507 m 5-5-20� JIALi M >_ 0 rn o N N � > E LULU ~ U Q �! LL - LL o w O n3 cl� W M a J U co N 0 N U LU N z� A, � Q x O Q C2 Q � w = U > Q �Ln rn O N � M a� CO J CD LU (A Z 0 a a � z U-) > a O w p 66 z to w O 0 LUO z0 U�w U z U > O O LU U O z U O U 0 0 0 N N N W O O 0 I—\ \ N Q M I� Ln rn O Ln 0 0 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE N.A. LU 0 l� Z 0 z U) J z � IJJ J O U " Q LU V) Q 06 J w LU J l� Q O � z 0 z Q V J 0 m JOB NO. 44523 SHEET NO. C1.0 L M *THE DEPTH OF CURB MAY BE REDUCED AS TOP OF CURB MUCH AS 3" 13" DEPTH OR INCREASED AS 2 r 5 6 2" R Ifff...4 ° -400 I ....00, mow/ - - - MUCH AS 3" (19" DEPTH) IN ORDER THAT THE BOTTOM OF THE CURB WILL COINCIDE WITH ° • °, TOP OF CURB CONCRETE 4 CONC CURB AND GUTTER CLASS 3A, (f'c=3,000 PSI) CONCRETE r THE TOP OF A COURSE OF THE PAVEMENT \�\�\ ° ° SURFACE 6 SUBSTRUCTURE. OTHERWISE, THE DETH IS TO BE 16 AS SHOWN. ° �� ° o SURFACE a ' \�j�\�j�\� ° d m BASE METAL INSPECTION FRAME W SOLID LID EXIST GRADE (NEENAH R-1975 OR EQUIVALENT) 3" CONCRETE COLLAR \/ 8 1":1' a C GW J• KOTARSK1 U4(120485fl7 6" ROUND GRATE . , °. ° 1211 \\\\\\\ ° d ° ° \� \� \ ° " a ^ �\ \\� L� -�� CRUSHED STONE BEDDING 13 \/ °a ° a \ a a a ° 7" COMPACTED ° a L 0.1�iO. f� ' \ 6 I, BASE ° ° \ 4 / / \/\/\ d ° 6" DI CLEANOUT ° Q Q ° ° ° d SUBGRADE �K/ �rr 13� RY C�a3 3 ° 411 •D VDOT A-3 CONCRETE SUBBE) � AS \ � o � z z z z SUBBASE o O O O O O o � PLUG AT END o 0 0 o 0 o o CONTINUE 21 B STONE r OF LINE 4" MIN. o o o BASE FROM ADJACENT �—' PAVEMENT SECTION 2 CONTINUE STONE BASE FROM ADJACENT PAVEMENT 6" 7" CONTINUE 21B STONE BASE FROM ADJACENT PAVEMENT . UNDER CURB rn o N 6" 6" 2'-0" Q o SECTION UNDER CURB SECTION UNDER CURB > E 5 %11 LU v E LU> 3 VDOT STANDARD CG-3 FLUSH CURB LEANOUT DETAIL ��o VDOT STANDARD CG-6 CURB & GUTTER /I' Grate Opening U Q o a- a U) No Scale No Scale Scale No Scale Material: UV Protected High Density Polyethylene (HDPE) LL 0 0 Q _j U 0 z � -_ a EXISTING PAVEMENT PROPOSED PAVEMENT R= t/411 TOP OF CURB 4„ R=211 *THE DEPTH OF CURB Colors: Black (40), Green (50), Gray (60), sand (6os) 1 CONTROL JOINT SPACED ` w o LO > O CL 0 � Weight: 0.4861bs Load Recommendation Guide Fits: Use with Spee-D* Basin, 6" Sewer and Drain Fittings, 6" Corrugated, SDR35, ABS, SCH-40, Double wall, ASTM D- Class A I� > SAWCUT THROUGH DCROSS MATCH EX. NOTE: PROPOSED J PAVEMENT MUST TIE U EX. SURFACE w SLOPE UNLESS OTHERWISE COURSE X SPECIFIED ON PLANS AT WIDTH OF WALK MAXIMUM ( ) °° ° °° ° a %a ° ° a EXPANSION JOINT AT MAX ° OF 30', WITH PREMOLDED \ V ° ° \�\�\ MAY BE REDUCED AS MUCH AS 3" 15" ( DEPTH) OR INCREASED AS MUCH a o N cn N z Cu M 5 X O Cn Q J < a U w to w I Cn � z 66 a V) iL 1 2729, class 100 Pipe /1 Loads of psi. z •Recommended for bicycles and wheel IN WITH EXISTING X w w & REMOVE o a EXPANSION FILLER \ °° AS 3" (21" DEPTH) IN a O w U) Grate Openings: 9.10 in open space pedestrians, chair traffic. Will accommodate 27.84gallons per minute with 1/2" of head. Note: Some installations may require a concrete collar b meet load rating. Loads are Eased on encasing product In concrete. I'rotluct must Ee installed using NDS instructions.rl)ADA PAVEMENT PAVEMENT PROPOSED 2' MIN. SURFACE CONC. WALK ° SURFACE \ \ \ ° 18"* ° d VDOT A-3 CONCRETE ORDER THAT THE BOTTOM OF THE CURB WILL COINCIDE = U In Q ,,; C zp to 1 —1 w U � 2 OU w O Compliance 2" ± COURSE b ° ° \\\\\\\ ° ° BASE � WITH T H E TOP O F A o � z NDS provNes d svlde SCle "o` Ofgrata that are Canplant w h the Amenrans vath Disables ACC The ADA AccessiEitity Guidegnes For Buildings and Faciatles SCCEDn 4.5.4 spcd that ground ,nd Boor grates "shal have spaces no greater than 1/2 n (13 mm) ,Mle n one direction." EXISTING ° ° °° °°° ° ° ` ° ° ° a ° ° ° ° ° ° ° CONTINUE 21 B STONE BASE FROM ADJACENT COURSE O F THE � O W U � O } � Z We are pleased m provNe grates Mat comply rmh mere requsemenrs, so that no neNnual need t>e�edhorn accesskgthe area satelyand confidently. PAVEMENT ° ° ° 6 a ° ° ° ° ° ° ° ¢ ° ° ° ° ° PAVEMENT SECTION PAVEMENT SUBSTRUCTURE. ,D U 0 OU 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o UNDER CURB • To see t o grate is ADA complant, please check the descrtpton of product n our NDS Drainage Catalog: products that meet these requsernents are marked "ADA corn*nt" ADA ComplianUHeel-proofLike to ndout nea�tADA cgm�aceand NDS Send us your question and ­ahehappy MILL EX. SURFACE COURSE O O O O O O O O O O O O O O O O O O O O O O OTHERWISE, THE 1 BASE COURSE SHOWN. 00 SAWCUT EX. EDGE OF PAVEMENT AGGR. COURSE / ,/� COMPACTED SUBGRADE 4" 21-B STONE _ i��� PAVEMENT REPLACEMENT JOINT DETAIL CONCRETE SIDEWALK JOINT DETAIL VDOT STANDARD CG-2 CURB 800-726-1994 $detail drawings, and case studies "'�� .... No Scale No Scale No Scale 0 LU 0 N 0 N 0 N 6' LENGTH w = LU Q 0 rn 0 r\ 0 in 0.5' FROM EP Q 0 0 CONCRETE BUMPER BLOCK I�1'� 1.5" DIA. GALV. 5„ z O o 0 0 ANCHOR WITH 5/8" REBAR IMBEDDED 24" IN GROUND HANDICAP SIGN NOTES: � o 0 0 0 o0U 2" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A o 0 0 0 0 0 0 (PLACED IN SINGLE LIFT) > DATE 0112112020 LOCATION (VAN) HANDICAP SIGN 1. PROVIDE SHOP 0 DRAWN BY r LOCATION (TYP.) DRAWINGS FOR o 0 0 0 0 0 0 8" TYPE 21 B AGGREGATE BASE COURSE } HANDRAIL FOR o 0 0 0 0 0 0 K. MELLON o o REVIEW PRIOR TO CONSTRUCTIONS \\/\\\\\\\\\i\ \\\\\\\\\\/\/\/\/\/\/\/\/\/, //�///i./� COMPACTED SUBGRADE DESIGNED BY EOP FACE OF 2. RAIL ON BUILDING • CURB PAINTED 18I 2% MAX. 18 SIDE OF RAMP TO 3'-0 ANCHOR WITH 5/$" REBAR • K. MELLON PER BE MOUNTED TO IMBEDDED 24" IN GROUND; DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS yr4„ VDOT I 4" BUILDING FACE. 2 PER WHEEL STOP • CHECKED BY SPEC. PAINTED STRIPE 4" MAX • C. KOTARSKI (TYPICAL) 8' 5' 8' 8' 1 8' 1 91 i_ SL P AS SHOWN IN PLAN MAX• 1:12 SCALE PRECAST CONCRETE WHEEL STOP LIGHT DUTY ASPHALT PAVEMENT SECTION TYPICAL VAN a d ° °< • No Scale No Scale ACCESSIBLE ACCESSIBLE ° d ° ° ° • HANDICAP SPACES REGULAR SPACE <4d ° d • i 2" ASPHALTIC CONCRETE SURFACE - — — COURSE - SM-9.5A —III III III— � I I III � I I I - a ° a d° 3" INTERMEDIATE BASE COURSE - BM25.OA TYPICAL PARKING SPACE DETAILS III MAX 6' — Q°°6 ° a d ° d ° ° A EP/ FC o 0 0 0 0 0 0 0 0 0 0 0 0 0 8" TYPE 21-B AGGREGATE SUBBASE COURSE No Scale TOR AS SHOWN IN PLAN. SLOPE NOT TO EXCEED 1:12� WHEN ALONG SIDEWALK S I G NAG E NOTES: CORE DRILL CONCRETE FOR HANDRAIL POST, EMBED HANDRAIL A d 6" COMPACTED SUBGRADE 1. ALL SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH MINIMUM OF 6" BELOW FINISHED THE MOST CURRENT EDITION OF EACH OF THE FOLLOWING AND ANY GRADE AND GROUT TO THE FULL EP/ FC I —I r ^ REVISION THERE TO: A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. DEPTH OF EMBEDMENT (TYP.) 1' OR AS SHOWN ON PLAN DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS _7D V 1 Z B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC WHEN NOT ALONG SIDEWALK CONTROL DEVICES. C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE SPECIFICATIONS. ADA RAMP AND HANDRAIL DETAIL CURB WIPE DOWN DETAIL HEAVY DUTY ASPHALT PAVEMENT SECTION 0 No Scale No Scale No Scale D. THE 2000 INTERNATIONAL FIRE CODE. z N 2. SIGN LOCATIONS ARE APPROXIMATE AND ARE TO BE MODIFIED IN THE EXPANSION JOINT WITH FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER PREMOLDED EXPANSION 1/4" SEALANT j J —J CONSTRUCTIONS, AND TO COMPLY WITH STANDARDS REFERENCED IN NOTE 1 ABOVE. FILLER, "ZIP STRIP" OR NON -SLIP BROOM FINISH 3. ALL SIGNS AND PAVEMENT MARKINGS ARE TO BE FURNISHED AND NOTES: 1.5"DIA GALV. 1. FINE BROOM FINISH ALL STAIRS. 12" MIN RAIL EQUIV., SEAL WITH WWF 6x6 W2.9xW2.9 SILICONE SEALANT 2" Z _ � LL VA. SIGN FOR THE DISABLED ON 0.80 GAUGE INSTALLED BY THE CONTRACTOR. ALL SIGNS TO BE FURNISHED AND (TYP.) 2. RAIL ON BOTH SIDES OF STEPS (TYP.) ALUMINUM. COLORS: GREEN BORDER & ° ° O U 0 INSTALLED WITH STANDARD U POST GALVANIZED BY THE CONTRACTOR. (IF NOTED) LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, ° d °° °d 7 10" 3,000 PSI AIR ENTRAINED PORTLAND U LU 3. SEE PLAN FOR RISER HEIGHT 4. MAX. CENTER TO CENTER SPACING WHITE BACKGROUND. a ° ° ° ° a ° CEMENT CONCRETE Q 06 24" BETWEEN STAIR POST TO BE 6'. RESERVED RESERVED SIGN o 0 0 0 0 0 0 0 6" TYPE 21A STONE COVER J SOLID WHITE LINE STOP(TYP.) ADD CENTER POST IF NECESSARY T-0" TO MAINTAIN MAX. SPACING (TYP.) EXP. PARKING PARKING �� STD. U POST/_- GALVANIZED / ��/// COMPACTED SUBGRADE (CBR 11.2) w m J I —I Q W 12' JOINT FINISHED 12" MIN — V O z GRADE DENOTES CONCRETE SERVICE AREA PAVEMENT ON PLANS 0 STD. (VARIES) (TYP.) 12" CONCRETE R1-1 (TYP.) 3'-0" °d n MKn z STOP BAR DETAIL 1/2" R ' ' $W-$500RE $M- WORE 6' HEAVY DUTY CONCRETE SECTION Q NOTE: STOP SIGNS TO BE 30" WITH (MAX.) ° o o o� TOW AWAY ZONTOW ZONE E AWAY No Scale HIGH INTENSITY SHEETING NO SCALE f FINISHED ° "d 1/8" POST TO BE rr ^^ V J ` GRADE WASH 1'-4" VAN DRIVEN VARIABLE WIDTH' r EXP. 8' CORE DRILL CONCRETE FOR & ABOVE ACCESSIBLE 6' ABOVE FINISHED NON -SLIP BROOM FINISH MAX. CROSS SLOPE 2% O SOLID WHITE LINE JOINT d HANDRAIL POST, EMBED ° 5 HANDRAIL A MINIMUM OF 6" 1/8 I IFINISHED GRADE GRADE MM W ° ° j�/�/�/� ° d /\���//\\ ° ° ° ° ° BELOW FINISHED GRADE AND WASH GROUT TO THE FULL DEPTH SPACES SHALL BE IDENTIFIED BY ABOVE GRADE O O O O O O O O O O O O O OF EMBEDMENT (TYP.) SIGNS AS RESERVED FOR PHYSICALLY DISABLED PERSONS. PROVIDE ONE R-7-8 \//�//�/ /4" 6' ° g" 5" # 57 STONE #3 REBAR NE ( O.C.) (1) SIGN AT EACH PARKING SPACE INDICATED ON 3,000 PSI AIR -ENTRAINED CONCRETE 4 SITE PLAN. SIGN SHALL BE ALUMINUM (PAINTED 9 1° ° ° (2) #5 REBARS, BOTTOM CONTINUOUS, WHITE) WITH GREEN LETTERS AND COMPACTED SUBGRADE 4" TYPE 21 B STONE 2' 2' 3" LAP 2'-2" AT SPLICES INTERNATIONAL WHEELCHAIR SYMBOL. SIGN SHALL BE PLACED ON STEEL POST 1-1/2" O NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN (TYP.) (TYP.) COMPACTED SUBGRADE PAINTED BLACK SET IN MIN. 2' OF CONCRETE. ACCORDANCE WITH VDOT STANDARDS. =,, JOB NO. '-4" 44523 CONCRETE SIDEWALK PAVEMENT SECTION STRIPING AND SIGNAGE DETAIL EXTERIOR STAIRS ADA PARKING SIGNS SIGN AND POST DETAIL SHEET NO. No Scale C1e1 No Scale No Scale No Scale No Scale L GR-2, 2A SEWER SERVICE LATERAL CONNECTION NOTES: PLACE 5' GALVANIZED " WITNESS " POST WITH 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS CAPPED ENDS PAINTED BLUE IN REMOTE AREAS NOTE: HYDRANT MUST BE INDICATED ,THE TOP (CROWN) ELEVATION OF THE SERVICE AS DIRECTED. MARKER LOCATION MAY BE SUBJECT EQUIPPED WITH CHARLOTTES - LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE NOTE, MIN, 60' DIAMETER MANHOLE a TO HIGHWAY DEPARTMENT APPROVAL. VILLE THREADS WHICH IS TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED A REQUIRED, THE LOCAL STANDARD. TO THE MANHOLE o ° 1 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL M.H, STEP FINISHED GRADE LENGTH OF BRANCH VARIES cTYP,) a DROP MANHOLE PVC CROSS O� 6' MIN 2' TO 10' BE CONNECTED USING A PIPE SADDLE. VARIES ° (270') 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% Q VALVE BOX a 21 4 USE APPROVED FLEXIBLE RUBBER Q�� aDor. o= 1 11, ' '"' 18"-22„ 1 TO METER BOX (SEE FIG. W-I° (1/4" PER FOOT) THRU W-7E). ° \ �j ( 68 STONE VALVE BOX 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2 MIN DIAMETER OF 4". � � s• GASKETED QC'p� E i ADJUSTABLE TRAFFIC RATED # VALVE BOX W/ LID 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER • ° STOP COUPLING o� z U ° e a,r i, n OF 3 FEET. :: - o - 27• ,::s• I 42"MIN •" 6 GATE ° - •' DROP PIPE ' °, �• VALVE o r, PIPE STRAPS ::;• ' a J i , �. J „ SALT =''� VARIES-2 COPPER '° ° (STAINLESS STEEL) Z `�' ° J J a 8" X 6 TREATED "''' SPACED EVERY `:•'•••••'�' � ' ' • � 'TEE 2 X 4 2' VERTICALLY ,;� `•;'::t,• N ° ` e. FINISHED GROUND M.J. FITTING a " , "'.`'< <t 2500 P.S.I. CONCRETE MARKER ATER MAIN 90 RESTRAINED BEND ° ,• j '... p' Z. .., ..OJ 4" DIP 4" PLUG THREADED FOR e SEWER BASE AND THRUST :.•:' eJ• �!JeINFLUp:a•, 2" COMPRESSION FITTING 4 . PIPE ENT UNDISTURBED BLOCK SSTABLE RESTRAINED JOINT FITTINGS A " 4' - - M.J. GATE VALVE SOIL. STEEL PILE ° �. a • > o ° AIN " rrM3EWER RESTRAINED JOINT FITTINGS a • a , a ' ' e a e . 4' ' PIPE _ _ _ _ _ WHEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADDITION PLAN - T TO POURING CONCRETE, A STEEL PILE SHALL NOTES: BE USED AS ADDITIONAL SUPPORT. PLUG END OF • GATE VALVE WILL BE 4" UNLESS OTHERWISE SPECIFIED BYTHE ACSA. PROFILE MAIN LINE SECTI ON SERVICE LATERAL a SERVICE LINE TO CONNECTAT MAIN WITH X'x4 TEE. MIN, 6' BEDDING WITH N0, 68 STONE WATER LINE 45.010" • REFER TO FIG. W-3 FORTH RUST BLOCK DETAILS ON TEE, d 1. HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN TWO NOTE • REFER TO FIG. W-5 FOR THRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE, (2) FEET. IP • NO CONCRETE SHOULD BE POURED ON ANY PART OF THE RESTRAINED JOINT, USE PLASTIC SHEETING AS 2. VERTICAL DROP PIPE SHALL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. PROTECTION FOR BOLTS. THE DROP FITTING WITH STANDARD GASKET JOINT. 2500 P.S.I. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT CONCRETE • �' d 2'x 2' BEARING AREA. ( INCLUDING DITCHES } • USE 2500 P.S.I. CONCRETE. 3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADE OF THRUST BLOCK 4 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND STAINLESS STEEL. c. VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IN LINE WYE-TEE 4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT 1T IS NOT ALLOWED IN THE DITCH. G p d TO SPRING LINE OF MANHOLE INVERT. 4 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP PLAN S. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FLOW. a HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE VARIES 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS. PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. 7. MINIMUM 72" DIAMETER MANHOLE REQUIRED FOR A SINGLE 10" OR 12" DIAMETER DROP CONNECTION, OR NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TWO 8" DIAMETER DROP CONNECTIONS. SEWER SERVICE LATERAL CONNECTION LARGE METER SERVICE LINE STANDARD INTERNAL DROP CONNECTION TYPICAL GATE VALVE TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. N.T.S. NTS N.T.S. NTS FIG. W-4 FIG. S-2 FIG. W-6C FIG. S-1-C2 FIG. W- METER SIZE DIMENSION DIMENSION DIMENSION A B C 1 112' 3'1' 5'0' 318' 2' 311' 5'0' 3'8' 3' 5' MIN, 10' MIN, 61 M 4' s' MIN, 12' MIN, 713611MIN REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL THAN GREAT4' PROPOSALS WILL BE SUBMITTED, LARGER THAN 5" IN ANY DIMENSION 24"MI INTIAL BACKFILL* 8"MIN (6" LIFTS) EMBEDMENT * THOROUGHLY COMPACTED SPRING LINE BY HAND OR APPROVED OF PIPE O MECHANICAL TAMPER HAUNCHING P1 SIDE VIEW N0. 68 STONE - BEDDING 6" max 4" min FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE ALL PIPE) C DOOR HINGES I 1 1 I I I 1 I 1 I I I I � I LIFT HANDLE L----------------- TYPICAL METER VAULT N,T,S, FIG, W-7A 75' DIAMETER DRILLED IDLE FOR TOUCH READ )NITS, TOP VIEW 3" DIAMETER FLAT BEARING SURFACE UNDERNEATH 24' X 36' ALUMINUM ACCESS HATCH * 27%4" MIN 283/4" MAX RAIL HEIGHT 6,_3„ 3'-11/z" 3'-11/i, X `T,YA_T ,. 7T, ----,IT,YNT,li?Yi?I �Yi?Yi:7, "?Y i?Yia' ilvika!v Yla'' GR-2 GR-2A (6-3" POST SPACING) (3'4/2" POST SPACING) MAX DYNAMIC DEFLECTION 3' MAX DYNAMIC DEFLECTION 2' NOTES: GUARDRAIL LOCATIONS SHOWN ON PLANS ARE APPROXIMATE ONLY AND CAN BE ADJUSTED DURING CONSTRUCTION IF AND AS DIRECTED BY THE ENGINEER. FOR DETAILS OF POST AND BLOCKOUTS SEE SHEET NO. 501.05 FOR DETAILS OF RAIL ELEMENT, RAIL SPLICE JOINT, AND ASSOCIATED HARDWARE SEE SHEET NOS. 501.01 AND 501.02. RAIL ELEMENTS ARE FURNISHED SHOP CURVED FOR RADII BETWEEN 5 FEET AND 150 FEET. ALL GUARDRAIL POSTS SHALL BE SET PLUMB. POST SHALL NOT BE SET WITH A VARIATION OF MORE THAN I/a" PER FOOT FROM VERTICAL. W-BEAM, BLOCKOUTS, AND POSTS SHALL BE SET AND ALIGNED WITHOUT ALTERATION OR FORCE, AS PER SECTION 505 OF THE SPECIFICATIONS. ALL GR-2 AND GR-2A RAIL SHALL BE MAINTAINED AT A HEIGHT OF 27Y4" MIN - 283/4" MAX AS MEASURED PER STANDARD GR-INS. ALL W-BEAM RAILS SHALL BE LAPPED IN THE DIRECTION OF VEHICULAR TRAVEL FOR THE FINISHED ROADWAY. THE OPTIONAL GR-2A METHODS OF NESTING THE RAIL OR USE OF AN ADDITIONAL RAIL ON THE BACK OF THE POST FOR STANDARD GR-2A SHALL BE APPROVED BY THE ENGINEER PRIOR TO INSTALLATION. x OPTIONAL GR-2A METHOD x OPTIONAL GR-2A METHOD USING NESTED RAIL USING ADDITIONAL RAIL ON BACK OF POST x WHEN NESTED RAIL OR ADDITIONAL RAIL IS PLACED ON BACK OF POST FOR GR-2A THE POST SPACING WILL BE 6'-3". FLARE RATES DESIGN SPEED INSIDE SHY LINE BEYOND SHY LINE MPH SHY LINE LS FLARE RATE FLARE RATE 70 9' 30:1 15:1 60 8' 26:1 14:1 * 50 6.5' 21:1 1 11:1 r 40 5' 16:1 8 1 # 30 4' 131 7:1 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 NSTALLATION IN TRENCH 8" 5/g„ WASHER x1 T /a 8 BOLT % - & NUT -- I(Y4 a " HOLE 3 GALV. STEEL 10D wo COMMON NAIL SEE NOTE 5. 6"x8"x i'-2'• n TREATED PINE BLOCK g TREATED 0 SOUTHERN PINE tO TII ^v-III u 5x8 WOOD POST THE CRT POST IS FOR USE WITH THE STANDARD GR-10 TYPE IIIOR WHERE SPECIFIED BY THE ENGINEER IN THE PLANS. tll ar �,UUULb 11:1) MAXIMUM YLAKL KAIL FOR SEMI -RIGID BARRIER SYSTEMS. \VD❑T A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. SPECIFICATION SPECIFICATION ROAD AND BRIDGE STANDARDS STANDARD BLOCKED -OUT W -BEAM GUARDRAIL REFERENCE REFERENCE SHEET 1 OF 2 REVISION DATE (STRONG POST SYSTEM) 221 221 236 501.04 OB/14 VIRGINIA DEPARTMENT OF TRANSPORTATION 505 505 NTS FIG. S-3 = 310 I T - Y4" HOLE a 6"x 8"xV-2" TREATED 0 PINE BLOCK OR Y,., RECYCLED MATERIAL. 6" WIDE BLOCKOUT 14 �T HOLE­'J1, W,PINE "I31s 4"x 8"xV-2" TREATED BLOCK. 4" WIDE BLOCKOUT SL-1 BARS 0 8" C-C TYP. I I I I I ILI_I IIIII I A 30" DIAMETER t; IIIII ':•; I I I I I I I I I '�: PLAN B STRUCTURE SIZE AND WALL THICKNESS VARIES Uj \-CLASS A3 CONCRETE 1..'i SECTION A -A NOTES: 1. THE STANDARD SAFETY SLAB (SL-1) IS TO BE USED ONLY WHEN SPECIFIED IN THE PLANS ON THE DRAINAGE SUMMARY SHEET AND/OR THE DRAINAGE DESCRIPTION. FOR MANHOLES, JUNCTION BOXES, AND DROP INLETS WITH HEIGHTS GREATER THAN 12 FEET, THE SPACING OF ADJACENT SAFETY SLABS SHALL BE 8'TO 12'WITH NO SAFETY SLAB LOCATED WITHIN 6 FEET OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHALL NOT BE LOCATED BELOW ANY INLET PIPE OF 30" DIAMETER OR GREATER. 2. THE COST OF THE SL-1 IS INCLUDED IN THE COST OF THE STRUCTURE. 3. ACCESS OPENINGS ARE TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO THE OTHER WHERE APPLICABLE. STEPS ARE TO BE STAGGERED ACCORDINGLY. 4. SAFETY SLAB MAY BE CAST -IN -PLACE OR PRECAST. CAST -IN -PLACE CONCRETE TO BE CLASS A3 (3000 PSI). PRECAST CONCRETE IS TO BE A4 (4000 PSI). REINFORCING STEEL TO BE IN ACCORDANCE WITH AASHTO M31. 5. ACCESS OPENINGS MAY BE 30" DIAMETER OR 30" SQUARE. WHEN STRUCTURE WIDTH IS LESS THAN 30" THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTURE WIDTH BY 30" LONG). #5 BARS C 8" C-C TYP. B PLAN CLASS A3 CONCRETE , SECTION B-B SEE CAST IN PLACE DRAWINGS FOR FURTHER DETAILS - # 5 BARS 0 8" C-C TYP. TYPICAL PRECAST UNIT ROAD AND BRIDGE TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, SPECIFICATION REFERENCE SHEET 1 OF 1 REVISION DATE MANHOLES AND JUNCTION BOXES 302 106.14 VIRGINIA DEPARTMENT OF TRANSPORTATION GR-2, 2A 1Y4" 6" , _ }10 I T - Y4" HOLE 1 6"x6"x1'-2" TREATED PINE 6 BLOCK OR RECYCLED MATERIAL FOR WHEN REPAIRING DAMAGED GUARDRAIL 0 USE E E G ED GU D CONTAINING STEEL BLOCKOUTS. BLOCKOUT FOR MAINTENANCE REPAIR ONLY LESS THAN 1'- STRONG POST 8'-0" POST GUARDRAIL REQUIRED sTeFpe R TH DETAIL A POST MAY BE HOT ROLLED OR WELDED, HOLE Y,' GUARDRAIL INSTALLATION HOLES SITES REQUIRING LONGER - II GUARDRAIL POSTS 3 II 4„ II NOTES II %"x10" BOLT TREATED PINE xB"1'-2" F TREAT 1 ALL BOLTS, NUTS, WASHERS, AND OTHER - 1-� II & NUT BLOCK OR o STEEL ITEMS ARE TO BE GALVANIZED. _ _ - III -III -� RECYCLED II MATERIAL w 2. ALTERNATE TYPE POSTS AND BLOCKOUT MAY I- II BE INTERCHANGED ON ANY ONE PROJECT WITH it -I' II W6x8.5 OR Z THE RESTRICTION THAT THE SAME TYPE OF W6x9 g POST AND BLOCKOUT MUST BE USED IN ANY - II II o SINGLE RUN OF GUARDRAIL. OPTIONAL HOLE ? 3. FOR DETAILS OF GUARDRAIL ELEMENT SPLICE 3�/z" DIA. HOLES ^ �I r �IUIT II TO FACILITATE I GALVANIZING II JOINT, HARDWARE, ETC. SEE SHEET NOS. 501.01 AND 501.02. 4. DRIVE NAIL BOTH SIDES WITHIN 2" OF THE TOP OR BOTTOM OF BLOCKOUT AFTER 5/g" x 18 L✓J BOLT IS INSTALLED. HOLES IN POSTS g•' I �„ AND BRACKETS TO BE Y," DIA. CRT POST STEEL POST FE-CL TOP AND BOTTOM SELVAGE TO BE TENSION WIRE #7 GAUGE BARBED. GALVANIZED COIL SPRING WIRE STRETCHED TAUT ATTACH FENCE FABRIC TO TENSION WIRE WITH HOG -RINGS APPROX. 24" C-C F_ 0ii'•iiii ,..r,.... p•Jpiiiii0 ,.....III 4:❖ : •'.0::•::40 rRSSI! )ii0i0 • ' • ��•ii0iii'll •• ' r.%O ri ..❖.❖. r. :.....• ppiip�ij%% .. . ..• .• .• .e •ip�ipO�pipO'I •••r•••• �O•� d.0•JO ♦••••• .II • -- a in •1 ••a a a a a 1"-12" TYPICAL SPACING BETWEEN ALL LINE POSTS. 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 > 6ft. 4.00" GATE POST (DOUBLE SWING) 2.875" BRACE 1.66" GATE FRAME 1.90" NOTES SEE GENERAL NOTES -FENCING FOR ADDITIONAL DETAILS AND INSTRUCTIONS A MOISTURE -EXCLUDING CAP IS REQUIRED ON TUBULAR POSTS. MATERIAL FOR CAP SHALL CONFORM TO THE ALLOWABLE 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 CHANGES 15° OR MORE END/ CORNER POSTS SHALL BE USED WITH ALL LINE AND CORNER BRACES BRACES SHALL BE INSTALLED HALF THE HEIGHT ABOVE THE GROUND LINE OF THE POST WHEN A TOP RAIL IS USED, OR TWO THIRDS THE HEIGHT ABOVE THE GROUND LINE WHEN A TENSION WIRE IS USED IN LIEU OF A TOP RAJL. CHAIN LINK FENCE GREATER THAN 6 FEET IN HEIGHT SHALL BE SUBMITTED TO THE STANDARDS & SPECIAL DESIGN SECTION FOR APPROVAL. GATE POST `l" MIN. O.D. GATE POST i< r- GATE 0 GROUND LINE FOOTINGE SINGLE SWING GATE POST GROUND LINE mnnim�m xn�uv� oc wcuv orcn�cn - CONCRETE %., MIN. (� ioIIII FOOTING ROUND ROD •.II II• ALTERNATE ANCHOR DEVICES U MAY BE USED IN LIEU OF SETTING POST IN CONCRETE. 