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HomeMy WebLinkAboutWPO202100054 Plan - VSMP 2021-09-14NOTES TAX MAP PARCEL AND OWNER INFO: EXISTING ZONING: MAGISTERIAL DISTRICT: EXISTING AREA: EXISTING IMPERVIOUS AREA: PROPOSED IMPERVIOUS AREA: LIMITS OF DISTURBANCE: PARCEL 08000-00-00-00900 HISTORIC HOTELS OF ALBEMARLE LLC 701 CLUB DRIVE KESWICK, VA 22947 PARCEL 08000-00-00-008ZO KESWICK CLUB LLC 701 CLUB DRIVE KESWICK, VA 22947 RA - RURAL AREA SPECIAL USE PERMIT SP2018-001 RIVANNA PARCEL 08000-00-00-00900 = 6.92 AC. PARCEL 08000-00-00-008ZO = 161.66 AC. 0.87 AC 1.07 AC 1.53 AC SOURCE OF SURVEY, BOUNDARY, AND TOPOGRAPHY: DATUM: REQUIRED YARDS (MINIMUM): PARKING SETBACK: PROPOSED USE: TUCK MAPPING SOLUTION, INC 4632 AERIAL WAY BIG STONE GAP, VA 24219 276-523-4669 PROJECT #: L17-10405 INFRAMAP CORP 10365 CEDAR LANE GLEN ALLEN, VA 23059 804-550-2937 PROJECT #: RV07317 TIMMONS GROUP 28 IMPERIAL DRIVE STAUNTON, VA 24401 540-885-0920 PROJECT #: 40241 HORIZONTAL: NAD83 VIRGINIA STATE GRID SOUTH ZONE VERTICAL: NAVD88 FRONT: 75 FT SIDE: 25 FT REAR: 35 FT N-11Mi POOL HOUSE 3,500 SF BAR 250 SF TENNIS PRO SHOP 660 SF SWIMMING POOL 3,700 SF 2 PICKLEBALL COURTS EXISTING PARKING: 22 SPACES (MAX. HEIGHT XX.XX-) KESWICK FAMILY POOL WPO PLAN COUNTY OF ALBEMARLE, VIRGINIA PARKING REQUIRED FOR NEW DEVELOPMENT: SWIMMING POOL (1 SPACE PER 125 SF OF WATER AREA) = 30 SPACES RESTAURANT (13 SPACES PER 1,000 SF OF GFA) = 3 SPACES RETAIL (1 SPACES PER 100 SF OF RETAIL SALES AREA FOR FIRST 5,000 SF) = 7 SPACES 30 + 3 + 7 = 40 SPACES REQUIRED TOTAL POST DEVELOPMENT PARKING PROVIDED: TOTAL PROVIDED = 46 SPACES (INCLUDING ADA SPACES) ADA PARKING REQUIRED: 1 STANDARD SPACES + 1 VAN SPACES = 2 TOTAL SPACES ADA PARKING PROVIDED: LOADING SPACES PROVIDED: WETLAND IMPACTS: UTILITIES: DRAINAGE DISTRICT: 2 VAN SPACES = 2 TOTAL SPACES NONE NONE PRIVATE CARROLL CREEK - RIVANNA RIVER THERE ARE CRITICAL SLOPES LOCATED ON THE NORTHEAST AND SOUTHWEST SIDE OF THE PROJECT AREA. NO IMPACTS TO CRITICAL SLOPES ARE PROPOSED. THERE ARE NO CONSTRUCTION ACTIVITIES PROPOSED WITHIN THE 100-YR FLOODPLAIN. 9/10/2021 �a SITE LOCATION 22 616 066 686 )]1 n Keswick Hall d FOX HILL ROYAL ACRES ]4 Keswick 7n7 7]0 z6o 4616 4 EIGHTS MAGRUDER qw FITZWOOD zso VICINITY MAP 111=2000' DEVELOPER: HISTORIC HOTELS OF ALBEMARLE LLC 701 CLUB DRIVE KESWICK, VA 22947 CONTACT: JOHN TREVENEN TELEPHONE: 434-923-4300 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVE. SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: CRAIG KOTARSKI, P.E. TELEPHONE: (434) 327-1688 Sheet List Table Sheet Number Sheet Title C0.0 COVER C1.0 NOTES & DETAILS C1.1 NOTES & DETAILS C1.2 NOTES & DETAILS C2.0 EXISTING CONDITIONS C2.1 DEMOLITION PLAN C3.0 EROSION AND SEDIMENT CONTROL NOTES & DETAILS C3.1 EROSION AND SEDIMENT CONTROL NOTES & DETAILS C3.2 EROSION AND SEDIMENT CONTROL - PHASE 1 C3.3 EROSION AND SEDIMENT CONTROL - PHASE 2 C4.0 LAYOUT & UTILITIES PLAN C5.0 GRADING & DRAINAGE PLAN C6.0 STORMWATER MANAGEMENT PLAN AND QUANTITY CALCULATIONS C6.1 STORMWATER QUALITY CALCULATIONS C6.2 PERMEABLE PAVER INSTALLATION AND MAINTENANCE C6.3 PERMEABLE PAVEMENT DRAINAGE AREA MAP C6.4 INLET DRAINAGE AREA MAP C6.5 STORMWATER DESIGN TABLES AND CALCULATIONS C7.0 STORM AND UTILITY PROFILES 11.10 MATERIALS PLAN All TOTAL: 24 SHEETS SIGNATURE PANEL: DEPARTMENT OF COMMUNITY DEVELOPMENT_ PLANNING & ZONING ENGINEERING INSPECTIONS ARCHITECTURAL REVIEW BOARD DEPARTMENT OF FIRE AND RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION :17_1g9d1:iiLTA lg111 APPROVAL DATE p U CRAIGW.I. KOTARSKI r Y Lie. No. 0402048507 