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HomeMy WebLinkAboutWPO202300008 Plan - VSMP 2023-02-07BOAR'S HEAD SPORTS CLUB POOL RENOVATION SITE DATA: -AX MAP PARCEL AND OWNER INFO: TOTAL SITE AREA: 12.14 ACRES 059D2-01-00-01500 UNIVERSITY OF VIRGINIA FOUNDATION PO BOX 400218 CHARLOTTESVILLE, VA 22902 EXISTING IMPERVIOUS AREA: 0.60 ACRES PROPOSED IMPERVIOUS AREA: 0.84 ACRES (POOL SURFACE AREA IS CONSIDERED IMPERVIOUS AREA) LIMITS OF DISTURBANCE: 1.10 ACRES SOURCE OF SURVEY, BOUNDARY, AND TOPOGRAPHY: TIMMONS GROUP 28 IMPERIAL DRIVE STAUNTON,VA 24401 JOSEPH C. MEDLEY, L.S. (540)885-0920 CONDUCTED:05/11/2022 MAGISTERIAL DISTRICT: SAMUEL MILLER DISTRICT HORIZONTAL DATUM REFERENCE: NAD83 VERTICAL DATUM REFERENCE: NAVD88 MISS UTILITY TICKET NUMBER: A2122019425-OOA CURRENT USE: POOL PROPOSED USE: POOL ZONING: HIGHWAY COMMERCIAL ADJACENT PROPERTIES: NORTH - RESIDENTIAL(R4) EAST - RESIDENTIAL(R1) SOUTH - RESIDENTIAL (R1) WEST - HIGHWAY COMMERCIAL WELAND IMPACTS: NONE WATER SUPPLY: THIS PROJECT IS NOT IN A PUBLIC WATER SUPPLY WATERSHED. DRAINAGE DISTRICT: MOORES CREEK THERE NO STEEP SLOPES LOCATED ON THIS PARCEL THERE ARE NO CONSTRUCTION ACTIVITIES PROPOSED WITHIN THE 100-YR FLOODPLAIN REFER TO THE SEPARATE LIFE SAFETY PLAN FOR PARKING CALCULATIONS AND EVENT MANAGEMENT VSMP PLAN 200 WELLINGTON DRIVE CHARLOTTESVILLE, VA 22903 02/06/2023 iWRD r moz o� g� PROJECT LOCATION VICINITY MAP SCALE: 1" = 1,000' ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVENUE SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: JONATHAN SHOWALTER, P.E. TELEPHONE: 434-327-1681 OWNER: UNIVERSITY OF VIRGINIA FOUNDATION CHARLOTTESVILLE, VA 22902 CONTACT: NAT PERKINS TELEPHONE: (434) 531.7387 Sheet List Table Sheet Number Sheet Title C0.0 COVER SHEET C1.0 NOTES AND DETAILS C1.1 NOTES AND DETAILS C2.0 EXISTING CONDITIONS C2.1 DEMOLITION PLAN C3.0 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.1 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.2 EROSION & SEDIMENT CONTROL PHASE I C3.3 EROSION & SEDIMENT CONTROL PHASE II C4.0 SITE PLAN C5.0 GRADING AND DRAINAGE PLAN C5.1 INLET DRAINAGE AREA MAP C6.0 STORMWATER MANAGEMENT PLAN C6.1 STORMWATER MANAGEMENT OVERALL DRAINAGE G101 LIFE SAFETY TOTAL SHEETS = 15 SIGNATURE PANEL: APPROVAL DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING & ZONING ENGINEERING INSPECTIONS E911 DEPARTMENT OF FIRE AND RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION VIRGINIA DEPARTMENT OF HEALTH ARCHITECTURAL REVIEW BOARD �' :•u� 1TFL�\ �jj OWALTER � Lic. V(iJ0402057151 140 ..rS/rINAI w �E N O N U M N N C O > E W E = C +' ~ E 3 Q W U 3 H c� a0o`" W W O zo n � � 3� mx <= O 3 p U mo � n o a o N o mo O J O W Li o' 0 0 O 0 0 o' 0 U Q z 0 Ln cc 7) 0 r am O oc E H Z O a U U Uj w 0 Z O U0 W I DATE 02/06/2023 DRAWN BY K. BARGER DESIGNED BY K. BARGER CHECKED BY J. SHOWALTER SCALE N/A z 0 0 w Q Z 1. LU J > w_ 0� z U-) O0 a U w J LU > Q w p U am J w Q 2 �0 W JOB NO. 57562 SHEET NO. C0.0 GENERALNOTES 1. ALL MATERIALS AND CONSTRUCTION METHODS SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 2. 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. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 5. 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, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH THE CURRENT VERSION OF THE VDOT ROAD AND BRIDGE STANDARDS AND SPECIFICATIONS. 6. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT I AND I LD-94 (D) 121.13. 7. 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. 8. 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. 9. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 10. 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. 11. 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. 12. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 13. ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 14. 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. 15. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. 16. THE OWNERS 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). 17. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. 18. ALL VEGETATION AND ORGANIC MATERIAL MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE SUBGRADE. 19. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER FOR ALL MATERIALS AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. 20. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM SLOPE OF 0.004 ft./ft. 21. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2009 UNIFORM STATEWIDE BUILDING CODE, 2009 VIRGINIA CONSTRUCTION CODE, 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND ICC/ANSI A117.1-03. 22. REFER TO SHEET L1.0 FOR ALL LANDSCAPING GENERAL NOTES. 23. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. 24. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY THE BUILDING DEPARTMENT. 25. ALL ROOFDRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. 26. BUILDING OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR A PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH. CONTACT VDOLI FOR ADDITIONAL REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS. 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). ALBEMARLE COUNTY BUILDING NOTES: 1. BUILDING INSPECTIONS MUST VERIFY PROPER ABANDONMENT OF SITE UTILITIES BEFORE CONCEALMENT. 2. WHERE THE FLOOD LEVEL RIMS OF PLUMBING FIXTURES ARE BELOW THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER, THE FIXTURES SHALL BE PROTECTED BY A BACKWATER VALVE INSTALLED INT EH BUILDING DRAIN, BRANCH OF THE BUILDING DRAIN OR HORIZONTAL BRANCH SERVING SUCH FIXURES. PLUMBING FIXTURES HAVING FLOOD LEVEL RIMS ABOVE THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SHALL NOT DISCHARGE THROUGH A BACKWATER VALVE. 3. ALL WATER, SEWER, AND FIRE LINES REQUIRE NEW INSPECTION AND TESTING PROCEDURES. ALL ACSA PERFORMS ANY TESTING AND INSPECTIONS OF THE PUBLIC SEWER AND WATER MAIN(S). 4. 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. FIRE SAFETY NOTES: 1. SMOKING SHALL BE PROHIBITED IN AREAS WHERE SMOKING MAKES CONDITIONS SUCH AS TO MAKE SMOKING A HAZARD AND THESE AREAS SHALL BE DESIGNATED WITH NO SMOKING SIGNS PER VIRGINIA STATEWIDE FIRE PREVENTION CODE. 2. AREAS WHERE SMOKING CAN OCCUR, SHALL HAVE APPROPRIATE RECEPTACLES FOR DISCARDED SMOKING MATERIALS PER STATEWIDE FIRE PREVENTION CODE. 3. PER THE VIRGINIA STATEWIDE FIRE PREVENTION CODE, VEHICULAR ACCESS FOR FIREFIGHTING SHALL BE PROVIDED AT ALL CONSTRUCTION AND DEMOLITION SITES, PROVIDE ACCESS TO WITHIN 100 FT. OF TEMPORARY OR PERMANENT FIRE DEPARTMENT CONNECTIONS, AND HAVE NO OVERHEAD WIRING OR OTHER OVERHEAD OBSTRUCTIONS LOWER THAN 13 FT. 6 INCHES; THIS ACCESS MAY BE VIA PERMANENT OR TEMPORARY ROAD, BUT SHALL BE CAPABLE OF SUPPORTING FIRE APPARATUS IN ALL WEATHER CONDITIONS. 4. CONTRACTOR SHALL ENSURE THE STREET NUMBERS ARE ALWAYS PLAINLY VISIBLE FROM THE FRONTAGE STREET DURING CONSTRUCTION PER THE VIRGINIA STATEWIDE FIRE CODE. 5. AN APPROVED WATER SUPPLY FOR FIREFIGHTING OPERATIONS SHALL BE IN PLACE AND AVAILABLE AS SOON AS COMBUSTIBLE MATERIALS ARRIVE ON SITE. 6. WASTE AND COMBUSTIBLE DEBRIS SHALL BE REMOVED FROM THE BUILDING AT THE END OF EACH DAY AND DISPOSED OF IN ACCORDANCE WITH THE VIRGINIA STATEWIDE FIRE CODE. 7. FIRE EXTINGUISHERS SHALL BE PROVIDED, WITH NOT LESS THAN ONE APPROVED FIRE EXTINGUISHER AT EACH STAIRWELL, ON ALL FLOOR LEVELS WHERE COMBUSTIBLE MATERIALS HAVE ACCUMULATED, IN EVERY STORAGE AND CONSTRUCTION SHED AND IN AREAS OF SPECIAL HAZARDS SUCH AS FLAMMABLE AND COMBUSTIBLE LIQUIDS ARE STORED OR USED, IN ACCORDANCE WITH THE VIRGINIA STATEWIDE CODE. 8. OPERATIONS INVOLVING THE USE OF CUTTING AND WELDING SHALL COMPLY WITH THE VIRGINIA STATEWIDE FIRE PREVENTION CODE AND SHALL REQUIRE A PERMIT FROM THE ALBEMARLE COUNTY FIRE MARSHAL'S OFFICE. 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. BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. 101 SITE PLAN LEGEND • f TC 7�25.94 S O G STORM PIPE DRAINAGE BASIN TRENCH DRAIN CURB WHEEL STOPS PROPOSED SPOT ELEVATION PARKING COUNT WATER LINE WATER METER SANITARY SEWER LINE SANITARY SEWER MANHOLE GAS LINE _ = LIMITS OF DISTURBANCE -X FENCE XXX MAJOR CONTOUR XXX MINOR CONTOUR GRADING TC = TOP OF CURB TW = TOP OF WALL BW = BOTTOM OF WALL TS = TOP OF STAIRS BS = BOTTOM OF STAIRS FC = FACE OF CURB EP = EDGE OF PAVEMENT EX. = EXISTING PROP.=PROPOSED APPROX. = APPROXIMATELY ijO7[:�LfHOF 1%.