1 VAR.10',12',14' 1 DEVICES SHOWN ARE REPRESENTATIONAL ONLY. 12" SEE GENERAL NOTES. DOUBLE SWING GATE ALTERNATE ANCHOR (TO BE USED WHERE SWINGING CLEARANCE IS LIMITED) DEVICES A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. \VD❑T \VD❑T STANDARD FENCE SPECIFICATION STANDARD BLOCKED -OUT W -BEAM GUARDRAIL ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS REFERENCE (STRONG POST SYSTEM, POST AND BLOCKOUT DETAILS) REVISION DATE SHEET 2 OF 2 SHEET 1 OF 1 d REVISION DATE CHAIN LINK 242 VIRGINIA DEPARTMENT OF TRANSPORTATION 08/14 501.05 503.04 7/11 VIRGINIA DEPARTMENT OF TRANSPORTATION 507 Static Residual Hydrant �i Flow Hydrant Albemarle County Hydrant Flow Date of Report ServiceAuth�rity 10/16/2019 Test Report I" Spotnap Road Charottesnik. VA 22911 (43.1)9114511 Location LAMBS LN Date and Time of Test 10/16/2019 10:53:00 AM Minutes of Flow 2 Pipe Size (Inches) 8 Pressure Hydrant 11653 Static Pressure (psi) 106 Residual Pressure (psi) 91 ❑ Q20 Looped ❑ Q20 Multiple Inline Hydrants W Q20 Single Flow ❑ Sprinkler Test Single Flow Flow Hydrant #1 11654 Pitot Pressure #1(psi) 53 Yellow 1 ❑d 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 ❑ Test Flow 3 0 Total Estimated Flow (gpm) 1223 AW WA Q20 Calculation (gpm) 3140 (No value in Q20 indicates insufficient pressure drop for Q20 OR a sole sprinkler test.) Comments Hydrants opened all the way For method of calculating pitot Row with a red Pollard diffuser: see eq. 13, Walski and Lutes article 1990 Journal Management and Operations AW WA. Foryellow Pollard diffusers, a best 0t third order polynomial equation of the Pollard flow vs. pilot pressure gauge is used. Estimated Consumption (gal) 2446 For use for water audit Signature of Tester: J Legend 165 CSA Hydrant nService, Ownership 210 Not In Service, ACSA Owned Utilities, structures, lot lines, and all appurtenances indicated on this map are intended for general layout and reference location only. This printout is not intended for any other use than for preliminary N planning and general location purposes. The utilities shown on this map are believed to be accurate, however, recent utility improvements and/or system changes may have been updated since the W E time of this printout. Any determination of topography or contours, or any depiction of physical improvements, property lines or boundaries is for general information only and shall not be used for the design, modification, or construction of improvements to real property or for flood plain determination. S Contact ACSA directly for specific utility locations. Aerial Imagery O Commonwealth of Virginia 0 60 120 180 240 Pi Data Property of County of Albemarle Feet ACSA Staff MM/DD/2OYY Not In Service, Private Ownershi In Service, Private Ownership 2 $55 * In Service, ACSA Owned ACSA Fire Line WSA Water Main 6 tility Type Potable Water Raw Water Albemarle County Service Auth,rity unng 4 Ccmaying �- r rHwoo t 7 C, Q CIRMG W J. If O'TARSKI Lrc. No. 0402048507 5-5-201 M E 0 0 O1 V N � > E w °) E Q'U•1 � 3 0 LL 2 w O ra Cif W L M a J U 00 w J - LF) N a > p N (D W N z� O �x oa w =,'- c U j a Ln �Lri M O N ill M a 00 J � IL a a � V) a a > Z LL -_ O w a I- (f) 3 zLL U)Ln � � w 0 0 w O 2:z0 U�w U) z U w O OUZ O O 0 0 0 N N N LLJ O O O a M I� U) 0 N , 1 O M I;j- L1 0 0 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE W VT/ i O z M j J co~~ z r J o W UUo LU J LU LL1 CO I- J fl� a 0 (D z 0 z `Vr/ W JOB NO. 44523 SHEET NO. C1.2 =5O -0 W O Ur 2 Z 0) 0 2 O c - T � to O a � t_ 0 (0 N D_ 0 C Z N O 0 0- 0 H 0) 0) � O O O 0- 0 .3 a m W @ 7 N iv O O U 2 d y (3 O n O 0) O E C 7 O U f0 -0 d 0 N -C�U 0 C to O to . M U -0 2 c N N O 0 C U (6 CL O H- E L NYLOPLAST 18" DRAIN BASIN: 2818AG _ _ X (1, 2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. MINIMUM PIPE BURIAL DEPTH PER PIPE (3) VARIABLE INVERT HEIGHTS MANUFACTURER AVAILABLE (ACCORDING TO RECOMMENDATION PLANS/TAKE OFF) (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" -18" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC WATERTIGHTJOINT (CORRUGATED HDPE SHOWN) 18" MIN WIDTH GUIDELINE 8" MIN THICKNESS GUIDELINE (5) ADAPTER ANGLES TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR ARIABLE00-3600 GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE ACCORDING TO DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, PLANS 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 MANUFACTURING REQ.) � 4" MIN 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. GRATE OPTIONS LOAD RATING PART # DRAWING # PEDESTRIAN MEETS H-10 1899CGP 7001-110-212 STANDARD MEETS H-20 1899CGS 7001-110-213 SOLID COVER MEETS H-20 1899CGC 7001-110-214 DOME NIA 1899CGD 7001-110-215 DROP IN GRATE LIGHT DUTY 1801 DI 7001-110-074 1899CGP APPROX. DRAIN AREA = 87.29 SO IN APPROX. WEIGHT WITH FRAME = 60.75 LBS 1.25 2.75 018.64 .38 022.13 (1,2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) NYLOPLAST 24" DRAIN BASIN: 2824AG _ _X MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 24" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED &RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) (5) ADAPTER ANGLES ARABLE 0'- 360' ACCORDING TO PLANS 18" MIN WIDTH GUIDELINE 8" MIN THICKNESS GUIDELINE 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. (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. BASED ON MANUFACTURING REQ.) 4" MIN 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. GRATE OPTIONS LOAD RATING PART # DRAWING # PEDESTRIAN MEETS H-10 2499CGP 7001-110-216 STANDARD MEETS H-20 2499CGS 7001-110-217 SOLID COVER MEETS H-20 2499CGC 7001-110-218 DOME N/A 2499CGD 7001-110-219 DROP INGRATE LIGHT DUN 2401 DI 7001-110-075 DIMENSIONS ARE FOR REFERENCE ONLY ACTUAL DIMENSIONS MAY VARY 1- GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. DIMENSIONS ARE IN INCHES 1- GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE GRATE MEETS H-10 LOAD RATING THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE 2 -FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2 -FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 3- DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70-50-05 NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 3- DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 04-03-06 PHN (770) 932-2443 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 3-7-06 DUCTILE IRON PHN (770) 932-2443 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 04-03-06 PHN (770) 932-2443 RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. TRANSFER, OR LICENSE THE USE OF THE DESIGN OR FAX (770) 932-2490 TRANSFER, OR LICENSE THE USE OF THE DESIGN OR N to last FAX (770) 932.2490 TRANSFER, OR LICENSE THE USE OF THE DESIGN OR N to last FAX (770) 932.2490 SEE DRAWING NO.7001-110-065. Ny o ast SIZE OF OPENING MEETS REQUIREMENTS OF AMERICAN DISABILITY y SEE DRAWING NO. CONNECTION y www.n to last-us.com www.n to last-us.com www.n to last-us.com TECHNICAL INFORMATION SHOWN HEREIN REVISED BY NMH PROJECT NO.INAME Y P TECHNICAL INFORMATION SHOWN HEREIN REVISED BY EBC PROJECT NO./NAME Y P TECHNICAL INFORMATION SHOWN HEREIN 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ACT AS STATED IN FEDERAL REGISTER PART III, DEPARTMENT OF 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO REVISED BY NMH PROJECT NO.INAME Y P ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/RANCOR DUAL WALL), REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE ASTM D3212 FOR CORRUGATED HDPE (ADS N-121HANCOR DUAL WALL), N-12 HP REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE CONTAINED HEREIN, OR MANUFACTURE OF ANY JUSTICE, 28 CFR PART 36. CONTAINED HEREIN, OR MANUFACTURE OF ANY CONTAINED HEREIN, OR MANUFACTURE OF ANY N-12 HP, & PVC SEWER. DATE 03-14.16 181N DRAIN BASIN QUICK SPEC INSTALLATION DETAIL DATE 3-13-10 181N PEDESTRIAN GRATE ASSEMBLY- TYPE C & PVC SEWER. DATE 03.14.16 24 IN DRAIN BASIN QUICK SPEC INSTALLATION DETAIL 5 -ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0' TO 360'. TO DETERMINE MINIMUM ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS LOCKING DEVICE AVAILABLE UPON REQUEST SEE DRAWING NO. ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS 5 -ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360'. TO DETERMINE MINIMUM ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110-012. IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN 7001-110-028 IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110-012. IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. 020-3 NYLOPLAST DWG SIZE A SCALE 1:30 SHEET 1 OF 1 DWG N0. 7001.110.191 REV E PERMISSION FROM NYLOPLAST. ©2010 NYLOPLAST DWG SIZE A SCALE 1:10 SHEET 1 OF 1 DWG N0. 7001.110.212 REV C PERMISSION FROM NYLOPLAST. 02013 NYLOPLAST DWG SIZE A SCALE 1:40 SHEET 1 OF 1 DWG NO. 7001.110.192 REV E NYLOPLAST 12" DRAIN BASIN: 2812AG _ _ X 1201 DI NYLOPLAST 15" DRAIN BASIN: 2815AG _ _ X APPROX. DRAIN AREA = 39.75 SO IN APPROX. WEIGHT =15 LBS (1,2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. 18" MIN WIDTH GUIDELINE MINIMUM PIPE BURIAL DEPTH PER PIPE (3) VARIABLE INVERT HEIGHTS MANUFACTURER AVAILABLE (ACCORDING TO RECOMMENDATION PLANS/TAKE OFF (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (1,2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. 18" MIN WIDTH GUIDELINE MINIMUM PIPE BURIAL DEPTH PER PIPE 8 8" MIN THICKNESS GUIDELINE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR REQ. SAME AS MIN. SUMP) 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. (5) ADAPTER ANGLES VARIABLE 0° - 360° ACCORDING TO PLANS THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, ti CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE WATERTIGHT JOINT MANUFACTURING REQ.) PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. (CORRUGATED HDPE SHOWN) 4" MIN (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS v , (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: (6" MIN. BASED ON 4" - 15" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, MANUFACTURING REQ.) (4) VARIOUS TYPES OF INLET &OUTLET ADAPTERS AVAILABLE: 1.25 ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), 4" MIN 4" - 12" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), i PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC 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. 8" MIN THICKNESS GUIDELINE (5) ADAPTER ANGLES VARIABLE 0°-360' TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR ACCORDING TO GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE PLANS 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 GRATE OPTIONS LOAD RATING PART # DRAWING # PEDESTRIAN MEETS H-10 1299CGP 7001-110-202 STANDARD MEETS H-20 1299CGS 7001-110-203 SOLID COVER MEETS H-20 1299CGC 7001-110-204 PEDESTRIAN BRONZE N/A 1299CGPB 7001-110-205 DOME N/A 1299CGD 7001-110-206 DROP IN GRATE LIGHT DUTY 1201DI 7001-110-021 014.95 (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) 011.64 WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) GRATE OPTIONS LOAD RATING PART # DRAWING # PEDESTRIAN MEETS H-10 1599CGP 7001-110-207 STANDARD MEETS H-20 1599CGS 7001-110-208 SOLID COVER MEETS H-20 1599CGC 7GOI-110-209 PEDESTRIAN BRONZE NIA 1599CGPB 7001-110-210 DOME N/A 1599CGD 7001-110-211 DROP IN GRATE LIGHT DUTY 1501 DI 7001-110-073 1- GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05, DIMENSIONS ARE FOR REFERENCE ONLY 1- GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05, WITH THE EXCEPTION OF THE BRONZE GRATE. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE ACTUAL DIMENSIONS MAY VARY THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY AWA MATERIAL 3130 VERONA AVE WITH THE EXCEPTION OF THE BRONZE GRATE. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE 2- FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2 - FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 DIMENSIONS ARE IN INCHES NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 3- DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. PHN (770) 932-2443 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 3-5-00 PHN (770) 932-2443 3 DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 03-30-06 PHN (770) 932-2443 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 03-29-06 GRATE HAS LIGHT DUTY RATING RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. TRANSFER, OR LICENSE THE USE OF THE DESIGN OR FAX (770) 932-2490 AL TRANSFER, OR LICENSE THE USE OF THE DESIGN OR FAX (770) 932.2490 RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. TRANSFER, OR LICENSE THE USE OF THE DESIGN OR FAX (770) 932.2490 SEE DRAWING NO.7001-110-065 Nylo last QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70 50 05 Nylo last SEE DRAWING NO.7001-110-065 Nylo last www.n to last-us.com www.n to last-us.com www.n to last-us.com TECHNICAL INFORMATION SHOWN HEREIN REVISED BY NMH PROJECT NO.INAME Y P TECHNICAL INFORMATION SHOWN HEREIN REVISED BY EBC PROJECT NO.INAME Y P TECHNICAL INFORMATION SHOWN HEREIN REVISED BY NMH PROJECT NO.INAME Y P 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO REPRODUCTION OF THIS PRINT OR ANY INFORMATION PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT REPRODUCTION OF THIS PRINT OR ANY INFORMATION 4 -DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE TITLE TITLE ASTM D 212 FOR CORRUGATED HDPE AD N-12 HAN R DUAL WALL ASTM D3212 FOR CORRUGATED HDPE ADS N-12MANCOR DUAL WALL), S 3 0 CO UG (ADS CO U ), CONTAINED HEREIN, OR MANUFACTURE OF ANY SIZE OF OPENING MEETS REQUIREMENTS OF AMERCAN DISABILITY CONTAINED HEREIN, OR MANUFACTURE OFANY (CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 03-11.16 DATE 4.13.11 DATE 03.14.16 - 121N DRAIN BASIN UICK SPEC INSTALLATION DETAIL 121N DROP 15 IN DRAIN BASIN QUICK SPEC INSTALLATION DETAIL N 12 HP, &PVC SEWER. ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS Q ACT AS STATED N FEDERAL REGISTER PART , DEPARTMENT OF ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS 0 N-12 HP, &PVC SEWER. ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS 5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360'. TO DETERMINE MINIMUM IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN 5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360'. TO DETERMINE MINIMUM IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110-012. DWG SIZE A SCALE 1:20 SHEET 1 OF 1 DWG NO. 7001.110.189 REV E JUSTICE, 28 CFR PART 36. DWG SIZE A SCALE 1:6 SHEET 1 OF 1 DWG N0. 7001-110-021 REV D ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110-012. DWG SIZE A SCALE 1:25 SHEET 1 OF 1 DWG NO. 7001.110.190 REV E PERMISSION FROM NYLOPLAST. czo+3 NnovuvST PERMISSION FROM NYLOPLAST. ©zar NYLOPLAST PERMISSION FROM NYLOPLAST. ©20i3 NYLOPLAST j . d TRANSITION BETWEEN .d ° PIPE DIAMETERS WHEN DIFFERENT SIZES OF PIPES ARE ENCOUNTERED. NOTES: SHAPING OF MANHOLE AND INLET INVERTS IN ACCORDANCE WITH THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED ON PLANS OR WHERE INVERT OF PIPE IS ABOVE INVERT OF STRUCTURE. �j SHAPE TO ELEVATION OF MID -POINT OF LARGEST PIPE. SHAPE TO CONTOUOFF PIPER I SLOPE TO DRAIN TO INVERT OF OUTLET PIPE SECTION A -A METHOD OF TREATMENT IN DROP INLETS 4 SLOPE TO DRAIN TO INVERT OF OUTLET PIPE MANHOLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A / e PORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS A3 OR / CLASS Cl, EXCEPT THAT 25X OF COARSE AGGREGATE MAY BE UP TO 4" IN DIAMETER AND CONSIST OF STONE, BROKEN BRICK, BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE SHALL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NONE I OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. ri DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES. SECTION B-B PLAN METHOD OF TREATMENT IN MANHOLES �vooT STANDARD METHOD OF SHAPING SPECIFICATION ROAD AND BRIDGE STANDARDS REFERENCE SHEET 1 QF , REVISION DATE MANHOLE & INLET INVERTS 302 106.08 VIRGINIA DEPARTMENT OF TRANSPORTATION DI-3A, 38, 3C EXPANSION KEYED FOR DETAILS OF INLET JOINT CONST. BARS D i51, APPROACH EXPANSION JOINT 3'-10" FRAME & COVER Y �: BACK OF SIDEWALK JOINT f GUTTER SEE STANDARD IC-2. i� BAR G 2 WARPED BARS G q^ ¢ 2" w 00 GUTTER g . 60 2 BARS C 6"6"6" ao w BAR C 2„ I SUBBASE rM BARS B wo � _ _ _ HARDWARE ARS F I I I I CLOTH 1 y\i I o?+ BARS F I WEEP HOLE. N \ / I o r N cl o I SEE NOTE 8 I (op" 8„ _ M M R I w 00 o II II BAR F BAR A NOTESTEPS55E II II BARS D FACE OF CURB 8" CR CK CONTROL JOINT GUTTER CRACK CONTROL JOINT 2 8 4'-0" 6' MIN. PLAN SECTION A -A 10' MAX. 6' MIN. �A 10' MAX. KEYED CONST. JOINT L-VARIABLE - MAX. 20' 2' 10� 2" WARPED GUTTER I�2' 0" 8" 2' 6" B 8" 3' 0' x 2" APPROACH iv BARS A GUTTER 01 N �\ti I _ ----�-- BARS F BARS E L� B iv - ° eo ° *3" DIAMETER BARS E WEEP HOLE BARS B FRONT ELEVATION BARS F 8" 1' $" $" - - - - - (GUTTER REMOVED) 1 3'-0" 1 I- 5X1/4" BENT PLATE _ = SECTION B-B 1/4" R TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 & CG-7 STANDARDS. L21/2"X21/2"XI/4" ° GALVANIZED TYPE B NOSE DETAIL SHALL BE USED WITH CG-2 & CG-6 STANDARDS. TYPE A TYPE B 1/2" X 4" STUD SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68°30' TO ANGLE IRON AT 2'C-C. CONNECTORS AND IS TO BE ANCHORED WITH 1/2" X 4" STUD SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2'C-C. 2" APPR. PAVEMENT DI-3A L DI-3B L DI-3C L WARPED PAVEMENT FLOW FLOW I FLOW 1 1 1 DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER Nx BOTH SIDES TO BE SYMMETRICAL XVDOT STANDARD CURB DROP INLET SPECIFICATION ROAD AND BRIDGE STANDARDS REFERENCE SHEET 1 OF 2 REVISION DATE 12" - 30" PIPE: MAXIMUM DEPTH (H) - 8' 233 08/10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 104.09 SEE STANDARAD SL-1 FOR APPLICABILITY OF SAFETY SLABS. STANDARD MH-1 NOTE- FRAME &COVER THE TOP OF MASONRY SUFFICIENTLY LOW TO ADJUSTMENT OF COVER GRADE BY THE USE OF BRICK AS DIRECTED BY t HALF PLAN VIEW MH-1 HALF SECTION A -A (WITH FRAME AND COVER REMOVED) BRICK CONCRETE NOTES: 1. QUANTITIES SHOWN ARE FOR MANHOLE WITHOUT PIPES. THE AMOUNT DISPLACED BY PIPES MUST BE DEDUCTED TO OBTAIN TRUE QUANTITIES. 2. A BASE THICKNESS OF 9" WAS USED IN COMPUTING CONCRETE QUANTITIES. 3.INCREMENTS TO BE ADDED FOR EACH ADDITIONAL FOOT OF DEPTH. 4. MATERIALS MAY BE BRICK, CONCRETE OR APPROVED CONCRETE MANHOLE BLOCK. 5. IF BLOCKS ARE USED THE MINIMUM THICKNESS OF SAME IS TO BE 5". OTHER THICKNESSES ARE TO CONFORM TO WALL THICKNESS SHOWN FOR CONCRETE. 6.ALL CONCRETE TO BE CLASS A3. 7. WHEN SPECIFIED ON PLANS THE INVERT IS TO BE SHAPED IN ACCORDANCE WITH STANDARD IS-1. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO THE SHAPING IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. SPECIFICATION REFERENCE MANHOLE FOR 12" - 48" PIPE CULVERTS ROAD AND BRIDGE STANDARDS 302 VIRGINIA DEPARTMENT OF TRANSPORTATION REVISION DATE SHEET 1 OF 5 106.01 b 04 O m SECTION B-B BRICK CONCRETE OR CONCRETE BLOCK TABLE OF QUANTITIES DEPTH BRICK MANHOLE CONCRETE MANHOLE BRICK CONCRETE CONCRETE FEET THOUSANDS CU. YARDS CU. YARDS 4 0.5 0.785 1.437 5 0.7 0.785 1.699 6 0.9 0.785 1.961 7 1.0 0.785 2.223 8 1.2 0.785 2.485 9 1.4 0.785 2.747 10 1.6 0.785 3.009 11 1.9 0.970 3.455 12 2.2 0.970 3.817 13 2.5 0.970 4.179 14 2.8 0.970 4.541 15 3.1 0.970 4.903 16 3.4 0.970 5.265 17 4.0 1.173 6.032 INCREMENT 0.45 0 Z�e ��il CRIUG : J, OT&RR KI I,ic. No. 0402048507 kSY'l'05J1VA' �J--20 ,cgy`�1 M E o O rn � N � N � >E w °J E Q H cu 3 LL o ILL. L Lu O ra W M a J U 00 WJ-Ln N d > p N C7 W N O =x C2 w ai m oa =,_ U) = N = U > a s= � O N N - M d � CO J CD W a a � > Ln \ o- > a Z � � O W d a Ln3a z U) LL.I LU � O g p U � w U) z OU Lu ° Ouz O z U O U O O O N N N LLI O O O � N N N Q M N Lf1 0 N , -1 O M � L1 O O O DAT6.E 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE W VT/ i 0 z � j J H� z J o W Uuo V / Lu J Lu UJ D7 I- J � a 0 � z 0 z V 0 W JOB NO. 44523 SHEET NO. C1.3 O C D N U c N > 0) 0 U) 0 a CL N `o a m 0 c m t c c co m 0_ .o 0) 0 3 c '=5O o O CL U) Z O �2 0 T � (6 O -0 c o Co N 0- o U 3 Z co O 2 o g 0 H 0 0 oL..