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HomeMy WebLinkAboutSDP202300008 Plan - Submittal (First) 2023-02-06BOAR'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 FINAL SITE PLAN 200 WELLINGTON DRIVE CHARLOTTESVILLE, VA 22903 02/06/2023 r e moz o� 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 CO.O COVER SHEET C1.0 NOTES AND DETAILS C1.1 NOTES AND DETAILS C2.0 EXISTING CONDITIONS C2.1 DEMOLITION PLAN 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 = 9511 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 ;uN-1TFLl\ �jj3�IOWALTER I.ic. NEi 1b402057151 ' 0 16/23 41 'SSION A I Ui o' 0 0 x O 0 0 o' 0 U Q z 0 Ln cc 0 r am O oc E H z O a U U LU w Z O U0 W w Q 0 DATE 02/06/2023 DRAWN BY K. BARGER DESIGNED BY K. BARGER CHECKED BY J. SHOWALTER SCALE N/A z 0 a 0 w Q 1.. U E LU J > LU 0� z ur) O0 a U w J LU > Q w p U am J w Q 2 V �0 W JOB NO. 57562 0 3 c 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 • r TC 7�25.94 Q 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 ,�;,LAL-rH oF� cr;u\'.ITtLA\ ON:1 E Lic. \ 40?057I S ] t� �Q FssLONA I vi 0 0 x c� 0 0 x p w x U z 0 Ln 0 0 r am O oc f H DATE 0210612023 DRAWN BY K. BARGER DESIGNED BY K. BARGER CHECKED BY J. SHOWALTER SCALE N/A z 0 a 0 W Q. J 0 0 C L 0 a W 2 U, al W L w co 0 -1 E JOB NO. 57562 SHEET NO. C1.0 t? 2 d _ #208 Banded Bar Grating In #504 8" Slotted ADA TL o #506 Herringbone r IN #606 Slotted Heel Proof #502 High Intake Slotted #504 12" Slotted ADA #603 Standard Slotted #501/601 Solid Cover M1r 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) (ft' per lin ft) 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) (ft, per lin ft) 06.502E.FE 6" E 1 24" 1.75" 21 0.48 08.502E.GB 8" E 1,2 19.64" 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 Locking Grate Angle Weight Open Area No. Width Class Mach. Length Size (Ibs) (ft' per In ft) 08.504E.FE 8" E 1 16" 1.75" 21 0.27 12.504G.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 ft per fin 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 ft) 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 Slotted Heel Proof Part Trench No. Width - ADA - 606 Series Load Locking Grate Class Mach. Length Angle Size Weight (Ibs) Open Area (its per lin ft) 06.606D.FB 6" D 0 24" 1.75" 47 0.1 08.606D.FB 8" D 0 24" 1.75" 61 0.1 10.606D.FB 10, D 0 24" 1.75" 69 0.1 12.6DBD.FB 12" D 0 24" 1.75" 89 0.2 15.6DBD.FB 15" D 0 24" 1.75" 89 0.2 18.606D.FB 18" D 0 24" 1.75" 106 0.5 Jolla lAOVer Part No. - DU -I VOU-I oerles Trench Load Locking Width Class Mach. Grate Length Angle Size Weight (Ibs) Open Area (fh per In ft) 08.60113.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 - 24.601D.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 B 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-I50 Industry Standard Maximum Proof Load 6,000 Lbs 12,150 Lbs 25,000 Lbs 40,000 Lbs 50,000 Lbs IGO,000 Lbs 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 1/2 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 encapsulationconcrete load limits. Locking Mechanisn Heel Proof Rated-Grate's slot width does not exceed 5/161nch. 0 = Non -Locking 12 Toggle Lack ADynamic Load Rated -Grates, rails, frames, and grate retention are designed for 0.7g transverse and longitudinally dyhamir 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 rna or hcun End of Run End Frame Connection ENGTH 0.59' FROM EP rlrvi,nJR 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.) CONCRETE BUMPER o 0 BLOCK ANCHOR WITH PAINTED D o 18 5/8" REBAR IMBEDDED 2 k MAX. 24" IN GROUND VDOT 1 saFc 1 8' 1 5' 8' 1 11' 1 5" TYPICAL VAN ACCESSIBLE ACCESSIBLE HANDICAP SPACES TYPICAL PARKING SPACE DETAILS No Scale 41 CG-12 NOTE: COMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWINGI 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 120 MAX THE REQUIREMENTS OF THE SPECIAL PROVISION FOR CG-12 DETECTABLE 481 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. 