LOn, 09/10/21 vi 0 0 cD 0 0 ce 0 w W U a z O in > ce 0 r r•� z O i f Z O U <n w 0 Z O in > w w DATE 9/10/2021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE N.A J O 0 I..L J � H� � z � w O > U. w 0 J 0� U Q i LU w Um J Q H� U) \W, i I� a I2 n H JOB NO. 40241 SHEET NO. C0.0 LEGEND ROADS SEWER - TRAFFIC STOP BAR mSTORM S ------ EXISTING SANITARY SEWER PIPE & STRUCTURE NO. �® DROP INLET & STRUCTURE NO. 6-SAN-0-0 PROPOSED SANITARY SEWER CURB O PROPOSED SANITARY SEWER LABEL O CURB & GUTTER WATER DRY CURB & GUTTER - EXISTING WATER LINE PROPOSED PAVEMENT g• yy PROPOSED WATER LINE PAVED DITCH R g• yy PROPOSED VALVE - JUTE MESH DITCH TF g• yy PROPOSED TAPPING SLEEVE CENTERLINE OF DITCH T 1 PROPOSED FIRE HYDRANT (COMPLETE) { BENCH MARK GRADING CLEARING LIMITS R-1 VDOT STANDARD STOP SIGN TC = TOP OF CURB BC = BACK OF CURB - - 200 - -- EXISTING CONTOUR EP = EDGE OF PAVEMENT TW = TOP OF WALL 200 PROPOSED CONTOUR BW = BOTTOM OF WALL TS = TOP OF STAIRS +240.5 EXISTING SPOT ELEVATION BS = BOTTOM OF STAIRS TC 240.5 PROPOSED SPOT ELEVATION N/A = NOT APPLICABLE TO THIS PROJECT 10 PARKING COUNT 0 CRITICAL SLOPES JUNE 27, 2019 ACSA GENERAL WATER & SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING' PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. 16. ALL WATER LNES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY THE BUILDING DEPARTMENT. 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 50150 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/1 OOSF. 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 NOTES 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION. 2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A) 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE SUBGRADE. 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF WAY. (N/A) 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE OF ROAD. (N/A) 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM SLOPE OF 0.004 ft./ft. 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE (PARKING SPACES, ACCESS AISLES, AND ACCESSIBLE ROUTES) AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-03. 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT THE END OF THE DAY 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. 34. RETAINING WALLS GREATER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4 FEET IN HEIGHT REQUIRE A STAMPED ENGINEERING DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. 35. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. ALBEMARLE COUNTY - CRITICAL SLOPES DISTURBANCE WAIVER 1. A CRITICAL SLOPES DISTURBANCE WAIVER, SE202100012, WAS APPROVED WITH CONDITIONS BY THE ALBEMARLE COUNTY BOARD OF SUPERVISORS ON MAY 5, 2021. Albemarle County Engineering Final Plan General Notes Page I of 4 ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES General Construction Notes 1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. 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). _ b-L7, U CRAIG W. J. KOTARSKI > Lic. No. 0402048507 7'n 09/ 10/ 21 M E 0 N OV N C > E w a E < w i 3 LL LL o 3 w O L M Q J U OW W J -N U) N N v z F v v X ��U_ 04 D v U) X N N = U > Lri N � M OJ J Uri O x c� O x F 0 w w_ U Z O W 0 0 r•� F� H Z 0 a iY U to w 0 Z O in w DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE N.A V/ a Q J o c J Q M I� g L1J C QO U `o w LL J C6 .2 3 Q ��1) v c UJI Y LLJ co U �"' 0 � o co o0 0 Q 2Z a 0 o c E o a w �N V a0 LU 0 w ` , i 0 Z 2 $ 0 ro p 2, N N �N X 0 0. m 6 = 2 �N O = �8 E `o E M d6 06 a c Mc 1O a h o JOB NO Mn 40241 m o c o SHEET NO. o. o C1.0 u E g iLT11 ®CRAIGWJ. KOTARSKI > CONCRETE BUMPER BLOCK 2.0" ASPHALTIC CONCRETE SURFACE COURSE - SM-9.5A 3.0" INTERMEDIATE BASE COURSE - BM25.0 ANCHOR WITH 5/8" REBAR IMBEDDED 24" IN GROUND HANDICAP SIGN LOCATION (VAN) HANDICAP SIGN LOCATION (TYP.)