%TfitiT _ 7` I�pNALTE• I.1c. Nl i02057151 �Q �SSLONALGrG, ui 0 0 x c� 0 0 x p w x U z 0 Ln 0 0 Y am O oc H DATE 0210612023 DRAWN BY K. BARGER DESIGNED BY K. BARGER CHECKED BY J. SHOWALTER SCALE N/A z 0 Q 0 W ry J 0 0 C L V/ LL 0 co 7)Y Q J 1- 4 Z Q > Q z 0 o Z U Q LLJ a Lu L w coO J a JOB NO. 57562 SHEET NO. C1.0 In h F #208 Banded Bar Grating #504 8" Slotted ADA IL #506 Herringbone lip C71 #606 Slotted Heel Proof #502 High Intake Slotted #504 12" Slotted ADA #603 Standard Slotted #5011601 Solid Cover P ALL COLOR AND MATERIAL SELECTIONS TO BE ' REVIEWED AND APPROVED BY OWNER Banded Bar Grating - 208 Series Part Trench Load Locking Grate Angle Weight Open Area No. Width Class Mach. Length Size (Ibs) (m per lin it) 12.208C.FG 12' C 1 24" 1.75" 19 0.9 High Intake Slotted - 502 Series Part Trench Load Locking Grate Angle Weight Open Area No. Width Class Mach. Length Size (Ibs) (fP per lin it) 08.502E.GB 8" E 1,2 1964'. 2" 18 0.47 12.502D.FB 12' D 1 18' 1.75" 26.1 0.76 12.502E.GB 12" E 1,2 19.64" 2" 35 0.81 18.502E.GB 18" E 1,2 19.64" 2" 48 1.25 Slotted ADA - 504 Series Part Trench Load Looking No. Width Class Mach. Grate Length Angle Size Weight (Ibs) Open Area (fb per lin it) 08SD4E.FE 8" E 1 16, 1.75' 21 0.27 12.5D4G.FB 12' G 1 18' 1.75' 51 0.25 Slotted ADA - 506 Series Part Trench Load Locking No. Width Class Mach. Grate Length Angle Size Weight (Ibs) Open Area (fh per in ft) 08.506F.GB 8" F 1,2 19.64" 2" 24 0.3 Standard Slotted - Part Trench No. Width 603 Series Load Locking Class Mach. Grate Length Angle Size Weight (Ibs) Open Area (fk per lin it) 06.603D.FB 6" D 0 24" 1.75" 37 0.2 08.603D.FB 8" D 0 24" 1.75" 41 0.3 10.603D.FB 10" D 0 24" 1.75" 53 0.4 15.603D.FB 15, D 0 24' 1.75" 76 0.5 18.603D.FB 18" D 0 24' 1.75' 103 0.7 24.603D.FB 24' D 0 24" 1.75" 143 0.9 1Slotted Heel Proof Part Trench No. Width - ADA - 606 Series Load Locking Grate Class Mach. Length Angle Size Weight (Ibs) Open Area (fir per lin it) 06.BD6D.FB 6" D 0 24" 1.75" 47 0.1 O8.6O6D.FB 8" D 0 24" 1.75' 61 0.1 10.606D.FB 10, D 0 24' 1.75' 69 0.1 12.6D6D.FB 12" D 0 24' 1.75' 89 0.2 15.6DBD.FB 15' D 0 24' 1.75' 69 0.2 18.6D6D.FB 18" D 0 24" 1.75" 106 0.5 OCHICI T OVer - DU-I/oU-I oefle5 Part Trench Load Locking Grate Angle Weight Open Area No. Width Class Mach. Length Size (Ibs) (fh per In it) 08.601D.FB 8" D 0 24" 1.75' 50 - 10.601D.FB 10" D 0 24" 1.75" 80 - 12.501G.FB 12" G 1 17.88' 1.75" 55 - 15.601D.FB 15" D 0 24" 1.75' 95 NA 18.601 D.FB 18" D 0 24" 1.75" 129 - 24.601 D.FB 24' D 0 24' 2" 181 "Contact ABT Inc. at 800-438-6057 for other grate material, pattern, and size options. Load Class A R C D E F G Description Light Duty Medium Duty Heavy Duty Extra Heavy Duty Extreme Heavy Duty Airport Rated Airport Rated Typical Application Pedestrian Residential Commercial Industrial Highway Regional Airport Port/Intermodal Category Standard Basis Industry Standard Industry Standard Federal A-A60005 AASHTO H-20 AASHTO HS-25 FAA AC-150 Industry Standard Maximum Proof Load 6,000 Lbs 12,150 Lbs 25,000 Lbs 40,000 Lbs 50,000 Lbs 100,000 USE 200,000 Lbs Proof Load Pressure 75 psi 150 psi 310 psi 494 psi 620 psi Variable 2469 psi ADA Compliant - Grate's slot width does not exceed 112 Inch in the predominant travel direction . Hard Tire Rated - TFX rails, PDX rails, and PolyDrain frames are Hard Tire Fork Lift Rated to grate and encapsulation concrete load limits. Locking Mechanism Heel Proof Rated - Grate's slot width does not exceed 5/16 Inch. 0 = Non -Locking 1 -Toggle Lock n TL Dynamic Load Rated Grates, rails, frames, and grate retention are designed for 0.7g transverse and longitudinally dynamic loads. 2 = Pin Lock ' Airport Rated - Designed for both large vertical and dynamic loads. Common conditions in Airport, Port, and Intermodal applications 6 Rail Connection Drive Screws into Preformed Holes Adjustable Up & Down U-Legs are Adjustable Up & Down rno or Kun End of Run End Frame Connection r ENGTH 0.59' FROM EP WITH 5/$" REBAR IMBEDDED 24" IN GROUND, 2 PER WHEEL STOP PRECAST CONC. WHEEL STOP No Scale HANDICAP SIGN EOP HANDICAP SIGN LOCATION (VAN) LOCATION (TYP.) FCONCRETE BUMPER o 0 BLOCK ANCHOR DDWITH PAINTED o 18 5/8" REBAR IMBEED PER 2 k MAX. 24" IN GROUND VDOT caFr 8' 1 5' 1 8' 1 11' 5" TYPICAL VAN ACCESSIBLE ACCESSIBLE HANDICAP SPACES TYPICAL PARKING SPACE DETAILS No Scale CG-12 NOTE: COMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWING; HYDRAULIC CEMENT SIDEWALK (DEPTH IN INCHES, AREA IN SQUARE YARD'. GENERAL NOTES: CURB WHEN REQUIRED (CG-2 OR CG-3 IN LINEAR FEET) DETECTABLE WARNING SURFACE (AREA IN SQUARE YARDS) 1. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES. EACH OF THE ABOVE ITEMS IS A SEPARATE PAY ITEM AND SHOULD BE SUMMARIZED FOR EACH CURB CUT RAMP. 2. DETECTABLE WARNING SHALL BE FROM THE MATERIALS APPROVED LIST FOR DETECTABLE WARNING SUFACES. PRODUCTS NOT LISTED SHALL MEET SIDEWALK RAMP 12:1 MAX THE REQUIREMENTS OF THE SPECIAL PROVISION FOR CG-12 DETECTABLE 46;1 MAX WARNING SURFACE AND SHALL BE SUBMITTED TO THE STANDARDS AND SPECIAL DESIGN SECTION FOR APPROVAL. 3. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP 4' FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BARS. 4. IF RAMP FLOOR IS PRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS SO MAX THAT ADJOINING FLARED SIDES CAN BE CAST IN PLACE AFTER PLACEMENT OF 10�1 PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A-4. TYPE A 5. REQUIRED BARS ARE TO BE NO.5 X 8" PLACED TCENTER TO CENTER ALONG PERPENDICULAR BOTH SIDES OF THE RAMP FLOOR, MID -DEPTH OF RAMP FLOOR. MINIMUM CONCRETE COVER 11/2". 6. CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS ARE INCLUDED IN PAYMENT FOR CURB / CURB AND GUTTER. 5' MIN 7. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED ' 12tt A T BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER 12:1 MAX \ AN ACCESSIBLE ROUTE WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITY CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED, OR NONEXISTENT. THEY MUST HE LOCATED WITHIN PEDESTRIAN CROSSWALKS AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER, AND SHOULD NOT TYPE B STOPVEHICLE LINES,LIGHT OAE HYDRANTS, INLETS, PARALLEL DROP ETC. ROUTING CFIRE ONTINUOUS ES PROVIDE UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED AND USED BY PEDESTRIANS. 8. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT 12:1 MAY THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND ; THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS 12:1 MAX PERPENDICULAR TO THE CURB. ** 5'MIN *Tc 9. TYPICAL CONCRETE SIDEWALK IS 4" THICK. WHEN THE ENTRANCE RADBCANNOT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK gMIN -I \ TRAFFIC, REFER TO STANDARD CG-13, COMMERCIAL ENTRANCE (HEAVY - AT * 2" HIGHER THAN TRUCK TRAFFIC)FOR CONCRETE DEPTH. , EDGE OF PAVEMENT 10. WHEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHARED USE PATH, AT JK W . SAME AS TOP OF CURB THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH. 11. WHEN ONLY ONE CURB RAMP IS PROVIDED FOR TWO CROSSINGS (DIAGONAL), TYPE C A 4'x 4'LANDING AREA SHALL BE PROVIDED TO MANEUVER A WHEELCHAIR PARALLEL & PERPENDICULAR INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4' x 4' LANDING AREA MAY INCLUDE THE GUTTER PAN. 12. ALL CASES WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF TRUNCATED DOME N C-C nl CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE .6"-2.4" o WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD 0 0 0 0 0 0 z -MODIFIED AS RECOMMENDED BY THE MANUFACTURER TO MATCH JI- - 0 0 0 0 0 0 0 0 0 0 0 0 THE BACK OF CURB. LANDING RAMP - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � o + ;t 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 iv 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SOX-651. OF BASE DIAMETER 00000000 000000 0 TOP DIAMETER -DETECTABLE WARNING c AT BACK OF CURB I_ I 0.9"-1,4" SEE NOTE 12. I BASE DIAMETER L_ VARIABLE FULL WIDTH OF RAMP FLOOR _I F PAY LIMITS DETECTABLE WARNING TRUNCATED DOME DETECTABLE WARNING INSTALLED ON A RADIUS DETAIL DETAIL �VD❑T SPECIFICATION CC-12 DETECTABLE WARNING SURFACE REFERENCE ROAD AND BRIDGE STANDARDS (GENERAL NOTES) VIRGINIA DEPARTMENT OF TRANSPORTATION 105 502 SHEET 1 OF 5 REVISION DATE 07/15 203.05 VARIABLE WIDTH' FACE OF CURB PAINTED STRIPE (TYPICAL) REGULAR SPACE NON -SLIP BROOM FINISH MAX. CROSS SLOPE 2% 4" 3,000 PSI AIR -ENTRAINED / CONCRETE COMPACTED SUBGRADE 4" TYPE 21B STONE NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT STANDARDS. a_ CONCRETE SIDEWALK PAVEMENT SECTION �1=6 0 r: NYLOPLAST DRAIN BASIN WITH STANDARD GRATE (1, 2) INTEGRATED DUCTILE IRON FRAME & GRATETO MATCH B.SIN OD. .G MINIMUM PIPE BURIAL DEPTH PER PIPE (3) VARIABLE INVERT HEIGHTS MANUFACTURER RECOMMENDATION ° - AVMLABLE(ACCORDINGTO ° PNNSRAKEOFF) (MIN. MANUFACTURING EP/ FC MO. SAME AS MIN. SUMP) 1 OR AS SHOWN ON PLAN WHEN NOT ALONG SIDEWALK CURB WIPE DOWN DETAIL SIGN SIGN AND POST DETAIL No Scale STD. U POST GALVANIZED POST TO BE DRIVEN (SEE VDOT DETAIL STP-1) (4) VARIOUS TYPES OF INLET& OUTLET ADAPTERS AVAILABLE: a -N' MR CORRUGATED HOPE (ADS N-121HANCORDUALWALL, ADSIHMCOR J SINGLE WALL), N-12 HP, PVC SEWER (Ex: BUT 36), PVC DWV (IX: SON 91, PVC MICROS, CORRUGATED & RIBBED PVC WATERTIGHTJOINT J (CORRUGATEDHDPESHOWN) I - S'- EV STMDABD GRATES SHAILSE DUCTILE RON PERASTM MSS GRADE TO4046. 