8 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. S. MIN 7. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED M WTVorm 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 FACILITYCROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED, OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER, AND SHOULD NO7 BEHINDSTOPVEHICLE LINES,LIGHT OAE HYDRANTS, PARALLEL ROUTING CFIRE ONTINUOUS DROP NLETS, ETC. 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 1 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 *y'` 9. TYPICAL CONCRETE SIDEWALK IS 4" THICK. WHEN THE ENTRANCE RADIICANNOT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK 4, MIN - 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 ): , 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 m m C-C CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE .6"-2.4" o WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD O O O O O O z -MODIFIED AS RECOMMENDED BY THE MANUFACTURER TO MATCH - y E O O O O O O O O O O O O THE BACK OF CURB. W LANDING RAMP - O O O O O 0 0 0 O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c7 q + < O o 0 0 0 0 0 0 0 0 0 0 0 0 0 iv T 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5OX-65X OF BASE DIAMETER TOP DIAMETER 00000000 000000 0 -DETECTABLE WARNING c AT BACK OF CURB I. I 0.9--1.4" SEE NOTE 12. 1 BASE DIAMETER L_ VARIABLE FULL WIDTH OF RAMP FLOOR _I F PAY LIMITS DETECTABLE WARNING TRUNCATED DOME INSTALLED ON A RADIUS DETAIL DETECTABLE WARNING DETAIL XVD❑T SPECIFICATION CC-12 DETECTABLE WARNING SURFACE REFERENCE ROAD AND BRIDGE STANDARDS (GENERAL NOTES) VIRGINIA DEPARTMENT OF TRANSPORTATION 105 502 SHEET 10F 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. 4_ Q CONCRETE SIDEWALK PAVEMENT SECTION NYLOPLAST DRAIN BASIN WITH STANDARD GRATE (1,2) INTEGRATED DUCTILE IRON FRAME B GATE TO MATCH BASIN O.D. .G MI DIEMUM PTH PER BURIAL PIPE ° (3) VARIABLE INVERT HEIGHTSMANUFACTURER RECOMMENDATION n ' ANNIABLE(ACCORDINGTO a ." FUWSRANEOFF) (MIN. MANUFACTURING ° a 6n _a -- - - _ MO. SAME AS MIN. SUMP) 1 OR AS SHOWN ON PLAN WHEN NOT ALONG SIDEWALK CURB WIPE DOWN DETAIL SIGN STD. U POST GALVANIZED POST TO BE DRIVEN (SEE VDOT DETAIL STP-1) (4) VARIOUS TW ES OF INLET& OUTLET ADAPTERS AVARABLE: e- SO' FOR CORRUGATED HOPE (ADS N-121HANDORDUALWAL, ADSIHANCOR J SINGLE WALL), N-12 HP, PVC SEWER (Ex: $DR 35), PVC DWV EX: SCH 40), PVC C9001CM5, CORRUGATED & RIBBED PVC WATERTIGHTJOINT J (CORRUGATED HOPE SHOWN) SOH\DOWN) ^^^^q� 1 Or- SP STMOAND GRATES 3HNLBE DUCTIIEIRON PERASIMAVS GRADE 71HD46. 2-17-VFRMIESSH WOUCIILEIRONPERASlM GWET0.5Um. B'&IPSTANDARE GRATESFRDIRECTY ONTOOMIN BASINS WITH THE USEGFAPYC9OOYTOP. 8EECMWINGNO.M IIOM5. 3 - DFAN BASIN TO BE CUBIOM MANUFACTURED ACCORDING TO RAN BE AU. RI8ERSAMNEHIEDFORBASIN80VER W DUE TO SHIPPING RESTRICTIONS. SEEDRAVMGNO Bx1-IV`X6. 4- DMIMGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASW OU12 FORCdWUUITEO HOPE (ADS n12MANCOR WK WAIL), N-12 HP, & PVC SEWERIP-34% 5 - ADAPTERSGIN BEIKUNIED CNW.YMCiEO°T0.'MfI°. iODETEHMINE MINIMUMMGIEBENEFNADAPIa WEDMNNGNO 7001-110012. 6 1? 30-STMDAADGMTFSS11VL111EETHIDLOADMTING. 7- B'&IVSTNLAROGMME MTEOF UGHTDUTYAPPLIGTIONB g LY;NOCIXNCRETECMNN2NEEDMFORUGHT DUTY MTNG lrNNMDIHGUID W r MN THICKNESS GUIDELINE IN ADAPTER LOADS: CONCRETE SLAB DIMENSIONSARE FOR ANGLES �(6,T)TRAFFIC GUIDELINE PURPOSES ONLY. ACTUALCONCMTESIABMUSTBE NUIUBLEM-91)0° DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, ACCORIMGTO FLANS TRAFFIC LOADING,& OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO. 7001 -110-111 FOR NON TRAFFIC INSTALLATION. t" A (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (8' MI14.04 8'-24',10' MIN.ON 30' 1 4'MIN ONB'-21' BASED ON MANUFACTURING MO.) T MIN ON SO' 1� THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANU IRMATERIAL MEETING THE REQUIREMENTS OF CUSS I, 8'-30" CUSS 11, OR CARS III MATERIAL AS DEFINED IN A91M =1. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. VDOT A-3 CONCRETE CONTINUE 21 B STONE BASE FROM ADJACENT PAVEMENT SECTION UNDER CURB ��L:�LTH OF� 0 v;u\'.%TtLA\ ON:11TE '10?057151 FssL()NA L n E N N V M vi N C > E w .o E C H-.! ~ E 3 Q W V �: p V NO a CC)O W U,O 0 LO o� ,o ZO V)DD Q IY nO 01 01 U O (V U D, _ o D O `o O S N o v mO 00 O J O � 0 O C7 0 H f] UJ U Q Z O Ln O z O d CY U (n UJ z O (n 5 LLL IY DATE 0210612023 DRAWN BY K. BARGER DESIGNED BY K. BARGER CHECKED BY J. SHOWALTER SCALE N/A z 0B� E1 \< 0 w a J �, 1­4 z I- J' p 00 0 0 Z U Q w ^ IY L , D2: W Lu L w r Q m 0 J Lau a Z Vl u�/ 00 W JOB NO. 57562 SHEET NO. CI"1 0 c a m c e O £N 5 c 7 SIGN AND POST DETAIL No Scale VDOT STANDARD CG-2 CURB No Scale LEGEND NOTES: STORM DRAINAGE (SD) MANHOLE HDPE HIGE DENSITYPOLYETHYLENE PIPE 1. HORIZONTAL DATUM IS BASED ON (2) SANITARYMANHOLE NAD83 (NA2011), VIRGINIA STATE GRID, ® CLEAN -OUT SOUTH ZONE. VERTICAL DATUM IS BASED PVC POLY -VINYL CHLORIDE PIPE ON NAVD 88. DATUM ESTABLISHED Oo ® LIGHT POLE ELECTRIC METER THROUGH LEICA SmartNet (NETWORK) GPS Si UTILITY/POWER POLE OBSERVATIONS. © ELECTRIC BOX < GUYANCHOR 2. TOPOGRAPHIC DATA DEPICTED HEREON IS BASED ON CURRENT FIELD SURVEY BY OHP- OVERHEAD POWER UTILITY THIS FIRM COMPLETED ON MAY 11, 2022. - UGP - UNDERGROUND POWER UTYLITY 3. NO TITLE REPORT FURNISHED. - - - SAN- - - SANITARY PIPE EASEMENTS MAY EXIST WHICH ARE NOT SHOWN HEREON. W WATER LINE 4. THIS IS NOT A BOUNDARY SURVEY. NO G UNDERGROUND GAS UTILITY BOUNDARY INFORMATION SHOWN HEREON. -X- FENCE -LINE 5. MISS UTILITY TICKET INITIATED; TICKET EDGE OF PAVEMENT (EP) NO.A2122019425-00A. NO UNDERGROUND UTILITY INVESTIGATION BEYOND EDGE OF WOODS INFORMATION PROVIDED VIA MISS UTILITY HAS BEEN CONDUCTED BY THIS FIRM. CONC. CONCRETE EG EDGE OF GRAVEL v SIGN 0 FLAGPOLE FIRE HYDRANT ® WATER METER ® WATER VALVE ® WATER MANHOLE 4 GROUNDLIGHT • BOLLARD CONTOUR INTERVAL = 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- MAPAND DIGITAL GEOSPATIAL DATA INCLUDING METADATA MEETS MINIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED. INV 1N=542.52' I I I I `n THIS TOPOGRAPHIC SURVEY WAS COMPLETED UNDER THE 1 1 MHS TOP 563.95' INV IN = 552.95' 8" PVC \ INV OUT = 552.67' 8" PVC INV IN=561.73' 15" CMP UIHtCI ANU Ht5HUN515Lt GHAHUL: UI- HAUL N. HUbL:m I -HUM AN ACTUAL GROUND SURVEY MADE UNDER MY SUPERVISION,(z 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. \ / /\ / / 20" PINE (4) SD MANHOLE w) ^/ 7 CHAINON� TOP = 549.4T V�_ pt / INV IN = 54522' >2" PVC O ` `�` , / INV IN=544.92' 15" CMP / / / , / -i- 12"P/NE INV OUT = 542.71' 15" HOPE \ / / / / / / (2) SD GRATE G� \ hto � / / / / / h6o / / 15"� NE / // '� 4' WOOD APPROXIMATE LOCATION OF / / / FENCE GASLINE/NPLAYAREA. WAS TOP = 549.25' 1 \ / / // / / / / / / / / / 112" PINE I NOT MARKED FOR SURVEY. INV /N = 54257' 15" HOPE / ` + ' INV OUT = 542.55' 15'RCP 1 - tV .V / / \(/ / / I \ 11 aNVVV 1 / /I\ // 12"P/N ��P/NE ��--�_ -_ 15" CMP 1 �/ 1 EX. PIPE 1 ,/i // / // / / /4'IRbN / I / \ I\ \ 12"P/NE 15" PINE 12" PINE I GRAVEL EDGE OF POND / / ////// / i I 1 `/�/ / I PLAYGRO`VND If PINE \ f� �� - \AREA \ \ SD,GRAT \ \ \12" P/NE w SD GRATE �� \ 15 P/N!� TOP =�559.5 - \ - -TOP-=367-3r - - MV-OYT= 556.03' 8" PVC \ \ \ /yv IN = 555.63'�" PVC _ - - / INVOUT=555.60'8-PVC- SD GRATE �- \ \ / 7� ft ® / 8"MAPLE TOP 558.75` _ d 1 �' EX PIPE \ / /// / / INV IN = 554.89' 8"PVC i 8"AM1T8" M PLE EX/PIPFI7 INV OUT=554.87'8"PVC/ \ EX.�O'E 3 7/7\-I- \ \ 8"MAPLE v / \ / f/8'MAP\ \ Z^R^hy0 560.0' \ `_ I SIGN i SHOWER +560.0' PLEA MA +560.2' „\ \ \ a 8"MA)9LE "� U 0.0' +560.2' \` \ \ d \ \ \ 1 \\ U MHS � 1 \\ "�\\ ® PERGOLA \ ` \ \ \ \ e 1 \ TOP54766' \ `\13"MRPLE\ \ \ \ ��\ 24"PIA INV IN = 541.46' 8"PVC \ \ 560.5' +560.2 \\ \ \ \ \ \ 8(MAP f "\ INV OUT = 540.25' 8" PVC \ 1 1 1 SD GRATE SO GRATE \ \ \ ` \ ` \ \ \ \ yy 1 \ TOP = 559.15' +560.2TOP = 560.05, TW=559.20: I \I 11 \ \ INV IN = 553.74' 8"PVC INV IN = 55737' 4"PVC ` / \ GAZEBO\ < / BW=550.79'� \ \ INV OUT = 553.60' 12" PVC Oq � V OUT = 55735' 6" PVC � � \ � \ � � =567 9 A' WOOD ti> \ \ \ 1\ to I�I �' \ MHS TOP 545.18' ) INV IN = 533.21' 8" PVC (N) ) INV IN = 544.78' 8" PVC(SE) I INV OUT = 533.14' 18"METAL ITW=559.40' BW_551. 