� m o 0_ L o .3 a d � :) U N X o � U E (6 0 w o c o 0 � m -0 �0 m 0 0 o c N o 1n - N 0 -0 2 c N m c 0 c 0 m CL o d L 0 E Y T rl 00 0 N O N L0 c 0 0 a I OWNER: SLUTZKY, DAVID OR MELISSA ZONING: RURAL AREAS TAX MAP PARCEL ID: 04400-00-00-034CO I I \ / - 1 0 1 ❑ 1 0 / 1 I I I _ � I OWNER: JACKSON, FRENCH T & ESTELIA BARNES ZONING: RURAL AREAS TAX MAP PARCEL ID: 04400-00-00-036A1 PRESENT USE: VACANT RESIDENTIAL LAND \ i 1 \ 10 \ 12 /\ 13 1 � I I ' _ l PRESENT USE. SINGLE FAMILY RESIDENTIAL I OWNER: GEORGETOWN GREEN HOME OWNERS SUBJECT PROPERTY ASSOCIATION \ OWNER: COUNTY OF ALBEMARLE SCHOOL BOARD I ZONING: R6 RESIDENTIAL \ ZONING: RURAL AREAS TAX MAP PARCEL ID: 060FO-00-00-00200 TAX MAP PARCEL ID: 06000-00-00-078AO PRESENT USE: SINGLE FAMILY ATTACHED HOMES PRESENT USE: PUBLIC SCHOOL(S) I / / / I � 1 t 1 � 1 I I OWNER: GUERLAIN, STEPHANIE A E & ROBERT J HASCHART ZONING: RURAL AREAS TAX MAP PARCEL ID: 06000-00-00-07700 PRESENT USE: VACANT RESIDENTIAL LAND \� I 1 Ob� El i ID OWNER ZONING TAX MAP PARCEL ID PRESENT USE I 1 THOMPSON, NEIL D RURAL AREAS 06000-00-00-080C1 SINGLE FAMILY RESIDENTIAL — — — — �1I 2 PERKINS, MARY KIMBERLY RURAL AREAS 06000-00-00-08000 VACANT RESIDENTIAL LAND 3 PERKINS, MARY KIMBERLY RURAL AREAS 06000-00-00-07900 SINGLE FAMILY RESIDENTIAL 4 KRASNEGOR, DANIEL G RURAL AREAS 06100-00-00-002BO SINGLE FAMILY RESIDENTIAL 1 16 1 5 CAMPOS, JULIO CESAR & MIRNA ADRIANA PENA RURAL AREAS 06100-00-00-004AO SINGLE FAMILY RESIDENTIAL \ — 6 LOVES & FISHES FOOD PANTRY INC. LIGHT INDUSTRY 06100-00-00-00500 DIST. WAREHOUSE 7 CONNECT CHURCH RURAL AREAS 06100-00-00-00600 CHURCH WELLONS, HARRY A JR 2011 8 IRREVOCABLE TRUST & 2012 FLORENCE L WELLONS Cl COMMERCIAL 06100-00-00-02500 COMMERCIAL IRREVOCABLE TRUST 17 / 9 CARR WOOD PRODUCTS LLC C/O MANAGEMENT SERVICES CORP COMMERCIAL OFFICE 06100-00-00-02700 MEDICAL OFFICE / / 10 MULTIPLE OWNERS COMMERCIAL OFFICE 06100-00-00- 27A1/27A2/27A3/27A4/ MEDICAL OFFICE 27A5/276 \ 11 HYDRAULIC RIDGE SURGICAL PARTNERS LLC R10 RESIDENTIAL 06100-00-00-03600 MEDICAL OFFICE / 18 12 MULTIPLE OWNERS R4 RESIDENTIAL 061W1-01-00- 00100/00200/00300/00 400/00500/00600 SINGLE FAMILY ATTACHED RESIDENTIAL \ 13 HYDRAULIC DEVELOPMENT LLC R4 RESIDENTIAL 06100-00-00-03800 VACANT RESIDENTIAL LAND 14 STOKE, CHARLES B OR SUE S RURAL AREAS 06000-00-00-076DO VACANT RESIDENTIAL LAND OWNER: KALERGIS, DAVID & MARY M 19 / 15 DETERT, JAMES R & NATALIE R RURAL AREAS 06000-00-00-076D1 SINGLE FAMILY RESIDENTIAL \ / KALERGIS DETERT \ ZONING: RURAL AREAS 16 KENDALL, DAVID B OR TETIANA V RURAL AREAS 06000-00-00-070YO SINGLE FAMILY RESIDENTIAL SCALE 1"=200' N H JR OR WI TAX MAP PARCEL ID: 06000-00-00-077A2 \ _ \ \ 17 TERRY, ESHERSHER M RURAL AREAS 06000-00-00-070X0 SINGLE FAMILY RESIDENTIAL 0 200' 400' PRESENT USE: VACANT RESIDENTIAL LAND _ , _ 18 ABIDIN, MARY LOUISE RURAL AREAS 06000-00-00-070MO SINGLE FAMILY RESIDENTIAL COOPER, JAMES M OR V SHAMIM 19 SISSON RURAL AREAS 06000-00-00-070M1 SINGLE FAMILY RESIDENTIAL o Q C ." 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No. 0402048507 -�-20 POrAL M E O 0 N vi N c > E w °� '_ QH � 3 w p LL o w O � W L r ,--iM , Uf - wJ -L") N d p N C 7 W N � zI- ;'V 0 �x , ai w oa ="4- ,== U > � a c "^ O N M a.,I- C0 J k.0 F --- O = (D 0 = p \w = U Q z O (n > O ►13 0�1 a M V) (n z � -, a O w p 0- � � a � z U) w p 0 w H o� zp U2:w z OU � U) w�ro 0c u z O? 0 0 0 0 N N N w 000 � \ -- N Q M I\ U) p M - -- 0 0 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1 " = 30' w 0 1"q J ) T1` 4 i I— �-- w 0 O z z I ; Q co a D z Joz u O U Lu 1` 4 J I— � I—, J 2 �wz co O 1�-q a U z z � 1--I w O m JOB NO. 44523 SHEET NO C2.1 L MINIMUM STANDARDS: EROSION AND SEDIMENT CONTROL NARRATIVE: PROJECT DESCRIPTION THIS PROJECT INCLUDES THE CONSTRUCTION OF A COMMUNITY CENTER, SPORTS FIELDS, AND ASSOCIATED PARKING, UTILITIES & LANDSCAPING. LIMITS OF CLEARING AND GRADING ARE 6.59 ACRES. ADJACENT PROPERTY THE PROPERTY IS BOUNDED BY A JACK JOUETT MIDDLE SCHOOL TO THE EAST AND A SPECIAL EDUCATION SCHOOL TO THE SOUTHEAST. TO THE NORTH AND WEST THERE IS MOSTLY VACANT WOODED PROPERTY. EXISTING SITE CONDITIONS THE EXISTING SITE IS WOODED PROPERTY. OFF -SITE AREAS NO OFFSITE AREAS WILL BE DISTURBED. ANY OFF -SITE LAND -DISTURBING ACTIVITY ASSOCIATED WITH THE PROJECT SHALL HAVE AN APPROVED ESC 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 (SEE SHEET C3.3) 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 CONSTRUCTION ENTRANCE, SILT FENCE, SUPER SILT FENCE AND OTHER PERIMETER MEASURES. 3. CLEAR AND GRADE SEDIMENT TRAPS. 4. INSTALL DIVERSION DIKES, FILL DIVERSIONS & 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 (SEE SHEET C3.4) 1. BEGIN ROUGH GRADING THE PROJECT AREA AS SHOWN ON C3.4. 2. INSTALL RETAINING WALL AND BRING THE PARKING LOT TO ROUGH GRADE. 3. ADJUST ALL DIVERSION DITCHES AND FILL DIVERSIONS AS NECESSARY TO PREVENT SILT/SEDIMENT FROM LEAVING THE SITE. 4. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE III (SEE SHEET C3.5) 1. CONTINUE ROUGH GRADING AT THE REAR OF THE BUILDING TO BRING THE ACCESS ROAD UP TO GRADE AS SHOWN ON C3.5. CONTRACTOR TO ENSURE SEDIMENT TRAPS REMAIN IN PLACE AS DESIGNED TO ENSURE ADEQUATE TREATMENT OF RUNOFF. 2. ADJUST ALL DIVERSION DITCHES AND FILL DIVERSIONS AS NECESSARY TO PREVENT SILT/SEDIMENT FROM LEAVING THE SITE. 3. INSTALL BLANKET MATTING AND ADDITIONAL SILT FENCE AS SEEN ON SHEET C3.5 TO STABILIZE GRADE IN AREAS THAT EXCEED 3:1 SLOPES 4. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE IIII (SEE SHEET C3.6) 1. INSTALL PROPOSED STORMWATER INLETS, PIPING AND DETENTION SYSTEM. INSTALL INLET PROTECTION AS SHOWN ON THE PHASE IIII PLAN. 2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZIATION 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 SITE UP HILL FROM EACH SEDIMENT TRAP HAS BEEN STABILIZED AND APPROVED BY THE ESC INSPECTOR REMOVE AND BACKFILL ACCORDINGLY. APPLY PERMANENT SOIL STABILIZATION AND STABILIZATION BLANKETS AS REQUIRED. 4. ONCE A SEDIMENT TRAP HAS BEEN REMOVED AND BACKFILLED ACCORDINGLY, CONTRACTOR TO REMOVE TEMPORARY SLOPE DRAIN AND ASSOCIATED OUTLET PROTECTION. 5. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE ESC INSPECTOR. 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. ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND DISTURBANCE. 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 CONTRACTOR SHALL PROVIDE ALL INFORMATION REQUIRED FOR CONSTRUCTION RECORD DRAWINGS: ID COUNTY OF ALBEMARLE Department ofCommunity Development Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter 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. 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 SILT FENCE 3.05 SF SUPER SILT FENCE 3.05 �P ® INLET PROTECTION 3.07 DD DIVERSION DIKE 3.09 FD TEMPORARY FILL DIVERSION 3.10 CWD CLEAN WATER DIVERSION 3.11 ST SEDIMENT TRAP 3.13 OP OUTLET PROTECTION 3.18 CD CHECK DAM 3.20 TS TEMPORARY SEEDING 3.31 PS PERMANENT SEEDING 3.32 MU MULCHING 3.35 BlM SOIL STABILIZATION BLANKET 3.36 TP TIP TREE PROTECTION 3.38 DC DUST CONTROL 3.39 * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER 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. 41 Q C ." YG W. J. IKO- .kRSKI r� Lic. No. 0402048507 �m 5-5-20�� M >_ 0 rn o N N � > E w ~ U Q �! LL 0 LL o w O ra cl� W 2 M a J U cO W J N W CD N � Qx O�Q C2W =U > LLn Q . CLn rn O N Q M a� CO J o w M 0 (D 0 0 LU w_ U Q z 0 0 (A Z 0 a a � a a > z U-)� O W >0 66 d Cn > d z to w 0 w O z0 U�w U) z U > O O w U O z U =O U 0 0 0 N N N w 0 0 0 I—\ \ N Q rn n Ln p N + -i O rn Ln 0 0 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE N/A J 0 I -I UJ V 1 C) = 66 w O z ° z l < J 0 z � D J o z Uw0 U J � �wz m w J (I -I Q z V) 66 � z O O CO O ii w JOB NO. 44523 SHEET NO. C3.0 L m TABLE 3.31-B, ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" rlbL'',,?, :r r , 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO }� PLANTING DATES SPECIES RATE (LBS./ACRE) TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. SEPT. 1 - FEB. 15 50/50 MIX OF POSTS. . 6 � WA CRAICW TfOTARSKI ' Lrc. No. 0402048507 ANNUAL RYEGRASS j l 1 / TYPICAL ORIENTATION OF VESCH TREATMENT - 1 SOIL (STABILIZATION 5-5-20 (LOLIUM MULTI-FLORUM) / / _ I� BLANKET) & 50-100 CEREAL (WINTER) RYE _ — I U1 Ji I 1 - I11�=11II111 SHALLOW SLOPE0TAL ON SHALLOW SLOPES, STRIPS NETTING¢ (SECALE CEREALE) FLOW III- - III-IIIIIIIT, =III=III- II=III- �' = PROTECTIVE COVERINGS MAY BE APPLIED FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100 -11,111-1i1--III-1il- 4"--"' ~���"'=--�ll,;,T,,, = ACROSS THE SLOPE. (LOLIUM MULTI-FLORUM) - -' WHERE THERE IS A BERM AT THE o MAY 1 - AUG. 31 GERMAN MILLET 50 PS ITALICA) 3.31 _ - - BERM =- TOP OF THE SLOPE, BRING THE _'„!���'! ! ��_ MATERIAL OVER THE BERM AND „'W''=_'=_=_';'' M 0 fI `" (SETARIA - 3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE STEEP ANCHOR IT BEHIND THE BERM. - '! -;'!' > :: EMPORARY SEEDING PLANT MATERIALS RN, THE WIRE FENCE AND EXTEND IT INTO EXCAVATED SOIL. THE TRENCH. SLOPE ON STEEP SLOPES, APPLY PROTECTIVE Lu ai .E ui > 3 - COVERING PARALLEL TO THE DIRECTION - w 3 < u- 3 a Scale OF FLOW AND ANCHOR SECURELY. o LLLu O 10� M a a > O BRING MATERIAL DOWN TO uJ w J U 0 � > 0- TABLE 3.32-D SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA � =I Illi l / / v I1 f=1 I- �' -IIII; FLOW III' III -III- A LEVEL AREA BEFORE TERMINATING THE 4 Z 00 N c� W N M 1-- a a -j 11=III-" III -III='' INSTALLATION. TURN THE z ~ z I� TOTAL LBS. PER ACRE 1-III-IiI--11=�IIIIIITiIII-" �� � FLOW " 12 DITCH END UNDER 4 AND STAPLE � 0 J) x a � � Ln w w � � z MINIMUM CARE LAWN AT 12" INTERVALS. °C a; o a 2 O w (n COMMERCIAL OR RESIDENTIAL 175-200 LBS. -III IN DITCHES, APPLY PROTECTIVE COVERING = v > Ln O U } O w KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% Ti- lliii�L T PARALLEL TO THE DIRECTION OF FLOW. a c z � IMPROVED PERENNIAL RYEGRASS 0-5% o KENTUCKY BLUEGRASS 0-5 /o EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. ii=,,,_ _ _ - USE CHECK SLOTS AS REQUIRED. AVOID -' N � w 0 O OU .:� ,u�u JOINING MATERIAL IN THE CENTER OF THE a °C v GENERAL SLOPE (3:1 OR LESS) FILTER FABRIC DITCH IF AT ALL POSSIBLE. 00 _j O z KENTUCKY 31 FESCUE 128 LBS.„- _I _ -III-III- WIRE Ov RED TOP GRASS 2 LBS. SEASONAL NURSE CROP * 20 LBS. -III _ I -III —I 1= 150 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) SF 3.05-1 BM 3.36-1 0 SEE SLOPE STABILIZATION SEED MIX (D SILT FENCE (WITH WIRE SUPPORT) SOIL STABILIZATION BLANKET (TREATMENT-1) No Scale No Scale I— o w O N O N O N TYPICAL VESCH TREATMENT - 1 (SOIL STABILIZATION BLANKET) > � 00 r � O N * USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES INSTALLATION CRITERIA = Q o `"' � un o AS STATED BELOW: Q M Ln FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE zo O O CD SLOPE MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET AUGUST 16TH THROUGH OCTOBER ANNUAL RYE ANCHOR NOTES SLOT APPROXIMATELY 200 STAPLES REQUIRED 0 DATE EARTHEN RIDGE ............................ GRAVEL CURB INLET SEDIMENT FILTER > �„ NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE PER 100 SQ. YDS. OF MATERIAL ROLL. ANCHOR SLOTS, JUNCTION SLOTS & \ 0 O1/21/2020 DRAWN BY K. MELLON — I 111110lll�I I �I I �I E IIIII I — I — I 1111 ** SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED CHECK SLOTS TO BE BURIED 6 TO 12". JUNCTION 12" MAX. 4:1 OR FLATTER 6" MAX. STEEPER THAN 4:1 SLOT /% j DESIGNED BY K. MELLON —I I11 I I ll I 11 — I 111 — I I I I 2 MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. EDGE AND END JOINTS CHECK SLOT TO BE SNUGLY ABUTTED I I I I I I I I I I TERMINAL FOLD I (JUTE MESH WILL HAVE I I I \ / / • • STAPLED LAP JOINT IN I CHECKED BY OFD LAP JOINT 2" MIN. (JUTE MESH ONLY) LIEU OF EDGE JOINT) I I I I III I I I �� • O3.10-1 TS 3 32 O O TAMP FIRMLY I I ANCHOR SLOT 5MAX. 4:1 OR FLATTER 3' I MAX. STEEPER THAN 4:1 I I I ' ' * GRAVEL FILTER 12" • • • C. KOTARSKI SCALE TEMPORARY FILL DIVERSION PERMANENT SEEDING MIX FOR PIEDMONT AREA `, o I I RUNOFF WATER WIRE MESH N/A No Scale No Scale N I I I I I I CHECK SLOT _ I FILTERED WATER • 1 " TO 2" II I I II I II o a Ce — • LI I I I I TAMP z I I FIRMLY CHI T iiiI I I I I I I I I I 00 I- -VAR. - ` te e I till I v a IT - a IIII • �I l— COMPACTED SOIL CWD TO HAVE VDOT 2" (N O SEDIMENT a A I 1 II �II �II �I L STANDARD EC-2 MATTING ON UPHILL O - 1--ON. CONCRETE — GUTTER 18" MIN. SIDE = STAPLE FORMED FROM NO.11 STEEL WIRE. INTCHECK ERVALS; OTS NOT REAT IO.'D W TH 8' STAPLE MIN. LENGTH FOR SANDY SOIL. ALL COMBINATION BLANKETS 12� CURB INLET STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST FLOW 6" STAPLE MIN. LENGTH FOR OTHER SOIL. JUNCTION SLOT TAMP FIRMLY TENFOLD ' GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. J I —I Q 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO eN�ei�ei�R TAMP FIRMLY Q GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL [-4" N SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE FENCE AS A TREE PROTECTION FENCE. TP NO SCALE 4.5' MIN. 2 � O 2" F- BM CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. Q 3.38 CWD 3.09-1 (�) 3.36-2 IP 3.07- 6 w TREE PROTECTION TEMPORARY DIVERSION DIKE -� SOIL STABILIZATION BLANKET (TREATMENT-1) k�__�RMWATER INLET PROTECTION 0No O Scale No Scale No Scale o Se Z z �E❑ ..,. ERNST CONSERVATION SEEDS RIGHT-OF-WAY NON-NATIVE WOODS MIX - ERNMX-132 SILT FENCE DROP INLET PROTECTION � J PERSPECTIVE VIEW ( ) ❑0�����■ o 1115 �� ® 2 X 4" WOOD DROP INLET WITH ❑❑�����■ FRAME GRATE J O z FLOW + �1101 � BOTANICAL NAME COMMON NAME U U O COARSE AGGREGATE** o PRICE/LB _� FRAME MAX Lu Jcl� U 30.00% FESTUCA RUBRA CREEPING RED FESCUE 1.90 - S-� \ '' ^^ Q w z 1' CLASS I RIPRAP 20.00% LOLIUM PERENNE, PERENNIAL RYEGRASS, 1.85 3 ' ��/ m �J,J 'FASTBALL RGL' 'FASTBALL RGL' (TURF TYPE) 'CLIMAX' �� MIN. GATHER �- EXCESS �- - ---- - - AT J U-t I --I Q I --I 0 PERSPECTIVE VIEW 20.00% PHLEUM PRA TENSE, TIMOTHY, 1.20 'CLIMAX' CORNERS 0 Lu PERSPECTIVE VIEWS z � 3' 12.00% TRIFOLIUM HYBRIDUM ALSIKE CLOVER 3.25 10.00% AGROSTIS PERENNANS, AUTUMN BENTGRASS, 14.00 Z MAX. j� 5' ALBANY PINE BUSH - ALBANY PINE BUSH - NYECOTYPE NY ECOTYPE STAKE O 1 0 o = FABRIC (ATTACH TO POSTS WITH 8.00% AGROSTISALBA REDTOP 8.00 100% MIX PRICE/LB BULK: FABRIC ,- 1' III IIII — MIN' o 11-4 O METAL TIE $3.61 � W WIRE'' SEEDING RATE: 40-60 LB PER ACRE �1 DETAIL A (FRONT ELEVATION) FABRIC LINE POST CONVENTIONAL �, 10 GROUND LINE MAX.6'METAL(T)OR \\ MAX. WOODLAND OPENINGS THE SHADE -TOLERANT GRASSES AND CLOVER ARE GOOD FOR ELEVATION OF STAKE AND FABRIC ORIENTATION 5' MIN. (U)POSTS BRACINGCONCRETE FOOTING WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX NOTE: INSTALL SILT FENCE BREAK AT LOW IN FENCE LINE PERSPECTIVE VIEW PERSPECTIVE VIEW FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET **COARSE AGGREGATE SHALL BE VDOT #3 OR #57 STONE 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 — THE MIX WILL NOT. TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING SF 3.10 CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. IP 3.07-1 JOB NO. 44523 FENCE BREAK SAFETY FENCE SLOPE STABILIZATION SEED MIX STORM DRAIN INLET PROTECTION SHEET No. LSILT C3.1 NO Scale No Scale No Scale No Scale 0 .N U 0 0 w m 0 0 CL 70 Z m a m co tn 7o c m cu m a `o a 3 c L 70' MIN. 1 5:1 EXISTING A 3' PAVEMENT FILTER 6 M A MOUNTABLE BERM CLOTH (OPTIONAL) SIDE ELEVATION EXISTING GROUND 70' MIN. MIN. B FWASHRACK0' (OPTIONAL) W 10 EXISTING m¢ 12' MIN. MIN. PAVEMENT wQ m- VDOT #1 COARSE AGGREGATE B I POSITIVE { DRAINAGE TO 1 10 MIN. L MUST EXTEND FULL WIDTH OF SEDIMENT INGRESS AND EGRESS OPERATION TRAPPING DEVICE PLAN VIEW 12' MIN. 3" MIN. 1i1-1T1-i - 3" MIN. FILTER CLOTH C1rl1T1/lA1 A A (i) STONE CONSTRUCTION ENTRANCE No Scale STONE - - -- ? S' V I N - CONSTRUCTION ACCESS 3" SV-2A ASPHALr -CP CO'_RSF Fx_ 27, ` 5" MN21A AGCFE;AI'= EASE. PROFILE STONE M'N. C✓NSf itJC11JN �� ASPIIALT PAVED ACCESS V f L% I WASHRACK r EXIST:NC 2% 2% PA`,-FVFNT -« r 2% ' 2'MIN-* r _ -PC)aIT`VF. nRAINAGF +VUS-S- EXTEND FCLL I,h'ISTH A TO SEDIVENT OF INGRESS AND EGRESS TRA°PING P VICF OPERATIC,N PLAN -I? VIN - - --�NU`II'VL DRAINAGE 2� TO SEDIVENT IRA?PING DEVICE C. - �'LA^"`�Ser�14.its'4};iSa'0`5A'W�Sx7'�}:'Y7rb`TJ7'V'tiif�'cCl,R7c«is.e� � FILTER CLU II-Z SECTION A -A A liliilinllun water tap of 1 nich must be installed with a niulnlnua 1 hich balleock shutoffvalve supplynlg a wash hose Nvitli a dialileter of 1.5 nlclles for adequate constant pressure. `Vash water must be carlied away from the ellhrallce to all approved setthl>g afea to relilove sedi lent. All sedfinent shall be prevented front elltelYlls� storin dfall15, ditches of watefcourses. PAVED WASH RACK I no sca-.F--. e PAVED CONSTRUCTION ENTRANCE No Scale Sediment Trap design drainage area (acres) (<3) trap volumes: elevation (ft) 513 514 515 516 516.25 wet storage (3D 1.08 1'1 VARIABLES ORIGINAL CREST OF STONE WEIR VARIABLE area (sf) volume(cy) GROUND 961 ELEV. 1248 40.9 DRY STORAGE VARMLL* 1560 52.0 " 1897 64.0 2075 18.4 WET STORAGE a' Lux. (EXCAVATED) \ FILTER CLOTH ORIGINAL 175.3 GRET UND V -SEE PLATE 3.13-1 COARSE AGGREGATE CLASS I RIPRAP wet storage required (cy) (67*DA) 72.4 bottom of stone weir (ft) 515.0 wet storage provided at this elevation (cy) 92.9 slope of wet storage sides 2:1 dry storage: dry storage required (cy) (67*DA) 72.4 crest of stone weir 516.25 dry storage provided at this elevation (cy) 82.4 slope of dry storage sides 2:1 ST Tcale DIMENT TRAP #4 **coarse aggregate shall be VDOT #3, #357 of #5 weir length (ft) (6xDA) 6.5 bottom of trap elevation (ft) 513 bottom trap dimensions: 18'x53.6' top of dam elevation (ft) 517.25 top width of dam (ft) 3 top trap dimensions 30'x67' CORRUGATED METAL EXTENSION COLLAR. WATERPROOF SEAL - DDnX/TMI ni ITI CT EARTHEN DIKE (COMPACTED) SECTION VIEW NOTE: SEDIMENT MAY BE CONTROLLED AT OUTLET IF UPLAND PONDING WILL CREATE PROBLEMS EARTHEN DIKE (COMPACTED) (TSp SECTION A - A TEMPORARY SLOPE DRAIN No Scale PROVIDE INLET PROTECTION �, D+6" (3D Sediment Trap design drainage area (acres) (<3) 2.16 '' "R`•a`E trap volumes: ORIGINAL CREST OF STONE WEIR VARIABLE elevation (ft) area (sf volume(cy) GROUND 527.8 600 ELM 528 880 5.5 DRY STORAGE - N VARIABLE 529 1150 37.6 ' 530 1447 48.1 531 1769 59.6 WET STORAGE 1 532 2115 71.9 (EXCAVATED) FILTER CLOTH ORIGINAL 533 2487 85.2 GROUND .SEE PLATE 3.13-1 COARSE AGGREGATE CLASS I RIPRAP wet storage: wet storage required (cy) (67*DA) 144.7 bottom of stone weir (ft) 531.0 wet storage provided at this elevation (cy) 150.7 *`coarse aggregate shall be VDOT #3, #357 of #5 slope of wet storage sides 2:1 weir length (ft) (6x DA) 13.0 dry storage: bottom of trap elevation (ft) 528 dry storage required (cy) (67*DA) 144.7 bottom trap dimensions: 17x54 crest of stone weir 533.0 top of dam elevation (ft) 534 dry storage provided at this elevation (cy) 157.1 top width of dam (ft) 5 slope of dry storage sides 2:1 top trap dimensions 41x78 ST SEDIMENT TRAP #1 No Scale Sediment Trap design drainage area (acres) (<3) trap volumes: elevation (ft) 509.5 510 511 512 513 513.5 wet storage 1.5 area (sf) volume(cy) 835 908 16.1 1215 39.3 1546 51.1 1903 63.9 2284 38.8 209.2 wet storage required (cy) (67*DA) 100.5 bottom of stone weir (ft) 512.0 wet storage provided at this elevation (cy) 106.6 slope of wet storage sides 2:1 dry storage: dry storage required (cy) (67*DA) 100.5 crest of stone weir 513.5 dry storage provided at this elevation (cy) 102.6 slope of dry storage sides 2:1 )ST SEDIMENT TRAP #2 No Scale I'l VARNB ORIGINAL CREST OF STONE WEIR VARIABLE' GROUND `\y ELEV. DRY STORAGE - ri VARIABLE WET STORAGE 4' LIAX_ (EXCAVATED) FILTER CLOTH ORIGINAL GROUND 1 ELEV. -SEE PLATE 3.13-1 COARSE AGGREGATE CLASS I RF4W **coarse aggregate shall be VDOT #3, #357 of #5 weir length (ft) (6xDA) 9.0 bottom of trap elevation (ft) 509.5 bottom trap dimensions: 13.8X62 top of dam elevation (ft) 514.5 top width of dam (ft) 5 top trap dimensions 36.7X83 Sediment Trap design drainage area (acres) (<3) 1.75 11 VARLATLE trap volumes: ORIGINAL CREST OF STONE WEIR GROUND VARIABLE elevation (ft) area (sf volume(cy) ELEV. \�1 489 1310 490 1878 59.0 DRY STORAGE - N VARMLE 491 2471 80.5 " 492 3089 103.0 492.5 3408 60.2 WET STORAGE A, MAx 302.7 (EXCAVATED) FLTER CLOTH ORIGJNAL GROUND ELEV 1 wet storage: .SEE PLATE 3.13_1 COARSE AGGREGATE- CLASS I RIPRAP wet storage required (cy) (67*DA) 117.3 bottom of stone weir (ft) 491.0 wet storage provided at this elevation (cy) 139.6 **coarse aggregate shall be VDOT #3, #357 of #5 slope of wet storage sides 2:1 weir length (ft) (6xDA) 10.5 dry storage: bottom of trap elevation (ft) 489 dry storage required (cy) (67*DA) 117.3 bottom trap dimensions: 4X178 crest of stone weir 492.5 top of dam elevation (ft) 493.5 dry storage provided at this elevation (cy) 163.1 top width of dam (ft) 5 slope of dry storage sides 2:1 top trap dimensions 23X234 3.13 ST SEDIMENT TRAP #3 No Scale 'I O!P rD w Lic. No. 0402048507 kSY'1'05,NA' M 0 0 rn � N � N � > E w E +� H Q 3 w o w L w O ra C� W M a J U 00 w J - Lr1 N d p N (7W N� z� °'� O J3x 0 2 W � LL Oa =,1- (n =CU N = U � LLr1 Q 1= In O N ?� M a� 00 J CD LU <D � Ln O (D 0 2 H 0 w w_ U Q z O O r ca � G � V) z (� > a O w p z (n w 0 0 w o� zp U�w U) Z O w� 0 oc oz 0 z U O U 0 0 0 N N N w 00 0 I--�__� Q M N Lf1 0 N -1 O M 11 0 0 I0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE N/A V) J W ~-4 I- I� UJ Z Cz w 0 F--- z ° z J r LL D J 0 z ULU J v( � J� < � �wz m w J V i--i 0 LU Z Lf) V) z 0 CO0 (n O w JOB NO. 44523 SHEET NO. C3.2 C .N U C N 0 O w (R 3 0 a C ,z F `o 70 0 co 1n cu co 1a ,s a a 3 �0 O O z m0 0g T � m o -0 I= 0 CoN o_ 0 Z) C Z N 00 � Q �X � O Dr- ,z 2 .3 am >_ �N 0 0 U 2 �N (3 O 0 V7 U � o E � � m �0 U O 1n 0 tn N U >= N u 0 C U C O ,z L 10'. FRAME S / \ P G 3' (W) META SOIL TYPE: \ �' QP \ ��o Q� G5 CONC. BASE $$ / � ® 0 (1' DIA) /` / / \ CRITICAL SLOPES ® QP� � � WATER VALVE BOXES � � Q1 ♦♦ // / (TYP.) \ \ I W/3"METAL BOLL (5) � \ \, l� / / \� \ � ` _ \ - CHAINLINK rc,� I TRANSITION TO (1 DIA BASE \ ,,119\ \ - ', ♦ + � - _ _ \ TREE L j _ -6"X 6" WOODEN BOLLARD (16) ♦ / /zz ` / / / _ - \ , \ 10 (H) GRAVEL FROM PAVEMENT _ _ - 1 , O I \ �5 � \ 11 F // //`/\ �`- -\ \\ \ '' EPA _____I \ ® �P, \ \ ASP \ 0 5 � ♦ / // / \ � \ / / / �j \ % \ \ \ \ - - - i D w \ HALT ACCESS \ ®p \� ♦ / / / /- \ \ c� I ROAD / \ v> G / - -/ - __� � // ` \ �� _ _- �' \ \ \ ® 1 AEG -- -\ --- `� Q ♦ \ 4/ I \\ ��� Z/ �� \ \`\ \`� �/ I 11 I / \\43',I16'_'`\� \_'�� EP I \� 0�� - QP� P 0 EP \ \ - \ \ _ \ l 7 / , ♦ ID `/' / `� -_1 � � � \� -_� - I N\ SAF 1 _ / BATfjjgGAGE]-1 ,-- ` _j 7 t I 'IN _� \ _ - _ - - r LIMITS O \ \ _ _ _ _ _ _ - 'DEL/1/F DISTURBANCE: -*_ // I SA j G 1 GRAVEL ACCE S RCi D \\ ` - -F \ \ 6.59 ACRES OO I G / \\\ ✓♦I I 1 \ \\ �F�MF�SHfD-555/ �1 - - - - O -\\ \\--� I / /- _ \ SET 'I -11 \ \ \ \ CWD \ A \W ODENPOST(2)---_____ �FRAlG1E�AED__-I____---_-_--- `� - in 10„ \\_ FA \, I wicAP \ may- \ _-\, * - �\\\\ \\\ \\ \\ \ \ \\ \\ OP' \• \\ \\ \ \\ \ \ \ \ \\ / l--------___- \\ \�\\ �` /--P-OPL�If� �` \ / // l=559.