2.17-V FRAMES SHNL BE OUGNLEIRON PER/SlM AV6 GRADE AMNWIS C& IV STANDARD GRATES Frr DIRECTLY ONTO DRAIN BASINS WRH THE USEGFAMIUDDYTOP. GEEDRAWINGNO.MI-11G{45. 5 - OWJN MIN TO BE CUSTOM MONUFnCTURED ACCORDING TO RAN DETNLS. RISE%ME NMED FOR WINSOVERN'DUE TOSHIPMG RESTWCTIONS. SEE MUWWG NO TWI-116 4. DRAFLAf£ CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO MN OU12 NR CCNRUGWOO HDFE (MS NI2MMGDR DUALWNL), N-12 HR&PVC=ER(T-2T). 5-MARFA MBEM'.NINTEDMN MG-EO'MM'.TODETEMINE MINIMUMMGIEBEPWEFNMMTERSSEEDMMNG N0 7W1-11D012. 6-1Y-3TSTMDANDGMTBSH MEETWNLUADDATING. 7 - S' & IPSIMDMO GMTESME MTED FORUGHT DUTYAFFLIGOTICNS IX LY; NO CONCRETE COLLAR N EEOM FOR ❑GHT DM MTNG. IE VDOT STANDARD CG-2 CURB No Scale 18-MIN WIDTHGUIDELINE 8' MIN THICNNESS GUIDELINE IRA ADAPTER LOADS: CONCRETE SLAB DIMENSIONS ARE FOR ARtlH �(6,T)TRAFFIC GUIDELINE PURPOSES ONLY. ACTUALCONCRETESIABMUSTBE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, ACCmDNGtt1 BANS TRAFFIC LOADING,& OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING 10,7001-110-111 FOR NON TRAFFIC INSTALLATION. tL11-4 A (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (8' MIN.ON 8'-24',10-MIN.01,30- 4'MIN ON B'-24' BASED ON MANUFACTURING REQ.) E MIN ON SO' THE RACIT LL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR M4TENAL MEETING THE REQUIREMENTS OF CLASS I, B'.3p CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRMNAGE INLETS SHU BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH A81M D2321. VDOT A-3 CONCRETE CONTINUE 21 B STONE BASE FROM ADJACENT PAVEMENT SECTION UNDER CURB LALTH p Q )x.1TK, - 7`tfi�1OOWALTL' 402057151 0'�2/6/25 2 NO -SSLONALGrG, U1 E N N U M � N C > E w .6E = C Y ~ E3 < W V �+ 00 W W O CD M1 Z0 �QJ Z I U)00 Six ,x � 0 3 0 V O �. n NO 2 MD i- 02 CJ a o 0 N m O O J O W 0 O 0 H t] w w_ U Q Z O Ln > 0 ccn r1 DATE 0210612023 DRAWN BY K. BARGER DESIGNED BY K. BARGER CHECKED BY J. SHOWALTER SCALE N/A I•• 11 \QJ 0 w Z Q J r-I z LIJ J > C) 00 O Z O I..L W ,Q QQ wvIc G W Q m O J W Q 2! V/ 0 JOB NO. 57562 SHEET NO. C1.1 Ln t� F as 00 C CD ry ED �Z a0 O C G O E c c C N m a 0 0 a o= LD Z O m � n � w o 10 n D m V N NC O_ N 2 m rn 0 0 ur � Ea 0 a 2, da 10 a o d n, M, m 2 �N W C o C O N a ON E LEGEND STORM DRAINAGE (SO) MANHOLE HDPE HIGE DENSITY POLYETHYLENE PIPE 05 SANITARYMANHOLE 0 CLEAN -OUT PVC POLY -VINYL CHLORIDE PIPE OG LIGHT POLE ELECTRIC METER J UTILITY/POWER POLE ❑s ELECTRIC BOX < GUYANCHOR OVERHEAD POWER UTILITY OHP - UGP - UNDERGROUND POWER UTILITY - - - SAN- - - SANITARY PIPE W WATER -LINE G UNDERGROUND GAS UTILITY -X- FENCE -LINE EDGE OF PAVEMENT (EP) EDGE OF WOODS CONC. CONCRETE EG EDGE OF GRAVEL v SIGN 0 FLAGPOLE FIRE HYDRANT ® WATER METER ® WATER VALVE p WATER MANHOLE 4 GROUND LIGHT s BOLLARD CONTOUR INTERVAL = 1' NOTES 1. HORIZONTAL DATUM IS BASED ON NAD83 (NA2011), VIRGINIA STATE GRID, SOUTH ZONE. VERTICAL DATUM /S BASED ON NAVD 88. DATUM ESTABLISHED THROUGH LEICA SmartNet (NETWORK) GPS OBSERVATIONS. 2. TOPOGRAPHIC DATA DEPICTED HEREON IS BASED ON CURRENT FIELD SURVEY 8Y THIS FIRM COMPLETED ON MAY 11. 2022. 3. NO TITLE REPORT FURNISHED. EASEMENTS MAY EXIST WHICH ARE NOT SHOWN HEREON. 4. THIS /S NOT A BOUNDARY SURVEY. NO BOUNDARY INFORMATION SHOWN HEREON. 5. MISS UTILITY TICKET INITIATED; TICKET NO.A2122019425-00A. NO UNDERGROUND UTILITY INVESTIGATION BEYOND INFORMATION PROVIDED VIA MISS UTILITY HAS BEEN CONDUCTED BY THIS FIRM. fMHS TOP 563.95' INV IN = 552.95' 8"PVC INV OUT = 552.67' 8"PVC i i INVIN=561.73' 15" CMP I I i I � / THIS TOPOGRAPHIC SURVEY WAS COMPLETED UNDER THE GG��pyi DIRECT AND RESPONSIBLE CHARGE OF PAUL N. HUBER FROM AN ACTUAL GROUND SURVEY MADE UNDER MY SUPERVISION; Lr) / THAT THE ORIGINAL DATA WAS OBTAINED ON THE FOLLOWING DATES. MAY 10-11, 2022. THIS BASE- MAPAND _ DIGITAL GEOSPATIAL DATA INCLUDING METADATA MEETS MINIMUM A CCURA C Y STANDARDS UNLESS OTHERWISE NOTED. 20"PINE (4) SD MANHOLE \ // fJ'CHAlNL4N / /\ � / INV IN = 545.22' 12" PVC �` INV IN=544.92' 15" CMP \ / / / \2" PINE / INV OUT = 542.71' 15" HDPE 0 - \ (2) SO GRATE G� \ x / / / / / h6o / / 15",P NE / /// - 4' WOOD APPROXIMATE LOCATION OF TOP = 549.25' �� / / / / I FENCE GAS LINE IN PLAYAREA. WAS INV IN = 542.57' 15" HOPE 1 �`� \ i / / / / / / / 12" PINE I \ NOT MARKED FOR SURVEY. INV OUT = 542.55' 15" RCP Ia nI V / / / / / / / / ' l INV IN=542.52' 12"PIN 151, CMP / / \ / / / / / / / // / I 2" PINE / EX. PIPE\ ' / /4' IRbN l \ I \ \ SP/ / / / / I FENCE l \ 15" PINE 12" PINE I GRAVEL 12" PINE / / \ �i�/ / / / / / \ \ �� I PLAYGROUND\\ EDGE OF POND ! / / l / / / h / / P \AREA n5"PINE \ �-,r _ � � / / SD,GRATp \ \ SO GRATE \ �� \ \ 15\' Pl� \12" PINE TOP 3559.5 _ - - i0�=36L3T' /YV IN = 555.63'\8"PVC --INV-O(lT= 556.03'_8"PVC INV OUT = 555.60' 8-PVC� SD GRATE l � ��J�/� TOP =558.75- - �� 7 O® / 8"MAPLE__ EX PIPE \ / 1 / / / / INVIN=554.89'8"PVC �/ 8"MA15 8"M(IPLE INV OUT=554.8T 8"PVCEX. 3/ /) Cr 8"MAPLE \rt � \ \\ ! 8"MAP\ ��C\ 560.0' +5 s \ \ \coDo \ \\ c S/)Gj SHO560.01 WER 1aL\"\\ 1 \ i 560.2' \ �''t, 8"MAE +\\ \ 0.0' +560.2' \ \ \ ?riS \\ \ \ 1 \ THIS TOPOGRAPHIC SURVEY WAS COMPLETED UNDER THE DIRECT AND RESPONSIBLE CHARGE OF PAUL N. HUBER FROM AN ACTUAL GROUND SURVEY MADE UNDER MY SUPERVISION; THAT THE ORIGINAL DATA WAS OBTAINED ON THE FOLLOWING DATES: MAY 10-11, 2022. THIS BASE- MAP AND DIGITAL GEOSPATIAL DATA INCLUDING METADATA MEETS MINIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED. MHS ? 1 \ \ \ ® / PERGOLA \ \� \ �A3 TOP 54766' INV IN = 541.46' 8" PVC INV OUT = 540.25' 8" PVC TW=559.20' BW=550.79' QL �¢l�7 I� I� MHS TOP 545.18' INV IN = 533.21' 8" PVC (N) INV IN = 544.78' 8" PVC(SE) INV OUT = 533.14' 18" METAL \ MFWLE\ \ \ \ n, +sso.2' \ �\I V SD GRATE 560.5' SD GRATE \\V A \ \ \ \ \ 8\ MAP \ "I-�� 1 \ TOP = 559.15' +560.2' TOP = 560.05' \1 1 \ INV IN = 553.74' 8" PVC INV IN = 55737' 4"PVC *0 \/ \ \ \ \ GAZEBO\� '1 \ INV OUT = 553.60' 12" PVC Op V OUT = 55735' 6" PVC - \=567.95' I \ \\ 4'IRON /I10 \ �"M PLE I6"MAPLE I 56�Q 560.05 I\ \ 1 \ \ FENCE / +560.4' l / GTr \ \ 560.4' / / \.\ II \\\ \\ \ 560.3' +560. l l \ \\ \ \ \ 6\M POOL I GRAY \ \ \ \ 1 36" DEC. & TIMBER \ \ I \ a STAIRS \ \6 ROWS-- 1 \\ +560.6' RISES SO GRATE _ I F=551.64' .560.3+560.4• ' � I TOP = 560.30' \ \\ y GP�OQ TW=559.40' / BW=551.16' I I � h D / Z TW=560.40' IBW=551.39' 1 �1 1 > z I 11 1� 1m D >r 1� II 1 1 > z 1 I �I VD8R POOL \ 1 I P h60 I 4'/ O \ FE C 1 \ 1 1 \ \ 1 1 \ 1 1 1 1 I I I TW=560.3 'I / BW=554.1 I I I I MHS TOP 552.99' INV IN = 544.19' 8" PVC INV OUT = 535.59' 8" PVC MHS TOP 542.93' INV IN = 531.45' 18" METAL INV IN = 534.13' 8"PVC INV OUT = 531.43' 18" METAL 560.6' L 0. \ + 560.8' \ \ \\ \\ \\ \\ // P \\\\\\WW'bQDSWIRS RUNS \ IP \ 4 RJSES\ \ l \ WOOD DELKI ELEV. -�56419C' \ CONC. STAIRS �A \ � 5 RUNS \ \ 6RISES FF=559.93' n CONC. STAIRS / 7 RUNS / 8 RISES \ ` Q FF=564.89' JG 1 1 \ \ 1 I APPROXIMATE LOCATION OF EXISTING TRANSFORMER TO REMAIN UNDER WOODED DECK I •I CONCRETE 1"PVC 1"PVC STAIRS I RUNS+561.0 l COLUMN � IC. STAIRS INS SES IC. STAIRS INS SES 95, rr=oo4.as TRENCH DRAIN CONC. STAIRS 3 RUNS 4 RISES j / d - /24"PIN 4 :c A' WOOD +567T / '\- FF=568.07' CONC. STAIRS 3 RUNS 4 RISES CONC. STAIRS 3 RUNS 4 RISES TRENCH DRAIN POST AND RAIL FENCE y66 `i.aa' / / 24"PIN OAK HVAC ON CONC. PAD CONC. SCALE 1"=20' 0 20, 40' �LxLTN Or At\ 1Tf1,1� N Op'.1LTER �O SSL()NAl GAG E N N V M � N C 0 > E w . E C +' ~ E 3 W V �+ p V gLL oo. W W O 6 z0V 00 3: ixm X o 3 g p U O a � ~ w o O N O 00 m o O O w W DATE 0210612023 DRAWN BY K. BARGER DESIGNED BY K. BARGER CHECKED BY J. SHOWALTER SCALE N/A z 0 Q 0 zao W� Z I�--I CC Ir-I J > 0 0z 0 0 0 U O U rn I..L w 7V ct� Z W _J 1-1 Q X W 2 w G0 0 W JOB NO. 57562 SHEET NO. C2.0 0 N c fg RE DEMOLITION LEGEND REMOVE CONCRETE REMOVE ASPHALT xREMOVE TREE cXXX2000 REMOVE UTILITIES IIIIIIIIIIIIIIIIIII REMOVE CURB NOTE: CONTRACTOR TO TAKE CARE DURING EXCAVATION. ALL EXISTING UTILITIES MAY NOT BE SHOWN ON THE SURVEY. MHS TOP 563.95' INV IN = 552.95' 8" PVC INV OUT = 552.67' 8" PVC /'; INV IN=561.73' 15" CMP THIS TOPOGRAPHIC SURVEY WAS COMPLETED UNDER THE REMOVE PORTION OF DIRECT AND RESPONSIBLE CHARGE OF PAUL N. HUBER FROM ANACTUALGROUND SURVEY MADE UNDER MYSUPERVISION; FENCE o / THAT THE ORIGINAL DATA WAS OBTAINED ON THE Ln / FOLLOWING DATES: MAY 10-11, 2022. THIS BASE- MAPAND / 7 DIGITAL GEOSPATIAL DATA INCLUDING METADATA MEETS / MINIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED.V E 20„ (4) SD MANHOLE Q REMOVE / / 1f / TOP = 549.47' \ / Pt E A\I� / /ROV / EXISTING GAS LINE TO INV IN = 545.22' 12" PVC `v / INV IN =544.92' 15"CMP \ / / / / / / / �' 1\ /N ' BE PROTECTED DURING INV OUT=542.71'15"HDPE G�0 ' \ /�1riF7/Y10 JE REMO 7„ LAND DISTURBANCE (2J SD GRATE \ T' ' / /' / 15 ,PIN�EI1y/ ? 