�� Lic.No. 0402048507 d 09/10/21 g Cs TONAL VA. SIGN FOR THE DISABLED ON 0.80 GAUGE ALUMINUM. COLORS: GREEN BORDER & LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, WHITE BACKGROUND. 8" TYPE 21-B AGGREGATE SUBBASE COURSE COMPACTED SUBGRADE DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS HEAVY DUTY ASPHALT PAVEMENT SECTION No Scale NON -SLIP BROOM FINISH VARIABLE WIDTH' MAX. CROSS SLOPE 2% / m, X¢ \ \�/ 4" 3,000 PSI AIR -ENTRAINED CONCRETE ZCOM'PACTEDSUBGRADE 4" TYPE 21 B STONE COVER 4 .. , . DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT STANDARDS. THE COLOR OF ALL FLATWORK SHALL BE "UVA CANVAS" 0 0 0 EOP FACE OF CURB PAINTED PER 2% MAX. 18' 18, 4„ VDOT 4„ SPEC. PAINTED STRIPE (TYPICAL) 8' 5' 8' 8' 8' {�� TYPICAL VAN ACCESSIBLE ACCESSIBLE HANDICAP SPACES REGULAR SPACE RESERVED RESERVED PAWM PAWM R3JALTr PBJALTY $I00 E500 RE 1100 5500 RrE TOW AWAY ZOPE TOWAWAYZOIE VAN 6' ABOVE ACC E 6' ABOVE FINISHED FINISHED GRADE GRADE SPACES SHALL BE IDENTIFIED BY ABOVE GRADE SIGNS AS RESERVED FOR PHYSICALLY DISABLED PERSONS. PROVIDE ONE (1) R-7-8 SIGN AT EACH PARKING SPACE INDICATED ON SITE PLAN. SIGN SHALL BE ALUMINUM (PAINTED WHITE) WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL. SIGNLn SHALL BE PLACED ON STEEL POST 1-1/2" O PAINTED BLACK SET IN MIN. 2' OF CONCRETE. SIGN STD. U POST GALVANIZED 6' DRIVENO BE "'o E rn $ N N o w v E = � w 3 a �w U. t ^, w J N a > o N c0 W M z ~ = X Ln o ¢ =u > ° ~ � ui N o v o w D ~ o a v Q o w TYPICAL PARKING SPACE DETAILS No Scale III —III— IIIIII—III R= %a' d 1 CONTROL JOINT SPACED AT WIDTH OF WALK (MAXIMUM) `' 4_ ; ;•` " ;.'e '.. EXPANSION JOINT AT MAX OF 30', WITH PREMOLDED EXPANSION FILLER CONC. WALK o x 0 x F > p > w ao ADA PARKING SIGNS SIGN AND POST DETAIL No Scale No Scale �� a SAWCUT THROUGH a MATCH EX. CROSS NOTE: PROPOSED � PAVEMENT MUST TIE U CO SURFACE x. SLOPEUNLESSOTHERWISE IN WITH EXISTING x COURSE w SPECIFIED ON PLANS PAVEMENT w &REMOVE PAVEMENT PROPOSED 2' MIN. SURFACE 2.,+ _ COURSE EXISTING PAVEMENT i, �\���//\���\�����\���\�\���\�� ��\�\���\�� COMPACTED SUBGRADE 4" 21-B STONE DATE 911012021 CONCRETE SIDEWALK JOINT DETAIL DRAWN BY J. DENKO No Scale • • • 7-1/2" 6' LENGTH 0.5' FROM EP 5„ DESIGNED BY J. DENKO CHECKED BY CONCRETE SIDEWALK PAVEMENT SECTION No Scale ...................................... MILL EX. SURFACE COURSE BASE COURSE SAWCUT EX. EDGE OF PAVEMENT AGGR. COURSE • • • C. KOTARSKI SCALE N.A 2.0" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A 8" TYPE 21 B AGGREGATE BASE COURSE ANCHOR WITH 5REBAR IMBEDDED 24" IN GROUND; G PAVEMENT REPLACEMENT JOINT DETAIL No Scale 2 PER WHEEL STOP COMPACTED SUBGRADE SIG NAG E NOTES: 1. ALL SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH PRECAST CONCRETE WHEEL STOP DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS THE MOST CURRENT EDITION OF EACH OF THE FOLLOWING AND ANY REVISION THERE TO: No Scale TOP OF CURB \/\/\ �j\\j\\j /�\\/�\\ \ \ 18' * \ \ ' �� � � \\\ \\\ �j ��j \ \ \ 4" R=2" ° :u _° d: s'° .. 'd ° BASE VDOT A-3 CONCRETE CONTINUE 21B STONE °. ° . a. BASE FROM ADJACENT PAVEMENT SECTION .e UNDER CURB UB BASE). ................... LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale 2' FROM FACE OF CURB 7-1/2" 6' LENGTH//\\//\\ 5 ANCHOR WITH %" REBAR IMBEDDED 24" IN GROUND; 2 PER WHEEL STOP PRECAST CONCRETE WHEEL STOP No Scale A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE SPECIFICATIONS. D. THE 2000 INTERNATIONAL FIRE CODE. 2. SIGN LOCATIONS ARE APPROXIMATE AND ARE TO BE MODIFIED IN THE FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER CONSTRUCTIONS, AND TO COMPLY WITH STANDARDS REFERENCED IN NOTE 1 ABOVE. 