16' 1 1 > I iTW=560.40' BW=551.39' I �I I D z I 11 I� m 1� D aft1 11 11 1 I D z I I �I 4' IRON 56� FENCE \ }� 560.3' i(NDER POOL 560.3' 11 41, 1 FEE �\ 1 \ 1 1 11\ J 560.6' h\ \ \I \I 1 1 \ 1 1 1 / TW=560.3 '1 1 BW=554.1 / 5hti I IGc� 1 I / I / I yy MHS TOP 552.99' INV IN = 544.19' 8"PVC INV OUT = 535.59' 8" PVC z Q� II �j e MHS TOP 542.93' INV IN = 531.45' 18"METAL INV IN = 534.13' 8" PVC INV OUT = 531.43' 18" METAL \E\ EI S=S6"5' \ +560.8' ` \ ` \ W�QD STAIRS \ \ rUM' \ \ 4 RISES ` WOW DECKI / y k f l/ -�56419q' CONC. STAIRS 1 �C 5 RUNS \ 6 R/SES m \ \ FF=559.93' \ SANy CONC. STAIRS / 7RUNS \ \ / 8 RISES \ ` Q FF=564.89' 10 1 I 40 1 l 1 \ \ 1 APPROXIMATE LOCATION OF EX/STING TRANSFORMER TO REMAIN UNDER WOODED DECK I .I CONCRETE GRATE ` \ 560.30' \ 1"PVC \� 1"PVC STAIRS 11 RUNS+561.0 61 667- COLUMN IC. STAIRS INS SES IC. STAIRS INS SES 95' rr=0ov.os TRENCH DRAIN CONC STAIRS 3 RUNS 4 RISES POST AND RAIL FENCE \FENCE / �+�y� c y6� 'ets' CONC. 'ehs' I / 24-PINOAK 1 +5677' / rn / 5 79' FF=568. 07' CONC STAIRS 3 RUNS 4 RISES CONC. STAIRS 3 RUNS 4 RISES TRENCH DRAIN HVAC ON CONC. PAD SCALE 1"=20' 0 20' 40' 0 v;u�.ITtLA\ ON:11TL Lic. \ 402057151 t� �Q FssLONA L G�`G, n E N N S M vi N C > E w �E C +' ~ E 3 W V 3: p U 2,0 wLL-, <Ooo 11J W O d H win 0 z V)00 In. �x o 3 LL p U a � x �a ~ v o O N O V mo .. m O J o � vi O x D 0 p w LH U Q z O En > 0 O Y DATE 0210612023 DRAWN BY K. BARGER DESIGNED BY K. BARGER CHECKED BY J. SHOWALTER SCALE N/A O zao W� Z IL --I 22 Ir-I J' O7o O 0 U O U ,n LuV -I Z lY I-1 Lu 1-4 am w a X 2 Lu V / O W JOB NO. 57562 SHEET NO. C2.0 fc 0 m DEMOLITION LEGEND REMOVE CONCRETE REMOVE ASPHALT xREMOVE TREE <xxxxx>0 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 1 co / INV 1N=561.73' 151,CMP I � / THIS TOPOGRAPHIC SURVEY WAS COMPLETED UNDER THE REMOVE 1 / DIRECT AND RESPONSIBLE CHARGE OF PAUL N. HUBER FROM PORTION OF AN ACTUAL GROUND SURVEY MADE UNDER MY SUPERVISION, FENCE 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 OTHERWISENOTED. / // /\ / / 20„ REMOVE c / (4) SD MANHOLE / CHAINON� / /\ / TOP = 549.47' `V�_ \ / PtN� O / / \ �1�VE / EXISTING GAS LINE TO INV /N = 545.22' 12"PVC t``_1 / 1Y'/ INVIN=544.92'15"CMp \ /// / // 1- 1\/N / BE PROTECTED DURING INV OUT = 542.71' 15"HOPE / 1 1QF'IOiVE REMO / LAND DISTURBANCE (2) SD GRATE \ h' / / / 15 ,PINE / ��JJ�� �' r 4' WOOD APPROXIMATE LOCATION OF TOP = 549.25' ,� / / / / % ElylOVtl ) FENCE GAS LINEMAR /N FOR SURVEY WAS INV IN = 542.57' 15" HDPE 1 ` \ , / / / / /\'1'``' I 12" PIN/EEjj��CC NOT MARKED FOR SURVEY. INV OUT= 542.55'15" RCP 1v�//, // / / / // / REMOVE 1 REMOVE INV IN=542.52' 11 y' ,!�/' I / 12^Pi I X"REM� - _ j/ \ REMOVE AND SALVAGE 15"CMP / / / 1 ` /// // / / PLAY AREA EQUIPMENT EX. PIPE �\ I / / / / / /4'IH N lmo 12^FIVE / TO RESET AT OWNERS REMOV R EM�VE I GREAMOI E \ l 15"PINE �1� VEL \ \ // � FENCE \ PLAYGROi1ND DIRECTION EDGE OF PONDrL// f / / 1 / i h $REMOVE VyLj� ` REMOVE LIGHT ' I / / / / 1 \ / �/ 0 / // REMOV l5"PIN \ _� \ I \AREA REM \ R\EMOV SD,GRAP 1559. T SD GRATE \ POLE IIYVlN=5 5.63'\ -PVC _ INVONT=556.03'8"PVC \ \\ \ \ \ J _ _ REMOVE CONCRETE MOVt NV OUT=55560'8"PVC� - - - - - BLACK / 1 , SO GRATE ` �G / �\ VE 1 /h/i / / TOP=558.75- - J REMOVE ERADICATE PARKING EX PIPE /i / • _ _Yl O E 0 8"MAPLE _ RHM(�{(E�y\ \\ �� \ STRIPING \ / �/ / / INV IN=554.89'8"PVC 8"n2vr ���g88 MAPLE \ 6'S x ♦%` J \ \EX.