�6' \ ' _ - , / P \ \ K \ \ \ \\ \ \ \ \ \ \ \ \ \ \ \ \ r\ � \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ s� \ \ \ \ \ \ ` - \ - - - - - - / - _ - _ I- - - - - - - - - - - - - - - - \ \ \ �\ \ '� \ \ \ `F� fin! \ \ � \ \ - _--� C'� CONC. 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CHAINLINK FL 10, \ 0p1�4 \�� 65 `� - i _�- "W100 O'N� r /( Cl �� � O "' Q CRAIG W 7. K. OrFARSKI r` Lic. No. 0402048507 TIO ��--20 M E O 0 rn y N > E Lu ai .E Q U °t 3 Lu O ca ,� cl� YJ L Mco Qa J U W J - uI aHcn p f, L Lu N Z �_. . m �x �O�Q oC o 4 :3 ,1- c = U j Ln � a cLn O rnN M a -�J- OO J ko [__ U) M O = (D O = 0 Lu > Lu U Q z O Di a a V) mz ca> > a i O LI d> 66 0- (n > d � z In Ln ~ OOw � z U � w O z O � > 0 � O Lu U �_ O z 0 0 0 0 N N N W 0 0 0 � � ____ Q M I\ Ln 0 N , -I o M � L1 10,0101 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=30' W Lij I --I � a �z Q O a z ' > W � �- Z) z z J o O Uuv w J 2: w Lu 0. m I --I Q I --I 0 ,W 0 v , z C6 a z V 0l) V) O 0 CO w JOB NO. 44523 SHEET NO. C3.3 0 c co D 0 r_ 0 w m a, 0 a Q T c m 0 a a, 0) 0 0 m = 0 c m r Q 0 3 c � a 50 oW c5 1U z (L)o =2 0 T H m o -0 C ca) M Y) a0 0c 0 3 zN o2 2 a �x �- a, o -C r-:5 0 0_ �5 o .3 Q � > co w 0 U r 0.0 Y 2 o20 m c .40 ct :_ 0 m 0 6 �70 12 U 0� 0 0 -0 L cN m = 0 0 m 0 0 0 0)2 =� �_- L c 2 Y m LO c; O N O N LO u0 c 0 0 rL 7 w rn rl z Q a 0 Of I- z O U I- z w 2 0 w U) 1 LEVEL BRICK SCHOOL FA ILITY 'JACKJOU T M.S.' 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KOrFARSKI Lic. No. 0402048507 M 0 cD 0 o' 0 Lu Lu U Q z 0 0 a a � U) z U) > a 0 LL 0 � z V) 0 owe z U w z0 2: > O � O Lu U O zo U 0 0 0 N N N W O O O - �____ I Q Mr,Ln 0 N -i O M ,i- L1 1010101 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=30' 1--I WI --I Q W V 1 Q Z a � z O z a \ J �zz J 00 U wU J oC J �z w W m � J I --I Q _ VLu 0 0 U) z 0-6 Q z (n O V) O O CO W JOB NO. 44523 SHEET NO. C3.5 0 c U C 50 o� c� v z ,o �2 0 c 2 T � m o a c 0 a0 O� C� 3 zN 02 �a �x o r0 0 0- o .3 Q .2 U � 0.0 c Y 2 m � c Y 0 5.2 a � c U � a 6 7� �U 0 0 0 0 a L c co N= 0 0 c 0 �o 0 0 L 0 E Y a M O 0 N O N c 0 a a) O a I I I I II I I I I I I � I I I I I r r I r I r r I i i i i 4.11 C.,O� CRITICAL SLOPES — — — — — — --- -- /// (TYP.) / r/C ILSLOf- TS 1 / i r r�`i `ri``rT r rr�ri\r\ram � SHEETS C4.2, C5.1 & Q PROPOSED BUILIDING m m ' JACK JOUETT MIDDLE SCHOOL 7z 0 FROM PROPOSED VTRANCE TO JOUETT IDDLE SCHOOL/GREER _EMENTARY SCHOOL \H M PROPOSED 11 CE TO IVY CREEK N' SCHOOL ENTRANCE I \ I c� L O ° IVY CREEK SCHOOL MAIN BUILDING 000 .Co ICA SLOPE �/-/ "oor LEGEND: 14 //// /// /// ///// /' //� /// // //// ///// //////' ° CONCRETE SIDEWALK HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT SeAL'EA�40< MULCH x x x i0/80�/ DITCH SHEETS C4.3, C C5. Q CRAJG W J. KOTAR� Ki Lic. No. 0402048507 -20!� kSY'l'0 A' 0 2 (D O H- 0 W > w_ U Q z 0 0 r a a U) > Lf) a 0 a > Z U)� O w 0 z U) w 0 w o� 0 U � w U Z O w� 0 Ouz O 0 0 0 0 N N N W 00 O I--�---- Q M I*l U) 0 N i O M I;j- L1 0 0 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=40' Lu u0 VT/ 1 O z ;z m�Q � za J O J U W J J J 2: LU W > m O J (� a V 0 z Q O m JOB NO. 44523 SHEET NO. C4.0 6 c 0 .N U C N N O w 0 0 o_ C a F `o a m 0 7o c cu cu C a .o 0 3 c L / TRANSITION TO TREE-L/NE CHAINLINK FENCE N GRAVEL FROM PAVEMENT 90' (H) WATER VAL VE BOXES — V EP 3" METAL BOLLARDS (5) - ASPHAL T ROAD /gCCESS cD w W W / (n 43 X 96 CONC. PAD / W I (BATTING CAGE) W EG / Z F EG GRAVEL ACCESS J 6"X 6" WOODEN BOLLARD (16) EP ' O Q CRAIGW 7. K. 9F RSKI Lrc. No. 0402048507 / FRAME SHED 90' X 16' I M E / CRITICAL SLOPES _ _ 0 0 mu TYP. --- --- --- -- — — — — — — RETAINING WALL WITH HANDRAIL U N (TYP.) DITCH B MAX HEIGHT: 8' Q I DITCH A 22' x18' DUMPSTER < 0 / WOODEN POST 2 =mow_ _ ENCLOSURE AREA WITH GATE ai E w MAX HEIGHRETAINING WBLL WITH HANDRAIL Q U. > CG-2 CG-2 \ < J , > p a c� 00 z c� ° C14Lu O_ w O a > p N i— d CZS d I0 x U w � w \ \ 18' (TYP.) RT TYP. CG- a `� Q w ~ ' w \/\\/\\ C� R3 TYP. 9 (TYP.) 105' //\//\/\ PLAYGROUND \//\//\// R58' G a O z SWM1 \\j\\/\ (50' x 25' \/\/\ //\ ) \/\\\// o = v o p U w 24' 24' 90 BEND O � 8 x 6 8 w 0 rj rn z REDUCER V � Ov R3' TYP. 18' (TYP.) 9' (TYP.) CG-2 CG-6 00 J v 18' R20' o w OU (TYP.) R10' � ~ O 18 R20' R16 CG-6 I CG-6 FIRE LIN X � 24-- =O 11.25' PLAY FIELD 9' (TYP.) FHA CG-6 I CG-6 FHA 6 x 2" 22T. + 45' =O (135' x 1051) BE _ FDC TEE DITCH F ° ~ Ft 16' I R 15' ° Lu 0 0 0 w N N N 20' ACSA 18' (TYP) R3' TYP. - R39' ° ap ni o WATERLINE 9' (TYF.)� BUS LOADING/ 1.5" WATER ° R197' Q M EASEMENT NO PARKING FIRE CG-3 z o 0 0 45' BEND NLOADING (TYP.) 24' ° \ FIRE LINE 'B' LANE" SIGN METER ° oLn DATE 8' 5' R24' 5 M 01/21/2020 CG-2 O CG-2 L - ° ' R203 >' DRAWN BY 135 \ / v ° ° ° ^i ^i R3- LAOPARKING FIRE o ° ° ° _ o o ° (8) 6" RISERS R58 ° WITH HANDRAIL F URB 1L ° 11.25° BEND e K. MELLON - IRE LANE'CURB _ - -� PAINTED YELLOW o ° - DESIGNED BY / ° CHECKED BY ° ° a 5' - o o ° a ° ° ° FIRE LINE 'D'' _ V • C. KOTARSKI CURB WIPE DOWN ° / / / / / / / o ° o ° ° ° �° _ • • SCALE DITCH C 3 ADA _ - p ° - CURB WIPE DOWN - _ PARKING SIGNS 1 - 20 _ CONCRETE WHEEL 90 V STOP (TYP.) DOMESTIC- / (9) 6" RISERS ° v WITH HANDRAIL WATERLINE 'E' o COLUMN (TYP.) FIRE LINE W (13) 6" RISERS -° - w WITH HANDRAIL Q ° v / I o v (15) 6" RISERS PROPOSED BUILDING WITH HANDRAIL H MATCHLINE SEE SHEET C4.3 74.8' — ..NO PARKING FIRE V l LANE" SIGN Z N 151.3'��// L.L CRITICAL S OPES / / / / / / / / I / / / / / / U J� 167.7' m Q 25'x25' SANITARY SEWER PUMP = STATION EQUIPMENT YARD Z I Q (n 26' "NO PARKING FIRE L MM I W LANE" SIGN R10' J O J DITCH D U �--� ULu DOMESTIC WATERLINE 'E' FM 26' \ \ 0' 100.5' 6" GRAVITY LINE V l < - 06 (PVC SDR-26) J w "NO PARKING FIRE J� g m SECURITY FENCE s SIGN (� BOLLARDS 100.6' "NO PARKING FIRE V O (ENSURE THAT 5' SPACING ALLOWS ° LANE" SIGN 0 Q I 6 MINIMUM ADA PATH) 5' Q NOTE: A KNOX BOX WILL BE REQIUIRED FOR THE BUILDING. F<USNCU / / "NO PARKING FIRE _ LEGEND: � / \ \ NO PARKING FI E / / SWM2 \ \ CG�6 ° LANE" SIGN LANE" SIGN "NO PARKING FIRE 10' ° - LANE SIGN M CONCRETE SIDEWALK "NO PARKING FIRE \ j FLUSH CURB R30' O R30 HEAVY DUTY CONCRETE / I / / LANE SIGN \ \ / / / VDOT GUARDRAIL \ G R-2 \ �/ HEAVY DUTY ASPHALT / / R56' CG-6 R56' / I / LIGHT DUTY ASPHALT / / / / / / / / `l p6 — / "NO PARKING FIRE / / / / 2 JOB NO. MULCH LANE" SIGN / "A 44523 SCALE 1 -20 � DITCH / / / / / / / / / / / / / / / / SHEET NO. 20 /40C4.1 0 c .N U 0 0 m 3 0 0 cu a cu 0 co cu v cu a `o O 3 c �a �o ac-D Z d 0 22 02 c T � m o -0 c o Co c 0- W 0 3 Z N 0� 2 o �X CD CD 0 :E- C, o '3 a Y U7 �a �N U C d O O U 2 �N (6 C w0 �o � m 00 �-0 �-0 �U O C N o c. N U 2 C N (6 C 0 C O C O_ O .E L FIBER CHAINLIN ENCE 1 ' (H) + CONC. BASE O MATCHLINE SEE SHEET C4.1 (' DIA) ° OO \ 6" X 6" WOODEN BOLLARD (16) I ®O EP I ®O \ ASPHALT / ROAD O ACCESS I � OO 43' X 16' I° CONC. PAD F (BATTING CAGE) TOP=556.94' INV.=553.87' 8' I iG \, DITCH A 22' x18' DUMPSTER I OO \ ENCLOSURE AREA WITH GATE 10" F� Z(VDIA) C. BASE POPLAR \ \ RETAINING WALL WITH HANDRAIL X MAX HEIGHT: 8' I 4 GcA 5 \ G�� CG-2 ROCKARMOUR / ��TOP=556.95' / J N \ I ���INV.=553.95'8"PVC (SW) U ��BIRDHOUSE / l 18' (TYP.) R3' TYP. CG- TOP= `WATERLINE 'A' R83' / 24' 90° BEND // V. 554.10' 811 W 11 8 . (NW) REDUCER c CG-12 - V CG-- R20' 8 w G 2 3 � CG-2 R10' 24' / Q / FIBER VAULT 8 w R20'R109' � CG-6 FIRE LIN X �� O CROSS WALK 24' - I STRIPING 11.25° 8"W FHA 6 x 2" 2 + 45° 111.25° BEND / CG-6 - 8" x 6" " TSV CG-6 FDC TEE BE TEE DITCH F I R2' R13 ' ' — — �— 20' ACSA —R15' /�16' R25PROPOSED WATERLINE CG- 2 IGN EASEMENT 18' (TYP.) RT TYP. — R39' // ° o 22.5 BEND � FREESTANDIN "NO PARKING FIRE CG-3 1.5" WATER R1\ I R253' LANE" SIGN METER o // C� R24' 2 FORCE AIN I \ I CG-2 6 (HDPE IPS DR-11) R203' �� \ \ I (8) 6" RISERS I 3 WITH HANDRAIL 4 DITCH E .25° \ \ 1 FIRE LANE -CURB 11BD ENo e o (PAINTED YELLOW) ° l - V �7 Rio, 6' o / AMPH THEATER SEATING 0 0 ° o ° o a o , v o ° o 0 1� D FIRE`LINE 'D' L_ - v r - - 4.75' - - - - IV o ° CHAIN LI FENCE 1 LEVEL BRICK VAULT 'c y SCHOOL FACILITY \ \ JACK JOUETT M.S. ' / / CRAJG W J, KOTARKi 3 ' t%LMjffk66#OOR 4.25' X 3.95' PAD TOP=562.85' BOT=555.53' TOP=562.78 _ A ' (W) METAL DOORS (2) Z", CG-12 CONC. y TRANSITION e' FROM 4' TO 5' SIDEWALK ® / WATER VAULT ZZ / ALERT STRIP WITH BLACK COATING DOMESTIC WATERLINE 'E' ° - - BASKETBALL COURT (94' x 50') / COLUMN (TYP.) ° ° o ° o _ - �/ CRITICAL SLQPES FIRE LINE 'A' ° - - / / / T P.) ° - FIRE LINE'C' MATCHLINE SEE SHEET C4.3 _ o ° 74.8' — ..NO PARKING FIRE LANE" SIGN / Lic. No. 0402048507 It CONNECT TO }' \ EXISTING)RI V T `70JNAL 3' W DBL G /MANHOLES\� METAL DOOR % ALERT STRIP W/ CANOPY (2) 6' 8"(W) WALL \� o / N 0 >E CONC. \ / + MHS LL, 6 E / TOP=562.67' W '> 3 a �P INV. 1N=554.9 8" H +; INV. OUT=S 4.82' 8" (TOPS) o i ^ > W O ro V) 0 j .0 Z U)� a P / 06 a�o� \ zH lc� z cn � ~O cn a � X / � W 6 I p w cn / o a :3 � O Z �v>� z0 }mow \ ~ c m � z O \ O CHAIN K FENCE a v 6( + CDLu O \ / O GREASE / v TRAP (2) \ J) / P /� o F \�/ o \ / o 000 N N N O O O W / < m Q N ,N IN �i Ln O M 11 / z0 0 0 0 CO yam Oc! DATE + 00112112020 NOTE: A KNOX BOX WILL BE REQIUIRED FOR THE BUILDING. a CONCRETE SIDEWALK d HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT SCALE 1 "=20' \\\\\/\\\r\\\// MULCH NOR 0 20' 40' --Dow- DITCH DRAWN BY K. MELLON • DESIGNED BY • K. MELLON • CHECKED BY • C. KOTARSKI • • SCALE 1"=20' Lu 0 I —I V Z z O Q z V 1 J O U Lu J J z 06 Lu r� a � V 0 0 z Q V 1 O m JOB NO. 44523 SHEET NO. C4.2 L 74.8' "NO PARKING FIRE I " LANESIGN 151.3'--------------- 26— —-------MATCHLINE U J� 167.7' LAN E PARKING FIRE SEE SHEET C4.2 LANSIGN 22.5- + 4b- /J� _ U W FHA 6 BJF�D 25x25 SANITARY SEWER PUMP �I 22.50 BEND STATION EQUIPMENT YARD 26' "NO PARKING FIRE LLI LANE" SIGN I R10' GRGUARDRAIL -2 / DITCH D I a DOMESTIC WATERLINE'E' FM 26' R10' 100.5' 6" GRAVITY LINE R36' (PVC SDR-26)10, / SECURITY FENCE "NO PARKING FIRE v � % a LANE" SIGN BOLLARDS 100.6' "NO PARKING FIRE / \ (ENSURE THAT 5' SPACING ALLOWS LANE SIGN MINIMUM ADA PATH) "NO PARKING FIRE „ "NO PARKING FIRE SWM2 \ CG,6 o LANE" SIGN LANE SIGN NO PARKING FIRE / \ \ p - v o o ✓„ - o - o LANE" SIGN "NO PARKING FIRE \ R30' FLUSH CURB R30' LANE" SIGN VDOT GUARDRAIL / / G R-2 / R56' R56' CG-6 / NO PARKING FIRE „ LANE" SIGN MATCHLINE SEE SHEET C4.1 / / / / / / / / / DITCH G �� 1�' WPO BdFFE� / A�'PRO�IMATE S AR�F OBSERVEaSTREs4M FLOIIA' NOTE: A KNOX BOX WILL BE REQIUIRED FOR THE BUILDING. / EPHEMERAL STREAM PAL USTRINE FORESTED WETLANDS Xxx X X X x x V x XXxxxxx / / / / LEGEND: X X X X x X x x x X-,XXXX x X XX X X X x PERENNIAL STREAM / / / / / / / / / / / / / / CONCRETE SIDEWALK X x / / d HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT 8 AL�,"=20' / \ MULCH Vol DITCH / 4r110`� ri Q CSC W 7. If 9FARSKI Lrc. No. 0402048507 a a � z U)> m O LL 0 3: z ' U) w 0 0 w z O U zw O 2: U Z U w 0 O Ouz O O 0 0 0 N N N W 000 I-- N N N Q M N U) 0 N + i O M 11 O O O DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=20' JOB NO. 44523 SHEET NO. C4.3 a f .N U C N N 0 m t 0 n a a co cu v cu a O 3 L c Y a a 0 0 N 0 N U) c 0 a O LL 3 z J a _ _ - _y Y-1NOTES: A TRANSITION TO - - 1. 2:1 SLOPES ALONG SOUTHERN BOUNDARY OF SITE SHALL BE CONSTRUCTED' 1REE�/�/E _ \ CHAINLINKFENCE GRAVEL FROM PAVEMENT \ \ . WITH ON -SITE SANDS OR SELECT IMPORT SAND. THESE SANDS ARE TO BE \ BENCHED FOR COMPACTION PURPOSESTHESE SLOPES SHALL ALSO BE .r %A tv 10 (H) WATER VALVEBOXES EP �° VEGETATED AS SOON AS POSSIBLE TO PREVENT EROSION. SEE GEOTECHNICAL (7 - \ ` _ - \\�/\ _ _- , \ \ \ - , \ \ \ \ \ \ \ W/3"METAL BOLLARDS (5) - i REPORT FOR ADDITIONAL DETAILS. _ - - _ _ _ _ _ _ _ - - - - y� / /- - \ \ � / I 2. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE DISTURBED WITH ;• _ \ / \ \ -� ,� \ \ 1 - - - - - 'I w ` , \ SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. C iiW J• v.,9FA tSKI _ `, _ _ 3. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE PRESERVED WITH Lic.No. 0402048507 O I - \ SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. \ 4. CONTRACTOR WILL NOTIFY ALBEMARLE COUNTY INSPECTOR, PROVIDE �' OPPORTUNITY TO REVIEW LIMITS OF CRITICAL SLOPES PRIOR TO DISTURBANCE. r 555 �1 I - / (BATTING CA 5. CONTRACTOR MUST MAINTAIN RIBBON/STAKES THAT DELINEATE CRITICAL O"IA1, SLOPES NOT TO BE DISTURBED FOR THE DURATION OF THE PROJECT.' DITCH A 6. PRE -CONSTRUCTION STAKED/FLAGGED LIMITS OF CRITICAL SLOPES TO BE - - _ CR/II —III I -D- ISTURBED NEED NOT BE MAINTAINED ONCE THE SLOPES ARE DISTURBED. EG -- - - -- _`GRA f �_ - l- \ LS"EAM(Ml N oT/CAZ — E Ix" bARIABL WIDTH \ �\ \\ 3 ------ \ > E STORMWATER \ \ \ _ - - _ \ \ \ \ \ \ \ FAC�ILITY\E\ASEMENT \ \ \ \ _ - \ w > - _ \\ \ \ \ \ \ \ \ \ \ \ \ \ 405 LF\OF 96'`CMP \ /� \ \ \ \ - M \ Q LL ----_� \ \ \ \ \\ \ \ \ 0.15%SLOPE \\ \\ \\ \ \ \\ 309 \\ \\ ------ - 0U_ o^ g > LINDER�20UNQ \ 537 \\ \ \\ --- Q�� o z �> a \ \\ \ \ \ \ \\ \ \\\ \\ \\ \\DETENTION (SWM1) \ \ 536 \ \ \ \ \ \ \ ` I - ov o \ \ \ \ \ > o N a aS \ \ \ \ \ ERFORATED PIPE s \ \ \ - _ ` _ _ _ - _ _ I - z \ \ \ \ \ 57 \ \ � \ \ \ \ z ~ 7 U W � w c5` \ \ — \ \ \ \ \ \ < OG Q) LL W � z 301 UNDERGRAIN cf)— w _ 58 SU\\\\\\ �O z43 U 550- � O w _ 535 \ \ \\ \� S `s _ — — — Q) O z U ------ - Qp _ 00 ;I- - � CDLu Ov Z) 2O 34 U 20 \ 205 o CD - 0 201- �% \ \ \ \\ \�\ \ \ \ \ \ \ \\ \ \ \ \� \ \ \\ \\ \\ \\ \\ 02 204 •\ \\\ �\\ _ S — — — _ I — — c� ®�L if)° ° ° p o N o \ —\ 208 — 535 \ \\ \ — _ `SIT _ - w w 000 --___ ____-_ --- SEESH ET 1 - \ v < N�o ` / \ _ M - Ln - - - - - - - _ \ - - _ \ 536 \ \\\\ \ �_\\\\\\\`\_206 ---- - 5 I _--- - - ---- c z0 000 \ \\ \ \ \ `C \/ \ S \ ` \ \ \\ \ \ \ \ �\ \ \ ♦� \ \ \ \ 53 _ - DiDATE -W------- - - ---- 209 W _-_ --- - --p _ > 0 01/21/2020 \ \ / \ \ \ \/\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ° \ - \ �\ - �v - - } DRAWN BY ` \ \ ` \ \ \\ \ \ \ \ \ \ �� \ ° - _ - 540- b — ° w - K. MELLON \ \ \ \ \ \ \ \ \ WEIRPLATE \ \ - ° ° o ° — �- - \ DESIGNED BY 109 \ °�--------- ° ° o • K. MELLON \ \ \ \ \ \" AC ESS'FtI,SER \ \ \ \ \ \ ' - _ - _ ° v a o ° o _ _ CHECKED BY \ \ y \ \ �/ WfTH D T MH 'F \ \ _ _ v - o - ° - ° _ _ - - - - - - - • \ \ \\ \ \/�0 BENCH(N6 R1U1 D\ it \ \ \ \ \ \ \ \ \ \ \ \ TOP ZYP.)\ _ _ v - o °- - - - - - - v \ \ \ \ � \ \ \ \ \ \� \\ \ \� \\ \ \ o \ \\ \\ \ o o ° ° - - _ - _ • C. KOTARSKI \ ?�° • • SCALE \\ \\ \\PeS -'94ARIEE\TC FQRIBET LS\\ \�\ \ \ \ \ \ \\ \\ \\ \ \\ \ \\ �\ \\ \\ \ _ _ _ __` o ° _- ---(� __---- o ° `\\ \ \\\\ \\%\y\\\ \\/\ \\ ��\ \\ \\ \ \ \ \ \ \ \ \\ \\ _ \ \\ \ `535` ` ----=o o- o- ____- _-_-___--=--�_- - __ __ - 5370 • 1"=20' Lu — MAIN LEVEL FFE:537.00'----'- ---------- - - U)---- � - � � - =o --� -� � - • IN, U i MAIN LEVEL FIFE: 537.0Q_ Q I Lu \sue MATCHLINE SEE SHEET C5.2 (IrP\16RRINAG�LB�\ ME <\/\ \\� 20'\ \ _ _-------------------_______ _ — - _-- _-- - - - - -- O ; \ \ \� \ \��\ \\\\ \ \\\\\\ \\\ \\ \\ \\\ \ / � \ °vim -———-- — — — ------— __-- -- —--------------------- — Q (�n \< _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ _ \ _ _ - _ _ _ _ _ - - _ --D�T6H-D_ - V �? ----- - - _ SEE SHEETC5'1-- > II 1 1 1 1 I 1 \\\\\\� I \\\ \\\ \ \ \\�\y��, \ \ \\ \\y\�\ \ \ \ \\ \\ \\\ \\ \ \\ \ \ ,703 — — —520- \ - _ z I —I 704 \ _ _ - - - - - - - _ — - - - - - - - - _ ° Lu U C) LATE, \\ �� °� - -- - - - -- 3 ��v//�� \ I 1 1 1 1 1 1 I \ \ 1\ \ I \ \ \ \ \ max \ \ \ \ \ � y \ \I\ ` � \ \ / \ \ \ \ \ SQUASH_C-0L4RTS FIFE: 513.00 - - - - - - _ _ a _ J � 1 1 I 1 1 \ _ \ \ma's\\%� \ \ \ \ / \ \/\ \ \ y \ \�� \ \ \ - - - - -- ----- ° - --- --_--- _ w 1 1 1 111 1 \ 11 I I I I I`111\ 1 \\ \\\\\\ \\\\ /\/ \ \\\\�}./\ \ \\ �/ X \ \\ \/ \ \ \ \ \\ 4 LOWERLEVEtFF-E:--517.00' __------- _ s I —I Q z 1 1 \ \�\\y\\\� 1 I I I I I \ \ 1 I \ \\ _ -- - - - - -- � � 05, \ 510 -- 1 D3 \ 440L1<QF96"GMP — ^ - _ \ 401 _ \ \ I\ \ \ \ \ \�\ \ \ \ \ \ \ \ \ \ \ \ \ \ UN1,ERGRC�UND� - - - - - - - - _ _ I 1 � \ _ _ 516_ \DETENTION ,�SWNr2).-40 - I \ \ \ \ \\ \ �� \ \ \ \ \\ \ \/\ \ \ \ \ \ \ \ \ \\ STQRMWATE-R- %�\ \\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ FACILRY EASEM T - I EN _ 403 '— 402 --_—`�------------ /�--` JOB NO. -FILL SLOPE BENCHING REQUIRED _ _ - _ - - _ _ \,��/\/\\ \ \\ \\ \\ \\ ORALL_PROPOS-ED-2�1SLOPES ----_ - - - -5 - - --_ __-------- ,/ / ,/� 44523 � \ \ \ \ \ \ \ X �� \ \ \ \ \ �� \ \ \ \ \ \ _ _ _ - - - - 05 - - _ _ _ - _ _ _ - - - - - - - - - - - - - - - - - - - - - 1 1 \ \ \ \ \ \ \ \ \ \ \ \ / / SEQSHft -5.2 FOR DETArL SHEET NO. 20'? / \/ \ ' - _ �6"-ACCESS RISER1NfT�i - - - - - - - ' `_V_VOTMH-TTOP'('TY-P-) _ _4 — 500 — — ------ - -- �'�i i��i/ _ _ C5.0 0 c U C � a 50 oW C5 z mp 0_ c 2 T � (0 � a c o os � a0 O� C� 3U) zN O- o. x o r ' 0 o .3 a 0. M N y U O o Y2 co c Y U 0 a � c U N a 6 N a co �U 0 c 2 o a L c co Nc U O c U m Q� N N t H. L Y T a 0 N O N c 0 a 0 a NOTES: 1. 2:1 SLOPES ALONG SOUTHERN BOUNDARY OF SITE SHALL BE CONSTRUCTED WITH ON -SITE SANDS OR SELECT IMPORT SAND. THESE SANDS ARE TO BE BENCHED FOR COMPACTION PURPOSES. THESE SLOPES SHALL ALSO BE VEGETATED AS SOON AS POSSIBLE TO PREVENT EROSION. SEE GEOTECHNICAL REPORT FOR ADDITIONAL DETAILS. 2. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE DISTURBED WITH SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. 3. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE PRESERVED WITH SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. 4. CONTRACTOR WILL NOTIFY ALBEMARLE COUNTY INSPECTOR, PROVIDE OPPORTUNITY TO REVIEW LIMITS OF CRITICAL SLOPES PRIOR TO DISTURBANCE. 5. CONTRACTOR MUST MAINTAIN RIBBON/STAKES THAT DELINEATE CRITICAL SLOPES NOT TO BE DISTURBED FOR THE DURATION OF THE PROJECT. 6. PRE -CONSTRUCTION STAKED/FLAGGED LIMITS OF CRITICAL SLOPES TO BE DISTURBED NEED NOT BE MAINTAINED ONCE THE SLOPES ARE DISTURBED. CHAINLIN ENCE 1 ' (H) + OO CONC. BASE O \ MATCHLINE SEE SHEET C5.0 6" X 6" WOODEN BOLLARD (16) I O \ EP I \ \ ®O a ASPHALT ROAD /ACCE \ 1 LEVEL BRICK SCHOOL FACILITY JACK JOUETT M.S. ' 3't%&EftW OOR 4.25' X 3.95' PAD TOP=562.85' BOT=555.53' \ TOP=562.78 _ BOT=555.18' ' (W) METAL DOORS (2) \I I i \\ O 43'X16'�� 7� / \CtiONC. PAD I Fp / ' - _ G BA TING CAGE I \ \ \ \ l l / \ ON w BM SET WATER / DITCHA�---->---_j \�\ \ I _ \ / I ELEV. �s _ / VAULT _ _ \ _ TOP 556.94'/� SEE 3F,r n �_ ��E __-----/-- \\ - INV.=553.87'8"PVC (SE)do� \ O�� I / ALERT STRIP \ \ I� ss9 G a \ \ CONE. BASES 24 n ROW ARA4aUR ' \ N. cP-- INV.=553. f5' 8"Rv_C _ _ a 91RDHOUSE s ' _ _ \ EX1 _ 81 `, G'o _ _ 557 43 �s v v v ` v v / 239 811W\ \ \ \ V.-554.10 - Ilk s Vo 555 / \ CL �34 \ \ \ \ \ FIBER VAULT 235ro//^b`rci`s'SsV, 554 � 238 I S - _ \ � _ 553 I ' / 236 � �L � ` ITC'0F 'r' SEE SH ET C5.1 m 3 / \ \ - __-------- LO s l \ 5S0 W 209 v 232 =_ ° _ D a° - -_� \\oo\ �� '� S DITCS�E/v - - 40 SEEEF C _ / \ _ - 5370 535 _ s - - ----- - - - ---- - - _ __ _-- - - - -- _-------- _ - --_ - ----- _ - `� \� \ \ \\� \� \ �- CRITICAL SLOPES MAIN LEVEL FFE:537.OQ� fT P.) _ 41 r _ MATCHLINE SEE SHEET C5.2 3' (W) DBL METAL DOOR W/ CANOPY (2) / 6' 8"(W) WALL CONC.. 5 � GREASE/ / TRAP (2) / 'CONO� I SCALE 1 "=20' 0 20' 40' FIBER VAULT � I / / \G_O / \ ALERT STRIP MHS TOP=562.67' INV. 1N=554.9 8" INV. OOUT­-54.82' 8" (TOPS) +/ DRAINAGE AREA TO DITCH A = 0.37 AC C= 0.51 TC= 6 MIN 1(2)= 5.0 IN/HR Q(2) = 0.51(5.0)(0.37) = 0.94 CFS 1(10) = 6.6 IN/HR Q(10) = 0.51(6.6)(0.37) = 1.25 CFS V(2) = 2.35 FT/S (ALLOWABLE VELOCITY = 5 FT/S) D(10) = 0.50' GRASS LINED DITCH 1.01 n = 0.035; SMAX - 2•6% �-� ry• DRAINAGE AREA TO DITCH B = 0.14 AC C= 0.35 TC= 6 MIN 1(2)= 5.0 IN/HR Q(2) = 0.35(5.0)(0.14) = 0.25 CFS 1(10) = 6.6 IN/HR Q(10) = 0.35(6.6)(0.14) = 0.32 CFS V(2) = 2.49 FT/S (ALLOWABLE VELOCITY = 5 FT/S) D(10) = 0.28' GRASS LINED DITCH � 1.0, n = 0.035; SMAX - 7.4% 'Liy � SMIN =3.7% DRAINAGE AREA TO DITCH C = 0.52 AC C= 0.35 TC= 6 MIN 1(2)= 5.0 IN/HR Q(2) = 0.35(5.0)(0.52) = 0.91 CFS 1(10) = 6.6 IN/HR Q(10) = 0.35(6.6)(0.52) = 1.20 CFS V(2) = 2.65 FT/S (ALLOWABLE VELOCITY = 5 FT/S) D(10) = 0.48' GRASS LINED DITCH 1.0' n = 0.035; SMAX = 3.7% IV SMIN = 2.8% DRAINAGE AREA TO DITCH D = 0.08 AC C= 0.50 TC= 6 MIN 1(2)= 5.0 IN/HR Q(2) = 0.50(5.0)(0.08) = 0.20 CFS 1(10) = 6.6 IN/HR Q(10) = 0.50(6.6)(0.08) = 0.26 CFS V(2) = 3.97 FT/S (ALLOWABLE VELOCITY = 5 FT/S) D(10) = 0.31' GRASS LINED DITCH 1.01 n = 0.035; SMAX = 29.8% IV SMIN = 1.3% DRAINAGE AREA TO DITCH E = 0.12 AC C= 0.40 TC= 6 MIN 1(2)= 5.0 IN/HR Q(2) = 0.40(5.0)(0.12) = 0.24 CFS 1(10) = 6.6 IN/HR Q(10) = 0.40(6.6)(0.12) = 0.32 CFS V(2) = 3.36 FT/S (ALLOWABLE VELOCITY = 5 FT/S) D(10) = 0.30' GRASS LINED DITCH n = 0.035; SMAX = 16.9% ry 1.0 SMIN = 2.4% DRAINAGE AREA TO DITCH F = 0.03 AC C= 0.35 TC= 6 MIN 1(2)= 5.0 IN/HR Q(2) = 0.35(5.0)(0.03) = 0.05 CFS 1(10) = 6.6 IN/HR Q(10) = 0.35(6.6)(0.03) = 0.07 CFS V(2) = 1.76 FT/S (ALLOWABLE VELOCITY = 5 FT/S) D(10) = 0.15' GRASS LINED DITCH 0.75' n = 0.035; SMAX = 8.7% I SMIN = 5.7% DRAINAGE AREA TO DITCH G = 0.44 AC C= 0.35 TC= 6 MIN 1(2)= 5.0 IN/HR Q(2) = 0.35(5.0)(0.44) = 0.77 CFS 1(10) = 6.6 IN/HR Q(10) = 0.35(6.6)(0.44) = 1.02 CFS V(2) = 4.41 FT/S (ALLOWABLE VELOCITY = 5 FT/S) D(10) = 0.55' GRASS LINED DITCH n = 0.035; SMAX = 16.0% ti' SMIN = 1.0% if DITCH CALCULATIONS No Scale rD w Q CRAJG W J. KOTAR� Ki Lic. No. 0402048507 kSY'1'05NA' M E O O rn � N � N � iE E W U Q L-LLL o a 00 a� a v o z v> a ,ED . - u, O W O �a c�Wo z z cn � �`Qw U wn LL 'Q za�o LU O �u >� p U w = � F_ a U�0� } O N j O a M O z U 00J �Lu Oz U F_ O U O O o cc 0 11,E N N N L w 00 r r,4 0 N p N +1 0 Q M I;j- L1 zz 0 0 0 DATE cn 0 0112112020 DRAWN BY K. MELLON r • DESIGNED BY • K. MELLON • CHECKED BY • C. KOTARSKI • • SCALE 1"=20' Lu 0 I --I Z � z O Q z a (W1� I � V m�z Z I --I J O Q Uuc� w J J W ,^ 1:0v Paz v Q C z (D Q V 1 O W JOB NO. 44523 SHEET NO. C5.1 6 f U N 0 0 0 a 0 0 co cu v m c a 0 3 C L- 0 a� Y co 0 ao 0 N O N LO 0 0 a a) 0 3 Z J a U� i a� ca ca 0 Cl) N LID It 5t co 0 V) L ` ` \ — — — — —525— — — — — - - - - - MATCHLINE SEE SHEET C5.1 ` ZAIN FENT \ \ ` - \ \ \ /\� \ \ \ \ \ \ \ \ o - — - - _ 09 / ---- _w \ y \\ \ ---_ ---- ---------- = \ I 112 _SEE SHEET C5.1--__ - - - ��-, 1 \ \ y —520- — — — - ` `\ ��` ` `� \\ \ \ \\ \ \703 - — — _--------__--- IN, 018 704 7 _\ LATE\ ------ --------- ------ -- ---__ - — — — 3 M _ - _-_ // _ \ Lu ° \ \ SQUASH -COURTS FFE_513.00' - - -o _ � a _ _ - - _ _ _ _ — \ ` d _LOWER LEVEL-FF-E_517.00' / _ _ _ _ \ ° \ _ s \440L`FQF96" GMP � N - - _ \ � 401 _ — — �6 � � - -- - _- / , /- - _ _ _ / � � � / \ \ \ \ \\� UNQERbRQUND` _ _---___ — ------ —51 - - _ _ _ _ / p5 \ ` ` \DE1 NTION 4SWI%2� \ _ — — — _ — — �6- 5 \STQRMWATE-R- \FXCILITYEASEMENT - '-_- - - - - S _ _ - _ _ - --___ -------- -'-- - - - _ - \ \ _ _ _ - - - _ 403 — — — — ✓,% \ \ \ \ -FILL SLOPE 6ENCHING f�EQIlIRED X �\\/\/�\ \�\\ \\ \\\ \�\ �SE�SHEEOft ALL- aS�E2F01SLOPES ---- - - - -505\� \/\\ `\ \ \ _-`--36 ALCESSRISER1NiT�i- --- - - - -- -- --- — �. _ - _ _ _ - _VJ)OT MH-TOP'(TYf'-) — _4 — 0 — _ - t -- — -- -- — --- �- - — 50 — '�\�MATCHLINESEE SHEET C5.0 _---_____ --- --- - --- - ---------------------- -- 114 ------ ---- 495 ---_ - --- ---- - - - - -- x-, 0110 ` G 1>11 49 Nk_ \ \ \ \ \ \ \ \ — — — — — — — yc \ DI 1404- � 475 /- --- - - - - -- - �-�_- 10 WPOBfJFFE / -460 AivRO 1mA7E�sAR/OF G RIFLOW' / / / / / / / / / / INSET — — — — — — — — — — — \ EXISTING EMBANKMENT, PROPOSED 2:1 SLOPES BENCH PROVIDED AFTER 20' VERTICAL FILL MAXIMUM \\__ - -- -- _/ /_ % / / /� / ` \/ / / / r--—— —SLOPE BENCH — — — — — , SWALE G CROSS SECTION 6 BENCH WIDTH — —' --------------- /� \' / / / / / I OAS I - ' - - - - - - - - - - - - - — x x x I 01 ' — — — x x x x x x x x x \ / / / / / / / / / / / L---------------J LO' x x x x \ / / x x x x / x x / / PERENNIAL STREAM PROPOSED 2:1 SLOPE EPHEMERAL STREAM , / / / x I / \ j '/ NOTES: PALUSTRINE / /'I I < \� /��� / 1. 