3. ALL SIGNS AND PAVEMENT MARKINGS ARE TO BE FURNISHED AND INSTALLED BY THE CONTRACTOR. ALL SIGNS TO BE FURNISHED AND INSTALLED WITH STANDARD U POST GALVANIZED BY THE CONTRACTOR. SOLID WHITE LINE NP) STOP ( 12' STD. (VARIES) R1-1 0 J O O a Q J > z O u w m U Q ~ J -I W 0 w 0 z *THE DEPTH OF CURB MAY BE REDUCED AS DEPTH) OR MUCH AS 3" INCREASED AS MUCH AS 3" (21" DEPTH) IN ORDER THAT THE BOTTOM OF THE CURB WILL COINCIDE WITH THE TOP OF A COURSE PAVEMENT OF THE SUBSTRUCTURE. OTHERWISE, THE DETH IS TO BE 18" AS SHOWN. VDOT STANDARD CG-2 CURB No Scale NOTE: STOP SIGNS TO BE 30" WITH STOP BAR DETAIL HIGH INTENSITY SHEETING NO SCALE 2 SOLID WHITE LINE 6 //�//�//�/// A\/A /.\/�\\//� RIVER STONE (12" DEPTH) 4" PVC PERFORATED UNDERDRAIN GEOTEXTILE FABRIC 2' 2' (TYP.) (TYP.) DENOTES GRAVEL FILTER STRIP ON PLANS GRAVEL PRE-TREATEMENT FILTER STRIP DETAIL FOR PAVERS STRIPING AND SIGNAGE DETAIL JOB NO. 40241 No Scale No Scale SHEET NO. C1.1 m aL m m c 0 w 0 3 a v 0 oo n0 �Z 00 o 2 m- E o a w 0 m m a11 0 w 0 0 Z 0. d 2 a F w 0 o a � m 2 Z Y m m J N X C 0.0 m 6 2 2N O o m 0 E M 0 m 06 a � c !° �a 0 m 00 m � m 2 m m m = =s m 5E h w _ E PSI REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL 36"MIN LARGER THAN 5" IN ANY DIMENSION 24"MI ls INTIAL BACKFILL* MIN 8" (6 LIFTS) EMBEDMENT E * THOROUGHLY COMPACTED SPRING LINE BY HAND OR APPROVED MECHANICAL TAMPER OF PIPE O MUNCHING NO. 68 STONE - _ BEDDING 6" max 4" min FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE NOTE : 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2.FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED' 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE' TYPICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG. S-3 DI-3A 39, 3C III SEWER SERVICE LATERAL CONNECTION NOTES: PLACE 5' GALVANIZED " WITNESS " POST WITH 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE CAPPED ENDS PAINTED BLUE IN REMOTE AREAS JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. AND No INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED THE TOP (CROWN) ELEVATION OF THE SERVICE _ 0 AS DIRECTED. MARKER LOCATION MAY BE SUBJECT SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY, , LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE d. TO HIGHWAY DEPARTMENT APPROVAL. VARIES TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. -------Ip•s FINISHED GRADE 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL 5' BE CONNECTED USING A PIPE SADDLE. -,--SO-5' �- 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% �Q (1/4" PER FOOT) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN o `N DIAMETER OF 4". I ADJUSTABLE TRAFFIC RATED 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER II I I VALVE BOX W/ LID OF 3 FEET. 7TR u Z WATER SEWER LT EATEDD d o M /(GAS, FINISHED GROUND MARKER N d LOCATION OF OTHER UTILITIES ELECTRIC, TELEPHONE, CABLE, ETC,) EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM M.J. GATE VALVE WATER & SEWER 30' MINIMUM PLUG END OF -P. = _ . _ _ MAIN LINE SERVICE LATERAL SECTION 45'O'0" �E SEE PART 3, PARAGRAPH DI SEPARATION OF WATER & SEWER SYSTEMS. WATER LINE d 1' b 1 I UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 2500 P.S.I. 90' TO THE RIGHT OF WAY, IN LINE WYE-TEE CONCRETE c 2'x 2' BEARING AREA. PLAN THRUST BLOCK 4 a. VARIES d •a � d SEWER