-L\'�/ EX/P/PE7 INVOUT=554.87'8"PVC / l 1 \ \ �\ REMOVE LIGHT </'E 3 \(\/\ / / / REM017E _ ��'�i OVEN "F'\ POLE 8"MAPLE - O4 \ ERADICATE PARKING 8"MAPLE \ \ ✓' h0 // �` / 560.0 ` \�01 \ ` \ STRIPING \ ` I S/RN SHOWER s ` \ cQc�j \ \t'y` ERADICATE PARKING I l +560.0' REM9\ �F� 1 STRIPING \ llE / J PLB \ REMOVE \ \ ', +560.2' \ 8"MAPLE \ CCii o.o'REMOl�s6o.z• � \ � \ 1 MHS \ `�; \ \ ® PERGOLA `Rv E O\ \ \\c TOP 547.66' 8 MAPLE INV IN = 541.46' 8" PVC �1 REMOVE +5so. REMOV \ \ ` \ \ 8(MAPO F�\� za PIPIN \ IA LIMITS OF INV OUT = 540.25' 8"PVC \\ 1 1 SD GRATE 560.5' SO GRATE \ ` \ \ \ \ \ \ h 7 a� 1 1 \ TOP = 559.15' + s60.2' TOP = 560.05' \ \ \ \ / \ REMPOST AND RAIL TW=559.20: I \I 1 INV IN=553.74'8"PVC INVIN=55737'4"PVC \ \ GAZEBO \ <,g �I.y00D / NCE DISTURBANCE: BW=550.79' '� \ INV OUT=553.60'12"PVC VOUT=557.35'6"PVC / \` OVER- =56Z 95' FENCE / 1.10ACRES I\ \ 4' IRON 6 / f0 .gPLE I PLE I \ 5 REMOVE 560.05 s g' I \ \ o FENCE / LIGHT POLE +560.4' l /GTr \ �.� c 4 a I CONC. REMOVE SECTION OF WALL. / \ \ i SEE STRUCTURAL PLANS IQ. 1 \\ \ 560.4' \ \ RE O E / 24"P/NOAK 1 1 \ 560.3' +560. REMOVE l l \ \ ` 6", PL REMOVE + ................ \ C. \ POOL I REMOVE �, \ ` \ 1 36"DEC. GRAV. MHS \ \ TIMBER 1 TOP 545.18' STAIRS \6 I f IPLt� \ 'o �j' \ 1 � \ \ \ .6 / \ INV IN = 533.21' 8'PVC (N) I �\ +560.6' RISES SO MO GRATE +sso.4' INV IN = 544.78' 8" PVC(SE) 1 F=551.64' 560.3' _ _I TOP = 560.30' DO ACCESS INV"'- = 55Z86' 4"PVC INV OUT = 533.14' 18"METAL 4NDkR POOL / INV OUT -V 55785' 4"PVC RELOCATE EXISTING GAS METER' / 56C \ O \ sy I ' CONTRACTOR TO COORDINATE A 560.3' \ REMOVE CQNC. STAIRS 5 RELOCATION WITH CHARLOTTESVILLE TW=559.40' / \ 11 RUNS 61. GAS BEFORE BEGINNING CONSTRUCTION BW=551.16' ` 1 y6� +sso.7' +ss0.7 ?2�l�g+s567 / I a 4,/ 0 REMOVE REMOVE // FF=5ss.07' REMOVE SECTION OF WALL. FE TRENCH COLUMN _ HVAC ON SEE STRUCTURAL PLANS w / I 1 J i ' "rrn� DRAIN CONC PAD i TW=560.40' \ 1 / \ CONC. STAIRS RUNS ET \ \\ \ sso6' REPooiE \ t 3 RISES I \ -4- ssa s' EXISTING STAIRS TO CONCSTAIRS REMAIN . I \ \I \\ \ RERUNS MOVE +560. / / / 3 RISES 1 / 1 1 +560.8' / TRENCH N 1 TRENCH DRAIN AROUND z LIMITS OF 1 \ / GRAIN IDISTURBANCE: 1 / EXISTING BUILDING TO \ \ � � / BE REMOVED 1.10 ACRES 1 1 +56U 1 ^ \ +560. / / REMOVE STAIRS 1 3CONC / / 4 RUNS RISES EMOVE I� LIG T POLE �QVE \ CONC STAIRS TW=56 / 1 / QO STAIRS / 2 RUNS 1ll I BW=S 6RUNS ` \. \ ZR€REMOVE\ / / 3 RISES D REMOVE INL T 6ti 1 \ / FF=564.95' 1 WOOD DECK\ - / FF=5 I \cq \ \E\ EV,-56M5' \ \ +560.8' 1 \ TRENCH EXISTING STAIRS TO I \\ \ \b\EII�QVE \ / / DRAIN REMAIN WoQD STAIRS ! \ \ \ ICONC SAWCUT LINE (TYI') \ \ 4RUNR ES\ \ \ TARS yh� iV 3 RUNS REMOVE 1 I/ \ 4 RISES l l \ WOOD D8GKI L=llEV.'5641949fj' \ \ d 1 CONC. STAIRS 5 RUNS \ RISES I` 5' CONC. STAIRS 7RUNS MHS I \ \ / \ 8 RISES FF=564.89' TOP 552.99' INV OUT = 535.59' 8" PVC z &p/ I I �P CONCRETE 1 / I APPROXIMATE LOCATION OF EXISTING TRANSFORMER TO REMAIN UNDER WOODED DECK MHS TOP 542.93' I INV IN = 531.45' 18" METAL INV IN = 534.13' 8" PVC INV OUT = 531.43' 18"METAL I I (` J W z Z SCALE 1 "=20' 0 20' 40' O v;u�.ITtLA\ ON:11.TL• Loc. N 402057151 t� ONAl �E N N S M vi N C > E C +' E3 3 V �+ WLL a doC) z w W O O dH wv1Oi a 0 Z V) O m U U � LL o mo z O_ = L� w Ci U N � mo w .co O J O � vi 0 O x C7 0 H 0 w w w o ¢ z O DATE cn 0 0210612023 DRAWN BY K. BARGER } • DESIGNED BY • K. BARGER • CHECKED BY J. SHOWALTER • SCALE • 1"=20' am z 0 HI 0 zaz w�g oC z J }'} z 0 z 0 O U I-1 u J w 0 Lu Lu aca -I J wa 0 (2 V / /0 W JOB NO. 57562 SHEET NO. C2.1 0 c a N C h 0 g 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) SD MANHOLE TOP = 549.47' INV /N = 545.22' 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 / EX�lPE3 P� lY \ \ S 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 I LAYOUT; CONNECT TO EXISTING WALL; MATCH EXISTING MATERIAL; REFER TO WALL DESIGN TW=560.40' BY OTHERS yy �1 BW=551.39' - I �I STRUCTURALFOUNDATAION I FOR OVERHANG. REFER TO Z ARCHITECTURAL PLAN (TYP) �� I1 I� Im D Dr WATER LINE CONNECTION I� FOR POOL AND CONCESSION FROM WATER METER RELOCATED GAS LINE AND I GAS METER; COORDINATE WITH UTILITY PROVIDER REPAIR PAVEMENT AS I NEEDED TO INSTALL SANITARY SEWER PIPE CONNECT SANITARY SEWER TO EXISTING MANHOLE — EX PIPE i PQ�PR 0 EX PIPE7 ZERO ENTRY POOL (REFER TO POOL CONSULTANT PLANS FOR DETAILS) u / RON / -NCE / / / [>I BW=554. MHS I TOP 552.99' INV IN = 544.19' 8" PVC INV OUT = 53559' 8"PVC z JOj I �Q� MHS TOP 542.93' INV IN = 531.45' 18" METAL INV IN = 534.13' 8" PVC INV OUT = 531.43' 18"METAL I I / ��:�L-rH oF� MHS O TOP 563.95' V ;U\_ITKA\ OAXTE INV IN = 552.95'8" PVC Lic.