2:1 SLOPES ALONG SOUTHERN BOUNDARY OF SITE SHALL BE CONSTRUCTED FORESTED 1 \ /� �� �� / / / / WITH ON -SITE SANDS OR SELECT IMPORT SAND. THESE SANDS ARE TO BE — WETLANDS x x BENCHED FOR COMPACTION PURPOSES. THESE SLOPES SHALL ALSO BE VEGETATED AS SOON AS POSSIBLE TO PREVENT EROSION. SEE GEOTECHNICAL L_ — �06 0.5' AVG DIA. RIPRAP _ _ _ _ r / '/ / / ' / / / REPORT FOR ADDITIONAL DETAILS. 2. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE DISTURBED WITH ` 2 WIDTH 1 A 3S 5I Al x x \ ` ��' '' // / / / / SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. / 3. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE PRESERVED WITH WIDTH 2 = 15.75' x '� _ / _-_� _ _ _ _ �; ;�_ _ / / EXISTING EMBANKMENT / - - - / _ _ - / SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. LENGTH -_ 'x x _ / / _ / i,— _= -=>= _-___= _ DEP �` 1 _ i� �' ' ' '%-� - - -_ / / / / / / 4. CONTRACTOR WILL NOTIFY ALBEMARLE COUNTY INSPECTOR, PROVIDE - _ j , , , , ��, - ;% �/ _— _ _ -/ / / / / OPPORTUNITY TO REVIEW LIMITS OF CRITICAL SLOPES PRIOR TO DISTURBANCE. SCALE 1"=20' / / 5. CONTRACTOR MUST MAINTAIN RIBBON/STAKES THAT DELINEATE CRITICAL % - = ' - --� / / / / / / / SLOPES NOT TO BE DISTURBED FOR THE DURATION OF THE PROJECT. 0 20' 40' ��-'- , -- ��/ -- - - / / / / / / / / / 6. PRE -CONSTRUCTION STAKED/FLAGGED LIMITS OF CRITICAL SLOPES TO BE FILL SLOPE BENCHING /%'� / ' / i ' / / / / / / / / / / / DISTURBED NEED NOT BE MAINTAINED ONCE THE SLOPES ARE DISTURBED. No Scale .11 Tr r �PI Q CSC W J. IfOTAItSKI Lic. No. 0402048507 TIO `�1101 A M E O 0 O� V N � E E LuU. U. o w 01 YJ L M Qa J U c0 J—Ln H W C:) N L X Ln U j Q . c "n rn O n, a M a 00 J a a � z cai) > a O LL p z V) w O 0 w F_ O 2_ z U 2:w z O � > O � O W U � >_ O z O O O O N N N w 0 0 0 Q M I\ U) p N i O M L1 1010 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=20' W 0 � z 0 z a Q w M > CD W �Zz I --I J Uwo J J � 0-6 W m `f '^ r� a z V ~ C) z 0 co JOB NO. 44523 SHEET NO. C5.2 0 U C m a �O O5 5 z �o 0 T � �o a a0 O� C� 3U) Z N 02 �a �x H o o r ' 0 Q� o .3 a M fV N 0 YL co = Y U Ea :_ U N a �U 00.� o a L CuN CuC O O U �o n o c 0 Y a a 0 N O N U) c 0 a O a 3 z J a \\ // \ \�`___--- %REE,L/NE TRANSITION TO ---\ \/ \ \ / / / / \ \ \ - - - CHAINLINK FENCE GRAVEL FROM PAVEMENT \ 10' (H) WATER VALVE BOXES , W/ 3" METAL BOLLARDS (5) i _ /_ _ - - - - - -- _ �� \\ \q ------�------ - ONC PAS -/-�-- -----� - -- - - -- 555��/ �' 1. �- / (BATTING CA - - - - - - _ - 1- - - - - _ FG - - - IM12' I I I I GRAVELAC4SSROMP \ \ \ �� 555 --- CR/T/CALS \ , \ -- II\ _ I _ I _ - -� --- -\- - \- _ _ _\\ N 550 545 / 534. 3' ` \ 537 536 `\ `� \ � \TC 536.45' \ _ J / \ \\ `\ \ \ \\ \\\ 1 \\ \\ `\ \ ` TC 56.64' -- - -- 536.57' - TC \ \ \ \ \ \ ` \ ` \ ` �535.39' \ 535-1 \ \534.24'-- \ \ \ \ \ \ \ \ , , \ \ \ \ \ \ \ \ \ , \ F�iM \ \ \ \ \ TC 535. TC - - _ \\ 535.� 4.2' TC TC \ -5 4 93' \ - - \ 545 535 TC _ - T 5 6.76' - NOTES: 1. 2:1 SLOPES ALONG SOUTHERN BOUNDARY OF SITE SHALL BE CONSTRUCTED WITH ON -SITE SANDS OR SELECT IMPORT SAND. THESE SANDS ARE TO BE BENCHED FOR COMPACTION PURPOSES. THESE SLOPES SHALL ALSO BE VEGETATED AS SOON AS POSSIBLE TO PREVENT EROSION. SEE GEOTECHNICAL REPORT FOR ADDITIONAL DETAILS. 2. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE DISTURBED WITH SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. 3. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE PRESERVED WITH SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. 4. CONTRACTOR WILL NOTIFY ALBEMARLE COUNTY INSPECTOR, PROVIDE OPPORTUNITY TO REVIEW LIMITS OF CRITICAL SLOPES PRIOR TO DISTURBANCE 5. CONTRACTOR MUST MAINTAIN RIBBON/STAKES THAT DELINEATE CRITICAL SLOPES NOT TO BE DISTURBED FOR THE DURATION OF THE PROJECT. 6. PRE -CONSTRUCTION STAKED/FLAGGED LIMITS OF CRITICAL SLOPES TO BE DISTURBED NEED NOT BE MAINTAINED ONCE THE SLOPES ARE DISTURBED. ----------------- TC 1.34' TC 541.43' 541.19' "' � T� / \� 541.38' \ \ cv \ fC \ \ TC 542.17' � � ` � � � \ \ 54 '\ 542. \ 8" w TC \ TC v' \ ` 542.00'� _ TC - 544.84' - - - 546.70' 546.0' --- _- TC \ \�----------- I I I I TC� �_ 535.03t_ \ TC Q ---_ I ___--- 546.23' ` 534.79'----------535.92' - - ° TC - - co _ 536 � `� \ _�\ \ \-------- - - - - -- -__-_ ce) \ / \ ` ` `\ \ \, `\ `\ ` `\ ` ` \ ` \ \ �- `\ 535-------T-e -536.01' � s - 546.13' \ \\\ `\y\>/\ ` \ \ \ \\ , \ S"O \\ \ \ \\ \\ \ ` 536.90 �\ \\ \ \` W-----------------HIV W 586- \\ 537.00' \ -_, o v \ _ _ _ _ _ v535 5.83' ° o - °- - o o o ° 537.00 _ ° o \ \ \ `\ rkl� SL�L' Oy BENCHINb R1 U1� D\/ % `\ ` \ \ \ \ \ \ \ \ \ , \ \ \ \ - _ - o o _ _ ° _ - _ jNALLP=L\TZ 2:�SLtSPeS h \ \�\ \ \ \ \ \ \\ \ \\ \\\ \ \ `\ \\ `\ \ \\ \\ \\ ` 00J TC ° v_°-�=� a 537.00' _-- - - ----v o co- \ S'4>$PIFQR'QE LS / \� \ \ \ \ \ \ \ \ \ 53Z �° \ \ \ \ \ \ \ \ \ \ 537.00' U 1537.00' \\ \ \ \\ 534,,37 �\\ \\ \ \ \ ,\ _ -_-- >1>11\\ \\ \ '�\%` \ `� \ \ �\ \ `� \ `\ \ \\ \, \ \ 53691' \\ \ MAIN LEVEL FFE:537.00' ---_---1_-_- (i�_- \ \ _ _ 537.00' J - - _ Lij \ \\\\ \\ >0\%/` \\ / ` \ \ \ / \ \ \\ ,� �\ \ \ ` \ \\ ` \ \532.91'\ \ \ _---_ -----------_ \ Ix- BSA _ v) I ,� 532.-a1' ` ` -_- I 537.00'J /\\`\\�,/\\ \ \ \ \ \ MAIN LEVEL FIFE: 537.00_ / 525.T--------_ v \5255.41' \ J , \•\\\<-< j\ \ ,o \ \ MATCHLINE SEE SHEET C5.5 ------ --__--------_ I ---- 537.00' / f \ _ \ / WpEs- \ TC I I I I I I \\\\\ 1`\.'00 � \ \\ \�\/\�/ \ \`\ \ \`\ `\ \ \ \54.6.30' %/ _516.90' °�-------------------- - _ -- ---_ 517.43' --- _ \ ` \ \ y \ 516.2 - - - - - - - - - - - - _ _ - _ _ _ _ - _ _ _ - - - ' - _ RIM `\\ \ \/\y \ / \ \ \ \ \ RIM - - - 520- 1111 11 111 1 \\\\ I \ Te- \\\\�\�C�`9o\\ \ � `\ \' - �\/\ `\ `\ � \ \ � y\ \\\ \ \ \ \ C 534 \ TC _ _ _ _ _ _ \ \ \ 56� \ \ 51%2' 516.69' ___ - I \ 1 \ I y\ \ \ \ \ \ y \ \ / \ \ \ Tc \ SQU_ASH_C-0L4RT FFE: 513.00 _ 1 1 I 1 \ 1 1 I I 1 1 \ \ \ \ \\ \ \\ \ \ `\ \ \/ \ ` \ �/\ \ may\ / ` \ \ \ \ ` \ \ 5167(X \ v TC - - - - - - - - - - - - \ \ \ \ - - - 516.89' � - _ ` LOWER LEVEL FF-E�517.00' \ _ y o-------- °�516.69- - 515.84 FCC517.00� - 515.831�- I %\ `\ \\x \\ \ \--__ -- - --- - - - - �� `sc� 517.00' ---517.00' cS`2s 6' \ \ \ \ \ \' \ \ / \ x/ 510 - - _ ° - TC- 1 516 .51' _ _ °-- -_ '- - 5J6_28' O -516.a6'-- I'l y _ _ TC / -515.9 TC TC I I 1 1 I 1 I 1 I 1 \ �\ \ \ \\ \ \ 1 1 II 1 1 // \ \>/� \/\\\ \✓ \`\ \ `\ `\ \ \\ `\ �\ `\ \ `\ \\ \\\ _ - - _-___ -'------------- or -FILL SLOPE BENCHING REQUIRED „� 1 \ \ \ \ / \ \ \ SFA E\ 1 -2q \ \ \ \ \ \ \ \ \ \ , ` \ \ \ %� \ \ ` \ X \ \� ` ` \ ` \ \ . \ ` \ \ \ ` OR ALL PROPaSf 0.2 -1 SLOPES - - - SEF,SH`El`C�5.2FORDErAfC___--55 541.33 - - - - - 538.36' T2' -TG- - 38.12' - - - 538.10 � ---- 7C 3--�� - -1 535.t'- r r�I ON rfiv O CRAIGW 1 IfOTARSKI Lic. No. 0402048507 TIO .`101VA M E O 0 O� V N � N C > E w °� •E Q LL w 0 w O YJ L M a J U co wJ-Ln ry a > o N Ur Lu N ;E � Ox �Q LL oC � c U j a c "i rn O N � M a � cO J ko � a a � a > a z cn O w 0 66 z V) w p0w� z U w zO 2: > oho Lu U O z O 0 0 0 N N N Lu O O O Q M i\ Ln p N -i O M L1 1010101 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=20' JOB NO. 44523 SHEET NO. C5.3 50 O� c� z Qo '22 0 c 2 T � (0 � a c o a0 O� C� 3U) zN 02 x o r 0 0 o .3 a 0. c M fV U 0 ot Y 2 m '�5 co c Y U E � a � c U � a Na m �U 0 c 0 0 m � a L c rn co c o c 0 (0 n o 0 � L CHAINLIN ENCE 1 ' (H) + \ b � FIBER 1 LEVEL BRICK VAULT SCHOOL FACILITY 'JACK JOUETTM.S.' S // 3' (W) DBL G �\ 3 ' t%LMEk66#OOR 4.25' X 3.15' PAD TOP=562.85' BOT=555.53' TOP=562.78 _ A ' (W) METAL DOORS (2) \I I 561.4 ' TC-BC TC 561.62' 1.93' CONC. v C-BC TC 5 .44' 561,89' IZ 55' \ 43'X16' O \\\\\ ��561.19'\C,ONC. PAD I Fp / -��\��/� BM SET (BATTING CAGE) l IRON WATER W/ Al o +ELEV.9 VAULT TOP=556.94'- - - I - - - - - - ` - IN=553.87' 8" PVC (SE) do ---_/�--____- \\ V.ALERT STRIP - ®-------------- O ------\\ \ I ZZ 101, \ \ F� I CONE. BASES - - - - - � I (1 'AlA) l --- �- POPLAR\ �� I _ \\\ ROIC7KARA4aUR ' TC TC \ \ \\\ 710P 06.95' 1.3 542.17'- \ \ ^ \'\ \ \ \\\\ TC 54 \ cP INV. =55, . f5'$"-PI__C�SW) 541.43' - \ \\\\ \ - 9IRDHOUSE TC ._ T _ \ \ \ \ \ \ 8" 554811, �'o _ - 557 541.19' 542. ic 541.38' cS \ \ \ \ \ // 1' ° 6' / S38 H S �O\ cr ` \ \ \ TOP=557.3 / O - C' 11 V.=554.10' - - - 541.3 _ _ Q TC \ / - - 538.36' _ - 5 8.34' SQO - - - 542.00' - ^ \ 543. 8' \ \ s- \�� 554.7�+ TC- 555 \ s\ o 38.12' - - 538.10 - - _ \ \ \ \ \ \ I - - 554.85� M Q FIBER VAUL T / 8 Cr _ TC_cP� - - _ _ \ \ \ \\ \ O / ��so\ -s- -ss - `ss�, _554 `o c� F 7.3T _ 544.84' I \ // \ O - TC O' I \ TC 54 .0 ' - - - _ _ \ \ \ \ \ 553.63' - rJ� -��- - _ IF cA - - 546.70' _ - \ \ \ _ - - - I 551 535.9 T ° /\ ^ \ \ \ \ \ 553.56' ' ®►-L 5 9 1 1 5j6.60' LO --------5-5.92' / - 546.23' - -T�-536.01' Ln tS`� - _ 546.13'v° _ _ \ \ \ 5S0 c� -- -----535.92' \ I �s O ­53Lu RI o ° ° - o ° o ° / 9 41' \o ^54 \ 1" RIMS 538.58" 538.48' 537.00' - o �_ _ - - - 536.51' \ ° 5 .61' -�--- _- - v - \ 1 \ / 5370 534.64' _ Q _-_- - - - - -- - - - - - - - - - 537.00 - --53T.00' _J - - - - -- - -- ---_-----___-- o --_ ---- 535.00' _-�-� \ \ \\�� \� �R/TI\CAL$LOPES MAIN LEVEL FFE: 537.0Q_ 536.9- T 6345( _ J 534.48 - - - 533.94' _ 5/3T 96' _MATCHLINE SEE SHEET C5.5= 537.00-\ram= - ��� = - - - - _ _ _ _ - RIM 0 CONC. BASE O \ MATCHLINE SEE SHEET C5.3 (' DlA) O / 6"X 6" WOODEN BOLLARD (16) I O \ EP \ �o ASPHALTROAD,' \ O ACCE METAL DOOR / Goo W/ CANOPY (2) ALERT STRIP 6' 8"(W) WALL CONC. / / + MHS / TOP=562.67' INV. 1N=554.9 8" / INV. OUT=S 4.82' 8" (TOPS) /+ Q / / + CHAIN K FENCE GREASE / TRAP (2) / / ZAP �+ / Ix/ / -CO� R I SCALE 1 "=20' 0 20' 40' NOTES: 1. 2:1 SLOPES ALONG SOUTHERN BOUNDARY OF SITE SHALL BE CONSTRUCTED WITH ON -SITE SANDS OR SELECT IMPORT SAND. THESE SANDS ARE TO BE BENCHED FOR COMPACTION PURPOSES. THESE SLOPES SHALL ALSO BE VEGETATED AS SOON AS POSSIBLE TO PREVENT EROSION. SEE GEOTECHNICAL REPORT FOR ADDITIONAL DETAILS. 2. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE DISTURBED WITH SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. 3. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE PRESERVED WITH SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. 4. CONTRACTOR WILL NOTIFY ALBEMARLE COUNTY INSPECTOR, PROVIDE OPPORTUNITY TO REVIEW LIMITS OF CRITICAL SLOPES PRIOR TO DISTURBANCE 5. CONTRACTOR MUST MAINTAIN RIBBON/STAKES THAT DELINEATE CRITICAL SLOPES NOT TO BE DISTURBED FOR THE DURATION OF THE PROJECT. 6. PRE -CONSTRUCTION STAKED/FLAGGED LIMITS OF CRITICAL SLOPES TO BE DISTURBED NEED NOT BE MAINTAINED ONCE THE SLOPES ARE DISTURBED. rjI 0�PI ri Q CRAIG W J. K. OrFARSKI Lic. No. 0402048507 TIO !_ 0M 0 rn � N N C > E ui U a� 3 ¢ � o a LL LuLu0 > W M ¢ c� z a O a _j so cn w H - Ln O LL. 0 NO (� d U' W zH m z > V) U Lu ~ ILL OJC ¢ Lu w Ul oa �� o �U>� z0 U�w ¢�, _} U) �°� 0 N > O U) M Lu O z U U 00J O z kD � U O U vi 0 cD 0 o O O O N N N Lu 00 O U N +1 O ¢ M L1 z0 0001 DATE cn o0112112020 DRAWN BY K. MELLON } • DESIGNED BY • K. MELLON • CHECKED BY • C. KOTARSKI • • SCALE • 1„=20' • • • W 0 rH� V 1 � z O J z a I Q m � O J o (n UU LuO J � V/ W m v ,^ I -I Q z V ~ z cD V / O W JOB NO. 44523 SHEET NO. C5.4 0 c U c m a �O o5 5 z mO .02 6 c � T � (0 � a � c o a0Z) O� C� 3U) zN O �0 H m o r 0 0 Q� o .3 a y ate.. xo Y2 co = Y U Ea U � a 070 m �U 0� 0 0 M0 a L coN co0 U O � U �o 0 0 0 � H E L c Y a 0 N O N Lo c 0 a a) 3 z J a \ — — — — — — _ _ — — — — — — — / 1 \ \ -525-kv YI—Sx r1-1 am, MATCHLINE SEE SH_E_ET_ _C5.4 - - - - - - - - - - - - - - - - - - - - - - - - - - �516.30' %/ �516.90' °a _ _ - - - - - - - - - - - - - - - - - - - - - - - - — _ - _ _ _ _ _ - _ _ - - l�jp - ' ' - - - - - - - LZ ic. N 9. 0402048507 r' - - - - - - - - - - - - - - - - - - - - - _ _ _ _ _ 517.43' 516.---2���> _ 7-00' 2� � -o _ RIM RIM T 534 _ --_ ME `\ � \ Oi �cTC ----- - -_ - - -- - - -- 53 NCT6516.69' ,�1SQUASH_CO1}RfSFFE:513.00'\ LOWER LEVEL FF-E�_517.00' __------- ' / -�. "'cr -h`l'� \ �� ,/ �W 3 a Qu --- --- _ — — — ------ 515.84' _ �p 517.00- - `� 516.89'- — — _ — — RdY - S -O _ / \ \ \ \ \ 0�W r� a O n• 515.83� --- -_ce\ \` LU ry Ln O w _ - --- Id. _ O 66 IX\ \ \ \ \ \ \ \ _ — — / — — — — — — — — — — — / S _ _ — / ' ` \ \ \ U' W d 517.00' --- 517.00' - S� 6' _ — �/ �\ \ \ \ \ �� U w U-) w - - - 516.79' \ \ \ OJC w p w Ul 510 _ - -o ° - TC _ - ° — — — _ ° °i' ° sue- "� - - - \ \ \ \ \ \ v ko V � w 516.51_ _ ° _Q� } O TC -- ° ° -_= 51'6.01_ __°-/ /' s �20 - - �/ /' \ \ \ \ \ w / c� / \ \ \ \ H (n I- 5-16.28' \ \ \ \ \ \ \ 516.36'-\ \ o w ---__-- ---- ""--TC / / _ - - _ _ - / i \ \ \ it \ `\ \ O \` \ \< \ `\\/ \ \ \ `\ \ ` `\ `\ `\ \ — _ _ _ 516.01' — — _ - - - 5 516 / _ - - _ _ _ - / 505 - \ \ \ \1> Lu \ \ \ IN N. TC uOu \ \ \ \ \ \ \ \ - EILL -LOPE BENCHING f�EQIIIRED _ _ _ _ - - _ _ _ _ _ _ _ _ _ _ _ X _ \ \\/\�\ \\\ \\ ORAt�PROP�SE0.2�1SLOPES ----- - - - -5p5 __------------------------ ' '� >� ,--%//' '' / '' \ \ \ \ \ �\�\ \\ \\� �� Q o N_0 \\ /\ �SE�SH=El`C�5.2FORDE7AfC_==== _ - - - -- - _ - ------------ N / \\x\j\ z Ln o 0 0 _ _ _ _ - - - - - - - - - - ' / / - �/ // / \ \ \ \�\ \ \` \\ /\ \ y� y Ln DATE -4 — 500 'SLO�Id JAI IRF \ \/\ > ;�MATCHLINE SEE SHEET C5.3 --- --- - --- - -- ----------- - - - - -- - - / �' _ %'/ �'ON�AW'FA �PU'�Eq �� \\\ � \�\ � �, '�/\ j o 0112112020 `\/` - - - - - - - - - - - - - - - ' _ % �' DRAWN BY _ _ ` — — — — — — — — — — — — — — — — _ — — — — — — — — _ / i / /� `�' 6 ' / /// / \ \/, \y \ \ \� `� y� �j j K. MELLON y \\\\y\\\ DESIGNED BY \ice\� �\ ` \� \ ---- _--- - - - - -- --- --- 490__ - ----- -- - -- --- / /W�l /� / \` \ \` /\\ \ �Z �\ �\ K.MELLON \ \ \ ->< \ — _ ` — _ _ _ _ _ — _ _ — — — — — — — — — _ — — — — ' / / '/ / / \ ��\ / / j// / / \� `\ \ \ \\ \\ \ \ \ �!\ \ _ • CHECKED BY \> \ /\ \�\ �\ /\ \ \ \ \ /�/� - - - - - -485- -- ---/ `/� \//� • C. KOTARSKI \\Y \ \\\ \\���\�\/ \ - _-- --- -/ j'/ �` — �-� j _ /,,- —G / /- y \j `-� �i ' / / _ -\__�` ri�� �,;_____ • SCALE 475/ -- --�-- 1 - / 90 WPOBdFFE 1 \ \ \ \ I \ \ \ \ \ \ \ • '��%\ \ ` f- �- -- - - - - -----/---- Lu I / z __-__ --� — --- __--_----- _, cry APPROGMATE�TARTOF / / / / / / / / J O '\\------------- - 455- - / /'/ /J \\ &�S RVEfXST�4MFLOlA' U / / / / / / / / / / / / / r / --------- - - - - -\ `_ -' ,�""%l'''%(II \\� \\\\ ?`�, / / / / / / / / ¢ a -- - ----- / / / / / / / / / / J Lu Ile ,' // ��------------ — _ — x x x x x X \\ / / / / / / / / / / / / / / / / / SCALI_1"=W" / - - - - xxx / p Xxx �xXXXXxxXx -x X n / / ' PERENNIAL STRE1 M ' / / / / / / / / / F20' / �40' ' // / x x EPHEMERAL STREAM , / x \ j / / / / / / / NOTES: PALUSTRINE / , /� I \� /��' / / / / / / / / 1. 2:1 SLOPES ALONG SOUTHERN BOUNDARY OF SITE SHALL BE CONSTRUCTED FORESTED -,� - \ �� �% / / / / / / / / / / / WITH ON -SITE SANDS OR SELECT IMPORT SAND. THESE SANDS ARE TO BE WETLANDS i / / i / - / / / / / BENCHED FOR COMPACTION PURPOSES. THESE SLOPES SHALL ALSO BE X / / / / / / VEGETATED AS SOON AS POSSIBLE TO PREVENT EROSION. SEE GEOTECHNICAL REPORT FOR ADDITIONAL DETAILS. 2. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE DISTURBED WITH X x v �-; - `�� f �, / , / / / / / / / / / SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. __ _ _ _ , -_ _/ / / / / / / / / / / - 3. CONTRACTOR WILL FLAG LIMITS OF CRITICAL SLOPES TO BE PRESERVED WITH — X X X _ /s% / - - - / - �,_ _-____ _ -� __ _; ;�-- - / / / / / / / SURVEY RIBBON/STAKES PRIOR TO DISTURBANCE OF CRITICAL SLOPES. 14 X X X / / / / / / / 4. CONTRACTOR WILL NOTIFY ALBEMARLE COUNTY INSPECTOR, PROVIDE JOB NO. OPPORTUNITY TO REVIEW LIMITS OF CRITICAL SLOPES PRIOR TO DISTURBANCE. 5. CONTRACTOR MUST MAINTAIN RIBBON/STAKES THAT DELINEATE CRITICAL 44523 SLOPES NOT TO BE DISTURBED FOR THE DURATION OF THE PROJECT. 6. PRE -CONSTRUCTION STAKED/FLAGGED LIMITS OF CRITICAL SLOPES TO BE SHEET NO. DISTURBED NEED NOT BE MAINTAINED ONCE THE SLOPES ARE DISTURBED. C5.5 0 c U C �O O5 5 z �O 0 T 2 �o a c o m � a0 0 C� 3U) zN 02 �x o r0 0 C L 2 '3 a c M fV 2� 0 YL co c Y U E� a c U N a m �U 0 c o a L c rn co c O c U �o n o N N H L 3' (W) DOUBLE METAL DOOR FIBER VAULT CHAINL lNK ♦ 4.25' X 3.15' PAD FENCE 4' (H) + I ♦ TOP=562.85' ♦ BOT=555.53' ♦ TOP=562.78 CB0T=555.1 ' 1 Np10'X18'jy FRAME SHED CHAINL lNK F CE 10, �C) `9 3' (W) METAL DOORS (2) I ; P G _ GjSQP CONC. BASE (1'DIA) r G/ , r� CRITICAL SLOPES ® P (TYP) \ , I WATER VAL VE BOXES ®p - _ Q �Q� ® ' U) I W/3 METAL BOLLARDS (5)�" \" \ - CeNC. BASE 9 / APPRO _ _ _ _ CHAINLINK FENCE TRANSITION TO (1'DIA) �11 _ C C. w LO ATION OF E �RE� L/ _ _ _ -6"X 6" WOODEN BOLLARD (16) \ 5l cn / �l - - - _ \ 10' (H) GRAVEL FROM PAVEMENT �- PUMP- \--------� ® G ,7 _ \ _ SPHAL ��--_ROAD/gCCESS CHAINLINK FENCE - /�� ���` /!' I ® ®�® I r - 0.37 0.51 > > - \ _ �'�2t \ � ' 6, H } \ \ / ` 0.14 \ ♦ _ _ _ I 6 - EASE O I \ c \ - \ 304 \ �� 302 \ / - 5 '� ` i 'RtVC. PAD \ / / ,. ♦ i� �RAP(2)� ��� ��I _ 1 -/ Tf GA6Ej_1 \ / \ \ �� / VAULWA R T- � T - - v \ I EG 1 - - 0.01 0.90 \\ BOO I S \ I ► I I I I GRAVEL\ACCE S R(7\ D \ - - - I / \�- - /G ALERTS INSET A - - _ - _ - - - \ \ / \ 550 _ c�i -244- \ 101, F \ \ IR wcAP \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ` \ \ �\ \ \ \ \ \ ` \ \ \ \ - - 244 \ M �'� CONC. BA$EE 1.00 \ \ \ \ \ \ 537 \ \ / EX 1 QU}2- j�536 \ \ ` _ / -_ ``►� ♦ mod'-- -\ - \ \ \ \ \ \ \ \ \ \� \ - --� - - ♦ a_ 236 y \�\ \ \ `\ \ \ \ \ `0.46 0.35 ep -7 J � \ \ � s 11 - - 202 \ \ \ S3 0.26 0.83 38 ��\ �` \ \ / P=557.3' U 222 5�5 FIBER VAUL T 2z Ou 14 Lj :p -554 2 \ 2 \ �\\\ - --- - - - ♦ \\�\�� \ 236` 01) 35 \ \ �536\� �� \yam 2Q6 ---- ------ 0.46 0.76 232 \ \ _ \\ \\\ ` \ \\ \\ `\\ \ �\ �\ \`\ �\ ` \\ \ \` ` _ I 0.01 0.90 0.07 .50 \y\ \ \\ \ �\`\ \ ` \\ `\ \ `� - i 242 \ \ - \ \/ I `-- - - - -- _ Y\ ` \ \ `� -___-_ ----_ '--------__- - - 14 0.06 0.85 __ 0.13 0.90 _ _ ------------- 212- I _-_ - - 214 _ I- 216,/�_ \ \ 1\ \ \ > x \ s - - - -- 530 �\Y\�\\i�� \/y\ \\\\ \ --_--- RD1,RD2 \ / \ \ \ \ _ ---- l _ - -I- \ �\ \ ]` \ \ \ � �� \ �� `--- - ---__ � / _--- ---_ � � � -- ---- 0.0410.79 \\\ \\ \ \ \ �� \ \\ - \ \I \ \\ \ 0 \ 1111 11I1 \ \ \\ \��\ \ \\X \�/\\ \r/ \ -_ -_ _ --- �\/\ \\\ ��/- \�\` �� �\ \ \\ �� --ME Mir mem- 525- I II \&ZT)OAL04 ES ---------------- - - ---- '\ \/ \\ \ \ \ `\ \� - ------------- \ \ ` ` \ \ ` 0.07 0.74 \�� �/ \ \ - - - - - - - - - - - - - - - - \x\ \\ �\� X\%� \ \ \\`� \\ \ �� ` \ ----- - - - - -- \`�`\y\\\`\\\�\/\ \ ��\� \� \ \/\ \ �\ \ \ \ \ �I� �\------- - - - - 0.42_0.90 1 I I 111111111, 1 11 \ \\\\\\\��. \ \ \\ \ \ \ \ IN, \ - - - - -520- - - -KD�3, 1 D4 I I ► 1 1 1 1 11 1 1\\\�\ \\ 1 ` \ Y \Sz\'� \\ ` \ %'\ \ �� \ /\/ \ - - - - - _ _ _ _ _ _ - - - - _ ` - _ _ _ _ _ - - _ _ \\\MLL k, \�' 0.50 1 1 1 , 1 , ► \ \ 1 1 \ , 1 I I I I \\\\ \\ \`r x` \ `x / \/�`! _ _ _ _ - - _ / _ - - - - - - - - - - _ _ _ _ - _ _ - ` - _ - - - - - - 504,502' \�\/` \ y� \ �\ ` 1 I 1 1\1 I I 1\\\ , \ \ \\\\�/\ \ \/\ • \I` \ \ \ \ 0.85 602 I 1 1 I 1 1 it \ 1 1 I I I I - I \\�\\\ \ \\ \\ , �/ \ ti \ ` \ -- - `-- ------- S��- 1y\��`� �'�� � `�� ��- '-- --- _ �___ 0.30 0.7 -402 ---_ -------' _ s 10- 1 ► 1 11,I I I I 11 1 \\ 1\1 1 � \ \� i`` \ \ �` / = _/\ \\��\`�\\\\ITIC�IL'SYQ�E 1 o 4S vo Ix \ �\ y 1-4 EPHEMERALS;,----- 1 \ \ \ �/� /\ \1\\\\\\ \\\\\1\ 1\ -480 FOR TED� x �` / / rWETL D'S _/_ _j/ _f_- �� UF - X /' I I I I 1 I I II II 111 I1 11\ 11 11\ 1,1 111111\\ 1\ 1 \ ���7(111�GVP�/ LEGEND X I I ► I I 1 1 1 1 1 \ 1 I / / \ \ _/ �` / - - - -- - X".