4' WOOD APPROXIMATE LOCATION OF TOP = 549.25' '�� ' / / / �ElriO FENCE GAS LINE IN FOR R WAS I i / 12"PIN NOT MARKED FOR SURVEY. INV IN = 542.57' 15" HOPE INV OUT = 542.55' 15" RCP 1 V � / / / / / / / \ REMOVE INV 1N=54252' / ` R P/ OVE E ' ' / / l "{" / I 1R2"P/I�NE�\d+ REMOVE AND SALVAGE 15"CMP / // \ i / / 7 //� / \ PLAY AREA EQUIPMENT EX. PIPE\ �' / / /4'IRiJN \ I 9V REMOVE \ REMOI � \ 2 PMOV TO RESET AT OWNERS I 1 ����mmmnnnyccc1l5"PINE 1`2"PANE I GRAVEL EDGE OF POND r ////' I ` \ ' hh/ FEPEMO\VE\f Y � \A �AGR ND DIRECTION #5"PINE \ 11�i iCCS"`JI�XCC \ REMOVE LIGHT SD,MO \\ \\` ` RE OV E MOV POLE SD GRATE \� \ 15 P TOP q 559.5t ' _ - _ TOP = 56'C31' \ \ \\ \ \ / / 5 / 'Ss 'GPP '/ l 1N=55563' "PVC _ 'INVOUT=556.03'_8"PVj!RE�X� \ REMOVE CONCRETE h�� MOVEJNVOUT=55560' VC- BLOCK SDGRATE� - \ ERADICATE PARKING EX PlPE7//TOP=558.75- - li 0E 0 AOVE REM(. E�� \\ \� \ STRIPING / INV IN = 554.89' 8"PVC 8" "MAPLE \ 6s 'r EX/PIPS- INVOUT=554.827"8"PVC / l I \ \ \ \\ REMOVE LIGHT \ EX Rh 3 7'11 / / / REMO{7E �Fiy OVEN -F �`•'� POLE 8"MAPLE _ Out 8 MAPLE ` ��� ERADICATE PARKING sso.o' �o� \ \ \ STRIPING SIRN SHOWER s6o ` oR�T \ arc\ \i'y` ERADICATE PARKING / A 0 +560.0' \ REMOVE ` A`�� STRIPING PLE R MHS REMOVE ,�'_2' 560.2' 1 \ ® PERGOLA REMOVE \ 1 TOP 54766' +560.2' MAPLE }0 \ c INV IN = 541.46' 8" PVC REMOVE REMOV INV OUT = 540.25' 8" PVC \II 1 1 SD GRATE 560.5' SD GRATE \ \ \ \ 1 \ TOP = 559. 15' + 56U.2' TOP = 560.05' \ \ \ / \ REMi�' TW=559.20' 1 11 INV IN = 553.74' 8" PVC INV IN = 55737' 4"PVC / \ \ GAZEBO \ < �� BW=550.79' I \ INV OUT = 553.60' 12" PVC V OUT = 557.35' 6"PVC I #O \ \ ` MOVEIREM=56795' FE 1 \ 4' IRON (J I 10 " s1PLE I " PLE REMOVE 560.05 FENCE 5 s REMOVE SECTION OF WALL. \ I\\ C / LIGHT POLE +560.4' 11 / C7r SEE STRUCTURAL PLANS I0j \\ \ \ 560.4' \ \ RE O E �z �-560. l l \ \ 6' P4 567 5sa.3' REMOVE \ ` + 1 cA V POOL 1 v REMOVE RGRAV E \ \ \ \ 36"DEC. MHS \ \ \ \ \\"""��� TIMBER ) -AEnAn \ \ \ STAIRS / l \6� APL17 TOP 545.18' \ 1 ` 6 RUDL� \ INV IN = 533.21' 8" PVC (N) 560 \\ + REMO +560.4' V \ \ EMDV .6' 7 RISES SO GRATE _ INV IN = 544.78' 8" PVC(SE) 1 F=551.64' 560.3' � l TOP = 560.30' INV OUT = 533.14' 18" METAL DOACCESS INV IN = 55786' 4"PVC 7 4NDkR POOL / INV OUT 4 55785' 4"PVC Q�G RELOCATE EXISTING GAS METER; 1 / CONTRACTOR TO COORDINATE SqN ' o I 560.3' REMOVE CONC. STAIRS 5 RELOCATION WITH CHARLOTTESVILLE Tw=559.40' / ` 11 RUNS 610 GAS BEFORE BEGINNING CONSTRUCTION BW=551.16' ` (�(o +56Q-4- sso 7's>7' ?2-RISES- -561 4"PIN ia / � r POST AND RAIL / yy6 a / I / 24"PIN OAK i / \ m 1 v 4'IRoy REMOVE REMOVE FF=568.07' REMOVE SECTION OF WALL. FEAC€ TRENCH COLUMN / HVAC ON SEE STRUCTURAL PLANS N \ J i ' S DRAIN CONC. PAD i TW=560.40' CONC. STAIRS \ 1 / \ 3 RUNS ET \ \\ \ 560.6' I REMOVE \ RISES I POOL I\ \ +560.9' EXISTING STAIRS TO REMAIN CONC. STAIRS \ \I \ \ REMOVE 1RUNS / / 3 RISES h 1 POOL / 1 m \ \ +56o, / / TRENCH TRENCH DRAIN AROUND I DISTURBATS NCE: / DRAIN EXISTING BUILDING TO BE REMOVED 1.10 ACRES yy^- \ \ `` / / REMOVE 1 / CONC. STAIRS \ \ / 3 RUNS EMOVE 1 IV 4 RISES / � \ /' LIG T POLEQVE / / CONC. STAIRS ITW-56 OO S779IRS / 2 RUNS m I BW=S . 1 BRUNS" ` / 3 RISES REMOVE INL T v �R� A z ��� Ai 1 \ REMOVE, FF=564ss i IGc 1 \ WGOD DECK\ `5G` FF=564., \E\ EK-565^.05' \ \ \ TRENCH EXISTING STAIRS TO �\Ell%QVE ., DRAIN REMAIN ! \ ` \ WoQD STAIRS§ SAWCUTLINE(TYI') aRUNS \ \, ` CONC. STAIRS �0� \ 4MSES\ 3RUNS REMOVE \ I \ 4 RISES N l / \ WOOD DECKI \ ELEV.'56419fj' \ CONC. STAIRS 5 RUNS ` \ RISES I F17=559.93' \ - SANS y CONC. STAIRS 7 RUNS MHS FF=564.89' 8 RISES TOP 552. 99' Q/ INV IN = 544.19' 8" PVC INV OUT = 535.59' 8" PVC / 40 I Q 1 P� CONCRETE 1 / I APPROXIMATE LOCATION OF EXISTING TRANSFORMER TO REMAIN UNDER WOODED DECK MHS I TOP 542.93' INV IN = 531.45' 18"METAL INV IN = 534.13' 8"PVC INV OUT = 531.43' 18"METAL 1 LIMITS OF DISTURBANCE: 1.10 ACRES - CONIC. i mob h M CO 0 Q Z SCALE 1 "=20' 0 20' 40' [".XLTy p O 7`�ION:IITE I.Ic. 402057151 _\O FSSLONAl- E N N V M � N C > E C +' E3 3 �+ W VLL LL d0Oc� Z w w M O V Z 0 � 0 0 �� U mx U) < O 3 0 0 U O O � w o U) ry > mo w 00 O J o w ui 0 0 x c� 0 To H 0 w w w H z 0 DATE m 0 0210612023 DRAWN BY K. BARGER Y • DESIGNED BY • K. BARGER • CHECKED BY J. SHOWALTER • SCALE • ill =20' z 0 rm" I Q 0 ZQz W Z Q C a > 0�0 O � I --I a w 0 LLJ J W0V / 0 co JOB NO. 57562 SHEET NO. C2.1 0 5 d N C In t? F as �O �z n0 0 c E o v � L 0 0 D 0 O c w tr U3 Z Z m O 2 � a � w o d0 a V N C o O_ N ii m m 0 0 0 Ea V a da 10 a o � � o m W� ti 0 C p N o.E E F_ EROSION AND SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION THIS PROJECT PROPOSES IMPROVEMENTS TO THE POOL AND CONCRETE DECK AT THE BOAR'S HEAD SPORTS CLUB. PROJECT ITEMS WILL INCLUDE THE REMOVAL OF THE EXISTING CONCRETE DECK THE EXISTING POOLS AND ASSOCIATED UTILITIES. THE PROPOSED ITEMS WILL INCLUDE AN UPDATED LAP POOL, A RECREATIONAL POOL, AN UPDATED POOL DECK AND ASSOCIATED AMENITIES, AND UPDATED UTILITIES. THE LIMITS OF DISTURBANCE IS 1.10 ACRES. ADJACENT PROPERTY THESE IMPROVEMENTS ARE BEING MADE WITHIN THE PROPERTY BOUNDARY. THE PROPERTY IS LOCATED WITHIN BOAR'S CLUB RESORT COMPLEX. THE PROPERTY IS BOUNDED BY BOARS HEAD PROPERTY TO THE NORTH, WEST AND SOUTH. RESIDENTIAL PROPERTIES BORDER THE SITE TO THE WEST. BIRDWORD GOLF COURSE IS LOCATED TO THE SOUTHEAST, BOARS HEAD LAKE SIDE RESORT TO THE NORTH AND THE VIRGINIA TENNIS FACILITY TO THE SOUTHWEST. EXISTING SITE CONDITIONS THE EXISTING SITE CONDITIONS INCLUDE A 6 LANE LAP POOL, TWO RECREATIONAL POOLS, ASSOCIATED POOL ACCESSORIES AND A PLAY GROUND. AN EXISTING SITE WALL SURROUNDS THE SITE TO THE WEST AND NORTH THAT WILL REMAIN IN THE POST DEVELOPED CONDITIONS. IN THE EXISTING CONDITIONS, THE POOL IS ACCESSED THROUGH THE SPORTS CLUB ENTRANCE THAT IS CONNECTED TO THE POOL DECK. THE ASSOCIATED PARKING IS LOCATED TO THE EAST OF THE POOL. OFF -SITE AREAS NO OFF -SITE AREAS WILL BE DISTURBED AS A PART OF THIS PROJECT. CRITICAL EROSION AREAS NO CRITICAL EROSION AREA EXIST. 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. EROSION AND SEDIMENT CONTROL MAINTENANCE 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 SEDIEMENT BARRIERS SHALL BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SETTLEMENT LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PRPOSE IS TO 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. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT 5. TREE PROTECTION - 3.38 PROTECTION OF DESIRABLE TRESS FROM MECHANICAL AND OTHER INJUSRY DURING LAND DISTURBING AND CONSTRUCTION ACTIVITY. VEGETATIVE PRACTICES: 6. 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. 7. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 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. FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE I 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT THE COMMUNITY DEVELOPMENT OFFICE. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. INSTALL CONSTRUCTION ENTRANCE, TEMPORARY SEEDING, DUST CONTROL, INLET PROTECTION, SILT FENCE, AND TREE PROTECTION. NO WORK SHALL BEGIN IN THOSE AREAS UNTIL ALL ESC MEASURES IN THOSE AREAS ARE INSTALLED. 3. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN. 4. BEGIN DEMOLITION OF THE POOL DECK, THE POOLS, AND ASSOCIATED UTILITIES. 5. USE DUST CONTROL AND SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE II 1. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 2. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. SILT FENCE AND INLET PROTECTION MUST BE MAINTAINED THROUGH GRADING AND CONSTRUCTION. 3. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S 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) 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: 4D - ASHE LOAM, 15 TO 25 PERCENT SLOPES, 20 TO 40 INCHES TO LITHIC BEDROCK, SOMEWHAT EXCESSIVELY DRAINED, HYDROLOGICAL SOIL GROUP B 19B - MINNIEVILLE LOAM, 2 TO 7 PERCENT SLOPES, 60 TO 120 INCHES TO PARALITHIC BEDROCK, WELL DRAINED, HYDROLOGIC SOIL GROUP B 19C - MINNIEVILLE LOAM, 7 TO 15 PERCENT SLOPES, 60 TO 120 INCHES TO PARALITHIC BEDROCK, WELL DRAINED, HYDROLOGICAL SOIL GROUP B MINIMUM STANDARDS: AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. 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. B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 25-YEAR STORM OF 24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. 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 THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, CHAPTER 8 PAGES 20-24. O��LALTIf p� t O ,ON TR4\ A�3a0N'.SLTLR v I.,c. V"402057 t 5 i Q�2/6/25 �rS�ONAL vi 0 0 x c� 0 x 0 w x U z 0 In M 0 0 • am O oc 1� H DATE 0210612023 DRAWN BY K. BARGER DESIGNED BY K. BARGER CHECKED BY J. SHOWALTER SCALE N/A JOB NO. 57562 SHEET NO. C3.0 In tc as �O >3 � as z do a� 0 c 10 0 E = m a = 0 O = Z Z 0 2 n p w o mt 0 3 o. d � J y V N _ oN O_ 0 d h 0 = N 0 Ea 0 m o - a � da 10 a o � � o m m 0 a2 ON E F_ PERSPECTIVE VIEW SAF PLASTIC FENCE SAFETY FENCE No Scale E PERSPECTIVE VIEW FABRIC LINE POST 1U GROUND LINE IAXtt���< <.,..r.,,. PERSPECTIVE VIEW METALFENCE PIPE OUTLET CONDITIONS CONSTRUCTION OPERATIONS RELATIVE TO THE LOCATION OF PROTECTED TREES DRIP L' PROTECTIVI MAXIMUM L OF CLEARII GRADING • PROPOSED( warM, WHERE ? DRIPLINE IS LESS THAN 5' r !l !l !l Jl !l El 3.10 U U STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE FENCE AS A TREE PROTECTION FENCE. r�111►� TER J A o-MTm. At DTH SIDE ELEVATION EXISTING GROUND B :X1IN. VDOT#1 COARSE AGGREGB *MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION O� .L.\LT116 t t� �5.1 EXISTING O� 2 f PAVEMENT ,U\.%TR.%%'�fI1�0'I� LTE 9 '�J \ 1.1c. V V402057151 MOUNTABLE BERM (OPTIONAL) 0�/6/25 /� 40 ONAL 10' MIN. POSITIVE T 1U MIN. DRAINAGE TO �— SEDIMENT TRAPPING DEVICE ENV ........:...........:............:.. EXISTING PAVEMENT TP 3.38 CE 3.02 TREE PROTECTION STONE CONSTRUCTION ENTRANCE No Scale No Scale TABLE 3.32-D SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA TOTAL LBS. PER ACRE MINIMUM CARE LAWN COMMERCIAL OR RESIDENTIAL 175-200 LBS. KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% IMPROVED PERENNIAL RYEGRASS 0-5% KENTUCKY BLUEGRASS 0-5% GENERAL SLOPE (3:1 OR LESS KENTUCKY 31 FESCUE 128 LBS. 3do RED TOP GRASS 2 LBS. do SEASONAL NURSE CROP ` 20 LBS. W 150 LBS. PIPE OUTLET TO FLAT LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) AREA WITH NO KENTUCKY 31 FESCUE 108 LBS. PLAN VIEW DEFINED CHANNEL RED TOP GRASS 2 LBS. SEASONAL NURSE CROP ` 20 LBS. CROWNVETCH " 20 LBS. SECTION A -A FILTER CLOTH La j 0% jrM I KEY IN 6"-9"; RECOMMENDED FOR ENTIRE PERIMETER 150 LBS USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE " 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 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. No Scale TABLE 3.31-B 0 0/1 ~ ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS — "QUICK REFERENCE FOR ALL REGIONS" — A -A PLANTING DATES SPECIES RATE (LBS./ACRE) FILTER KEY IN 6"-9"; RECO NDED CLOTH FOR ENTIRE PERIME SEPT. 1 - FEB. 15 50/50 MIX OF ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) NOTES: & 50-100 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CEREAL (WINTER) RYE CONCRETE. (SECALE CEREALE) 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. FEB. 16 -APR. 30 ANNUAL RYEGRASS 60-100 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 (LOLIUM MULTI-FLORUM) INCHES. MAY 1 - AUG. 31 GERMAN MILLET 50 3.18-1 (SETARIA ITALICA) TS 3.31 OUTLET PROTECTION TEMPORARY SEEDING PLANT MATERIALS Nn Rnala No Scale 1. SET THE STAKES. FLOW I 3. STAPLE FILTER MATERIAL TO STAKES AND 4. BACKFILL AND COMPACT THE EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. 2. EXCAVATE A 4-A 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. 4" FLC SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) SF 3.05-2 SILT FENCE (W/O WIRE SUPPORT) No Scale FABRIC SILT FENCE DROP INLET PROTECTION DROP INLET WITH GRATE ma FRAME U C� or DETAIL A ELEVATION OF STAKE AND FABRIC ORIENTATION SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. N S M ui N G > E w � E C +' ~ E 3 Q Wu 3 p V fp LL d C O O W W M a Q�Q C7 0C w zOLno Qd' OQ � O 3 W o� �o ~ v o ON o v m O . w O J o� vi 0 0 x c� 0 0 > x U Q Z O Ln 0 0 r DATE 0210612023 DRAWN BY K. BARGER DESIGNED BY K. BARGER CHECKED BY J. SHOWALTER SCALE N/A tc IP STORM DRAIN INLET PROTECTION No Scale JOB NO. 57562 SHEET NO. C3.1 EROSION CONTROL LEGEND )� LIMITS OF CLEARING AND GRADING SOIL AREA DIVIDE JDC -SAF- SAFETY FENCE 3.01 ® CONSTRUCTION ENTRANCE 3.02 SF SILT FENCE 3.05 ` \ \ I 1 ® 1 1 INLET PROTECTION 3.07 I I TEMPORARY SEEDING 3.31 PERMANENT SEEDING 3.32 I THIS TOPOGRAPHIC SURVEY WAS COMPLETED UNDER THE DIRECT AND RESPONSIBLE CHARGE OF PAUL N. HUBER FROM AN ACTUAL GROUND SURVEY MADE UNDER MY SUPERVISION; MULCHING 3.35 THAT THE ORIGINAL DATA WAS OBTAINED ON THE FOLLOWING DATES: MAY 10-11, 2022. THIS BASE- MAPAND I TREE PROTECTION FENCE 3.38 SF TP / QIGITAL GEOSPATIAL DATA INCLUDING METADATA MEETS ANVIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED. DUST CONTROL 3.39 2 (4)SOMANHOLE ICHAINL / TP I > i TOP = 549,47' -/`�, ` \ / INV IN = 545.22' 12" PVC _ `Y ` `/ / ooe INV IN =544.92' 15" CMP ON / INV OUT = 542.71' 15" HDPE ` / I , (2) SO GRATE `w\ V \ h' / / / 15",P NE TOP = 549.25' INV IN = 42.57' 15" HOPE ` 0000 INV OUT - 2.55' 15" RCP 1 �j�I ` �j / / `SF / - INV IN=542.52' ! '' ` / I / C 15" CMP / /, \ IEX. PIPE\ /4'lRbN l FENCE 1\ \ EDGE OF POND /I 115"PIN �s J �' / ' SD,GRATq \ - SO GRATE 7/ �'� \ / �'� /Q / i TOP q 559.56 TOE=86 .37, _ - -IN - 556.03' 8"PVC ll�ff/ IN = 555.63'\8" PVC _ _ _ INV OUT = 555.60' 8-PVC- I P \ SO GRATE / EX. PIPE 1 IP \ '/ TOP= 558.75�- ¢ 8"MA } �/ / / INVIN=554.89'8"PVC 8" U.1TK'1N Mu�ON'ALT[ MHS LIc 11 b40_057151 TOP563.95' n • INV IN = 552.95' 8" PVC INV OUT = 552.67' 8"PVC sS�flNAll•.l� Sp0 i i INV IN=561.73' 15" CMP / / / 'WOOD APPROXIMATE LOCATION OF FENCE GAS LINE /N PLAYAREA. WAS NOT MARKED FOR SURVEY. / 12"PINE \I GRAVEL PINE PLAYGROUND\ \ \ \J \AREA \ MU TS 15\PINE\ \12"PIN IP \ \ PLE 8"M{gPLE / \' /-7 EX/PIPFl7 INV OUT = 554.878" PVC \� I EX.PIPEL3 7 �\(\�\' I \xz \ /�� %\\ // / IP I SOIL TYPE: I4D S/ N \\� O TOP 54766' MHS \ \ IP TS MU J INV IN = 541.46' 8" PVC I SD GRATE INV OUT = 540.25' 8" PVC 11 TOP = 559.15' / TW-559.20' I \I 11 INV IN = 553.74' 8" PVC BW=550.79' I \ INV OUT = 553.60' 12" PVC / I \ 4' IRON 6\ I\ 1 \ C. FENCE r_ Iro \ MHS ` TOP 545.18' j INV IN = 5 3.21' 8" PVC (N) J INV IN = 543 78' 8" PVC(SE) = 51.64' / INV OUT = 53N4' 18"METAL DOO AC"6ESS L NDAR OL SAF 1 / BW=551.16' I 1 h I Z TW=560 40' I IF, 4' O FE C / J I BW=551.39' SF \ / I TS /\ \\ MU 1 \ \ z LIMITS OF \ // I IIDISTURBANCE: 110AC ES \ 1 TW=56 \ 1 /I BW=554. D 1 / I SF > I I � I I � I MHS 1 TOP 552.99' r J 1 INV IN = 544.19' 8" PVC INV OUT = 535.59' 8" PVC Z / 1 1 / MHS / TOP 542.93' INV IN = 531.45' 18"METAL AINV IN = 534.13' 8"PVC OUT = 531.43' 18"METAL 1 i I PERGOLA 8"MAPLE \ \ \ \ \ \ 8" MAPLE � \ SHOWER PLC \ \ \ 8"MAkE 8(MAPt�+x�� GAZEBO\ =56795' o• \ELEK=56u 05' ` , \ \ W'OQD STAIRS \ \ \ ,RRUNS \ (•� \ 4 RISES\ ` l WOOD DECKI 3y trLEV. -�56419C' I "o SF ` \ I` � I 9 1 I® I \ 1 1 I I I I I I GQ/ \ I\ APPROXIMATE LOCATION OF EXISTING TRANSFORMER TO REMAIN UNDER WOODED DECK '- ',�.b"MAYLL / 6\MgP4 36" DEC. IP \ \ a 3RATE 560.30' �� y 9"PVC OQ 4"PVC '. STAIRS GP II RUNS ' �2-R13ES- /56 - !� COLUMN / USE EXISTING CHAIN LINK FENCE AS SAFETY FENCE 4 WOOD i i TP POST AND RAIL LIMITS OF DI,,?? ��yy BANCE: y6e a 1.T�'A RES ' TP / 24 CA I / \ w \ \ \ \j FF=568.07' HVAC ON CONC. STAIRS CONC. PAD 3 RUNS 4 RISES CONC. STAIRS 3 RUNS 4 RISES TRENCH DRAIN SnII TYPF- 1C. STAIRS /NS SES IC. STAIRS INS SES / 95' / - rr=aov.os / TRENCH / DRAIN10000, 10001, CONC. STAIRS `3 RUNS / 4 RISES 00, o I CONC. STAIRS 5 RUNS 6 RISES FF=559. 