\ 20?057151 INV OUT = 552.67' 8" PVC Si�� INV 151,CMP61.73' �Q FssLONAI UPDATE PLAYGROUND AREA; EXISTING EQUIPMENT TO BE \ RESET WITHIN THE PLAYGROUND APPROXIMATE LOCATION OF GAS LINE /N PLAYAREA. WAS NOT MARKED FOR SURVEY. LAZY RIVER POOL AND SLIDE TOWER ( REFER TO POOL c CONSULTANT PLANS FOR DETAILS) \ \ STRIPED "NO PARKING" ZONE (3) STANDARD PARKING SPACES 9' (TYP) TRANSITION FROM FLUSH CURB TO CG-2 \ FLUSH CURB 18' (4) CONCRETE e�AO'2 (TYP) 8' WHEEL STOPS 0 8' (4) ADA ACCESSIBLE e O PARKING SPACES 8' TRANSITION FROM FLUSH CURB TO CG-2 81 RELOCATE AND RESET • 6 (4) ADA PARKING SIGNS . q5• °> 8 '•, PROVIDE A FLUSH CURB WHERE THE SIDEWALK 4\° O MEETS THE DRIVE AISLE; CREATE A WIPE DOWN ` 24^pIN OF THE EXISTING CG-2 TO THE FLUSH CURB; :°�°"•• � REMOVE/REPAIR CURB AS NEEDED. s d POST AND RAIL \ ' \ FENCE RELOCATED FENCE; TYPE TO \ \ 'a 8' MATCH EXISTING FENCE; C oT6 EXISTING FENCE ADA ACCESSIBLE RAMP J 8 LANE COMPETITION LAP POOL (REFER TO POOL CONSULTANT PLANS FOR DETAILS) .. .. U ` my . ... Fa _ SAIV� i 7 ® ODOR I G APPROXIMATE LOCATION OF EXISTING TRANSFORMER TO REMAIN UNDER WOODED DECK CONCRETE 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 n - -}- 24"P OAK ITEMS SHOWN OUTSIDE OF SURVEY A 4 4 AREA TO BE FIELD \� TO CONSTRUCTION. PRIOR HVAC OM CONC. STAIRS ENTRY PAVILWAN 3RUNS GATE (REFER TO 4 RISES POOL CONSULTANT FOR DETAILS) LEVELED TERRACE SEATING (REFER TO POOL CONSULTANT FOR DETAILS) a l SCALE 1 "=20' 0 20' 40' m E N N S M vi N C > E w - E x C Y E3 3 W V �+ p U 2,0 W M U. C0. O lJ O W z0V)00 I IL Qd' z x O 3 w p U a � x �a � w C; v O O N O V m O .m O J O � 0 0 x c� 0 x p w x U z 0 /n 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 0 0 t as 00 �Z 0 n om m o a tg =N m a11 O m tr w (D U) Z m 02 2 a m o 1$0 o � n m � h o � ax 0 of 0 2 0 0 n 0 0 `o Ea o m a m da 10 a 0 o . 2 0 m a �N c O m O nE E F_ 300: ES-1 STA 10+09.65 TOP 542.65 INN�J!�541.21 (301) G 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 561.01 DIRECT AND RESPONSIBLE CHARGE OF PAUL N. HUBER FROM �560'87 11 1 AN ACTUAL GROUND SURVEY MADE UNDER MY SUPERVISION, I THAT THE ORIGINAL DATA WAS OBTAINED ON THE I `O FOLLOWING DATES: MAY 10-11, 2022. THIS BASE- MAPAND EX 1 560A DIGITAL GEOSPATIAL DATA INCLUDING METADATA MEETS C6 559.15\ MINIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED,- rl. (4) SO MANHOLE TOP = 549.47' I \ / 61. 1' INV IN = 545.22' 12" PVC _ ` \ 561t! 3,9� INV IN=544.92' 15" CMP' ON INV OUT = 542.71' 15"HDPE ` - 2 / ,� »' / / APPROXIMATE LOCATION OF VDOT STD CLASS Al RIPRAP TOP SD 549.25' \ //k/ / / / / / r GAS LINE IN PLAYAREA. WAS WIDTH 1 = 3.75' INV IN = 54257' 15" HOPE 1 ny NOT MARKED FOR SURVEY. / ` 44' / WIDTH 2 - 10.25' INV OUT =542.55'15"RCP 1 I�IV//%//pa� $,/ // // / �j/ 1 LENGTH =9' 300 vvV �i / 1 / 9 \ - - - -- -- - - DEPTH = 18" / / / 1 Inv= 560.4 � // /1 / / / / / / I �.m \ cI IEX. PIPE\ \ /' / 4' N \ TW d560.45' \ / 5P/ / I -RICE \ o I \ EDGE OF POND / / / / = 560.4b' / / 27 I \ \ \ 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 I ROTECTION 301 F 540 s, A0 540 ' 1a 9°b 3. POND ELEVATION 535 535 N h 9+50 10+00 11+00 11+50 STORM OUTFALL PROFILE HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 301 126 STRUCTURE 100 TO\\TIE \ EX. Pk 3 INTO EXISTI, STORMWATER PIP€ 0 lin 1 1\Tl MHS 1 TRENCH DRAI(J109TOP 54766' = 560.4 ' COVERS TO BE HE 24"PIN INV IN = 541.46'8" PVC 1 1 PROOF RATED WITHINVOUT=540.25'8"PVC 02 1 1STAINLESS STEEL TW=559.20' I I 11 \ FINISH�YYP) BW=550.79"` 'IRON a I=f6 46 ENCE i \ 214 \.