� 111, 11 I I II II I11\1,11\11 Il 1\ \ \ / /\% /\ /\��/_ / / - 4-/of-/,_�--% T�-_ �-_-_/ /// // ///// 1 \ \ _ _ 30'// / AREA C _ � /_ /_ � //-./-7,__- /// / // /// /// /0 INSET SEEINSETB / \\ 3' (W) DBL METAL DOOR G�ox WI CANOPY (2) r / 6'- 8"(W) WALL / MHS CONC. / / � + TOP INV. INV r riIO'N C ri CRAIGW J. v.,9FARSK1 Lic. No. 0402048507 TIO a a � z cai> > a O w p E�: a U a z V) 0 w U) O z U w O z O > O I--O W O z 0 O O O N N N w 00 0 I-- N N N Q M r, Ln M L1 1010 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=30' W 0 I --I V 1 L.L 0 a z � DC � > Q z J o (� U w J LU J a W ma J \ z ° V J 0 m JOB NO. 44523 SHEET NO. C6.0 0 c U C L c E Y a ao r� 0 N 0 N LO c 0 N 0 a LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: Boys and Girls Club - Northside LOCATION: Albemarle County COUNTY: Charlottesville Designed by: KAM Checked by: UNITS ENGLISH PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (C) CA INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Number of Pipes Capacity CFS (15) Friction Slope Ft./Ft. NORMAL FLOW FLOW TIME REMARKS (18) INCRE- MENT (5) ACCUM- ULATED (6) Lateral CFS Tota1Q CFS (9) UPPER END (10) LOWER END (11) Depth of Flow, do Ft. Area of Flow, An SgFt Hm Ft. Vn Ft/Sec (16) En Ft. INCRE- MENT Minutes (17) ACCUMU -LATED Minutes (17) REFERENCE (1) STA. REFERENCE (2) STA. IOTA 102A 100 0.00 0.00 0.15 5.50 6.38 0.00 10.31 442.07 435.70 64.01 0.09952 24 Circular 1 77.31 0.00180 0.49 0.60 0.29 17.11 5.04 0.06 5.56 101B 102B 1102A 0.00 0.00 0.15 5.37 6.42 0.00 10.31 449.35 444.39 102.05 0.04860 24 Circular 1 54.03 0.00180 0.59 0.78 0.34 13.25 3.32 0.13 5.50 103 104 102 0.00 0.00 0.00 5.26 6.46 0.00 9.32 472.93 459.79 161.97 0.08113 24 Circular 1 69.81 0.00150 0.49 0.60 0.29 15.45 4.20 0.18 5.43 105 106 104 0.00 0.00 0.00 5.15 6.49 0.00 9.32 491.07 479.78 94.75 0.11916 24 Circular 1 84.60 0.00150 0.45 0.53 0.27 17.71 5.32 0.09 5.24 107A 108 106 0.00 0.00 0.00 5.06 6.52 0.00 5.62 508.98 500.16 88.71 0.09943 24 Circular 1 77.28 0.00050 0.37 0.39 0.22 14.32 3.55 0.10 5.16 107B SWM2 OUI 106 0.00 0.00 0.00 5.00 0.00 5.34 504.00 500.48 70.48 0.04994 24 Circular 1 54.77 0.00050 0.42 0.48 0.25 11.06 2.32 0.11 5.11 109 SWMI Oul 108 1 0.00 0.00 0.00 5.00 0.00 10.08 524.00 519.87 39.68 10.10408 24 1 Circular 1 1 79.07 0.001801 0.48 0.58 1 0.28 17.27 1 5.11 0.04 5.04 111 112 102B 0.00 0.00 0.15 5.14 6.50 0.00 1.01 465.06 459.79 52.94 0.09955 12 Circular 1 12.18 0.00070 0.19 0.11 0.12 9.38 1.56 0.09 5.24 113 114 112 0.44 0.35 0.15 0.15 5.00 6.54 0.00 1.01 481.65 470.65 85.31 0.12894 12 Circular 1 13.86 0.00070 0.18 0.10 0.11 10.28 1.82 0.14 5.14 201 202 SWM1_IN 0.46 0.35 0.16 2.02 6.45 6.10 0.00 18.58 525.24 525.00 47.95 0.00501 30 Circular 1 31.45 0.00180 1.38 2.78 0.66 6.67 2.07 0.12 6.57 203 204 1202 0.15 0.53 0.08 1.86 6.40 6.11 0.00 17.58 525.46 525.34 24.89 0.00482 30 Circular 1 30.95 0.00160 1.35 2.71 0.66 6.49 2.01 0.06 6.47 205 206 204 0.58 0.76 0.44 1.78 6.29 6.15 0.00 17.09 525.83 525.56 54.47 0.00496 30 1 Circlfl- 1 1 31.30 0.00150 1.32 2.62 1 0.65 6.52 1 1.98 0.14 6.43 207 208 206 0.00 0.00 1.12 6.17 6.18 0.00 13.05 526.20 525.93 53.59 0.00504 24 Circular 1 17.40 0.00290 1.29 2.15 0.58 6.08 L87 0.15 6.32 209 1210 208 1 0.18 1 0.87 0.16 0.27 5.26 6.46 0.00 11.33 526.98 526.30 135.10 1 0.00503 21 Circuar 1 12.17 0.004501 1.34 1.97 0.53 5.75 1.85 0.39 5.66 211 212 210 0.13 0.90 0.12 0.84 5.81 6.29 0.00 10.31 527.53 527.08 45.46 0.00990 18 Circular 1 11.32 0.00860 1.12 1.42 0.45 7.26 1.94 0.10 5.91 213 214 212 0.10 0.85 0.09 0.17 5.41 6.41 0.00 1.10 528.76 527.63 83.60 0.01352 12 Circular 1 4.49 0.00080 0.34 0.23 0.19 4.72 0.68 0.30 5.70 215 216 214 0.16 0.53 0.08 0.08 5.00 6.54 0.00 0.55 529.73 528.86 64.81 0.01342 12 Circular 1 4.47 0.00020 0.24 0.14 0.14 3.87 0.47 0.28 5.28 221 222 206 0.26 0.84 0.22 0.22 5.00 6.54 0.00 1.43 531.00 530.66 6.83 0.04978 8 Circular 1 2.92 0.01240 0.33 0.17 0.17 8.32 1.40 0.01 5.01 231 232 210 0.01 0.40 0.00 0.28 5.40 6.41 0.00 6.93 532.94 531.41 16.19 0.08833 15 Circular 1 20.80 0.01020 0.50 0.46 0.27 15.25 4.11 0.02 5.42 233 234 232 0.14 0.53 0.07 0.23 5.61 6.35 0.00 7.00 536.55 532.55 80.24 0.04985 15 Circular 1 15.63 0.01040 0.59 0.57 0.30 12.39 2.97 0.11 5.72 235 236 234 0.22 0.65 0.14 0.14 5.07 6.52 0.00 6.50 541.11 539.93 117.94 0.01001 15 Circular 1 7.00 0.00900 0.95 1.00 0.38 6.48 1.60 0.30 5.37 237 238 236 0.00 0.00 0.00 5.06 6.52 0.00 5.56 544.86 544.39 15.61 0.03011 12 Circular 1 6.70 0.02170 0.70 0.58 0.30 9.54 2.11 0.03 5.08 239 EX1 238 1.00 0.85 0.85 0.85 5.00 6.54 0.00 5.56 553.15 544.95 55.26 0.14839 12 1 Circular 1 14.87 0.02170 0.42 0.32 0.22 17.56 5.21 1 0.05 5.05 241 242 232 0.11 0.50 0.06 0.06 5.00 6.54 0.00 0.36 532.96 532.71 24.86 0.01006 12 Circular 1 3.87 0.00010 0.21 0.12 0.12 3.09 0.35 0.13 5.13 243 244 234 0.01 0.90 0.01 0.01 5.00 0.00 0.00 0.06 537.53 536.81 72.52 0.00993 6 Circular 1 0.61 0.00010 0.11 0.03 0.06 1.98 0.17 0.61 5.61 301 302 SWM1 IN 0.14 0.34 0.05 0.21 5.37 6.42 0.00 1.34 531.16 528.15 63.55 0.04736 12 Circular 1 8.40 0.00130 0.27 0.17 0.16 7.83 1.22 0.14 5.50 303 304 302 0.31 0.51 0.16 0.16 5.00 6.54 0.00 1.03 539.42 531.26 162.20 0.05031 12 Circular 1 8.66 0.00080 0.23 0.14 0.14 7.43 1.09 0.36 5.36 401 402 SWM2 IN 0.30 0.79 0.24 0.53 6.33 6.13 0.00 3.35 509.89 509.31 58.37 0.00994 15 1 Circular 1 6.98 0.00240 0.61 0.60 0.31 5.63 1.10 0.17 6.51 403 404 402 0.00 0.00 0.11 5.92 6.25 0.00 0.73 511.23 509.99 124.65 0.00995 12 Circular 1 3.85 0.00040 0.30 0.19 0.17 3.78 0.52 0.55 6.47 405 406 404 0.00 0.00 0.07 5.78 6.30 0.00 0.46 516.01 511.33 58.65 0.07980 12 Circular 1 10.90 0.00010 0.14 0.07 0.09 6.88 0.88 0.14 5.92 407 408 406 0.00 0.00 0.07 5.57 6.36 0.00 0.46 522.85 520.96 63.18 0.02991 12 Circular 1 6.68 0.00010 0.18 0.09 0.11 4.88 0.55 0.22 5.78 409 1410 408 1 0.05 0.80 0.04 0.07 5.38 6.42 0.00 0.46 527.59 525.92 55.57 0.03005 12 Circular 1 1 6.69 0.00010 0.18 0.09 0.11 4.89 0.55 0.19 5.57 411 412 410 0.04 0.78 0.03 0.03 5.00 6.54 0.00 0.20 530.25 527.69 85.26 0.03003 12 Circular 1 6.69 0.00000 0.12 0.05 0.08 3.84 0.35 0.37 5.37 501 502 404 0.08 0.43 0.03 0.05 5.20 6.48 0.00 0.33 511.49 511.33 31.63 0.00506 6 Circular 1 0.43 0.00310 0.33 0.14 0.14 2.43 0.42 0.22 5.42 503 504 502 0.04 0.43 0.02 0.02 5.00 6.54 0.00 0.11 513.66 512.12 43.91 0.03507 6 Circular 1 1.14 0.00040 0.11 0.03 0.06 3.70 0.32 0.20 5.20 601 602 SWM2_IN 0.30 0.79 0.24 0.24 5.00 6.54 0.00 1.55 510.42 510.35 13.57 0.00516 12 Circular 1 2.77 0.00170 0.53 0.43 0.26 3.63 0.74 0.06 5.06 701 702 SWM2_IN 0.07 0.74 0.05 0.27 5.12 6.50 0.00 1.76 509.67 508.93 24.81 0.02983 12 1 Circular 1 6.67 0.00220 0.35 0.25 0.19 7.16 1.15 0.06 5.18 703 704 702 0.64 0.34 0.22 0.22 5.00 6.54 0.00 1.42 510.91 509.77 37.84 0.03013 12 Circular 1 6.70 0.00140 0.31 0.21 0.18 6.77 1.03 0.09 5.09 RD1 208 0.31 0.90 0.28 0.28 5.00 6.54 0.00 1.83 530.00 528.03 65.72 0.02998 8 Circular 1 2.27 0.02040 0.45 0.25 0.20 7.23 1.26 0.15 5.15 RD2 210 0.31 0.90 0.28 0.28 5.00 6.54 0.00 1.83 531.00 530.07 31.02 0.02998 8 Circular 1 2.27 0.02040 0.45 0.25 0.20 7.23 1.26 0.07 5.07 RD3 402 0.21 0.90 0.19 0.19 5.00 6.54 0.00 1.24 513.00 511.57 47.72 0.02997 8 Circular 1 2.27 0.00930 0.35 0.19 0.17 6.64 1.04 0.12 5.12 RD4 SWM2 IN 0.21 0.90 0.19 0.19 5.00 6.54 0.00 1.24 509.00 508.58 14.10 0.02979 8 Circular 1 2.26 0.00930 0.35 0.19 0.17 6.62 1.03 0.04 5.04 LD-347 PROJECT: Boys and Girls Club - Northside DESIGNED BY: KAM HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In/mm) DESIGN DISCH. Qo (CFS/CMS) LENGTH PIPE Lo (Ft/M) FRICTION SLOPE, Sib (FT/FT) (M/M) FRICTION LOSS Hf (Ft/M) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (Ft/M) Inlet Shaping? Y/N 0.5 Ht (Ft/M) FINAL H (Ft/M) Inlet Water Surface Elevation Top ofMH Top of Inlet Elev. APPROX Adjustment? Vo Contr. Vi Vi'2/2g Hi (Expn) 0.35'MAX (Vi2/2g) SKEW Angle K Bend H (Ft/M) Sum HL (FUM) Ho (Ft/M) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 16 17 18 19 S WM 1 IN 528.000 302 528.150 1.00 528.950 12 1.336 63.55 0.00125 0.080 7.825 0.238 7.426 0.856 0.300 0.0 0.00 0.000 0.537 0.302 0.699 YES 0.349 0.429 531.430 538.590 O. K. 304 531.260 1.00 532.060 12 1.034 162.20 0.00075 0.122 7.426 0.214 0.000 0.000 0.000 0.0 0.00 0.000 0.214 1.034 0.278 YES 0.139 0.261 539.653 543.530 0. K. 202 525.000 2.50 528.000 30 18.576 47.95 0.00183 0.088 6.672 0.173 6.489 0.654 0.229 0.0 0.00 0.000 0.402 0.994 0.402 YES 0.201 0.288 528.288 533.990 O. K. 204 525.340 2.50 528.288 30 17.582 24.89 0.00164 0.041 6.489 0.163 6.516 0.659 0.231 0.0 0.00 0.000 0.394 0.489 0.394 YES 0.197 0.238 528.526 534.230 O. K. 206 525.560 2.50 528.526 30 17.093 54.47 0.00155 0.084 6.516 0.165 6.078 0.574 0.201 0.0 0.00 0.000 0.366 2.704 0.366 YES 0.183 0.267 528.793 534.900 O. K. 208 525.930 2.00 528.793 24 13.049 53.59 0.00296 0.159 6.078 0.143 5.749 0.513 0.180 0.0 0.00 0.000 0.323 0.000 0.323 YES 0.162 0.320 529.114 534.960 O. K. 210 526.300 1.75 529.114 21 11.325 135.10 0.00455 0.615 5.749 0.128 15.245 3.609 1.263 0.0 0.00 1 0.000 1.391 1.014 1.391 YES 1 0.696 1.310 530.424 536.500 O. K. 232 531.410 1.25 1532.410 15 1 6.934 16.19 0.01026 0.166 15.245 0.902 12.385 1 2.382 0.834 0.0 0.00 0.000 1.736 0.026 1.736 YES 0.868 1.034 533.444 537.000 O. K. 234 532.550 1.25 533.550 15 1 7.002 80.24 0.01047 0.840 12.385 0.595 6.480 0.652 0.228 0.0 0.00 0.000 0.824 0.470 0.824 YES 0.412 1.252 537.136 543.990 O. K. 236 539.930 1.25 540.930 15 6.496 117.94 0.00901 1.062 6.480 0.163 9.538 1.413 0.494 0.0 0.00 0.000 0.657 0.932 0.657 YES 0.329 1.391 542.321 552.780 O. K. 238 1544.390 1.00 545.190 12 5.564 1 15.61 0.02172 0.339 9.538 0.353 1 17.563 4.799 1.676 0.0 0.00 0.000 2.030 0.000 2.030 YES 1.015 1.354 546.544 552.920 EX1 544.950 1.00 546.544 12 5.564 55.26 0.02172 1.200 17.563 1.197 0.000 0.000 0.000 0.0 0.00 0.000 1.197 0.000 1.197 YES 0.599 1.799 553.574 556.950 0. K. 222 1 1 530.6601 0.67 1531.1931 8 1 1.426 1 6.83 1 0.01240 1 0.085 1 8.321 1 0.269 1 0.000 1 0.000 1 0.000 1 0.0 1 0.00 1 0.000 1 0.269 1 1.426 1 0.349 I YES 1 0.175 1 0.259 1531.4531 535.270 1 O. K. 212 1 527.080 1.50 530.4241 18 10.311 1 45.46 0.00858 1 0.390 7.261 0.205 1 4.720 0.346 1 0.121 0.0 0.00 1 0.000 0.326 1 0.736 0.326 YES 0.163 0.553 1530.977 536.500 O. K. 214 527.630 1.00 530.977 12 1.095 83.60 0.00084 0.070 4.720 0.086 3.870 0.233 0.081 0.0 0.00 0.000 0.168 0.545 0.218 YES 0.109 0.179 531.157 533.990 0. K. 216 528.860 1.00 531.157 12 0.550 64.81 0.00021 0.014 3.870 0.058 0.000 0.000 0.000 0.0 0.00 0.000 0.058 0.550 0.076 YES 0.038 0.052 531.208 533.870 O. K. 242 532.710 1.00 533.510 12 1 0.360 24.86 0.00009 0.002 3.090 0.037 1 0.000 0.000 1 0.000 0.0 0.00 0.000 0.037 1 0.360 0.048 YES 0.024 1 0.026 533.536 537.000 0. K. 244 536.810 0.50 537.2101 6 0.059 1 72.52 0.00010 0.007 1.979 0.015 1 0.000 0.000 0.000 0.0 0.00 1 0.000 0.015 0.000 0.015 YES 0.008 0.015 1537.635 540.970 O. K. S WM2 I N 508.000 602 510.350 1.00 511.150 12 1.550 13.57 0.00169 0.023 3.629 0.051 0.000 0.000 0.000 0.0 0.00 0.000 0.051 1.550 0.066 YES 0.033 0.056 511.206 514.950 0. K. 402 509.310 1.25 510.310 15 3.347 58.37 0.00239 0.140 5.627 0.123 6.637 0.684 0.239 0.0 0.00 0.000 0.362 1.454 0.471 YES 0.236 0.375 1510.685 514.950 0. K. 404 509.990 1.00 510.790 12 0.733 124.65 0.00038 0.047 3.777 0.055 6.883 0.736 0.257 0.0 0.00 0.000 0.313 0.000 0.313 YES 0.156 0.203 511.525 515.540 0. K. 406 511.330 1.00 512.130 12 0.460 58.65 0.00015 0.009 6.883 0.184 4.878 0.369 0.129 0.0 0.00 0.000 0.313 0.000 0.313 YES 0.157 0.165 516.150 525.130 O. K. 408 520.960 1.00 521.760 12 0.460 63.18 0.00015 0.009 4.878 0.092 4.886 0.371 0.130 0.0 0.00 0.000 1 0.222 0.000 0.222 YES 0.111 0.120 523.028 533.710 O. K. 410 525.920 1.00 526.720 12 0.460 55.57 0.00015 0.008 4.886 0.093 3.835 0.228 0.080 0.0 0.00 0.000 0.173 0.257 0.224 YES 0.112 0.120 527.767 533.940 O. K. 412 527.690 1.00 528.490 12 0.203 85.26 0.00003 0.002 1 3.835 1 0.057 0.000 0.000 0.000 1 0.0 1 0.00 0.000 0.057 0.203 1 0.074 1 YES 0.037 0.040 530.3691 534.360 O. K. 702 1 1508.930 1 1.00 1509.7301 12 1 1.758 1 24.81 1 0.00217 1 0.054 1 7.162 1 0.199 1 6.772 1 0.712 1 0.249 1 0.0 1 0.00 1 0.000 0.448 0.338 0.448 YES 0.224 1 0.278 1510.0201 516.860 1 0. K. 704 509.770 1.00 1 510.570 12 1 1.420 37.84 0.00141 0.054 6.772 0.178 1 0.000 1 0.000 1 0.000 0.0 0.00 0.000 0.178 1.420 0.231 YES 0.116 1 0.169 1 511.222 1 515.000 O. K. 502 511.330 0.50 1511.730 6 1 0.331 31.63 0.00310 1 0.098 2.432 1 0.023 3.703 0.213 1 0.075 0.0 1 0.00 0.000 0.097 1 0.220 0.127 YES 0.063 0.161 1511.891 515.850 O. K. 504 512.120 0.50 512.520 6 0.111 43.91 0.00035 0.015 3.703 0.053 0.000 0.000 0.000 0.0 0.00 0.000 0.053 0.111 0.069 YES 0.035 0.050 513.765 517.430 0. K. 100 436.700 102A 435.700 2.00 437.300 24 10.309 64.01 0.00185 1 0.118 17.107 1.136 13.250 2.726 1 0.954 0.0 0.00 0.000 2.090 1 0.000 2.090 YES 1.045 1.163 1442.563 449.760 0. K. 102B 444.390 2.00 445.990 24 10.309 1102.05 0.00185 0.189 13.250 0.682 9.379 1.366 0.478 0.0 0.00 0.000 1.160 0.000 1.160 YES 0.580 0.769 449.942 465.370 0. K. 112 459.790 1.00 460.590 12 1.007 52.94 0.00071 0.038 9.379 0.341 10.277 1.640 0.574 0.0 0.00 0.000 0.915 0.000 0.915 YES 0.458 0.495 465.254 476.540 0. K. 114 470.650 1.00 471.450 12 1.007 85.31 0.00071 0.061 10.277 0.410 0.000 0.000 0.000 0.0 0.00 0.000 0.410 1.007 0.533 YES 0.267 0.327 481.832 490.550 0. K. ROUTE PROJECT Boys and Girls Club - Northside DESIGNER: KAM DATE 5/5/2020 CHECKED: UNITS:NGLISH INLET _ Sag Inlets Only ¢ U O w.' p c7 z U U c7 Q N qr, c W U UQ ¢ ¢ w O.. y. ON o F Zit¢ U a U U w' Fv v w° a UU a c ms U U O Cy a $ $ 114 DI-1 1.000 0 4 0 0 Back/Lt. 0.000'RIGB 0.440 0.35 0.154 Ahead/Rt. 0.154 4 0.616 0 Ahead/Rt. 0.616 0.0100 1.000 1 0.616 3.092 Weir Flow 202 DI-1 1 2.000 0 4 0 1 0 Bark/Lt. 0.000'RIGB 0.020 0.90 0.018 Ahead/Rt. 0.380 0.35 0.133 Ahead/Rt. 0.060 0.20 0.012 Ahead/Rt. 0.163 4 0.652 0 Ahead/Rt. 0.652 0.001 2.000 2 0.652 2.023 Weir Flow 204 DI-3C 8.000 0.140 0.90 0.126 O'RIGHT 0.050 0.35 0.018 0.144 4 0.576 0 0.576 10.0500 0.02501 1.739 1 2.000 1.15 0.08331 3.332 1.000 1 3.40 0.1416 0.16661 7.055 1 8.000 1.134 1.000 1 0.576 0.000 1.738 206 DI-3B 110.000 0.400 0.90 0.36 O'RIGHT 0.060 0.35 0.021 0.381 4 1.524 0 1.524 0.0150 0.0200 6.030 2.000 0.332 0.0833 4.165 0.820 3.52 0.1466 0.1402 8.206 10.000 1.219 1.000 1.524 0.000 2.966 210 DI-1 1.500 0 4 0 0 Back/Lt. 0.000'RIGLI 0.010 0.90 0.009 Ahead/Rt. 0.009 4 0.036 0 Ahead/Rt. 0.036 0.001 1.500 1.5 0.036 0.355 Weir Flow 212 DI-1 1.500 0 4 0 0 Back/Lt. 0.000'RIGII 0.130 0.90 0.117 Ahead/Rt. 0.117 4 0.468 0 Ahead/Rt. 0.468 0.001 1.500 1.5 0.468 1.964 Weir Flow 214 DI-1 1.000 0 4 0 0 Back/Lt. 0.000'RIGB 0.050 0.90 0.045 Ahead/Rt. 0.010 0.35 0.004 Ahead/Rt. 0.049 4 0.196 0 Ahead/Rt. 0.196 0.001 1.000 1 0.196 1 A41 Weir Flow 216 DI-1 1.000 0 4 0 0 Back/Lt. 0.000'RIGH 0.050 0.90 0.045 1 1 1 1 1Ahead/Rt. 0.150 0.35 0.053 Ahead/Rt. 0.098 4 0.392 0 Ahead/Rt. 0.392 0.001 1.000 1 0.392 2.287 Weir Flow 222 DI-313 6.000 0.230 0.90 0.207 O'RIGHT 0.030 0.35 0.011 0.218 4 0.872 0 0.872 0.0100 0.0170 5.211 2.000 0.384 0.0833 4.9 0.893 3.59 0.1496 0.1506 5.505 6.000 1.090 1.000 0.872 0.000 2.654 232 DI-1 1.250 0 4 0 0 Back/Lt. 0.000'RIG 0.050 0.35 0.018 Ahead/Rt. 0.018 4 0.072 0 Ahead/Rt. 0.072 0.001 1.250 1.25 0.072 0.636 Weir Flow 234 DI-313 8.000 0.060 0.90 0.054 O'RIGHT 0.080 0.25 0.02 0.074 4 0.296 0 1 0.296 0.0800 0.0300 1 1.241 2.000 1.612 0.0833 2.777 1.000 3.28 0.1366 0.1666 6.142 8.000 1.303 1.000 1 0.296 0.000 1.240 236 DI-3B 1 8.000 1 0.120 0.90 1 0.108 O'RIGHT 0.100 0.35 0.035 0.143 4 0.572 0 0.572 0.0600 0.0400 1.676 2.000 1.193 0.0833 2.083 1.000 3.04 0.1266 0.1666 7.430 8.000 1.077 1.000 0.572 0.000 1.675 242 DI-1 1.000 0 4 0 0 Back/Lt. 0.000'RIGq 0.010 0.90 1 0.009 Ahead/Rt. 0.060 0.35 0.021 Ahead/Rt. 0.03 4 0.12 0 Ahead/Rt. 0.120 0.001 1.000 1 0.120 1.039 Weir Flow 244 DI-1 0.500 0 6 0 0 Back/Lt. 0.000'RIG 0.010 0.90 0.009 Ahead/Rt. 0.009 6 0.054 0 Ahead/Rt. 0.054 0.001 0.500 0.5 0.054 0.968 Weir Flow 302 DI-1 1.000 0 4 0 0 1 Back/Lt. 0-000'RIGE 0.020 0.90 0.018 Ahead/Rt. 0.030 0.35 0.011 Ahead/Rt. 0.090 0.20 0.018 Ahead/Rt. 0.047 1 4 0.188 1 0 Ahead/Rt. 0.188 0.001 1.000 1 0.188 1.401 Weir Flow 304 DI-1 1.000 0 4 0 0 Back/Lt. 0.000'RIGH 0.100 0.90 0.09 Ahead/Rt. 0.270 0.35 0.095 Ahead/Rt. 0.185 4 0.74 0 Ahead/Rt. 0.740 0.001 1.000 1 0.740 3.494 Weir Flow 402 DI-3C 6.000 0.240 0.90 0.216 O'RIGHT 0.060 0.35 0.021 0.237 1 4 0.948 0 0.948 0.0050 0.0400 4.377 2.000 0.457 0.0833 2.083 0.870 3.04 0.1266 0.1502 4.640 6.000 1.293 1.000 0.948 0.000 3.140 410 DI-1 1.000 0 4 0 0 Back/Lt. 0.000'RIG 0.040 0.90 0.036 Ahead/Rt. 0.010 0.35 0.004 Ahead/Rt. 0.04 4 0.16 0 Ahead/Rt. 0.160 0.001 1.000 1 0.160 1.259 Weir Flow 412 DI-1 1.000 0 4 0 0 Back/Lt. 0.000'RIGB 0.030 0.90 0.027 Ahead/Rt. 0.010 0.35 0.004 Ahead/Rt. 0.031 4 0.124 0 Ahead/Rt. 0.124 0.001 1.000 1 0.124 1.062 Weir Flow 502 DI-1 1 0.500 0 4 0 0 Back/Lt. 0.000'RIGH 0.005 0.90 0.005 Ahead/Rt. 0.035 0.35 0.012 Ahead/Rt. 0.017 4 0.068 0 Ahead/Rt. 0.068 0.001 0.500 0.5 0.068 1.129 Weir Flow 504 DI-1 1 0.500 0 4 0 0 Back/Lt. 0.000'RIGH 0.005 0.90 0.005 Ahead/Rt. 0.035 0.35 0.012 Ahead/Rt. 0.017 4 0.068 0 Ahead/Rt. 0.068 0.001 0.500 0.5 0.068 1.129 Weir Flow 602 DI-3C 6.000 0.110 0.90 0.099 O'RIGHT 0.010 0.35 0.004 0.103 4 0.412 0 0.412 0.0050 0.0400 2.738 2.000 0.73 0.0833 2.083 0.987 3.04 0.1266 0.1650 3.090 6.000 1.942 1.000 0.412 0.000 2.353 702 DI-1 1 2.000 0.050 0.90 0.045 Back/Lt. 0.000'RIGB 0.020 0.35 0.007 Back/Lt. 0.052 4 0.208 0 0.001 0.0208 3.769 2.000 0.531 0.0833 4.005 3.50 Back/Lt. 0.040 0.90 0.036 Ahead/Rt. 0.030 0.35 0.011 Ahead/Rt. 0.047 4 0.188 0 Ahead/Rt. 0.396 1 0.001 1 2.000 2 0.396 1.418 0.166 5.417 5.680 Weir Flow 704 DI-1 1.000 0 4 0 0 Back/Lt. 0.000'RIGB 0.020 0.90 0.018 Ahead/Rt. 0.500 0.35 0.175 Ahead/Rt. 0.193 4 0.772 0 Ahead/Rt. 0.772 0.001 1.000 1 0.772 3.594 Weir Flow Tr '1 ON r �h CRAIGW J. K1 9FARSKI Lic. No. 0402048507 5-5-20 M E O o G) U N N � Q o > E w ar E ~ LU LL o w O ra cl� UJ M a J U 00 W J - Ln N a- Q N 0LU N � �x Q O Cf) Q o_ W ai L` Ln 2 N Q CLn rn O N Ill M oo J O W tD H a � U`) a > a z to � O w a � z to Ln O 0 w O 0 U w U) 1-- U > 0�0 W U O z U Z) O U O O O N N N W 00 O Q M r-, Ln p N + -i O M L1 1010101 DATE 01/21/2020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=30' W 0 V / � z 0 0 z � Q m U z U ° U W (� J V / Q `U J � 1 m 0 z,�^ V ) V 0 W JOB NO. 44523 SHEET NO. C6.1 0 c ai U C m <L �0 0 5 a0 Z �O 2 02 c - T � (0 � a 0 c o (L0 O� C9 3 U) Z N 02 � a x o r0 0 n� o '3 a o m c Y M fV 7 y 0.0 0,6 Y2 � 0 co a O U C � E c U N a m 70 c .0 O C N o M a 2 c0 coc o c U m o Q� 0 � L II II /li I POST -DEVELOPED DRAINAGE AREA 2 / �/ TO ANALYSIS POINT 1 (OFFSITE) / AREA = 1.44 AC IMPERVIOUS = 1.08 AC PERVIOUS (FOREST) = 0.15 AC _ - - - PERVIOUS (MANAGED TURF) = 0.21 AC ❑ COUNTY STORMWATER FACILITY 97.04 (BIORETENTION N _ _\\ \ \\ \\ \ \\ \ \ \ \ \ \ \ \ \ \cSs \\ \ / - - - _ _ _ _ _ _��� 7 \ 3 \ PRE -DEVELOPED DRAINAGEAREA 3 TO ANALYSIS POINT 2 ONSITE TCPATH (ONSITE) \\� \____.--' � \\��, AREA =0.04AC (TYP.) -550 - - _ \\\ \\� \ 8 IMPERVIOUS = 0.04 AC moo>\\\ _ PER VIOUS(MANAGEDTURF) =0AC \ -545- - �llll lIll/l/l� \\ ANALYSIS POINT 2 - - -- `540 �- II IIIlilt IIIIIIIIIIi\\\\\\\\`��\\\\\\\��s\\�\\\\��\�----_ _\\ I I I I I I I I l /\�\\ \\ \ \\ \ \\ \\\ - - - II IIIIIIIIIIIIIIIIII�/�\\\\\ IIII I I I I I I I I I I I I I I IIIII\\\I,11\\�� - - _ - _ - - _ - _ ` �%'�\\\ I IIIII IIIIII\1\\\\ \\\� �\ \\\ \�\ �\\ \ \ \ \ �530 = -- -_ -�--_ ---_ -_ --'� - �\\\ \ \- IIIII I 1 11 \\\ \\\ \`X`� \ \ \ \ \cS \ \\ \\ \ \ \` - - - _ - _ _ _ - - - - \\\\�\\\\�\\\\\ `\ \\\\\ \ \ \ \ \ \ �\ _- _ _ _ _- - - _ _ � � _ � � � � - _ - - - _ _•\ \\ \\\ I IIIIII \\ \\ \\11 �\\\�� \ SO ` ` ` \ \ �! - -_-_- - _ - - _ - _ / - _ _ _ `\�\x \ \ \ 1 Il -\\ -525- - � - = _- _ _ _ _ _ _ _ ; % -, \ \\ \\ _ \\ \ \ \-- -- - -- - - _ l I II IIIIII III IIII\�\\�� .\� I�I IIIII IIIII �\\�`\\\\�\\\\ l I I I I I I I I \ \\\\ \\ \ o \ \ \ \ \\ \ \ \ \ - _ II IIII�IIIIIII IIIIIII IIIII\\I\\t\\ \\\\��� \\o,\\\\\ \ \\ \\\ \ � �--- -----� _ - ��o \ \ \ \\\ \ \ II� I I I IIII IIII I III 1 11� \\ \57\ �\\ \ \\ \ \\ --_ - - _ I II I I I��✓ I I II I II 11 IIIII I I I'll IIII II 11 IIIIIII\\\1 \�cfls`\\� \ ` \\ \\\\\\ 11 \\IIIIIII II IIIIII\IIIII\IIIIIIIII\\\` ��\\� ��\ 1 I I I 1 I 1 I PRE -DEVELOPED DRAINAGE AREA I '� TO ANALYSIS POINT 1 ONSITE \ \\�\�\ AREA=6.25AC III \ III II IIIIII I1 \\\\\\\\\\-__--_ ____.� I I 1 111 II 1 1 I II 1 \ I l I \\\ \\\\\\\�\\\� /_\��\ �`\�\��\\� \ \� \�� =505- _ _ _ _ --� _ _ _ _ �j� \ \\ \\ \ IMPERVIOUS = 0.07AC / I/ II II IIIIIII111 IIIII111\\\\ \\\ \\\\\\`�\\\ \\`\�\\\\� ------------------ �____--��� / I ► 1 1 \ \\ \\\\�\\� \� \\ \ - _ _ _ - _ _ �/� PER (FOREST) = 6.09 AC / I II IIII 1 1 \ 111 \\\\\\ \\ \ \\\'�� - - ------ �� _ \ \ \ \ / / II II IIII 11 1 IIII\\� IIIII\\\\\\\\ \\\l \\\\\���\ \a\\\��\` 500. _ -_� i �_ \ �i ( )- / III I I I \ 1 1 \ II 1\ \\\\\\\\\ �/ _ - - - _ _ PERVIOUS MANAGED TURF - 0.17AC /� / I I I I11 IIIII II III 1 I\ \ \1\ \\\\\� (.\��\\\\` \\\ \� _ % �j /ii .