SERVICE LATERAL CONNECTION UTILITY LOCATIONS & EASEMENT WIDTHS NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. N.T.S. NTS FIG. S-2 FIG. W-1 TYPICAL GATE VALVE NTS FIG. W-5 EXPANSION KEYED CONST. SMS D. JOINT M m S BAR 2.I si ARS 2� w= SECTION A -A /- KEYED CONEY. JOINT A LBARS F BARS E4N3" DIAMETER BARS E WEEP HOLE FRONT ELEVATION Baas F •• I'-6" 6'• BARS B - - (GUTTER REMOVED) 1/4' 3'-D" sK'/;' BENT PLATE - SECTION B-B B.. B• .....: d4 .:�°.:. •. N Z TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 • CCJ STANDARDS. -°°_ L2 aa X2 ii % TYPE B NOSE DETAIL SHALL BE USED WITH CC-2 d CC-6 STANDARDS. - TYPE /1 TYPE A TYPE B /2 X 4" STUD SHEAR CONNECTOR WELDED C&NPLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68'30' TO ANGLE IRON AT 2'C-C. CONNECTORS AND S TO BE ANCHORED'C-C.WITH I/t' X 4" STUD SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2'C-C. 2" R. PAVEMENT DI-3Au DI-3B L DI-3C L T;.. .� WARPED PAVEMENT I H EE W - - E: FLOW I FLOW •• ,� 1 1 I DETAIL WHEN USED FOR USE ON CRNY:S ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRIC& XVDOT I SPECIFICATION ROAD AND BRIDGE STANDARDS STANDARD CURB DROP INLET REFERENCE SHEET I OF 2 REVISION DATE 12" - 30" PIPE: MAXIMUM DEPTH (H) " 8' 233 104.09 08/10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 EXIST GRAD METAL INSPECTION FRAME W/SOLID LID (NEENAH R-1975 OR EQUIVALENT) 3"CONCRETE COLLAR RUSHED STONE BEDDING DI CLEANOUT PLUG AT END OFLINE CLEANOUT DETAIL No Scale HALF PLAN VIEW MH-1 W&L THICKNES Li 1 SEE STADARAI) SL-1 FOR APPLICMLITY OF SAFETY SLABS. B B I STANDARD MH-1 • ERNE COVER NOT E' THE TOP OF MASONRY IS TO BE LEFT SUFFICIENTLY LOW TO PERMIT PROPER L ADJUSTMENT COVER AND FRAMTO A - E GRADE THE USE OF MORTAR OR - - BRICK M DIRECTED BY THE ENGINEER. I $ • - • T:, FLAT SLAB TOP AS DETAILED ON STANDARD T-MMAY BY STANDARDH-2 4'TO" R TAP SSOJIBSTITURTED ECTION WHEN ED BY ; i THE ENGINEER. HALF SECTION A -A ST'D. ST-1 ': (WITH FRAME AND COVER REMOVED3 A�� , �'� BRICK CONCRETE UM • BEVEL NOTES - rc o�W 1. QUANTITIES SHOWN ARE FOR MANHOLE S! Ie> WITHOUT PIPES. THE AMOUNT DISPLACED BY PIPES MUST BE DEDUCTED TO -I��N NYfiIIW� .NEW RAN ����� n Hill P/,M=��� Ye iiiv vu���� • TABLE OF QUANTITIES DEPTH BRICK MANHOLE CONCRETE MANHOLE BRICK CONCRETE CONCRETE FEET THOUSANDS CU. YARDS CU. YARDS 4 0.5 0.785 1.437 5 0.7 0.785 1.699 6 0.9 0.785 1.961 7 1.0 0.785 2.223 8 1.2 0.785 2.485 9 1.4 0.785 2.747 10 0.785 3.005 11 1.9 0.970 3.455 12 22 0.970 3.817 13 2.5 0.970 1 4.179 14 2.8 0.970 1 4.541 15 3.1 0.970 4.903 18 3.4 0.970 5.21 17 4.0 1.173 6.032 INCREMENT 0.45 0.582 OBTAIN TRUE QUANTITIES. 2.A BASE THMXONEIS OF 9" WAS USED N COMPUTING CONCRETE OUANTNES. J. INCREMENTS TO BE ADDED FOR EACH ADDITIONAL FOOT OF DEPTH. 4. MATERIALS MAY BE BRICK, CONCRETE OR APPROVED CONCRETE MANHOLE BLOCK. 5. IF BLOCKS ME USED THE MINIMUM THICKNESS OF SAME IS TO BE 5". OTHER THICKNESSES ARE TO CONFORM TO WALL THICKNESS SHOWN FOR CONCRETE. 6. ALL CONCRETE TO BE GLASS A3. 7. WHEN SPECIFIED ON FLANS THE INVERT IS TO BE SHAPED IN ACCORDANCE WITH STANDARD IS-1. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCEE14TAL TO THE SHAPING IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. SPECIFICATION REFERENCE MANHOLE FOR 12" - 48" PIPE CULVERTS ROAD AND B� STANDARDS REVISION DATE SHEET 1 OF 5 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 106.01 NYLOPLAST DRAIN BASIN WITH STANDARD GRATE (1.2) INTEGMTED DUCTILE IRON FRMELGRATETO MATCH BASIN OD. 1SMINWIDTHGUIDELINE SMINTHICKNESSGUIDELINE MINIMUMPIPEBURIVL DEPTHPFRPIPE (3) VARIABLE INVEREFEEGHiS MANUFACTURER AVAILABLE (ACCORDING TO RECOMMENDATION PLANSRAEOFF) (MN. MANUFACTURING HE ADAPTER (d O TRAFFIC LOADS: CONCRETE SCAN DIMENSIONSATE FOR REV. SAME AS MIN. SUMP) MGUSS GUIDELINE PURPOSES ONLY ACTUAL CONCRETE BLAB MUST BE VMANRV-BV DESIGNED TAXING INTO CONSIDERATION LOCAL SOIL CONDITIONS, IDCDRDNGTO TRAFFIC LOADING, d OTHER APPLICABLE DESIGN FACTORS. DUMB SEE DRAWING NO. TOM 110-111 FOR NON TRAFFIC INST&LATON. (3) VARIMLESU PEEPIH }r ACCORDINGTOPIANS 1' (S MIN. ON S-N•, 1S MIN. ON 3S (4) VARIDE TYPES OF INLET d OUTETADAPIERS v%AB�M W 4•MIN ON EASEDONMANUFACNRINGRFA.) AVAILABLE: 1°-3SFgNCDNRUDATEDRDPE :i(!.IM SMIN13V (ADS N-INHMCOR DU& WALL, ADSRLANCCR SINGLE WA-L),N-12 HP, FIND ¢WIIi(EX ROD 35), PVCDWV(FX: SCH40BPJCC99CIC9D5, CORRUGATED d RIBBED PVC WATERTIGHFDINT THE BAGUILL MATERI& SH&L BE CRUSHED STONE OR OTHER (CORRUGATED HD�PIESH`1O'AN) GFUNUMMATERIAL MEETING THE REQUIREMENTS OF CLASS I, 5-90' CUASS FACE DRAINAGE INLETS BEDDIN.ORCLA08III FORSR& ASURFAC DEFINEDRNA IN INEN LETS SHALL BEDDING 8 ERCKFILL BE WITH PLACED d COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM 02121. D UNIFORMLY ^^ 1- HE- MESTM. GRATES SXMLE EUCIEE IRON F£RA41M UNG GRA➢E]Ab6S ] -1Y-BY ISSUES STRUT BE DUCTILE IR"I FERMMAiIX GALE SOMP15 CA1V STANDARD GRATES FIT DIRECTLY ONTO MIN &WNSRNRH THE LSECFAPVC B]DYTW, SEEDRAWINGNO.DAH-I1PGM. S - MIN BMNTOECUVOM MiNUFACNREDA CORDINGTORAN DETAILG. RISERBMENEEOEDFORROSINS0 F 1HEDIE10SHI""G RESTRICTIONS. SEEDMWINGNO..1-110f&5. THIGPRINT DISCLOSESSUSJECTLMTTER INMICH SUMMIT ED NATFAML MMWAKIAAVE 4- DRAINAGE CONNECTION STUB JOINT TIGHTNESS S. CMFORSTO NAO%AST HAS FRE IETRY RIGHTi. THERECEIT BUFDW,WSOMS A DK12FORC RUGATEDHDF (CSN42NMCORWNWNI), ORPOSSESSICNOFTHISPRIMOOESNOTCONFER MT: RIMS PTNITBISS'63M3 DR,HP, B PVCSEWERIA'-201. 1EPNSFER, OR LICENSE THE USE OF THE DESIGN OR Ny1 t iMll']0)SIbNN 5 MAPTERSCANDEMOU TEDGNMYMDEO'TOSBT.TOEEERMINE TECHNICPI INFDRMOTCN SHOWN HEREIN pEVISEOBY XMN MWECi XOM"IE I '^YNP,WNAgn MINIMUM MGLEBETWEENA IRESSEDRAWNGNOSMI1D012. REPRODUCTION OF THIS PRINT OR MYIXFCPMATICX ROE 6-13"- 30-STANGMOGRATESSN MEUT LOIDMTI"1 CONTAINED HEREIN OR MMUFAQURE OF MY DArt py111B "MNINM """ro"111E ]- d81VS1MGMGGMTESMEUMDFDiW"WVIA TGNS MTCLENEREFRMFORTXEDISDOSURETOOTNENS QUICK SIF11IX81A1INSEAU41KN CETML MLY:H000NGETECDINi NEEDEDFCPLICMDUTMTING ISFORNUOM.PERMISSIONF OMNYLBYBPECIFIC WRITTEN " DING B'E A SCALE 1:0 SHEET IOF1 DWGXQ IN1-1161H REV N PERMISSION FROM NYW RATT. IS-1 SHAPE TO ELEVATION OF ND -POINT OF LARGEST PIPE. I - E TO CONTOUR I I ' OF PIPE I I I I I I / OF OUTLET PAN TO INVERT SECTION A -A TRANSITION BETWEEN PIPE DIAMETERS WHEN METHOD OF TREATMENT IN DROP INLETS DIFFERENT SIZES OF PIPES ME ENCOUNTERED. e NOTES;An/ SHAPING OF MANHOLE AND INLET INVERTS N ACCORDANCE WITHTHIS DRAWING IS TO APPLY TO THIOSE STRUCTURES SPECIFED \ SLOPE TO DEAN ON PLANS OR WHERE INVERT OF PIPE IS ABOVE INVERT OF ` TO INVERT OF STRUCTURE. OUTLET PIPE MANHOLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING.THE NVERT SHAPING N DETAILED HEREON IS TO CCLAST OF APORTLAD CEMENT CONCRETE MIX CONFORMING TO CLASS A3 OR CLASS CI,EXCEPT THAT 25X OF COARSE AGGREGATE MAY BE UP TO 4" N DIAMETER AND CONSIST OF STONE, BROKEN BRICK, BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE SHALL BE LEFT SMOOTH BY MEALS OF HMO TROWELLNG. NONE OF THE COHSE AGGREGATE SHELL REMNN EXPOSED. • , DETAILS OF INVERT SHAPING AS SHOWN HEREON ME FOR EXAMPLE - PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED - INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION MD FLOW LINES. SECTION B-B PLAN METHOD OF