-c MHS � � � � A � �� y. v l � ' �� i TOP 545.18' / t 108 561.50' INV IN = 533.21' 8" PVC (N) INV IN = 544.78' 8" PVC(SE) INV OUT = 533.14' 18" METAL �/ 107 \ 212 A \ \ \\\ 567.75' 561.5b' / I ' 211 I POOLDECK � 1 TW=559.40' A� 05 ELEVATION: 561.5'+/- ,562,08' ` /� FFE=568.07' BW=551.16' 1 ,' 210 209 / Z6.4 BTW­ \ \ / \ '/ / 562.67'/ t 563/25' \ / 208 56`0.80' \ 11 1 117 z NOTE: TRENCH DRAIN TIE EXISTING ROOF COVERS TO BE HEEL I 10- \ ",' 0 / / / DRAINS INTO THE PROOF RATING WITH \ \ 11 19 207 PROPOSED PIPE (TYP) STAINLESS STEEL FINISH 1� \ 1 1 (TYP) I� TW = 560.51 122 I Tw=560.3 1 % \ \ �� ROOF DRAIN (TYP) ID BW=554. iI \ \ !� \0\ \ \ 0 i' 121 / % / 560.90, FFE = 564.53' / TW = 56a 52, \56) �50' 19 I I S \ \��� (/ 560.60, 206 205 D I / 1 \ \ I 204 561.18' I I .. - 203 `( \1 5 202 64.00' 558.07' SANS \ 201 _ 561.50' APPROXIMATE LOCATION MHS I \\ \\ t/ 2 FFE=564.83' OF EXISTING ROOF DRAIN. TOP 552.99' \ \ TIE INTO PROPOSED PIPE. CONTRACTOR INV OUT = 535.59' 8" PVC z Q,Q) 10 JG G��1� I / INVERTVERT AND LOCATION. I I �P� \ CONCRETE \ / 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 / 1 I POST AND RAIL FENCE / 24-PINOAK I i � I \ I � � X 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 v L:I'H OF \0 STRUCTURE # DESCRIPTION 128 DRAINAGE BASIN W. GRATE TOP O� 2 200 DRAINAGE BASIN W. SOLID TOP ` ''\ 1TH-1\ }C��}Jj �110ON'ALTL-R LPC. V402057151 202 DRAINAGE BASIN W. SOLID TOP /6/23 204 DRAINAGE BASIN W. SOLID TOP A. `-. 206 DRAINAGE BASIN W. SOLID TOP \ 0 S4 t 208 DRAINAGE BASIN W. SOLID TOP 210 DRAINAGE BASIN W. GRATE TOP E N 0 212 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 owix� LL o a 0 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" HDPE 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 36.90 LF 15 inch RCP w W M � aF�vi z0N07 3� zX U n gow y Ln a o Z O H Lo� vo � jo rq > mo w � O J o w vi 0 O 0 O x F 0 w 0 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 O a OJ a zQ,wn W z p� a J' < 0 O=O 0 U 0 aLu J Z Q a Q L aW m J Ill a 2 � 0 Vl LL a MO 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 2 0 0 3 D vx o o $N Iuz 20 0 6 h 0 D w U ZN o" � a 0 o a 2 Y N N �N X 0 0. 0,6 2 � m m 0 Ea 09 a �a !0 'a 0 h-6 � 2 mN o 0 s. E 0 w � E OQ�.;tAL-rH Al KA ON:V TER � _ / 1 EE off KiO LL LL z O m 00 u U w � EX.2 0.77 o mo o00 vi ol \ \ > w En DATE 017 0210612023 DRAWN BY KBARGER 0.68 �\ I \ � ���11\��CCC"` \ \ � \J // / / \ \ \ • DESIGNED BY KBARGER \\ \\ \\ \\ \ /, \ �\ \\ \ I \I / `\ \! \\ ' // / /' \\ •• CHECKED BY 214 0.35 / \ 0.006 / / i' • J. SHOWALTER 1 \ \ \ ' / \ I I \\�\ \ \ I / \ 1 �/ I / • • SCALE �m \ \ 212 0.35 1" = 30' NOTE: POOL AREAS \ - �I \ 0.007 I EXCLUDED FROM STORM \ `' \^ \.°\� \ \ I • DRAINAGE AREA; POOL OVERFLOW TO BE \ CAPTURED BY SANITARY— \ SYSTEM. REFER TO // \ / // RD3 0.90 \ \\ POOL CONSULTANT , / / \ ' 0.03 \PLAN FOR DETAILS. I / hel N— RD2 0.90 ♦ / a \ \ I I 1 z I 0.25 / ' O Q /Lu z w Lu // ' Z V RD10.90 \ \ / ----"' O Lu DRAINAGE C Q < 0P 0 I / KEY 0 w w Q ACRES J \\ 1 \ I I \\ \ z \ \ \ I I \ \ \ I I 1 \ JOB NO. � SCALE 30' 57562 30' 60' SHEET NO. C5.1 0 c _ a N C a 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 i 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.1A AND 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 1 � ' I 1 I LIMITS OF DISTURBANCE; 1.10ACRES ANALYSIS POINT 1 \ O % I 1 1 \\ po I � 1 e \ 11 1 \ \ r �\ PRE -DEVELOPED AREA TO THE SOUTH; 1 0 IMPV. AREA: 0.09 AC. PERV. AREA: 0.06 AC. I \1 CN-83 \ 1 TC: 6 MIN. I / I / I ® 1 \ \ \ WO \\J1 PRE -DEVELOPED AREA OFANALYSIS 1 IMPV. AREA: 0.37 AC. 036<- \ POOL AREA: 0.14 AC. 560 0.5 _n srn y6$ a r , � I \^ m 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 PREP 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 Q10 <_ PRE -DEVELOPED Q7o OK 0.42 CFS (POST -DEVELOPED Q10) <_ 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. 