\\ \\`\�\ -495- _ _ _ _ 11\\ \\ \\\\ \ - --/�-_ / I I I I III 1111 � III 11\ \\ � \ \\ �\ \\ \ \\\ \ �, � � \\\ \\ � / Il J/ I III 1 1 1 1 IIII III\111 490=ZZ II I II II �___-_- . I I I 1 1 I 1 11I \ \ \\ l 1\ I I III \\1 \ \\\ 1 \ \\\\� \\ \ �� - '� 1 I I I III 11�\\\ \I \\\\ \\ =480-,- ��---- ��- �i ill /I IIII II II III II \\ 1\\\\I\\�\ _ %//I ---- / �i j j /� I// II I I I I�IIIIIIIII IIIIt1I\1\11I 475_ 111111 l 1 I\IIIII\ IIIIII IIIII %J/��/////I IIIIIIIIIIIIIIIII �_ �=-_465�-;��,� =460� = ____ \ _ _ 455 "T ANALYSIS POINT 1 III II III POST -DEVELOPED DRAINAGE AREA 2 TO ANALYSIS POINT 1 (OFFSITE, DETAINED - SWM1) I AREA = 1.44 AC IMPERVIOUS = 1.08 AC PERVIOUS (FOREST) = 0.15 AC - - - PERVIOUS (MANAGED TURF) = 0.21 AC COUNTY STORMWATER FACILITY 97.04 (BIORETENTION�, _ 0 _ \ ��� .:Z*ftmwa ill � -550� I/1 ►/// \\\\ \\1\ \\ ` \ \ \ \ \ \` \ ` - TC PATH \ 11 W I �4 III I111'llll IIIIIIIII III/ \- II IIIIIII IIIIIIIII%��\� �� \ \ \\\ \�- - - - -- -- I I I I It I III\\\\ \\ \ \\ \ \ \, -_-53 � ------ -- IIIIIIIIIIIIIII1111111111111111�\\\\\\�\\�\�\\�`\ \ \ �\\ \�- I IIIII IIII 11\- I IIII II11I �\\ \\ \ \ \\\ \ \\ -_ - -� •-••_ III III IIIII IIIIII\ 1I \ IIIII 11 I I II►II►j1 I \\\\\\\\\\I\j I I I I I I I I I I I I I I II �I\\\\ \\\..P`\\�`\s��\\ POST -DEVELOPED DRAINAGE AREA 1B \\ \"\ \ \\ _ =525 TO ANALYSIS POINT 1 (ONSITE DETAINED - SWM 2) ,\ \ \\ _ -_ _ - -____ _ _ - - _ 7=7___ \\ \ \ \ AREA = 1.60 AC \� IMPERVIOUS = 0.93 AC PERVIOUS = 0.67 AC_ - I 1 1 I 1 11 11 1\\ \\ \\ \ \\ \ I�lll IIIIII II IIIIIII IIIIIII\IIII\II/ / III 1 I \ 1 111 1 III 1 A I V\\1- I 1 �1 1 1 1\ 1 \\ \\\\ IIII I III 11 I III II I1 I I ► 11\ 1\ 1 1 I II 11 I1\\\\\�\\\\\�\\�\-\�\\\�� SWM2- /- / I I I I ► 1 I II 1 I I \ \\I l \\\ \ \\ \ \ \ ; _ \\v\\ �\ \\\ / IIII I III 1 II \ 1 11 \\\\\ \\\,\ N \\\\\ \\\ \ - - / \\\\ \\\\\\ \ - \\\ \ \ _� I I I I I I 1 I 1 1 \ \ \ \\ \\\ \ \ \ \\ \� _ / // I IIIIIIIII IIIIIII\111 1IIIIIIIII1\\\�\\� 1 IIII ; IIII 111I1\1I I\11\ll\ \ \ \\ \\ \\ I I I I I 11111IIIIIIII IIIIIII'11 1\\\11\I\\\\\\\\\ �\s�`\� . I I I I I I IIII IIII IIIIIII\ \\1\\\\\\\\\\\\\1\\\���� \\\\��� �� ��/� 111 l III IIIII IIIIII 11\\\\\\\ \\ \\\\\\\ \\ _=_=_480 ���1/l/1 ---=-475 ;/�,;//111,I/1►I►II, IIIIj11I1\II 1 \,�\� �^ _________ _ ���_ _--- ��/ / / ///II IIIII I►III1111I\\\' -_ �4 70 / / /�//IIIIIII IIIIIII III IIII�Ilt - _ _ _ _ _ %J// �l/ ///I IIIIII II (IIIIIII �- _ 465� =460 /// ANALYSIS POINT 1 v i 17�j \ POST -DEVELOPED DRAINAGE AREA 1C \\` TO ANALYSIS POINT 1 (ONSITE, UNDETAINED) • AREA = 1.66 AC IMPERVIOUS = 0 AC PERVIOUS = 1.66 AC \\ X, �� WATER OUALITY ANALYSIS SITE DATA POST DEVELOPED AREA IMPERVIOUS = 2.81 ACRES MANAGED TURF = 3.48 ACRES POST DEVELOPMENT LOAD REDUCTION REQUIRED (TP) (LB/YR) = 4.87 REQUIRED REMOVAL WILL BE ACHIEVED THROUGH PURCHASING OF OFFSITE NUTRIENT CREDITS. TOP OF 96" STORAGE PIPE TOP OF WEIR ELEV. = 532.00' PLATE 531.50' 10 YEAR WSE 531.57' Q 2 YEAR WSE 528.44' 10" ORIFICE Q1 YEAR WSE INV 527.40' 527.58' STEEL PLATE ELEV. 524.00' 8" ORIFICE WITH TRASH RACK INV 524.00' UNDERGROUND CMP WEIR PLATE SECTION DETAIL - SWM1 TOP OF 96" STORAGE PIPE ELEV. = 512.00' TOP OF WEIR PLATE 510.50' 10 YEAR WSE 510.41' 2 YEAR WSE 508.18' 10" ORIFICE _-------- Q1YEAR WSE INV 507.50' 507.42' STEEL PLATE ELEV. 504.00' 4" ORIFICE WITH TRASH RACK INV 504.00' UNDERGROUND CMP WEIR PLATE SECTION DETAIL - SWM2 C.B.N.I.T. "Tomorrow's Natural Resources Today" Chesapeake Bay Nutrient Land Trust, LLC. May 4, 2020 Timmons Group ATTN: Kim Mellon 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 RE: CBNLT / Oak Grove - Nutrient Credit Availability 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 project requirements at our Oak Grove nutrient facility, which is registered with the Virginia Department of 9 ty, g g P 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 Stormwater 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, Chesapeake Bay Nutrient Land Trust, LLC By Its Manager EarthSource Solutions, Inc. ScottA. Reed. Scott A. Reed Vice President Chesapeake Bay Nutrient LandTrust, LLC. • 5735 S. Laburnum Avenue • Richmond, VA 23231 • P: 804.222.5114 • www.cbnit.com WATER QUANTITY ANALYSIS - POINT 1 DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT) PRE -DEVELOPED DRAINAGE AREA 1 TO ANALYSIS POINT 1 (ONSITE) AREA = 6.25 AC 0.07 AC (IMPERVIOUS) 6.01 AC (FOREST) 0.17 AC (MANAGED TURF) Tc = 11 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.82 5,227 10 YEAR 11.23 30,492 PRE -DEVELOPED DRAINAGE AREA 2 TO ANALYSIS POINT 1 (OFFSITE) AREA = 1.44 AC 1.08 AC (IMPERVIOUS) 0.15 AC (FOREST) 0.21 AC (MANAGED TURF) Tc = 8 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 4.38 9,670 10 YEAR 9.54 21,998 PRE -DEVELOPED ANALYSIS POINT 1 COMBINES DRAINAGE AREAS 1 + 2 Q (CFS) V (CUBIC -FT) 1 YEAR 4.68 14,897 10 YEAR 19.47 52,490 CHANNEL PROTECTION (ENERGY BALANCE DRAINAGE AREA ANALYSIS (POST -DEVELOPMENT) POST -DEVELOPED DRAINAGE AREA 1A TO ANALYSIS POINT 1 (ONSITE, DETAINED - SWM1) AREA = 2.99 AC 1.84 AC (IMPERVIOUS) 1.15 AC (MANAGED TURF) Tc=6MIN Q (CFS) V (CUBIC -FT) 1 YEAR 7.97 16,814 10 YEAR 18.93 41,164 POST -DEVELOPED DRAINAGE AREA 2 TO ANALYSIS POINT 1 (OFFSITE, DETAINED - SWM1) AREA = 1.44 AC 1.08 AC (IMPERVIOUS) 0.15 AC (FOREST) 0.21 AC (MANAGED TURF) Tc = 6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 4.53 9,670 10 YEAR 9.87 21,998 POST -DEVELOPED - SWM1 AREAS 1A + 2 Q (CFS) V (CUBIC -FT) 1 YEAR 3.16 26,484 10 YEAR 10.05 63,162 POST -DEVELOPED DRAINAGE AREA 1 B TO ANALYSIS POINT 1 (ONSITE, DETAINED - SWM2 AREA = 1.60 AC 0.93 AC (IMPERVIOUS) 0.67 AC (MANAGED TURF) Tc = 6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 4.08 8,581 10 YEAR 9.90 21,432 POST -DEVELOPED - SWM2 AREA 1 B Q (CFS) V (CUBIC -FT) 1 YEAR 0.76 8,581 10 YEAR 5.20 21,432 POST -DEVELOPED DRAINAGE AREA 1C TO ANALYSIS POINT 1 (ONSITE, UNDETAINED) AREA = 1.66 AC 0 AC (IMPERVIOUS) 1.66 AC (MANAGED TURF) Tc = 10 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.66 2,265 10 YEAR 4.18 10,367 POST -DEVELOPED ANALYSIS POINT 1 COMBINES SWM1 + SWM2 + AREA 1C Q (CFS) V (CUBIC -FT) 1 YEAR 4.46 37,330 10 YEAR 18.68 94,961 QDEVELOPED < 0•80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED + QOFFSITE 4.46 CFS <- 0.80*(0.82 CFS*5,227 CF)/(27,660) CF + 4.38 CFS = 4.50 CFS FLOOD PROTECTION: POST -DEVELOPED Qlo <- PRE -DEVELOPED Qto 18.68 CFS (POST -DEVELOPED Qlo) <- 19.47 CFS (PRE -DEVELOPED Qlo) WATER QUANTITY ANALYSIS - POINT 2 DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT) PRE -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS POINT 2 (ONSITE) AREA = 0.04 AC 0.04 AC (IMPERVIOUS) 0 AC (MANAGED TURF) Tc = 6 MIN DRAINAGE AREA ANALYSIS (POST -DEVELOPMENT) POST -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS POINT 2 (ONSITE, UNDETAINED AREA = 0.04 AC 0.04 AC (IMPERVIOUS) 0 AC (MANAGED TURF) Tc = 6 MIN Q (CFS) V (CUBIC -FT) Q (CFS) V (CUBIC -FT) 1 YEAR 0.17 392 1 YEAR 0.17 392 10 YEAR 0.31 784 10 YEAR 0.31 784 *NO CHANGE IN VOLUME OR FLOW FROM PRE -DEVELOPED TO POST -DEVELOPED CONDITION SCALE 1 "=80' 0 80' 160' WOO r -H!P , Z�4 0 Q CRAIGW J. XOTAItSKI Lic. No. 0402048507 5-5-20 `OVA M E 0 0 rn � N � > E w °� E Zi L C) U. w O YJ L M Qa J U co w J - uI H W rj O N =x c U > a c 11 rn O N a M a W J a a � 7) z V)> a O LL016 a a U a z to Ln p w 2:U 2:w z O � > O � O W U > O z O O O O N N N W 00 O < M I\ Ln p N +1 O M t- L1 O O O DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1 " = 80' W � z LZ q 1 J LL a O � Z z CW G � W Z Q _Joz ULLI J J LL ca W m H J (� Q a V G 0 V / O JOB NO. 44523 SHEET NO. C6.2 0 2 U C m a 5o o 0. C5 2Z Qo 0 T � m o a a) a0 o� R 0 3 Z N O �o H o o_ r O O Q o .3 a y ate.. Y2 v- f0 C Y U ao E U N a � N m Z �U W c � o a2 MN to C U O O U �o n N N L BOYS AND GIRLS CLUB NORTHSIDE CHARLOTTESVILLE, VA LANE CMP STORMWATER MANAGEMENT SYSTEM NOTES: O 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 UA 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. HMIN. (RIGID PVMT.) HMIN. (FLEX PVMT.) FILTER FABRIC (WHEN SPECIFIED) SUITABLE C� FOUNDATION 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 AGENTTO 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 BETAKEN 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 MAYBE USED. EXCAVATORS MUST BE LOCATED OFF THE BED, AND DUMP TRUCKS SHALL NOT DUMP STONE DIRECTLY ON TO THE BED. r 12" EDDING DIAMETER (in) Standard Spacing HMIN (ft) S (ft) C (ft) I 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 1 14" 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 UA W C� U) � U I_ Z O>Ir Z Ld 0� mJ=� W Cn J>elf Cn UwW� a_ LLJ O'ODU H- OJH- Z Q:� Z_ W Q W" �=:2M W Q Z (� Q O m O N CO (n (/) \ r ) F- 0 CO d (O zm 3OF4 32'-0" 127'-0" 12" STUB--,,, 24" STUB 36" RISER-, T 7 36" RISER �`. �> PLAN VIEW 010" ORIFICE 7'-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 BROUGHT TO 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. FLAT TOPS, 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. 5. 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 2%" X 1/2" 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 J" 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 WRAP SHALL BE CONSIDERED SUFFICIENTTO 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 54THROUGH 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 MATERIAL AND/OR COATING SHALL MATCH THE PIPE MATERIAL. 3'-5" "-08" ORIFICE INVERT WEIR PLATE DETAIL FINISHED GRADE BACKFILL MATERIAL (AS SPECIFIED) 37'-0" WEIR PLATE 24" STUB 36" RISER -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. Access rRiser Detail MANHOLE 1 & COVER FRAME `CONCRETE FLAT TOP Table 1. Temporary Mimimum Cover for P rY Construction Equipment PipeDia. Minimum Cover (ft) for Indicated Axle Loads (in) 18-50kips 50-75kips 75-110kips 110-150kips 12-42 2.0 2.5 3.0 3.0 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 CMP RISER 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 0.138" 16 ga 0.064" 8 ga 0.168" 14 ga 0.079" OLUrIUUrU LUY l..UrlrlectOr Detail CONNECTING BAND (WHEN SPECIFIED) GASKET (WHEN SPECIFIED) CORRUGATED METAL PIPE ­SmaIIGnPerent CORRUGATED METAL PIPE a n T � U Z_ To> 0 z#z UO mLli J=� W UO _JiQcf� - U L(J W� 0- IYODU Z O Z W 0 Q w ZU�(D W Q O0 Z cn QJ O m O O N N (O M,ao � zm 2 OF 4 UJ n W T I. _ U Z O > 1211:� Z Z#z (/7 w W m _J (� U cn Q W W or�0:D :2 H- J I- U Z O af Z - LLJ (2) Q W OO� QZ >_Q O m O N (0 m N \ r7 Z m GO Zm 4 OF 4 LANE MFR-RECOMMENDED MAINTENANCE PROCEDURES Perform the following tasks monthly and after major storm events while the soil erosion control permit is open, the site is under construction, or vegetation has not been completely re-established: • Inspect and document sediment, trash and debris build-up. Remove accumulations as necessary. • If applicable, inspect and document sediment, trash and debris build-up in pre-treatment devices. Remove accumulations as necessary. • Ensure inlet and outlet structures are freely flowing and free of debris and sediment build-up. • Inspect ground surface above system for depressions or sinkholes which should be immediately addressed with the contractor upon discovery. • Note signs of pollution such as oil sheens, discolored water, unpleasant odors. • Check for proper operation of flow control devices, control gates, valves or other mechanical devices (including pre-treatment devices) Once site construction is complete, all disrupted areas restored, and vegetation completely re- established, the above items may serve as a baseline maintenance routine, along with any other actions that may have been incorporated into the initial protocol during the construction phase. The frequency of these operations shall be based upon experience gained during the earlier phase and increased until a desired equilibrium is attained. Documented activities noting the date, sediment accumulations, previous significant storm events, et al, will enable better discretion in this regard. Sediment removal can be managed manually by bucketing and hoisting. However, this operation is more efficiently managed through the use of sewer cleaning equipment such as a vactor truck. ORIFICE TRASH RACK DETAIL (TAKEN FROM MONTGOMERY COUNTY, MD WATER RESOURCES SPECIFICATIONS) Expanded Steel�r..- Expanded Steel Grate Opening Detail Not To Scale 2.5 2.28" 1.03" .203" 3.0 3.44" .940" .264" GENERAL NOTES FOR TRASH RACK ( TYP. ) X 1 1 /2" X TEEL ANGLE LB PER FT2 NDED STEEL E BASED ON FLOW OPENING HOLES HOWN ( TYP. ) 1 /2" X 1 /4" LE (TYP.) /4" STEEL -DED TO >HOWN 1. STEEL TO CONFORM TO ASTM A-36. 2. ALL SURFACES OF TRASH RACK(S) MUST BE HOT DIPPED GALVANIZED AFTER FABRICATION. 3. TRASH RACK(S) TO BE FASTENED TO WALL WITH 1/2" MASONRY ANCHORS. TRASH RACK(S) TO BE REMOVABLE. 4. TRASH RACK(S) TO BE CENTERED HORIZONTALLY OVER THE OPENING. 5. FABRICATOR MAY MODIFY COMPONENTS OF TRASH RACK FRAME TO IMPROVE CONSTRUCTABILITY OF TRASH RACK. MODIFICATIONS MUST BE APPROVED BY MCDPS PRIOR TO FABRICATION. MONTGOMERY COUNTY VERTICAL DATE: 02/04 DEPARTMENT OF PERMITTING REMOVABLE SERVICES LOW FLOW ORIFICE WATER RESOURCES TRASH RACK DETAIL SCALE: NONE 0 \77 rD pa I,ic. No. 0402048507 M E O O O1 V N � N O Q O > E LU Q 6L O C) ILL Lr\ wO�� � W � M a J U co LU J - u1 N C 7 W N O x � W oa =� LO � N = U > - a ,_ Lr) rn O N ?� M a 00 J CD LU Ln a a � Ln z > a O LLo3: ln� z ' U) ILL V) �LU O 0 w o� z0 U�w U) z O � w O oc oz O o U 0 0 0 N N N w 0 0 0 � 1\ \ N Q M r*1 In C) N +1 0 M';J_ Ln 0 0 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE N/A LU 0 (ll� V Z Un z Q MI ; W W z 0 J O H-111 U w� (� J z V / Q W J W W LL J Q (ll� a V W 0 z Q 0 0 W JOB NO. 44523 SHEET NO. C6.3 L 0 E Y a a Cl) N 0 N 0 N Q c 0 a w 6 a BOYS AND GIRLS CLUB NORTHSIDE CHARLOTTESVILLE, VA LANE CMP STORMWATER MANAGEMENT SYSTEM NOTES: O 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 THATTHE 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. HMIN. (RIGID PVMT.) HMIN. (FLEX PVMT.) FILTER FABRIC (WHEN SPECIFIED) CIA➢��IA➢��IA➢��I.�➢��IA➢��IA➢� SUITABLE I�C� FOUNDATION 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 %" 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 4INCHES 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 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. EDDING DIAMETER (in) Standard Spacing HMIN (ft) S (ft) C (ft) 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 1 14" 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 UA n TI, � V) U Z_ 0 ' N Z 0z*z LLJ W U>QU) (Y W W� CL ly- IrOU� Z 0G�fZ- W Q W ZU�0-) W Q Z U)Q O m 0 N (n (n \ H � O rc0 Z 7 \? m E � z 3OF4 WEIR PLATE 12" STUB 8" STUB 36" RISER 36" RISER I 24" STUB 12" STUB 144'-0" - P LAN VIEW sls 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 BROUGHT TO 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. FLAT TOPS, 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. 5. 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 2p X 1 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 8" 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 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 54THROUGH 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 MATERIAL AND/OR COATING SHALL MATCH THE PIPE MATERIAL. 10" ORIFICE 3'-6" ORIFICE INVERT WEIR PLATE DETAIL FINISHED GRADE BACKFILL MATERIAL (AS SPECIFIED) 15" STUB -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. Access Riser Detail FCONC&COVER FRAME RETE FLAT TOP MANHOLE Table 1. Temporary Mimimum Cover for Construction Equipment Pipe Dia. Minimum Cover (ft) for Indicated Axle Loads (in) 18-50kips 50-75kips 75-110kips 110-150kips 12-42 2.0 2.5 3.0 3.0 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 CMP RISER 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 0.138" 16 ga 0.064" 8 ga 0.168" 14 ga 0.079" -:Tanaara L Ug Connector Detail CONNECTING BAND (WHEN SPECIFIED) GASKET (WHEN SPECIFIED) CORRUGATED METAL PIPE �SmalIGnPerent CORRUGATED METAL PIPE W 0 0 N N r� (n \ lr�) II D - m00 t � zm 2OF4 UJ � V) U Z O>0: � N Z 0 zttz (n W W Cn U>QU0 W W� 0- W �' IzO-:2 H- J[O Z O z W Q W ZU�Cn W Q ZQ V) J O m 0 N (\ (n (n I� � 0 (0 d CO Z \oO gym i a 0 4 OF 4 LANE MFR-RECOMMENDED MAINTENANCE PROCEDURES Perform the following tasks monthly and after major storm events while the soil erosion control permit is open, the site is under construction, or vegetation has not been completely re-established: • Inspect and document sediment, trash and debris build-up. Remove accumulations as necessary. • If applicable, inspect and document sediment, trash and debris build-up in pre-treatment devices. Remove accumulations as necessary. • Ensure inlet and outlet structures are freely flowing and free of debris and sediment build-up. • Inspect ground surface above system for depressions or sinkholes which should be immediately addressed with the contractor upon discovery. • Note signs of pollution such as oil sheens, discolored water, unpleasant odors. • Check for proper operation of flow control devices, control gates, valves or other mechanical devices (including pre-treatment devices) Once site construction is complete, all disrupted areas restored, and vegetation completely re- established, the above items may serve as a baseline maintenance routine, along with any other actions that may have been incorporated into the initial protocol during the construction phase. The frequency of these operations shall be based upon experience gained during the earlier phase and increased until a desired equilibrium is attained. Documented activities noting the date, sediment accumulations, previous significant storm events, et al, will enable better discretion in this regard. Sediment removal can be managed manually by bucketing and hoisting. However, this operation is more efficiently managed through the use of sewer cleaning equipment such as a vactor truck. ORIFICE TRASH RACK DETAIL (TAKEN FROM MONTGOMERY COUNTY, MD WATER RESOURCES SPECIFICATIONS) Expanded Steel C'---`- Expanded Steel Grate Opening Detail Not To Scale Sl` WIDTH 2.5 2.28" 1.03" 3.0 3.44" .940" .264" WELD (TYP.) 1 1/2" x 1 1/2" x 1/4" STEEL ANGLE (TYP.) 2J-3 LB PER FT2 EXPANDED STEEL GRATE BASED ON LOW FLOW OPENING /16" HOLES VAS SHOWN WELD (TYP.) -1 1/2" X 1 1/2" X 1/4" STEEL ANGLE (TYP.) .1 1/2" X 1/4" STEEL STOCK WELDED TO BASE AS SHOWN GENERAL NOTES FOR TRASH RACK 1. STEEL TO CONFORM TO ASTM A-36. 2, ALL SURFACES OF TRASH RACK(S) MUST BE HOT DIPPED GALVANIZED AFTER FABRICATION. 3. TRASH RACK(S) TO BE FASTENED TO WALL WITH 1/2" MASONRY ANCHORS. TRASH RACK(S) TO BE REMOVABLE. 4. TRASH RACK(S) TO BE CENTERED HORIZONTALLY OVER THE OPENING. 5. FABRICATOR MAY MODIFY COMPONENTS OF TRASH RACK FRAME TO IMPROVE CONSTRUCTABILITY OF TRASH RACK. MODIFICATIONS MUST BE APPROVED BY MCDPS PRIOR TO FABRICATION. MONTGOMERY COUNTY VERTICAL DATE: 02/04 DEPARTMENT OF PERMITTING REMOVABLE SERVICES LOW FLOW ORIFICE WATER RESOURCES TRASH RACK DETAIL SCALE: NONE 0 \77 rD pa Q CR. JG W J. KOTARZ KI I,ic. No. 0402048507 M E O O rn �, N � N � >E W UJ QU_ o� atn W M < LU Z a Ln _ 0 a (n wH-In O LL O rn a U) o a zH� zw U) OH x U n 1--QJ LL 1g a��o Lu w �O U � zU 0 w� = aLn )IU } 2: O N O M O z a U Z 00 _JO CD Lu U) O (7 O 0 0 0 0 W N N N w 0 0 0 LL' I-- rNN = Q M n Lr) UU 0 r4 ,H O M ';J_ L1 zz 0 0 0 DATE cn > 0112112020 O DRAWN BY r K. MELLON • DESIGNED BY • K. MELLON • CHECKED BY • C. KOTARSKI • • SCALE N/A • • rem L JOB NO. 44523 SHEET NO. C6.4 w ca � ICU m 0 0 0 0 212: 18" Basin - Circular Pedestrian Grate (Nyloplast) co STA 11 +56.63 iv cc O C� TOP 536.50 204: DI-3C 8 ft Throat C7 co CID INV IN 527.63 (213) STA 14+46.98 ICU m c%> _ m _ TOP 534.23 " INV IN 530.07 (RD2) ^ o o ^ o 0 - L o 0 0 ^ o c L L Lo N O N L r ti N L c- O �� Ln o M M O U �,� U- INV IN 531.41 (231) o o v 0 M INV IN 525.56 (205) U U � p c v INV OUT 527.53 211 �- N o INV OUT 525.46 (203) N LO 00 o cy O ( ) O O 00 O 00 O M „ �_ o� O N N O N co M I� O 00 04 � N N O 00 0 M M� N M O O N 202: 30 Basin - Circular Grate ? o o m o �, N rn M 00 co 00 m 0 m Mrno � 210 ��tio r- Lo op0�o Ln Ln Ca o coo Ln �00 0 +M� m r- N M NN MO CON STA14+71.87 00 C) - m 0�N Ln ���N o�N +�� U°0oo�0 Ln CV OMB <v + con ~ STA 12+02.09 = �± co Ln M M Ln Ln TOP 533.99 CV o CO � N 0 170 _ � `o � = Cq � 2 N - Ln Ln � <? + - w Ln H 0 r �LOZ 0 TOP536.50 g�Lnz z O D�Lnz z o �LO0 -Lnz_ O <Lnz O O LO O pM 0 <IL> � Q�> INV IN527.08(211) 0<0>> > �Qa» > INV IN525.34(203) N Qa> o <0- > 00Q0> > �QQ- > > �<0->> > NQ0-z z O N CO�z ~Oz z IN U) z z C� Z z z INV OUT525.24(201) ��z ��z z �c~n�z z ���z z `1-U) z z o�Oz Z z 555 N � - - INV OUT 526.98 (209) 555 San U ~ 550 550 545 545 EXISTING GRADE N-, PROPOSED / yy 540 GRADE / 540 535 ATERLINE 'E WATERLINE 'A' 535 SANITARY \ SEWER 'A' WATERLINE 'A' 3. ' 3' MIN. TOP: 532.00' WATERLINE 'D' I 530 530 2156 _ SWM1 64.80, OF 213 I 12" HDPE 83.59' OF 211 @ 1.35% 1 " HDPE 45.46' OF 209 525 207 525 ° @ 1.00% 21" HDPE 53.59' OF 24 HDPE 203 54.47' OF 24.89, OF @ 0.50% @ 0.50% 30" HDPE 30" HDPE 201 INV: 524.00' @ 0.50% @ 0.50% 47.95' OF 30" HDPE 520 @ 0.50% 520 515 515 9+50 10+00 5m 5,in 525 525 PROPOSED GRADE 520 520 EXISTING GRADE 515 515 4.5' 3' MIN. \TOP: 51� 510 510 RD4 14.09' OF 8" HDPE 505 @ 3.00% 505 INV: 504. SWM2 500 500 11 9+50 10+00 10+50 RD4 - SWM2 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 11+00 12+00 13+00 STR 216 - SWM1A HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 co O RC 0 0 0 Oq (.0�r--Lo M cc,)) U r- 00 M LO 00 50) oCO�z z 0o 01 0> > Z U) - z 5,in 5�n 525 525 PROPOSED GWkDE 520 520 IN 515 515 q 510 R�3 4? 8" y0 E 11 510 3.00 505 505 EXISTING GRADE \ 500 500 9+50 10+00 11+00 RD3 - STR 402 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 55n 14+00 N ^ r N N N M LID t00� p �_ N LO (6 O M +oLn�Ln �nZzzo �� Oz>z> C14 U) Z - Z 550 545 545 PROPOSED 540 GRADE 540 EXISTING GRADE / 535 535 530 530 3'MN. R 2 31.01' F 525 8" H D E 525 o 520 520 9+50 10+00 10+50 RD2 - STR 212 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 15+00 55n s4n 535 535 3' MIN. 530 8.�'22, 530 ADOF F @ 3 00% 525 Q S5'� 525 y�PF _ @ 00% WATERLINE 'C' \ 63. 