93' CONC. STAIRS 7 RUNS 8 RISES FF=564.89' CONCRETE m / U Q Z SCALE 1"=20' /0 20' 40, N U M ui N G 0 > E w � E C +' F- E3 3 Q W V 3 p V � W LL-� 9Ooo W W M 6 ofQQ ;; in U C n V z O OI 1Ix �x �O 3uQ p V o o 0 ~ :2o N o v m O .00 O J o � i m i z v DATE 0210612023 DRAWN BY K. BARGER DESIGNED BY K. BARGER CHECKED BY J. SHOWALTER SCALE 1"=20' z 0 Lu Q v , a 0 O z LLJ z 0 > J U � F- 0 z z O o LIW LLJ Q � w m W Q 0 0 , L0 V// / IZ W �y0 W JOB NO. 57562 SHEET NO. C3.2 6 c a N 159 0 0 c as =O � �z ,D n0 o 2 _ 10 6 a 0 c 000 m a0 a 0 O m 0 J Z Z m O X F w o d0 0 3 o. o � V N 2 o m m m 0 Ea c 0 m a da 10 a 0 o 2 0 �-6 m 2 m 0 U o.E E F_ MHS TOP 563.95' INV IN = 552.95' 8"PVC INV OUT = 552.67' 8" PVC 1 1 SPi INV IN=561.73' 15" CMP i THIS TOPOGRAPHIC SURVEY WAS COMPLETED UNDER THE Ii DIRECT AND RESPONSIBLE CHARGE OF PAUL N. HUBER FROM SF AN ACTUAL GROUND SURVEY MADE UNDER MY SUPERVISION, h / THAT THE ORIGINAL DATA WAS OBTAINED ON THE / FOLLOWING DATES: MAY 10-11, 2022, THIS BASE- MAPAND DIGITAL GEOSPATIAL DATA INCLUDING METADATA MEETS MINIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED. \\ i (4) SD MANHOLE ^\ , PS / vj\ TP TOP = 549.47' M U INV 1N = 54522' 12" PVC / INV IN =544.92' 15" CMP INV OUT = 542.71' 15" HOPE (2) SD GRATE to SF \ x'' / / / / r APPROXIMATE LOCATION OF TOP = 549.25' GAS L/NE /N PLAYAREA. WAS INV IN = 542.57' 15" HOPE 1 \ �' / / /' / / PS NOT MARKED FOR SURVEY. INV OUT = 542.55' 15" RCP 1i� IEX. P/PE\\ 1\ i�'// / ' I4, N I \ �\ \ \ \ \ EDGE OF POND � � �/ /,/ i 1 \\ i'�hh' / � \ PS IP EX/PlPFJ7 / \ EX P,Iw 3 YC� SIGN MHS \ ; IP TOP 54766' \ `\ \ \ :a\ /24"PIN \ INV IN = 541.46' 8"PVC INV OUT = 540.25' 8"PVC \ I ` i POST AND RAIL 1 \ \ TW=559.20' 1 11 / / •�` / \ \ 1 \ NCE .` LIMITS OF I ENCF ,'/ \\ / \ \ \ \ \ iS \ i 9 ° 6 , DINBANCE: Ica 1 \ \\ ,� ♦\ I / \ \ \ ` ' /�- 24"PINOAK IP a. I MHS TOP 545.18' 3 1 ` \ ' . \ \ / I / Q \ X INVIN=533.21'8"PVC(N) I IP 1 INV IN = 544.78' 8" PVC(SE) I INV OUT = 533.14' 18" METAL \ IP TW=559.40' / BW=551.16' 1 \ 1 1 O 4/ 1 FE D z TW=560.40' 1 BW=551.39' SIF / \ b 1 N LIMITS OF \ \ z DISTURBANCE: e ' 1 1.10 ACRES \ '0 13 II TW=56 Im BW=554. \ \ \ 0 I SF SF n 1 sAN� i MHS I \ \ TOP 552.99' INV OUT = 535.59' 8" PVC a 10 CONCRE / APPROXIMATE LOCAT/ONOF EX/STING TRANSFORMER TO I REMAIN UNDER WOODED DECK MHS I TOP 542.93' INV IN = 531.45' 18"METAL INV IN = 534.13' 8" PVC INV OUT = 531.43' 18" METAL I 1 D Z CONC. STAIRS 3 RUNS 4 RISES HVAC i CONC. l EROSION CONTROL LEGEND _ = LIMITS OF CLEARING AND GRADING -- SOIL AREA DIVIDE SAF —SAF— SAFETY FENCE 3.01 CE CONSTRUCTION ENTRANCE 3.02 SIF X X SILT FENCE 3.05 IP INLET PROTECTION 3.07 OP OUTLET PROTECTION 3.18 TS TEMPORARY SEEDING 3.31 PS PERMANENT SEEDING 3.32 MU MULCHING 3.35 TP TP TREE PROTECTION FENCE 3.38 DC DUST CONTROL 3.39 'VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBI NOTE: PROPOSED STORM SEWER SYSTEM TO BE DESIGNED BY OTHERS. PROVIDE INLET PROTECTION ON ALL INLETS AS THEY ARE INSTALLED. M OD Q Z SCALE 1 "=20' 0 20, 40' O�,l;LaLTyO.�,t 4 (-' ,t N;.1TFL\\ . OOWALTL•R 9 I.Ic. V 402057t51 Q�2/6/25 41 ors/ONALi� E N U M ui N G > E w � E F- E 3 Q W V 3 p V LL < o C) z ww M� O a P. Z0cno K O co U �� �x Ul 0-0 3 o� �o d O Z O F- a) o U N i w .. ao O w o F- 0 O x c� 0 x H 0 w w a z 0 cn DATE 0 02/06/2023 r DRAWN BY K. BARGER • DESIGNED BY • K. BARGER • CHECKED BY • J. SHOWALTER SCALE • 1"=20' z O LLI Lo Q Q i a O oz< Wzz /LPL/ D z J O D�z 0 Lu O a w J F-4 Lu Q Lu W V / m W Q oz O un1-4 (n Ee/ 0 Lu O JOB NO. 57562 SHEET NO. C3.3 0 c a 159 0 c HATCH LEGEND . CONCRETE SIDEWALK POOL DECK THIS TOPOGRAPHIC SURVEY WAS COMPLETED UNDER THE DIRECT AND RESPONSIBLE CHARGE OF PAUL N. HUBER FROM AN ACTUAL GROUND SURVEY MADE UNDER MY SUPERVISION, THAT THE ORIGINAL DATA WAS OBTAINED ON THE FOLLOWING DATES: MAY 10-11, 2022. THIS BASE- MAPAND DIGITAL GEOSPATIAL DATA INCLUDING METADATA MEETS MINIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED. (4) SO MANHOLE TOP = 549.47' INV /N = 54522' 12"PVC INV IN=544.92' 15" CMP INV OUT = 542.71' 15"HDPE ( GRATE / TOP = 549.25' INV IN = 542.5.57'15" HDPE INV OUT = 542.55' 15" RCP EDGE OF POND REPAIR PAVEMENT AS NEEDED TO REPLACE EXISTING STORM PIPE &- bk 4- `.i / EX. �I-93 Pa / SIGN MHS TOP 547.66' INV IN = 541.46' 8" PVC INV OUT = 540.25' 8" PVC J TW=559.20: BW=550.79 MHS TOP 545.18' INV IN = 533.21' 8" PVC (N) INV IN = 544.78' 8" PVC(SE) INV OUT = 533.14' 18" METAL UPDATED WALL 1 LAYOUT; CONNECT TO EXISTING WALL; MATCH EXISTING MATERIAL; REFER TO WALL DESIGN /i TW=560.40' BY OTHERS �/ BW=551.39' 1 �1 I STRUCTURAL FOUNDATAION z FOR OVERHANG. REFER TO ARCHITECTURAL PLAN (TYP) �1 1� 1� m Dr WATER LINE CONNECTION I� FOR POOL AND CONCESSION FROM WATER METER RELOCATED GAS LINE AND 1 GAS METER; COORDINATE WITH UTILITY PROVIDER REPAIR PAVEMENT AS 1 NEEDED TO INSTALL SANITARY SEWER PIPE CONNECT SANITARY SEWER I TO EXISTING MANHOLE — , 50PQEPR� EX. PIPE 7 ZERO ENTRY POOL (REFER TO POOL CONSULTANT PLANS FOR DETAILS) / RON / =NCE / / / [>I BW=554. MHS 1 TOP 552.99' INV IN = 544.19' 8" PVC INV OUT = 535.59' 8"PVC z QJUj 1 �%Q MHS TOP 542.93' INV IN = 531.45' 18"METAL INV IN = 534.13' 8" PVC INV OUT = 531.43' 18" METAL 1 MHS TOP 563.95' INV IN = 552.95' 8" PVC INV OUT = 552.67' 8" PVC INV IN=561.73' 15" CMP - UPDATE PLAYGROUND AREA; EXISTING EQUIPMENT TO BE RESET WITHIN THE PLAYGROUND APPROXIMATE LOCATION OF GASL/NEINPLAYAREA. WAS NOT MARKED FOR SURVEY. LAZY RIVER POOL AND SLIDE TOWER ( REFER TO POOL CONSULTANT PLANS FOR DETAILS) STRIPED "NO PARKING" ZONE (3) STANDARD PARKING SPACES 9' (TYP) TRANSITION FROM FLUSH CURB TO CG-2 FLUSH CURB � C 18, (4) CONCRETE2 (TYP) O 8' WHEEL STOPS 7 8' (4) ADA ACCESSIBLE Q \. PARKING SPACES 8' TRANSITION FROM c FLUSH CURB TO CG-2 8 RELOCATE AND RESET Z 1 5 (4) ADA PARKING SIGNS a qS° °e yJ 8. °• •° CY PROVIDE A FLUSH CURB WHERE THE SIDEWALK e\°• MEETS THE DRIVE AISLE; CREATE A WIPE DOWN 24"PIN OF THE EXISTING CG-2 TO THE FLUSH CURB; °�°`°• REMOVE/REPAIR CURB AS NEEDED. a POST AND RAIL FENCE RELOCATED FENCE; TYPE TO \ a 8' MATCH EXISTING FENCE; ��. I C 0EXISTING FENCE ADA ACCESSIBLE RAMP 8 LANE COMPETITION LAP POOL (REFER TO POOL CONSULTANT PLANS FOR DETAILS) :.� .. _ SANS i 7 I G APPROXIMATE LOCATION OF EXISTING TRANSFORMER TO REMAIN UNDER WOODED DECK CONCRETE 24"P OAK ITEMS SHOWN OUTSIDE OF SURVEY f / AREA TO BE FIELD VERIFIED PRIOR \ TO CONSTRUCTION. a X Q. `a •.ae l CONC. STAIRS 2 RUNS 3 RISES FF=564.95' FF=564.53' CONC. STAIRS 3 RUNS 4 RISES CONCESSIONS AND EQUIPMENT BUILDING (REFER TO POOL CONSULTANT FOR DETAILS) SANITARY CONNECTION FROM POOL AND CONCESSIONS HVAC OM CONC. STAIRS L ENTRY PAVILWAN 3RUNS GATE (REFER TO 4 RISES POOL CONSULTANT FOR DETAILS) LEVELED TERRACE SEATING (REFER TO POOL CONSULTANT FOR DETAILS) l SCALE 1 "=20' 0 20' 40' -rH oF� A-0, %TKI. 7` I0%\.gTE I.1c. %6,I 402057151 /6/25 �Q �SSLONALGrG, N E N V M � N C > E x C Y E3 3 W , �+ p V 2,0 �000 w W O dl— ywm z0J)00 3: X < O 3 p V O a ko x �ko � w C; a O = N O m00 O J o w ui 0 0 x c� 0 x H p w x U Q z 0 Ln 0 0 DATE 0210612023 DRAWN BY K. BARGER DESIGNED BY K. BARGER CHECKED BY J. SHOWALTER SCALE 1 "=20' L•J JOB NO. 57562 SHEET NO. C4.0 159 300: ES-1 STA 10+09.65 TOP 542.65 INN�R541.21 (301) G MHS TOP 563.95' INV IN = 552.95' 8" PVC \ INV OUT = 552.67' 8"PVC \I \ �X / 1 ,Z/ INV IN=561.73' �/ 15" CMP THIS TOPOGRAPHIC SURVEY WAS COMPLETED UNDER THE 561.01 DIRECT AND RESPONSIBLE CHARGE OF PAUL N. HUBER FROM �560'87 11 1 AN ACTUAL GROUND SURVEY MADE UNDER MY SUPERVISION, - THAT THE ORIGINAL DATA WAS OBTAINED ON THE FOLLOWING DATES.' MAY 10-11, 2022. THIS BASE- MAP AND EX 1 560.7� DIGITAL GEOSPATIAL DATA INCLUDING METADATA MEETS c6 559.15\ / 661.15' / MINIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED.- rl. (4) SD MANHOLE y, TOP = 549.47' / INV IN = 545.22' 12"PVC _ ` \ 561f .3 / / / 561.45' INVIN=544.92'15"CMP ,' ON \ / / 5$1 �5J \ INV OUT=542.71' 15"HOPE ` - 2) SD GRA TE a / ,� fr,� J / APPROXIMATE LOCA TION OF VDOT STD CLASS Al RIPRAP TOP= 549.25' \ //h/ / / / / / ( GASLINEINPLAYAREA. WAS WIDTH 1 = 3.75' 1 TW 44' / / / NOT MARKED FOR SURVEY. INV /N = 542.57' 15" HDPE ` / / / WIDTH 2 - 10.25' INV OUT =542.55'15"RCP LENGTH =9' 300 DEPTH = 18" / / / 1 Inv= 56o.4 // IEX. PIPE\ //i //// / 4, N l I \ I\ II / I / I / TW d560.45' \ \/ / SPa / / I EI�CE \ I \ \ EDGE OF POND / / / / I = 560.4D' EX 2: DI-1 STA 10+50.45 TOP 549.25 INV IN 542.57 (7) INV OUT 542.55 (301) F�F EXISTING GRADE 550 550 545 545 OUTLET ROTECTION 301 F 540 p0 g0 540 ---I II-- 1�3- gab POND ELEVATION 535 535 N 9+50 10+00 11+00 11+50 STORM OUTFALL PROFILE HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 112 301 \/EX PIPE/7 126 STRUCTURE 100 10\9 IE INTO EXISTI, 1'F c Q STORMWATER PIPJ 123 / C7y l / •e MHS �; 124 TRENCH DRAI(J 109 TOP 54766' = 560.4 ' COVERS TO BE HE \ \ \ \ \ \ 24"PIN INV IN = 541.46' 8" PVC 1 1 \ PROOF RATED WITH \ \ \'"• \ INV OUT = 540.25' 8" PVC 02 1 1 STAINLESS STEEL TW=559.20' I \ 1 1,1 \ \ FIN�H�YYP) BW=550.79' `I 'IRON 6el I� ENCE�- TW = \56 46 \ / \ i G m I 1( 15 MHS TOP 545.18' / \� \` 108 \ \ . - - / 561.50' v // INV IN = 533.21' 8" PVC (N) INV IN = 544.78' 8" PVC(SE) I \ I \`� \ 212 \ `� 567.75' INV OUT = 533.14' 18"METAL 107 561 5b' 1 ' 211 DECK \ \ TW=559.40' Aim 05 E00 ELEVATION: 561.5' +/- ,� 562,08' ` (� FFE = 568.07' BW=551.16' I 1 210 /� I TW = 560.47' �� 1 F - �s , / 209 / D I � TW=560.40' IBW=551.39' \ \ / \ 562.67r 563/25 r--,\ 208 55`o.so• \ \ (1 1 117 / NOTE: TRENCH DRAIN TIE EXISTING ROOF COVERS TO BE HEEL 1 q= \ ",' 0 / / / DRAINS INTO THE PROOF RATING WITH \ \ \ 11 19 207 PROPOSED PIPE (TYP) STAINLESS STEEL FINISH (TYP) I� TW = 560.51 1 V0\ \ 0 ` / \ 122 1m TW=560.3 \ % \ \ \ / / ROOF DRAIN (TYP) D=554.1 121 560.90' 1 \ / I� c FFE = 564.53' 1 I TW = 560.52' \56`I �50'\ 19 / / 560.80' 206205 a / 9.:._. \ \ I 204 561.18' I I 203 1 ` \ 202 558.07' 564.00'SANS \ 201 -4- _ 561.50APPROXIMATE LOCATION MHS 1 \\ \\ 2 FFE=564.83' OF EXISTING ROOF DRAIN. TOP 552.99' \ \ TIE INTO PROPOSED PIPE. I CONTRACTOR INV OUT = 53559' 8" PVC z Q,Oj \1 ® INVERTJG 40�D��1� / INVERT AND LOCATION. I I CONCRETE 1 / I APPROXIMATE LOCATION OF 0 50 I EXISTING TRANSFORMER TO PROFILE SCALE I REMAIN UNDER WOODED DECK MHS I CONNECT STORM PIPE TO EXISTING TOP 542.93' I PIPE; CONTRACTOR TO VERIFY INV IN = 531.45' 18"METAL LOCATION AND INVERT INV IN = 534.13' 8" PVC INV OUT = 531.43' 18" METAL I 1 G I POST AND RAIL FENCE 24-PIN OAK i � I \\ I � � X \ I STORM STRUCTURE TABLE STRUCTURE # DESCRIPTION 100 DRAINAGE BASIN W. SOLID TOP 102 DRAINAGE BASIN W. GRATE TOP 104 DRAINAGE BASIN W. GRATE TOP 106 DRAINAGE BASIN W. GRATE TOP 108 DRAINAGE BASIN W. SOLID TOP 110 DRAINAGE BASIN W. SOLID TOP 112 DRAINAGE BASIN W. SOLID TOP 116 DRAINAGE BASIN W. SOLID TOP 118 DRAINAGE BASIN W. SOLID TOP 122 DRAINAGE BASIN W. GRATE TOP 126 DRAINAGE BASIN W. GRATE TOP �e. w> :.Lry of \0 STRUCTURE # DESCRIPTION �Q t-g 128 DRAINAGE BASIN W. GRATE TOP O� ,, 2 200 DRAINAGE BASIN W. SOLID TOP G '\ 1TK1\''� 01N'.1LTER I.Ic. V402057151 202 DRAINAGE BASIN W. SOLID TOP 204 DRAINAGE BASIN W. SOLID TOP 206 DRAINAGE BASIN W. SOLID TOP \ 208 DRAINAGE BASIN W. SOLID TOP 210 DRAINAGE BASIN W. GRATE TOP E N 00 212 DRAINAGE BASIN W. GRATE TOP N c > E 214 DRAINAGE BASIN W. GRATE TOP w c 0 300 ES-1 for 23 x 14 Elliptical Pipe E 3 Q W V 3 owiY� E U. o a 0 0 z O STORM PIPE TABLE PIPE # DIA FROM - TO LENGTH DESCRIPTION 101 12" 102 - 100 11.63 LF 12" HDPE 103 12" 104 - 102 53.05 LF 12" HOPE 105 12" 106 - 104 32.42 LF 12" HDPE 107 8" 108 - 106 54.76 LF 8" HDPE 109 8" 110 - 108 70.93 LF 8" HDPE 111 8" 112 - 110 21.19 LF 8" HDPE 113 8" -112 47.93 LF 8" HDPE 115 8" 116 - 106 25.12 LF 8" HDPE 117 8" 118 - 116 53.24 LF 8" HDPE 119B 8" 21 - 118 35.48 LF 8" HDPE 119A 8" 21 - 120 7.58 LF 8" HDPE 121 8" 122 - 21 14.31 LF 12" HDPE 123 8" 124 - 100 12.22 LF 12" HDPE 125 8" 126-100 38.24 LF 12" HDPE 127 8" 128 - 126 49.73 LF 12" HDPE 201 12" 200 - 202 14.31 LF 12" HDPE 203 12" 202-204 14.23 LF 12" HDPE 205 12" 204 - 206 10.27 LF 12" HDPE 207 12" 208 - 206 103.91 LF 12" HDPE 209 8" 210 - 208 21.02 LF 8" HDPE 211 8" 212 - 210 22.58 LF 8" HDPE 213 8" 214 - 212 19.40 LF 8" HDPE 301 15" 300 - EX-1 36.VU LF 15 inch RCP w lyM0 � aF�vi � v Z 0 N °7 3 IL m x U cn gow Y am o z O H Ln� vo U-) j N > 00 w O J O W vi M O x (D O x H 0 w > w w � 0 Q Z O DATE in 0 0210612023 DRAWN BY } K. BARGER • DESIGNED BY • K. BARGER • CHECKED BY J. SHOWALTER • SCALE • 1" = 20' MINIMUM SLOPE TO BE 0.5% z 0 a 0 z Lu (DW Z H Q Ilia J>� 0z°� O O 0 U Q auj J Z Q � Q aco W(D Z -I TW Q 1-4i � '' ^^ g 0 LL a 00 W NOTE: SPOT GRADES ARE SHOWN PER ARCHITECTURAL PLAN; REFER TO ARCHITECT PLANS FOR MORE DETAIL. o z JOB NO. SCALE 1 "=20' 57562 0 20' 40' SHEET NO. C5.0 c a 0 m 0 3 �D 00 cX o o mu) 2z .80 o� c T° o E c m m D 00 d 0 Z h 0 � n 65-2 �v o of a d m � y � N X0.0 C o t 2 M m m 0 Ea 0 2, a � �a 0 o 0 m o m-6 g 2 mN N � C V nE w t E F_ 'Hop \0 ki I.1c. V�il 402057151 SSLONA L G�`G \ \ _ NE LL LL o L M z p m00 \ \ \ \ \ \ , / / ♦ / a U \ \ \ \ \\ \ \ \ \ /, , / / / ♦ / Qo 3: w EX.20.77 ♦ o$Yo 0 K tD 04 mo 00 �\ ko Ilk, /,� /// ,' / /\ p /Q/ I/ I DATE 0210612023 op 0 \ \ \ \ \ / / � � N 21 \�'\ ' • \ \ \ / / \ \ DRAWN BY KBARGER 100 0.75 0.6$ �\ 1 \ / \ \ \ \ j `/ // / / `\ • DESIGNED BY K. BARGER \\ `\ \\ \\ ` \ 1 \\ \ 1 I \\\ ! ` ' / / /' \, • CHECKED BY 210.006 5 / / / '/ • J. SHOWALTER • • SCALE 1 \ �\ ` \ I I \ \ ---.. ,' \, \ J '\ \ 212 0.35 '' ' 1„ = 30' NOTE: POOL AREAS \ _ �1 \ \ 0.007 I • EXCLUDED FROM STORM l \ \ • DRAINAGE AREA; POOL OVERFLOW TO BE ` \\ CAPTURED BY SANITARY ' SYSTEM. REFER O- — /- // RD3 0.90 POOL CONSULTANT /' 0.03 \\PLAN FOR DETAILS. ,'/ / \' , IL RD2 0.90 W z Q W�/ L.L. > Q W RD1 0.90 0a 0 z �I JDRAINAGE < Qc/ 1 KEY wo w a ACRES J / \ I \ ® SCALE 30' JOB NO. I I I I \ 1 I ao I I a 57562 30' 60' SHEET NO. C5.1 0 c a N C In 69 WATER QUALITY ANALYSIS SITE DATA LIMITS OF DISTURBANCE: 1.10 ACRES PRE DEVELOPED AREA IMPERVIOUS = 0.61 ACRES MANAGED TURF = 0.49 ACRES FOREST = 0.0 ACRES POST DEVELOPED AREA IMPERVIOUS = 0.85 ACRES MANAGED TURF = 0.25 ACRES FOREST = 0.0 ACRES TOTAL LOAD REDUCTION REQUIRED (LB/YR) = 0.71 LB/YR TREATMENT PROPOSED STORMWATER CREDITS TO BE PURCHASED = 0.71 LB/YR WATER QUANTITY CALCULATIONS FOR AREA OF ANALYSIS 1 IN THE PREDEVELOPED CONDITIONS RUNOFF FROM THE SITE IS CAPTURED IN STORM DRAINS THROUGHOUT THE SITE AREA. THE EXISTING STORM SYSTEM OUTFALLS INTO THE POND TO THE NORTH OF THE SITE. BASED ON THE PROPOSED CALCULATIONS THE PIPE SYSTEM PROVIDES ADEQUATE CONVEYANCE FOR THE 2 AND 10 YEAR STORM TO DISCHARGE INTO THE POND WITHOUT EROSION OR FLOODING SATISFYING 9VAC25-870-66B.1AAND 9VAC25-870-66.C.0 WITHOUT THE NEED FOR DETENTION. REFER TO SHEET C6.1 FOR THE DRAINAGE AREA TO THE POND. TOTAL FLOWS TO THE STORMWATER MANAGEMENT POND PRE -DEVELOPED QZ = 3.69 CFS PRE DEVELOPED Q10 = 6.84 CFS POST DEVELOPED QZ = 4.49 CFS POST DEVELOPED Q10 = 7.26 CFS / / iA 1 � ' I 1 1 / 1 LIMITS OF DISTURBANCE; 1.10ACRES (51 ANALYSIS POINT 1 \ \ ✓ / moo- � s\ \ \ \ \ \ \ \ d \ � 1 PRE -DEVELOPED AREA \\ \ � � ` \ DFANALYSIS I $ IMPV AREA: 0 37 AC WATER QUANTITY CALCULATIONS FOR AREA DRAINING TO THE SOUTH THERE IS A SMALL PORTION OF THE SITE THAT IS NOT CAPTURED IN THE STORMWATER SYSTEM. THIS AREA FLOWS TO THE WEST IN BOTH THE PRE AND POST DEVELOPED CONDITIONS. ENERGY BALANCE AND FLOOD PROTECTION ARE SHOWN TO BE SATISFIED FOR THIS AREA THROUGH REDUCTION IN TOTAL AREA FLOWING THAT WAY. CHANNEL PROTECTION: Q AREA 1 POST < [0.8'(Q AREA 1 PRE* RVAREA 1 PRE)/RVAREA 1 POST] <_ [0.8'(0.38 CFS* (0.017 AC/FT))/(0.006) AC/FT] OK 0.14 CFS <_ 0.86 CFS DUE TO THE DECREASE IN DRAINAGE AREA THE POST DEVELOPED FLOWS ARE LESS THAN THE PRE. THEREFORE, 9VAC25-870-66B IS SATISFIED THROUGH SUBSECTION #3, MEETING ENERGY BALANCE. FLOOD PROTECTION: POST -DEVELOPED QIo <_ PRE -DEVELOPED Q10 OK 0.42 CFS (POST -DEVELOPED Qlo) <_ 0.93 CFS (PRE -DEVELOPED Q10) DUE TO THE CHANGE IN OVERLAND FLOW, THE SHEET FLOW AREA HAS BEEN REDUCED SO THAT THE POST DEVELOPED 10 YEAR FLOWS OFF SITE IS LESS THAN THE PRE SATISFYING FLOOD PROTECTION REQUIREMENTS. 1\I o .5604� POOL AREA: 0.14 AC. s10361K- so.05 \ \ \ n PERV. AREA: 0.49 AC. 'GT/ \ /' CN:80 \ \ \ TC: 6 MIN. s \ \ \ PRE -DEVELOPED aq \ AREA TO THE SOUTH; \ 6p IMPV. AREA: 0.09 AC. � 1 PERV. AREA: 0.06 AC. CN:83 TC: 6 MIN. \ 11 UNDISTURBED ROOF DRAIN AREA TO EXISTING TRENCH DRAIN; DRAINAGE AREA TO REMAIN THE SAME IN FINAL CONDITION; REFER TO SHEET C5.1 1 \ \ I 1 / 1® �G [ �I 1 \ � ##� SCALE 1"=30' 0 30' 60' \ 1 ANALYSIS POINT 1 i :•� rip , / \ X� I I 1 11� I 1 0 Min 1 I \ \ \ I I I / / 1 i / 0 1 ' I � 1 \ / I � LIMITS OF DISTURBANCE;wo M VA IMPV. AREA:0.63A . POOL AREA: 0.19 AC. PERV. AREA: 0.19 AC. CN:91 � TC: 6 MIN. \ 1'.10 ACRES Ny I UNDISTURBED ROOF DRAIN AREA � TO PROPOSED STORMWATER � PIPE; DRAINAGE AREA TO REMAIN THE SAME IN FINAL CONDITION; REFER TO SHEET C5.1 � I `�� SCALE 1 "=30' � ��� 0 30' 60' z wm I IL 00 E �+ E N N V M � N C > E x C Y H OB NO. 57562 SHEET N0. C6.0 STORMWATER MANAGMENT NARRATIVE IN THE PRE -DEVELOPED CONDITIONS RUNOFF FROM THE SITE IS CAPTURED IN STORM DRAINS THROUGHOUT THE SITE AREA. THE EXISTING STORM SYSTEM OUTFALLS INTO THE POND TO THE NORTH OF THE SITE. THE DISTURBED DRAINAGE AREA IS LESS THAN 1 % OF THE OVERALL DRAINAGE AREA TO THE POND REACHING THE LIMITS OF REQUIRED ANALYSIS IN THE POND PER 9VAC25-870B.4.A AND 9VAC25-870.66.C.A.THE OVERALL DRAINAGE AREA TO THE POND IS APPROXIMATELY 173 ACRES. THE OVERALL LIMITS OF DISTURBANCE IS 1.10 ACRES. THE EXISTING PIPE THAT GOES UNDER WELLINGTON DRIVE WILL BE UPGRADED TO PREVENT EROSION AND FLOODING IN THE POST DEVELOPED CONDITIONS SATISFYING CHANNEL FLOOD PROTECTION REQUIREMENTS. SCALE 1 "=200' 0 200' 400' `���`__-___��''i//i//i\- \%)! 