TREATMENT IN MANHOLES `VHF SPECIFICATION ROAD AND BRIDGE STANDARDS STANDARD METHOD OF SHAPING REFERENCE SHEET 1 OF 1 REVISION GATE MANHOLE & INLET INVERTS 302 w7o-a VIRGINIA DEPARTMENT OF TRANSPORTATION NYLOPLAST DRAIN BASIN WITH DOME GRATE T. 2) INTEGRATED DUCTILE IRON GRATE TO MATCH BASIN O.D. MINIMUMPIFEBURIPL DEPTH PER FIFE (5) ADAPIFRMGLES VARMEE MANUFACTURER 0--350PA000RONGTOHMS (W VARIABIB INVERTIESM1T8 RECOMMENDATION AVAIUBIEW,OORDINGTO (MIN. MANUFACTURING PLWSMAEOFFIT REO.SAMEMMIN.SUM•P) g.. (3) VMIABLESULP DEPRI ACCORDINGTOHAM J (4)VARIOUS TI'PES OF INIETdOURETnnAI>TFHE II�, F (VMIN.ONB'-2P,IPMIKONSV AVAILABLE:1'-30'FORCCRRUGATEOHDE I11My 4'MIN OM O'-M' WED ON MANUFACTURING RED.) (MS N-12MMCORDUALWALL,ACSMANCOR IMF SHIN OMI3V SINGLE WA-L), N-12 HP, PVCSEWER (E%'. BES SE), PMCDWV(EK SCH 40), PVC C90CIC90 , CORRUGATED d RIBBED PVC WATERTIGHFDINT THE BACKFILL IMTERI&SH&LBECRUSHEDSIONEOROIHER (CONRUGATEO HDFESHO'AN) G ULARMMMRIALMEETINGTHEREpNIREMEMSOFCTASSI, S-3S CMII,OBEDDING A BACITIOLL FORSUI&MDEFINED IN ASTM SHALL BEDDINGb COMPACTED FOR SURFACE DRAINAGEINLETS ITHALBE PIACEDB COMPACTED UNIFORMLY IN ACCORDANCE WITH PSIMD2121. 1 -C'9P DOME GRATES SXIIL BE NKTLE IRQI IERASTMM'R ORME ICX 05 2- V617CL"EGMTESFIiCMO EDMINRVIH9WTHTEUSE RAPVCROBY TOP. EEOPAWINONGTNI-110g6 S-pNINBASINTOECUSMOMMMUFAC'NRSDA60RDINGTORM THIS PRINT DISCLOSES SU&ECi1MTTER IN WHICH OMWX SY @C WIFRWL 31SOVERONLAYE DETALS."SEMMENEEEDFg MIN80 WMEIDGHIRHG NYLOPIAST HAS PROPRIETMY RIGHTS THE RECEIPT ENWDVIN IE RESTRICTIONS. EEgUWINGHO.NH-11GAS OR POSSESSION OF THE PRIM DOES NOT CONFER DATE N4]MB PNXI1109333M3 4- DRANN£CGNNECDMSTUB-CNTTIGHTNMS LCGNFORMTO TFPNSFER ORLICENEETXEUSEC£TXEDESIGNOR N�T1 t NOLTTN9323180 TECXNICPL INFDRMATIGNSNOWN HEREIN gEVI5E0 BY WIN PRWECL NOMAME ✓ w^'MIOPXN'"'w' ASM6912FgLCDiRUGMHE-MSNI2 CORWP1 WNy, REPRODUCTION OF THIS PRINTORANY INFORM1MTIM N12HP ENvE P- TIME APwa ( N1 SMARFRSCM BENDMTM6I NIYMDEB'iO AT. TOO HDRNNE CONTAINEDXEREIN.ORMANUFACTUREOFMY ATE 0Y1116 CpNX &NM WITHBOLEdME MNIMUMMDEBETWEFHMARDLSSEDEARNGNG]fGL110p1]. ARTICLE XEREFRW,FORiXEDI56WURET001XERB WICROIECIXBTALIAIIGN ETNL B - B'-W CONEGMTESMVENOLM➢MTXG. 14 FORBIDDEN EXCEPT BY SPECIFIC WNIITEN PERMISSIMMIXINYL6I.WT. n1PH/N OWGSBE A SCALE 1:9 SHER HK1 NW'ND TOHA10.1" .1 D 711 1 ' G� O � � U CRAIG W. J. KO'TARSKI > Lic. No. 0402048507 09110121 M E 0 N OV N IZ > E u3 a E �Lu i 3 LL 3 LL oM K O L M Q J U b W J -M1 d 111 N N v z Lu v X oa =� n = BIDN = U > � a Uric a, E' N U. 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',..:/ i�. i . J�.' .' / r 50' WPO / \G \ \' 4i8JRRol�1 PE�I ICES �/ BUFFER/ / / 7 \ COVERED BRICKAREA \\�c / �\ ' \\\ \ / \ % / r' / % /.� / i yi ! r �r S�TBACK / TO POOL LIGHTS \c3 ^ i ' �/ %_' / �. '. % - _ � / / '. POOL O)O _ />. �_%. _.!%9% /' Q`L1 i` "i�%. \ / / / ' / / - \ / \ / l / a / 1 •T- 1 > \� _ / - -Q 1. !QZ i ,r.Y.✓..i ii_F. i.i.�/ - - / / /' / / _ / Ic- - -' \ I 0- .i r 1 l �� ✓\ \ \ / // i'/ �/ \ 1 1 I 1 m IQ! �:!/''�i ''' /'�/�7.�_��-.' // / �OU.�TY�GIS/ / / L 6'•DECI ` G . r' ./CRITICAL SCOPES \\,\w. \ \ I 'f �'>. .�. :�.i" _ / ' l ^ /- I / \//Y&LANDS,-- UG \ �' `. '��\_ __-�-- - - - - -- � ' / �' \ .� :. - \ I \ \ .429' .a21 U' / / I /42 G`t' ) ��l \ \\------'�I -'' � / �i' // \\ \✓/ \_\_,`_.� '��-__��_�.-��-OGT�-=-�.=:ice. '--�--'/R/". i'. �.^-�C-� /i. / � �\ � l /I 1 I / / y ��I �I �I y y A' _ `.