'ERV. AREA: 0.49 AC. ;N:80 co s l 'GTI \ Q \ r \ f I' I ♦ ♦ ♦ ♦ ♦ ♦ UNDISTURBED ROOF DRAIN AREA TO EXISTING TRENCH DRAIN; 40 DRAINAGE AREA TO REMAIN THE SAME IN FINAL CONDITION; '� REFER TO SHEET C5.1 I f J* SCALE 1"=30' 0 30' 60' �f 1 'n / \ \ b ANALYSIS POINT 1 ''i / / I 1 1 I 1 i \ 0 r S•yN 1 \ \\ I , POST DEVELOPED AREA TO THE SOUTH �I C IMPV. AREA: 0.03 AC. 1 PERV. AREA: 0.06 AC. 1 \ I CN: 73 TC: 6 MIN. 2 h \ 1 1 I 1 1 � 1 1 1 _ \ 1 , \I i a ti i I / 1 LIMITS OF DISTURBANCE; 1'.10 ACRES / MIN, I ' II' ♦ ♦ i i UNDISTURBED ROOF DRAIN AREA TO PROPOSED STORMWATER PIPE; DRAINAGE AREA TO REMAIN THE SAME IN FINAL CONDITION; REFER TO SHEET C5.1 I 1 SCALE V=30' 0 3060' v- ALTH 07N r.• 0 v;u\'.ITKA\ OAXTE• �0?057151 0*' o /6/25 t� FssLONAI C�G� DATE 0210612023 DRAWN BY K. BARGER DESIGNED BY K. BARGER CHECKED BY SHOWALTER SCALE 1" = 30' HI a O w a W Z C 22 W j Q Q�z OOU G w J 2 Lu ca m J \ W Q 5/ 2 Lf V / 0 Q /O W JOB NO. 57562 SHEET NO. C6.0 0 m t 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. 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N 402057151 t� �Q FssL()NAI C�G� am O oc z 0 K U (n w z 0 W (Y DATE 0210612023 DRAWN BY K. BARGER DESIGNED BY K. BARGER CHECKED BY J. SHOWALTER SCALE 1 " = 200' z w Oa O z w ~ W 0 J�z O w Oo J � Z co a � W 2 w V) a o ° co JOB NO. 57562 SHEET NO. C6.1 0 c a N c 0 c 1 2 3 5 6 C C I I I I I I I I I I I I I I \ NEW SIDEW LK kr CONNECTI T EXISTING S E ALK I ® J I I EXIT I\ 172" 67. „ 28 (ACE BIBLE S - — — — — — ——— -- (2ESS NO ) II I II II I II \PD D - -- ---- � PO - — — I I I OL DECK I I I I I I I I I ELEVATION: 561.5'+/- UP -- - -- P - - - - - - -- - - - - - - - - - - - - - - P - - - - - - - - - - - - ---1----1----� I I I \ 1J_I_LLll II I -Zv — �� I V I I o) LCJ 1 ARD UP PLANTER? LU Q I OF CE z fg \ � QI \ \ -- --� \ I � `\ 5 5 \ ICO,g PL N E LAZY -RIVER POOL (7� Imo' I P O 1,402SF @ 50 SF PER OCC. = 29 OCCUPANTS 111 ZJ 3.5 FTI \ \ DE1111 PI \ 21 3.5 FT LAZY -RIVER \ DEEP 6 Z / I POOL 3.5 FT I 11 I \ \ DEEP o 3.5 FT \ \ / �EE1 ISLAND\ 3.5 FT \\ II DEEP 3.5 FT \ — DEEP \ I I I V_--II-17 I 3 3.5FT FT \ \ /II I I DEEP DEEP \ I I OEllin � — - I II \\ 1 rr e• Q lCp s/Qti I DE \�rS� O I y I 2 T I I \ 1 T D EP \ \ "OkN �I D EP ZERO- NTR \ �J / \ ® PO L \\ I I — — j IER OCC. 36 0CCUP/ NT _ I 1 ( \ PO - ,,;�, I •� I jl I rzo _\ 8- NE MP�TIT101d\OOL =6IN 30'-0" 75,-0" \ - Ir 71 I \ EA D EP - - - Cc 0 S PER OCC A 90 CC PANTS BASE P T PROJECT @ 1 UPANTS - LE GE GE \ \ I I I \ 1 I \ LEDGE LOUNGE \ ` 192 SF \ @ 50 SF PER OCC. = 4 OC s, - o. 1' - n" \ 8F \ ` \ @ 15 SF PER = 9 UPANTS REEL \ \ / STORAGE \ \ \ AREA - - � � I \ L — — — 1 \ \ r lr 1 1 I \ I I n New Pool Life Safety \ 1 „ = 10'-0" I \ I UPF - EXIT 1 ---- ESSIBLE MEANS EGRESS NO. 1) 4' - 6" ` PLANTER PLANTER \ PLANTER \ \ \ \ UP FAMILY 1 7I CONCESSION/BAR 2 -T- A _T_J —7 MOP -i_7 SINK ---� STORAGE 9 -1' - 9" UP---------------------------- I I I g I I I I I 1 I � / 1 I i I I \ \ EXISTING TR ORMI OW 1 J\ I 01-919 9 \ 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 two 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 UNPROTECTED OPENINGS, NON-SPRINKLERED 10% 07 EXIT FROM EXISTING BUILDING TO STAIR AT LOWER LANDING. DOOR WIDTH 36" = CLEAR WIDTH 34" / 0.2" PER OCCUPANT = 170 OCCUPANTS MAX. 170 2 7/32" E-11114 o I` 458 PD EXIT 3 I �„ 91. ^ I 458 BIBLE PROPOSED ( ONIS OF EGRESS) TRANSFORMER BELOW SYMBOL LEGEND o� FIRE SHUTTER AE ACCESSIBLE BUILDING ENTRANCE TRAVEL DISTANCE EnKl TRAVEL DISTANCE TO EXIT EXIT EXIT COMMON DISTANCE 20'-0" COMMON PATH OF EGRESS DISTANCE EXIT UNITS MAXIMUM TRAVEL DISTANCE 20'-0" --EXIT' MAXIMUM TRAVEL DISTANCE TO EXIT OFFIC 1 1 100 S 10 ROOM NAME ROOM NUMBER OCCUPANCY TYPE SQUARE FOOTAGE OCCUPANT LOAD MAXIMUM COMMON PATH 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 I I mug 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 ® EXIT SIGN LOCATION AND DIRECTION OF ILLUMINATION (100 FT MAX. SPACING) APF ACCESSIBLE PUBLIC TELEPHONE PD PANIC DEVICE AT DOOR EFEC EXISTING FIRE EXTINGUISHER CABINET EI CI 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 I 2 3 Q 5 6