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II // / \\ \\\\ \ \ \ , _ 1 I \ \-. \ Sod ill \\ J I11 / \ \ \ 1 I 1 \ \ I I - / / / / / / / / // , // / / _ 1 \ \\ \\\ _ I I I I 1 // I \ I \ \ \ 1 \ 1 _ \ _ _ \ _ i - / / / / / ' ` - / - = // I J / / /II \\ / / 11 / / \ \Nk �V..\LTH OF ��' \1rIIA� \kJh$��U11.1LrER 0 2/6/25 '0 sSLCJ Y A L AG m E N INV Invi N C > E x C Y E3 W V �+ d 0 O O W W 06 z 0 ) v Z W 3: x < O 3 p V O � d � w Ci a O O N 04 00 [O O O J O W DATE 0210612023 DRAWN BY K. BARGER DESIGNED BY K. BARGER CHECKED BY J. SHOWALTER SCALE 1 " = 200' JOB NO. 57562 SHEET NO. C6.1 In r fg 1 1 2 3 n 5 1 6 C 11 C 0 I I I I I I I I I I I I I I \ NEW SIDEW LK I I CONNECTI T I I A° EXISTII,VG S E ALK� I � I EXIT I172" 67. ' 28 (ACE BIBLE MEANS - - - - - - - -- I I I E (2ESS NO ) - \PD D -- ---- - ` I I I I — j I I POOL DECK (�o I I I I I I I I I \ \ I \ I \ I \ - EXIT 1 �— CCESSIBLE MEANS EGRESS NO. 1) ELEVAYION:561.5'+/- UP -- --- 3 P ----- --- ---------- --- - P ---------------1----1----� 1 I zIW I� I I H o)CJ I ARD UP PLANTER W Q OF CE o II O 1 F¢I \ —5 --\\ ICO W PL N E LAZY -RIVER POOL ` 1 2 Ir I, a j P O 1,402 SF - _ I 1= (a)50 SF PER OCC. = 29 OCCUPANTS _ 1 I -r0� I I 3.5FTI \\ r� Q DE PI \ I LAZY -RIVER 3.5 FT Z \DEEP3.5 B I I I POOL � DEFT DEEP o I I I l I I I \ j I 3.5 FT \ o J I _II ISLAND\\ I / FT LU DE \ I 1 1 I I I I DEEP �I j I I I 3.5 FT \ DEEP \ FT 3.5 FT \ DEEP DEEP % \ i \ I !oI s'o v �yv "- 4 FT1 �1 p I E V� � F I vv A 0" I 2 T 37 \ I� 1 T D�EP A 1,00j I D EP \ ZERO- NTR \ J I ® PO L I • O ZERO -ENTRY POOL I I 1 \ P I ® PER OCC. 3 S 6 OCCUPANT �- P`I -� T — — 8-LANE COMP TITI01d OL 6 IN \ WATER AR*76- 500 F \\ I I \ EA D EP 50 SF PER OCC = 90 OCC PANTS 1 UPANTS LE GE GE \ \ PROJECT BASE P T I I v LEDGE LOUNGE \ \ \ 192 SF dL 50 SF PER OCC. = 4 OC T_. a.. @15SFPER = 9 UP TS` ` \I MOPE" \ \ \ \ \ \ - - - - - - - - - - - - - - - - - \ \ \ REEL STORAGE AREA - - � � I \ i I \ 1 I I � I I n New Pool Life Safety \ \ \ I \ \ l 8._0. UPF 4' - 6" ` PLANTER -------------- PLANTER 2 \ PLANTER \ \ UP CONCESSION/BAR 2 11 - v -T-�J -r=�I I MOP -T-7 SINK __�I --� STORAGE T J = = II JI I -1' - 9" UP---------------------------- I I I I I I I I I I � / I � I i I �M \ II \ IATING \"""-X""" TR S ORMI FBI ow I\ I \ �0 9 L.J UP Code Summary Occupancy Type: - Primary: Assembly (A-4) -Accessory Uses: Business (B), Storage (S-1) Construction Type: II-B Life Safety Clarifications: 1. Confirm our understanding of the Accessibility Requirements for the roof tops. Discussion: Betty agreed that the roof -top terraces do not need to be accessible because they are less than 3000sf per Section 1104.4 and because we are providing "equal service areas" at accessible locations on the pool deck. 2. Confirm code used to calculate occupant load for the project. 2018 Virginia Construction Code or the 2018 International Pool & Spa or the NFPA Discussion: For determining the occupant load, stick with the Building Code (2018 Virginia Construction Code). Section 1004.7 - Outdoor Areas will apply to this facility. Use 50sf/occupant for all pool areas and 15sf/occupant for the deck areas. Betty agreed that the occupant load for the deck areas should not include the circulation areas if the circulation paths are delineated from the seating areas with a surface color or texture change. Building managers should not allow pool users to put chairs in the circulation paths. An 8ft wide path is shown around all pools as circulation and defining the seating areas on the deck. 3. Confirm number of exits and number of accessible exits required. Discussion: Based on the established method of calculating the occupant load per item 2 above, the total occupant load of the pool will be approximately 864 occupants. Per Table 1006.3.2, three exits will be required for the facility, two of which will be considered accessible. Signage should be provided identifying the accessible paths. Gates at the exits must have an exit device on the inside allowing users to exit the pool regardless of whether it is locked from the outside. The gates can have access controls from the outside if the exit device overrides the access control locking mechanism. A gate similar to the following photo will be provided. 4. Confirm code used for calculating Plumbing Fixture Calculations. Chapter 4 or 6 of the 2018 International Pool &Spa Discussion: The facility has both a Class A Competition Pool regulated by Chapter 4 - Public Pool requirements and Class D zero entry and lazy river regulated by Chapter 6 - Aquatic Recreation Facility requirements. Since the pools fall under two sections of the code, provide plumbing fixtures based on the worst -case requirement between the lwo sections. We will provide a side by side comparison showing the different requirements and which is the worst case. A portion of the required plumbing fixtures are being provided by fixtures located within the existing building which are service the existing pool facility. Show these fixtures in the plumbing fixture summary. We are adding three new fixtures at the pool deck level. 5. Confirm occupancy Type of A-4 for the Pool Facility, with either accessory or non - separated mixed use for the building. Discussion: Betty agreed that the overall facility should be considered a Type A-4 occupancy with the spaces in the building classified as an accessory use. 6. Confirm any exits from the existing building that are egressing through the pool enclosure. The number of occupants using these exits must be accounted for in the exit widths for the new gates and paths. 7. At the main entrance, the total width of sidewalk required for exiting the pool area will be provide by a sidewalk that splits after leaving the gate. The total required exit width will be accounted for in these sidewalks. 8. The number of accessible parking spaces is a percentage of the overall number of spaces provided. 4 accessible spaces are required for every 100 parking spaces provided. Coordinate the number of required spaces and accessible spaces with the Boar's Head Resort event management plan. Temporary accessible parking spaces can be provided for events by adding temporary signs to parking spaces as needed. 9. Project Address: 200 Wellington Drive, Charlottesville, VA 22903 ASSUMED PROPERTY LINE FIRE -RESISTANCE RATING - TYPE II-B - GROUP A-4 = OHRS J7_ UNPROTECTED OPENINGS, NON-SPRINKLERED 10% EXIT FROM EXISTING BUILDING TO STAIR AT LOWER LANDING. DOOR WIDTH 36" = CLEAR WIDTH 34" / 0.2" PER OCCUPANT = 170 OCCUPANTS MAX. � 4 c70 2 7/32" E:3QriY o I� 458 L PD \ � I \ EXIT 3 I 96„ 91. " I 458 SIBLE \ PROPOSED ( ONS OF EGRESS) TRANSFORMER BELOW SYMBOL LEGEND IoI FIRE SHUTTER AE ACCESSIBLE BUILDING ENTRANCE TRAVEL DISTANCE TRAVEL DISTANCE TO EXIT REXIT COMMON DISTANCE 20'-0" COMMON PATH OF EGRESS DISTANCE EXIT UNITS MAXIMUM TRAVEL DISTANCE 0'-0" 2--EXIT' MAXIMUM TRAVEL DISTANCE TO EXIT FFI 1 1 100 S ROOM NAME ROOM NUMBER OCCUPANCY TYPE SQUARE FOOTAGE OCCUPANT LOAD MAXIMUM COMMON PAT" OF EGRESS MAXIMUM COMMON PATH OF EGRESS 1 HOUR RATED FIRE BARRIER 2 HOUR RATED FIRE BARRIER STAIR 6 44,: 100 PROVIDED WIDTH REQUIRED WIDTH ANTICIPATED LOAD NON -RATED PARTITION STOREFRONT IN SMOKE PARTITION DOO 36" 20,, �� 100 PROVIDED WIDTH REQUIRED WIDTH ANTICIPATED LOAD NFEC NEW FIRE EXTINGUISHER CABINET PTEL PUBLIC TELEPHONE (1) SIGN LOCATION AND DIRECTION OF ILLUMINATION ILLUMINATION (100 FT MAX. SPACING) APF ACCESSIBLE PUBLIC TELEPHONE PD PANIC DEVICE AT DOOR EFEC EXISTING FIRE EXTINGUISHER CABINET EI M CI ME W ARCHITECTURE u n I i m i t e d 110 MATTHEWS STATION STREET SUITE 2J MATTHEWS, NC 28105 704-451-7436 This drawing and the design shown are the property of Architecture Unlimited, PLLC. The reproduction, copying or other use of this drawing without their written consent is prohibited and any infringement is subject to legal action. © 2022 Architecture Unlimited, PLLC Seal Consultants: DESIGN DEVELOPMENT PRELIMINARY NOT FOR CONSTRUCTION UVA Foundation Boar's Head Resort Pool Renovation LIFE SAFETY Progress Date: 2/03/2023 PROJECT MANAGER: Checker DRAWN BY: Author Revision Schedule NO. DATE Issue Date: Project Number: Sheet Number: G10 1 1 2 3 Q 5 1 6