5, 520 O 520 �PROPOSED 3'00% GRADE \ 515 _ 4.5' 515 \ \ 7-), y�OS TOP: 512.00' 0� � � 510 ° 124.65' OF 510 \ 401 12" HDPE 8.37' OF /SWM2 @ 1.00% 5" HDPE / 505 � 505 EXISTING \ GRADE INV: 504.00' 500 500 16+00 9+50 10+00 r- O N O N - M o � N CO ~ N C U-) Cq + co LO LO mnzzo D_CZZ 4U1) 550 545 545 WATERLINE `B' 540 EXISTING 540 GRACE 535 535 PROPOSED GRACE S MIN. 530 530 R01 8" H�OF O PF @ 3.00 , 525 525 520 520 9+50 10+00 11+00 RD 1 - STR 208 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 11+00 M o o P- C) C r` o rn cc o r-- 6 rl- �N Ln MNO Lon +(6 OLnn +oo C)Lnz 0 9+50 10+00 11+00 STR 704 - SWM2 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 12+00 13+00 STR 412 - SWM2A HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 0 Ln 00 (.q LO + Ln CD�n0 9+50 10+00 10+50 STR 602 - SWM2 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 14+00 15+00 15+50 LO o 0 m N 404 0 ao STA 12+62.82 o�LO �LcoN L`�' TOP516.25 o�� o�z INV IN 511.33 (405) �Q0� NQo_> INV IN 511.33 (501) oF-Oz u.)(n z INV OUT 511.23 (403) 5�n 5.n 525 525 PROPOSED GRADE 520 520 515 515 3' Nt l N SANITARY SEWER- 501 510 510 503 g�� PE 43.89' OF @ 0.N% 6" HDPE \ @ 3.50% 505 505 EXISTING GRADE 500 500 9+50 10+00 11+00 STR 504 - STR 404 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 NOTES: 1. CONTRACTOR SHALL PLACE FILL UNDER PIPES/MANHOLES LOCATED ENTIRELY WITHIN FILL SECTIONS AT 95% COMPACTION. EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8" IN THICKNESS BEFORE COMPACTION IN ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04. AFTER 3' VERTICAL PLACEMENT OF FILL, CONTRACTOR SHALL EXCAVATE RECENTLY LAID FILL AND INSTALL COMPACTED VDOT STD. 21A STONE IN AN 8' X 8' O.C. COMPACTED 21A AREA CENTERED ON THE PIPE/STRUCTURE. CONTRACTOR SHALL REPEAT THIS OPERATION UNTIL AN 8' X 8' O.C. 21A STONE BASE IS INSTALLED BETWEEN THE EXISTING GROUND AND THE PROPOSED PIPE/STRUCTURE BASE IN EFFORTS TO REDUCE THE RISK OF SETTLING. CONTRACTOR SHALL PROVIDE VDOT WITH COMPACTION RESULTS PRIOR TO ACCEPTANCE. 2. SLOPE BENCHING SHALL BE PROVIDED ON ANY PROPOSED 2:1 SLOPES. SEE SHEET C5.2 FOR DETAILS. G� r II �Ifi ON s O Q CRAIG W 7. K.9FARSKI r`' Lrc. No. 0402048507 M E 00 MU N N � Q o > E w 6E yj Q 3 aL o w L w O ro W M a J U co w J - Ln N d > p N C 7 W N O �x C 2w 6U- Oa =g- c U > a O N Ln � M a� CO J <D � 0 CD 0 0 W > U Q z 0 > 0 r a ca � G � Ln 0- Z Ln> � o w 0 a Ln 3: z Ln w 0 w o� z0 U�w U z O LU OUz O? 0 U 0 0 0 N N N w O O O I--\ \ N Q M r*1 Ln 0 M � o 0 0 0 DATE 0112112020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE AS SHOWN Uj 0 1--I 1 0 z � 1 ; LU LL z 0 J O U LU w J J � w O m J V 0 z Q V 1 O W JOB NO. 44523 SHEET NO. C7.0 L 0 50 PROFILE SCALE 5 0 50 PROFILE SCALE 565 560 555 550 239 54.65' OF 12" HDPE @ 15.00% 545 WATER INE 'A' 540 237 15.61' OF 12" HDPE @ 3.00% 535 530 525 520 9+50 10+00 238: MH-1 STA 10+54.62 TOP 553.26 INV IN 544.95 (239) INV OUT 544.86 (237) 236: DI-3B 8 ft Throat STA 10+70.16 TOP 552.65 INV IN 544.39 (237) INV OUT 541.11 (235) EXISTING GRADE 117.94' OF 15" HDPE @ 1.00% � M M v�LO Lq 00 M - 00Cr) NM 00 M m 00 Cfl 07 (0m (�+ LOco L oZ Z 0 C\1 co Z Z PROPOSED GRADE T MIIN. \ 232: 15" Basin - Circular Grate (Nyloplast) STA 12+68.72 TOP 537.00 INV IN 532.55 (233) INV IN 532.71 (241) INV OUT 532.84 (231) 565 535 560 555 550 545 540 535 530 525 520 114: 12" Basin - Circular Grate a Q J m Q I _ STA 10+01.09 J m J o Q m o Mo C/) o m o L Q TOP 490.55 U o = o o o o o= o= o INV OUT 481.65 (113) CO = = CO CC) = �M rn t vcfl E v� rn O O O d? O N 00 > COO O N N O O i Cfl O O LO > N - O C co O > cfl ~ N O O M N O r� r` O O N O v m v c� r v 0406> Lo MNO O �M�� � (0com CA � �ti� 00( �LOLo0 Ocom m = C)04 _ �pLO LO 0 C) ~ =NOS MOB ���� �M� =O00 �MOB g �Lnz ���z ��z z _'tZ w ��z _vz_ z_ 00 Qa> O QLOz z O <CL in <CL O QQO_- O o Qm> Q�z O 00 QC O O ~OZ Z o �O>> > o~0> z No �0>> > oH0> > o �OZ N�O> > No �O» > cn_ _ U)�z z z �U)P- - U) z z �U)Pz z cnFf_ ��z z ��z z z PROPOSED inn 47F; 47-9; 4aF; F GRADE 4a_ PROPOSED \ EXISTING GRADE \ GRADE 530 495 470 470 \ SWM1 \ EXISTING \ 525 GRADE 49 465 465 PROP. DITCH 3' MIN. C 520 F 485 460 460 50.44' \ STEP DOWN 24" HD RE \ TRUCTURE @ 8.2 % \ W{TH 2" \ STEEL PLATE 515 480 455 \ 455 1 5 \ 9 .07' OF \ 2 HDPE \ EXISTING 510 k \\ 12.00% 475 - I \ 450 F GRADE 450 STEP DOWN STEP DOWN \ 3' MIN. STRUCTURE STRUCTURE WITH 2" WITH Z" \ STEEL PLATE 3 MIN. STEEL PLATE 93 \ 505 470 445 24 445 8� Oj 103 @S AF 161.44' OF % \ 0�6,0O�` OOo 24" HDPE \ @ 8.50% ° O \ 500 465 440 440 6, 70 \ �6'9, / ,76 Op � 495 460 435 0 435 STEP DOWN STRUCTURE WITH 2" STEEL PLATE 490 455 430 430 13+00 13+50 9+50 10+00 11+00 HORIZ SCALE: 1 "=50' 106: MH-1 (WITH SL-1) VERT SCALE: 1"=5 STA 11+23.68 304: 12" Basin -Circular Grate (Nyloplast) 302: 12" Basin - Circular Grate (Nyloplast) TOP 506.27 44: 6" Basin - Circular Grate STA 10+00.74 STA 11+62.71 INV IN 500.16 (107A) STA 10+00.68 TOP 543.66 TOP 538.39 INV IN 500.48 (107B) TOP 540.97 INV OUT 539.42 (303) INV IN 531.26 (303) INV OUT 491.07 (105) INV OUT 537.53 (243) INV OUT 531.16 (301) 555 555 520 520 555 11+00 12+00 STR EX1 - STR 232 IN, \ EXISTING 550 \ GRADE 550 PROPOSED GRADE -I 540 540 535 3 535 9, , /y OF �SO�AF T MI 3. STOP: 532.12' 530 530 30 723 SWM1 N48,E @ q �opF 525 1 1 525 INV: 524.12' 9+50 10+00 11+00 12+00 STR 304 - SWM1 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 PROPOSED GRADE 515 515 3 9' EXISTING GRADE TOP: 512.00' \ 510 510 SWM2 3' MIN. 505 505 INV: 504.00' 1 A0 2q 0,41 500 500 sOOXF 0 495 O 495 490 490 12+00 13+00 14+00 SWM1 B - STR 100 234: DI-313 8 ft Throat STA 11+88.38 242: 12" Basin - Circular Grate (Nyloplast) TOP 543.62 STA 10+00.68 INV IN 539.93 (235) TOP 536.99 INV IN 536.81 (243) INV OUT 532.96 (241) INV OUT 536.55 (233) EXISTING GRADE 550 550 PROPOSED 545 GRADE 545 540 540 T MIN. IA 243 72.52' OF 535 r 535 1.00% ATERLINE 'A' 530 530 525 525 545 545 PROPOSED GRADE EXISTING GRADE 540 540 535 3' MIN. 535 4 241 1 .85' OF 530 HDPE 530 (01 00% 525 525 520 520 PROPOSED RIPRAP 15+00 16+00 206: DI-3B 10 ft Throat STA 13+90.78 TOP 534.43 INV IN 530.66 (221) INV IN 525.93 (207) INV OUT 525.83 (205) -232: 15" Basin - Circular Grate (Nyloplast) STA 12+68.72 TOP 537.00 INV IN 532.55 (233) INV IN 532.71 (241) INV OUT 532.84 (231) 13+00 9+50 10+00 11+00 11+50 9+50 10+00 11+00 9+50 10+00 11+00 SWM2B - STR 106 STR 244 - STR 234 STR 242 - STR 232 HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 222: DI-3B 6 ft Throat STA 10+00.00 TOP 535.25 INV OUT 531.00 (221) 490 if 490 485 485 480 480 EXISTING GRADE C �`,' 475 �0, (p 475 y4,o 01, 041�` 470 _ 470 465 1 L 465 �766' 0 �0 '� 460 460 0 455 455 O 450 450 445 445 9+50 10+00 11+00 STR 112 - 102B HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 550 550 EXISTING GRADE 545 545 540 540 PROPOSED GRADE 535 535 530 530 221 6.83' OF 8" HDPE @ 5.00% 525 525 .ri45 12+00 O w CR.1-jG w J. KOTARt Ki laic. No. 0402048507 -5-20� SY10 rA' M E O O O1 V N � N � >E w a� E LU U ai 3 Q LL o 3 a W > C� W = M a > O QJ000 Z U) __a wH-Ln O w O Z LU B M - CZ z cn '3 U w cn LL_ QOJ �Q w ~ ' 0 Q U_W H O g �U z0 U w Ln } c � U z OU 2: O N > O LU i) 4 � � v z � - J O z U O U vi O cD O 0 0 0 0 N N N W O O O UU 0 N i O M ;J- L) z0 0 0 0 c/) DATE > 0 0112112020 r DRAWN BY K. MELLON • DESIGNED BY • K. MELLON • CHECKED BY • C. KOTARSKI • • SCALE AS SHOWN IL Uj I --I V Z O z U) 545 < w 540 PROPOSED 540 GRADE EXISTING L GRADE 535 535 Try IN. TOP: 532.19' TOP: 532.00' 530 SWM1 530 525 525 INV: 524.19' INV: 524.00' 520 520 9+50 10+00 10+50 9+50 10+00 11+00 STR 222 - STR 206 SWM 1 (WEST TO EAST) HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 J_ LL z O J O U"a w J 41J � coDCw O J V 0 z Q V 1 O W 12+00 JOB No. 44523 SHEET NO. C7.1 L c T a N n 0 0 N N U) r 0 a) 0 a 3 Z J PARKING LOT LANDSCAPING �1ALTH OF PARKING LOT LANDSCAPING 1,133 SF O Lf�C O NK W. Ht�C�C�III � \ STEEP SLOPE MANAGEMENT �' 14 y, 05/05/20 sc SLOPE MASTER MIX 68,039 SF `�PE AR SEE SHEET L1.1 FOR LANDSCAPE PLAN -01' (TYP.) I _ EXISTING O \ \ --- __ \ -— — — — —�� ------ DECIDUOUS FORESTED ,;5 6� �� AREA - -��— ASTER MIX P 10" 536It 557 / PARKING LOT LANDSijC G — — — V A v A V v v v v \ v v In --t I 554 �� Ar AF X v v \ v \ mod• ` � � A � �� �� � � � — � � — — � 1 — 53 ` `— — —— ---— ---- — 50 ° o A A v v v '� ° lo ° ° o r e a ° a a a _ -- 1 Dv >ell 530 I \ V A \ V A � \\ \ \ V A vvv vv v v v/ /v � / y\ v v�✓vx � � /v v ` \��A\ �\v A V A \� � y _ ' - _ _ _ - - - - - - - _ _ — — _ _ — _ — _ _'_ °_ - - - - - - - ' _ _ - vv v�,� vimV v � / \ \\ V - - - - - - - _ - _ - - - - - - v v \ vv�y Xv v l v v _ E DING TJ4'AL ES v v v v v v v v v v v � P��- -P--o-s D ��rt-_ _ vv - - — - - - - - - — I/v� v � v � A \ � � - -- \ - ----- EXISTING /\ v � /�X �� v V \ Vv - - I I I I 0\\V \VVA 1 A V A/\ V AA DECIDUOUS �v v v I — - _ I 1 \ 1 \\ \ \ \ \ \� FORESTED —520 I I I I IIIII 1 11 1A\VAAI v � - - - - - - 11 vv v v v' vu AREA _ IIII \ AV I \ Y vv�c9v ��A v v� / \ I \ -- - / I 1 1 \\VI A V AA VA VO v � v --- y- - — --- �- I I 1 \ 1 \\ 1 v v v v �✓v v v/ \\ A � A � - -_ — — - - - - - - - - - -V - - - _--- ------ _ - --- -- ---_ — - - -- -- - I --- � J ------ --- - _ \ vv v vYtl< /Cl BL EX STING v _ A \ A �V SLOPE MASTER MIX _ - \� _ \ - - _ - - - - - - - - \ \ \\ \ \\ \�\ \\ \\ \� \ \\ \ \ \ / DECIDUOUS FORESTED AREA I I I I A 1 I A v v / �` A. I I I I I I I I I 1 1 1 I I 1 I I I I I I 1 I 1 1 1\ \\�\ ( I ( - _ \ \ �\/�� � � / � �/�%x% � � � - _ � - _ _ — — — \ \ � \ \\ \ \ \ \ /� \ �•\�/ �� / \ \ \ � � \ \/� � /�\ / / / / /� < i� � / ' / � � \ - � - - - \ \ \ \ / i � ` /_ \ �\ \ \ \ / \ / _/ -� '2•✓ / / / / / / / I I I I 1 IIII 1\ \\ \/� _ ---- _ - �'�� ��'� / �` v —480 EXISTING DECIDUOUS FORESTED v!��` v v / / _ / C - - - - AREA 1 �v� v-,C_ /— _ —47 - // // // / // 6- cp / 00, SCALE 1 "=30' 0 30 60 , M E O 0 O� V N � N C > E W W U 3 Q u C U. Lu ca ,� 0� YJ L M Qa J U c0 LU -,i L I W 00 N z� °gym o :3x c U j F- Q . c ") rn , N � M a� OD J I z a Q g a a LLJ V) > a O i�: Q C �LL �" F— LU in cnw� O w w OU � Lu OzOV jO 0 Ov 0 0 0 N N N Lu 00 0 I--\ \ N Q M I� Ln M � O Ln 0 0 0 DATE 0112112020 DRAWN BY M. RACHNER DESIGNED BY F. HANCOCK CHECKED BY F. HANCOCK SCALE 1"=30' W 0 rH� V 1 LL z O i z a W > 13- Q U J o (n U Uo wz J J a J w J m J I --I Q Q V c2 W O z V 1 �10 W JOB NO. 44523 SHEET NO. L1.0 L c E Y a a rn N 0 N O N c 0 q 6 a m 3 a z Q a - I / x>- L-T—� - / EXISTING- y DECIDUOUS FORESTED AREA L 555 \ i - - - - 555 \ nj \ \ \ \ 550 - - _ -N — — — — — — — - O�-p,LTH OF 11� NK W. H C III o. 14 �y 05/05/20 ApE ARC OM E O O1 V N N � iE v v v A Q w a V) C)_� Wn O QJU Lri 0 d O ;z 10 z (n V v, v vv (3) QUE PHE w v v v \ v $36 v n\ �- k4 V A vv �O�x 411 LLn u , o ,w z (n w �2 Q) z z g z �Va'iO" g0� Q rn U S (43) HYP CAL \ ,N > O —550- 3$, (41) SPO HET S s��� (1) ACE RUBS �// � � � w � L M z U ( ) 25 ITE SPR Szj 8„W �'� vt5`� v v v , - C� co L O z \ \ \ v 59 HYP CAL ( ) v o w z U v v (5) TIL COR (92 CAR ELA ) - v v v v \ st - vcr v v v- i U \ v v s v v v - v // (n I&Q \ \ \ \ c9. \ cS`s,- - d` 54--------- - _ v vv vv v \\ vv v vv v 534 v - - �, - v v � v _ _ _ 8--)Nz OOo w N N N w Lu 0 0 0 \ v V A v A \ \ V v A \ v A Z Q i 1 N U) ° N O M Ln (1) ACE RUB - // ° v �v - z0 0 0 0 i v A v v v v v _- DATE v v (79)CAR ELA- - _- - - ---- v�� - --- `�' v A v v \\ v M --_ - v v v v v v 0112112020 V vv A v vv vv v A \ v (18)SPO HET 5 W -- -- �� - �� A vv S0 O \ \ \ \ \ \ _ O \ \ DRAWN BY \ - - - - - - / V vv s�o v \ - ------ _ - \ v v — - M.RACHNER ° DESIGNED BY F. HANCOCK ° CHECKED BY o- - - _ v i o ° _ 0 ° o 0 0 vo � Sq V � F. HANCOCK o \ SCALE ° a ov ° ° ° > _ v 0 - - -ILL- - - Luv — — — _ _ — — — \ / — — — _uyl v _ — — — — — — — - - - - - - - 525 O - - — — — \ \ PROPOSED B-I-ILD-fN-�--_ - _- -� --- - _-_ 5ce 30-- 53 �y z y, --- -- - Q —------------ _ - - \ I a w U U Lu Lu I 0 yv v�v -- ---------- - - --s� \ \ \ a a y _ - EXISTING \ , - - _ - sr, - - /\ \ DECIDUOUS \ \ X \ \ \ `L \� - - -- ' ° �• �'� _ _ _ - , '`° �\ \ \ ` \ \ FORESTED AREA v 510 \LAJ , ° EXISTING 5� DECIDUOUS FORESTED AREA - — --__ — — - - - - - - - - - - - - - - - - / ' ' I \ \ \ \ \ \ JOB NO. SCALE 1 "=20' 44523 - - - - - - - SHEET NO. 20' 40' v v v v 70 co tn . PLANT KEY PLANT KEY TREES BOTANICAL NAME ACE RUB ACER RUBRUM 'AUTUMN GLORY' QUE PHE QUERCUS PHELLOS TIL COR TILIA CORDATA SHRUBS BOTANICAL NAME ITE SPR ITEA VIRGINICA 'SPRICH' ORNAMENTAL GRASS BOTANICAL NAME SPO HET SPOROBOLUS HETEROLEPIS GROUND COVERS BOTANICAL NAME CAR ELA CAREX ELATA 'BOWLES GOLDEN' HYP CAL HYPERICUM CALYCINUM L PRUNE CODOMINATE LEADERS REMOVE BROKEN, BADLY DEFORMED, RUBBING, NARROW CROTCH ANGLES, WATER SPROUTS, OR CROSS -BRANCHES. REMOVE TAGS, LABELS, AND PLASTIC SLEEVING. DO NOT STAKE UNLESS SPECIFIED (SEE NOTE) DO NOT WRAP TRUNK PRUNE SUCKERS IF FIELD GROWN, CUT AWAY ALL BALLING ROPES. REMOVE BURLAP OR WIRE BASKET FROM TOP %3 OF BALL. IF CONTAINER GROWN, REMOVE CONTAINER AND CUT CIRCLING ROOTS 1:1 SLOPE OF SIDES OF PLANTING HOLE SCARIFY SIDES BEFORE PLANTING TAMP SOIL AROUND ROOTBALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOTBALL DOES NOT SHIFT DECIDUOUS TREE - STAKING SPECIFIED NOT TO SCALE INSTALL SHRUBS SO THAT THE TOP OF THE ROOTBALL IS AT THE SAME GRADE AS ORIGINALLY GROWN OR 1-2" ABOVE IN POOR DRAINING SOILS. DO NOT COVER THE TOP OF THE ROOTBALL WITH SOIL REMOVE ALL STRING, WIRE, AND BURLAP FROM TOP %3 OF BALL BACKFILL PLANTING PIT WITH NATIVE SOIL. INCORPORATE SLOW -RELEASE GRANULAR FERTILIZER SCARIFY BOTTOM AND SIDES OF PIT SHRUB PLANTING NOT TO SCALE CONTAINER ROOT BALL 12 GAUGE GALVANIZED WIRE 3-2"x2" HARDWOOD STAKES GALVANIZED WIRE GUY 12 GAUGE. ALLOW FOR A SLIGHT AMOUNT OF MOVEMENT 8' 2"x2" HARDWOOD STAKE, 2'-6" MIN BELOW SURFACE. STAKE SHALL BE DRIVEN A MIN 18" OUT FROM TRUNK AND OUTSIDE OF ROOTBALL 2-3" MULCH LAYER TO EDGE OF DRIPLINE KEEP 4-6" AWAY FROM TRUNKFLARE SET ROOTBALL FLUSH TO GRADE OR 1-2" HIGHER IN SLOWLY DRAINING SOILS. DO NOT COVER THE TOP OF THE ROOTBALL WITH SOIL. ROOTFLARE SHALL BE VISIBLE ABOVE FINISHED GRADE 6"SAUCER BACKFILL PLANTING PIT WITH NATIVE SOIL. INCORPORATE SLOW -RELEASE GRANULAR FERTILIZER iYKole] A190 12WTA 72: PLACE ROOTBALL ON UNEXCAVATED OR TAMPED SOIL NOTE: ONLY STAKE TREES WITH LARGE CROWNS, 2" CALIPER OR GREATER, IF LOCATED ON WINDY SITES, OR WHERE TAMPERING MAY OCCUR. REMOVE ALL DEAD, BROKEN, DISEASED, AND WEAK BRANCHES AT TIME OF PLANTING 2-3" MULCH LAYER, KEEP AWAY FROM TRUNK 1" COMPOST LAYER PROVIDE MULCH UP AND OVER SAUCER 6" SAUCER REMOVE CONTAINER. SCARIFY PERIMETER ROOTS HEIGHT VARIES WITH PLANTS 12" MIN. PLAN VIEW: PLANT SCHEDULE EDGE OF BUILDING, TREES QTY BOTANICAL NAME COMMON NAME MIN. INSTALLED SIZE ROOT CANOPY WALK OR STRUCTURE ACE RUB 2 ACER RUBRUM 'AUTUMN GLORY AUTUMN GLORY MAPLE 2.5" CAL. B&B 452 VOIDS QUE PHE 3 QUERCUS PHELLOS WILLOW OAK 2.5" CAL. B&B 419 MULCH LINE TIL COR 5 TILIA CORDATA LITTLELEAF LINDEN 2.5" CAL. B&B 288 PLANT UNDER DRIP LINE OF LIMBED UP SHRUBS & TREES SHRUBS QTY I BOTANICAL NAME COMMON NAME MIN. INSTALLED SIZE ROOT SPACING ITE SPR 138 1 ITEA VIRGINICA 'SPRICH' VIRGINIA SWEETSPIRE 30" HT./SPRD. I CONTAINER CANOPY = TOTAL(ONK NLT.H CO 904SF 1257SF W, H 1440SF 413601SF 05/05/20 SPACING PE30" o.c. FC Gj�IwI AR ORNAMENTAL GRASS QTY BOTANICAL NAME COMMON NAME MIN. INSTALLED SIZE ROOT SPACING SPACING TRIANGULAR INFILL SPACING SPO HET 59 SPOROBOLUS HETEROLEPIS PRAIRIE DROPSEED 24" HT./SPRD. CONTAINER 24" o.c. PLANT PERIMETER AT INDICATED SPACING GROUND COVERS QTY BOTANICAL NAME COMMON NAME MIN. INSTALLED SIZE ROOT SPACING CAR ELA 171 CAREX ELATA 'BOWLES GOLDEN BOWLES GOLDEN SEDGE 1 GAL. CONTAINER 18" o.c. HYP CAL 102 HYPERICUM CALYCINUM CREEPING ST. JOHNS WORT 1 GAL. CONTAINER 18" o.c. PLANT UP TO EDGE OF SHRUBS UNLESS OTHERWISE NOTED PLANT 2-3" MULCH LAYER 1" COMPOST LAYER AMENDED SOIL MIX UNDISTURBED EARTH GROUNDCOVER/ PERENNIAL PLANTING NOT TO SCALE 23 Professional Erosion Control Seed Mixture SLOPEMASTER is a seed mixture specifically designed for erosion control where rapid establishment is a necessity with little follow up maintenance. SLOPEMASTER features the durable white clover Durana which is a medium -leafed, intermediate type white clover containing as many as 97 stolons per sq. foot which will secure most erodable soils. Durana is a superior white clover that is persistent and will fixate up to 150 lbs of atmospheric nitrogen per acre per year. The Nitrogen fixation by Durana will provide enrichment to a stand of low maintenance cool & warm season turfgrass. Durana is durable and you can count on it to compliment a stand of tall fescue or bermuda with lespedeza to maintain a long stand life. SLOPEMASTER is also treated with Pennington's exclusive GermMax technology for enhanced establishment. Characteristics: • Extremely durable erosion control mixture • Aggressive growth to provide complete ground cover • Contains perennial seed that establish quickly and last for years • Durana White Clover establishes stoloniforus growth to hold soils in place • Durana White Clover fixates atmospheric Nitrogen for reduced fertilizer requirements Where to plant: Primary Adaptation Adapted to some sites Establishment: SLOPEMASTER can be planted by drilling, broadcasting, or hydraulic seeding. Planting can be made throughout the year when mixed with companion grasses that are suitable with planting dates, i.e. tall fescue in the fall or bermudagrass in the spring. Planting depth should be no more than '/4 inch (6.35 mm) for many stand failures result from planting to deep. Liming to a pH of 6.0 and providing adequate potassium and phosphorus are necessary to ensure a productive stand. Soil testing is highly recommended. Southern Fall/Spring Mixture: Northern Mixture: 50% Turf Type Tall Fescue 75% Turf Type Tall Fescue 40% Unhulled Serecia Lespedeza 11% Annual Ryegrass 10% Durana White Clover 9% Unhulted Serecia Lespedeza 5% Durana White Clover Seeding Rates: 50-200 Ibs / acre (22.7-90.80 kgs / hectare) P.O. BOX 290 * MADISON, GA 30650 * (706) 342-1234 800-277-1412 PARKING AREA LANDSCAPE REQUIREMENTS 'PER32.7.9.6.A.&B. REQUIREMENT AREA CALCULATION REQUIRED PROVIDED AT LEAST 5% OF PAVED PARKING AREAS AND DRIVING 22,161 SF 22,161 x 0.05 = 1,108 SF 1,133 SF AISLES TO BE 1,108.05 SF LANDSCAPED WITH TREES AND SHRUBS ONE (1) LARGE OR MEDIUM SHADE 71 PARKING SPACES 71 / 10 - 7.1 7 LARGE OR MEDIUM 7 LARGE TREES TREE PER TEN (10) SHADE TREES 0 MEDIUM TREES PARKING SPACES TREE CANOPY REQUIREMENTS -PER 32.7.9.8.A.l. REQUIREMENT AREA CALCULATION REQUIRED PROVIDED 10% OF SITE TO 4,887,126 x HAVE CANOPY 9,439,936 SF 9,439,936 x 0.10 = 943,994 SF 1.25(EXISTING) + 943,993.6 SF 3,601(PROPOSED = COVERAGE 6,112,508.5 SF GENERAL NOTES PRE -CONSTRUCTION • CONTRACTOR IS RESPONSIBLE FOR CONTACTING "MISS UTILITY" AT 1.800.552.7001 FOR LOCATION OF ALL UTILITY LINES.TREES SHALL BE LOCATED A MINIMUM OF 5 FEET FROM SEWER/WATER CONNECTIONS. NOTIFY LANDSCAPE ARCHITECT OF CONFLICTS. • VERIFY ALL PLANT MATERIAL QUANTITIES ON THE PLAN PRIOR TO BIDDING, PLANT LIST TOTALS ARE FOR CONVENIENCE ONLY AND SHALL BE VERIFIED PRIOR TO BIDDING. • PROVIDE PLANT MATERIALS OF QUANTITY, SIZE, GENUS, SPECIES, AND VARIETY INDICATED ON PLANS. ALL PLANT MATERIALS AND INSTALLATION SHALL COMPLY WITH RECOMMENDATIONS AND REQUIREMENTS OF ANSI Z60.1 "AMERICAN STANDARD FOR NURSERY STOCK". IF SPECIFIED PLANT MATERIAL IS NOT OBTAINABLE, SUBMIT PROOF OF NON AVAILABILITY TO THE LANDSCAPE ARCHITECT, TOGETHER WITH PROPOSAL FOR USE OF EQUIVALENT MATERIAL. • PROVIDE AND INSTALL ALL PLANTS AS IN ACCORDANCE WITH DETAILS AND CONTRACT SPECIFICATIONS. • SOIL TESTS SHALL BE PERFORMED TO DETERMINE SOIL CHARACTER AND QUALITY. NECESSARY SOIL AMENDMENTS SHALL BE PERFORMED PER TEST RESULTS TO ENSURE PLANT HEALTH. CONSTRUCTION/INSTALLATION • LANDSCAPE ARCHITECT RESERVES THE RIGHT TO REJECT ANY PLANTS AND MATERIALS THAT ARE IN AN UNHEALTHY OR UNSIGHTLY CONDITION, AS WELL AS PLANTS AND MATERIALS THAT DO NOT CONFORM TO ANSI Z60.1 "AMERICAN STANDARD FOR NURSERY STOCK" • LABEL AT LEAST ONE TREE AND ONE SHRUB OF EACH VARIETY AND CALIPER WITH A SECURELY ATTACHED, WATERPROOF TAG BEARING THE DESIGNATION OF BOTANICAL AND COMMON NAME. • INSTALL LANDSCAPE PLANTINGS AT ENTRANCES/EXITS AND PARKING AREAS ACCORDING TO PLANS SO THAT MATERIALS WILL NOT INTERFERE WITH SIGHT DISTANCES. • CONTRACTOR IS RESPONSIBLE FOR WATERING ALL PLANT MATERIAL DURING INSTALLATION AND UNTIL FINAL INSPECTION AND ACCEPTANCE BY OWNER. CONTRACTOR SHALL NOTIFY OWNER OF CONDITIONS WHICH AFFECTS THE GUARANTEE. INSPECTIONS/GUARANTEE • UPON COMPLETION OF LANDSCAPE INSTALLATION, THE LANDSCAPE CONTRACTOR SHALL NOTIFY THE GENERAL CONTRACTOR WHO WILL VERIFY COMPLETENESS, INCLUDING THE REPLACEMENT OF ALL DEAD PLANT MATERIAL. CONTRACTOR IS RESPONSIBLE FOR SCHEDULING A FINAL INSPECTION BY THE LANDSCAPE ARCHITECT. • ALL EXTERIOR PLANT MATERIALS SHALL BE GUARANTEED FOR ONE FULL YEAR AFTER DATE OF FINAL INSPECTION AGAINST DEFECTS INCLUDING DEATH AND UNSATISFACTORY GROWTH. DEFECTS RESULTING FROM NEGLECT BY THE OWNER, ABUSE OR DAMAGE BY OTHERS, OR UNUSUAL PHENOMENA OR INCIDENTS WHICH ARE BEYOND THE CONTRACTORS CONTROL ARE NOT THE RESPONSIBILITY OF THE CONTRACTOR. • PLANT MATERIAL QUANTITIES AND SIZES WILL BE INSPECTED FOR COMPLIANCE WITH APPROVED PLANS BY A SITE PLAN REVIEW AGENT OF THE PLANNING DEPARTMENT PRIOR TO THE RELEASE OF THE CERTIFICATE OF OCCUPANCY. • REMOVE ALL GUY WIRES AND STAKES 12 MONTHS AFTER INSTALLATION. M E O O M U N N > E w a' E W U Q �! w o wO ra,i 1 W M a J U co W J N Q N U' Uj N z � 'I- � QO�x Q C2 W a- L` Q c `j- Ln 2 Cj =c ti � U Lin Q c Ln rn O N � M a CO J U) af M 0 (D 0 0 W w_ U Q z 0 > af 0 Z 0 z a Q g a a U-) 2: > z � > J 0 Q a � Ln Ln �"�� w in cnw� O w w U O � LU O z U 2!0 2! Z 0 OU O O O N N N W O O O Q mnLn 0 N i O M L1 010101 DATE 0112112020 DRAWN BY M. RACHNER DESIGNED BY F. HANCOCK CHECKED BY F. HANCOCK SCALE W 0 I­4 V / `= J 1 I —I Q O w z o I z Q z J oo W Uw V / Q O _j LU W rH� Q a V Q U C) U) 2!� z Q J V / O m 6 c 6 U) L) O 0 m N 0 2 Q `o 0 U L Q `o 00 0 c L JOB NO. 44523 SHEET NO. L2.0