� - - -_ M ER'� / '-\ �. __-- — � --� 425. TFMR#DL37 S ND ,� '\. (CIRCUITG0324) \ / ---100'WPO A23 ---� BUFFER 00-f LEGEND: I �f// /✓ yl I y y y y L t' — - / ` _ - ' 3 \ c' / ' — T — WETLANDS \ / / I / / / / / �\(/ - r / i / / // / � ALBEMARLE COUNTY GIS CRITICAL SLOPES J 1 I � I _ PERMEABLE PAVERS _7. v U CRAIG W. J. KOTARSKI > Lic. No. 0402048507 7'n 09/ 10/ 21 &�' ui O C7 0 x w Q z O V) 0 0 z O a V In w 0 z O V) w w 0 DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE AS SHOWN J I Iw O n ` O m ,,^^ V/ ` a z� `} O a / J Q > H� F- c 1� Q C C Z z m G z a Qu U O `o L W J w < < 3 c Z a �x U m J /r o Q . Z ~ 2 X o c w m -6 m w � m m d0 W O N `v' 0 Z i Z m 0 m 2 a o Z Y J N X C 0.0 N 6 = 2 � h m C w `o E 0 06 �c Oa 0 o JOB NO. m .2 m6 40241 =2 �0 h SHEET N0. o. 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"° - J \ \ / / 12" WHITE OAK ' CbWN LINK / \\\ \ ` \ \ \ \ \ '� EL@DOOR=438.08 REMOVE SIDEWALKHITE OAK TO BUILDING . , I F(STAMPED CONC)=438.13 RPA REMOVE I _ ' J A ` `\ \ / / / / \ \\\ \\ \ r I \ \ \ 9 $TORYSTUCCO Ray I 11 ` ) / 'µPP J TA C _ PP�\ / / \ l / BUILDING TO WALL LIGHTS ' R I ' / ' ' % �0" wHITE OAK r - , 000 WPO BUFFER I TO BUILDING f . RIP R/ (' \ y// ..� i. ! ./.r �re�f✓ . !'. ° / / _ , O \\ A \ - REMOVE 4"DECIDUOU / \ 15" RCP STORM \ T - 8. q Pi o FLOWER BED J r \\ W/ FLARED EN17 / \\ TENNIS COURT/ 1— / \ / r �' / BUFFER i COVERED BRICKAREA \ / G \ \\ / REMOVE FENCE i�hp �AL�?K9&jROj1 PE/CE I\ \ T T., �. i.�>.'d'i/l. i-�_�.%�/.!-� 'i S�TBACK— 00 , I �\ � - _. ��\t P/// /\// / 1�1 I I I I pGP,.'�.��R3�.%'v.'��-/'.'_s!'--/.' ��..`i.' _-' � /-_-' ✓�"..' �' /' \ \ i 00, / \ I y /.' ''! /.i ALBEMA LE' _ / L /y �. - '♦ \ \\ 1 1 7m %"�. / u.' / �U,C"iTY�GI$ 6"DECI / ' = � CRITICAL SCOPES / loo '.l' . \..i. ,ii .-r.'- 'f'.' J" �I y ^ \ .� \/yTLANDS_V. i.:./ /. J \ I \ \ _429'--�.1.�•--'---- - 42 -.� = _�. __= .i.'-.i'_^s'� .'✓r'%/_-.7' / /��), ^ \y \ \ 1 y y y --\ _/' ,i i Aliy y \\ \✓/ \_\ ,`_.� ��___��_�.��-OGT�-= =:ice. __--'/R�". -�C-�/i. I _—_-- — l --- / Et / _ — — / I / M ER / _ \OG — _ — —_ .: 425.1. TFMR#DL37 S ND /^ (CIRCUIT G0324) r 100' WPO , a23 � BUFFER LEGEND: ov, REMOVE CONCRETE 42z—o _—, ------- — 11/1 I J \\/ REMOVE ASPHALT qr�\ll \ — /,'' — \ / / / / (' ' I/ /' — — — — — — REMOVE BUILDING � I ,> `III / i \ I \�P���• /- -' I '\ / \ POND, ' / / �' /� _ - - - REMOVE TREE / / i ---- ---'-------- SAW CUT Xlkl A� v U CRAIG W. J. KOTARSKI > Lic. No. 0402048507 7'n 09/10/21 &�' ui 0 C7 0 0 w Lu x z O V) 0 0 z O a V In w z O .. W w 0 DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE AS SHOWN a ^ m w m `} Z 0 / Q J > c 112L L N H� D Cc z z G m O c QO U F--I `o w .2 J F-4 3 a Y0 w O J Um� Q00 -6 o C 2 m w c w m m d� W 0 N `v' i z m Z O m 2 a 20 o �Tm 2, J N X C 0.0 06 = 2 av N O = �0 Ep E M a 06 a c �c 1O a 0 W co JOB N0. m .- m 40241 m0 SHEET NO. o. o C2.1 t E E � EROSION AND SEDIMENT CONTROL NARRATIVE: MINIMUM STANDARDS: PROJECT DESCRIPTION THIS PROJECT INCLUDES THE DEMOLUTION OF ALL EXISTING STRUCTURES AND PARKING LOT TO CONSTRUCT A NEW POOL HOUSE, POOL, PARKING LOT, AND PICKLE BALL COURTS AND ASSOCIATED UTILITIES AND SITE WORK. LIMITS OF DISTURBANCE IS 1.75 AC ACRES. ADJACENT PROPERTY THE NORTHERN PROPERTY LINE IS BOUND BY KESWICK RD AND KESWICK HUNT CLUB. THE EASTERN PROPERTY LINE IS BOUND BY THE KESWICK HALL HOTEL PARCEL. THE SOUTHERN PROPERTY LINE IS BOUND BY SINGLE FAMILY RESIDENTIAL HOMES. THE WESTERN PROPERTY LINE IS BOUND BY SINGLE FAMILY RESIDENTIAL HOMES. EXISTING SITE CONDITIONS THE SITE IS CURRENTLY THE LOCATION OF KESWICK FAMILY POOL. PERMITTING THE OWNER SHALL OBTAIN ALL REQUIRED STATE AND FEDERAL PERMITS INCLUDING VDEQ INDIVIDUAL PERMIT, VRMC GENERAL PERMIT, OR US ACE NATIONWIDE PERMIT (WETLAND IMPACTS) ETC. OFF -SITE AREAS NO OFFSITE AREAS WILL BE DISTURBED AS PART OF CONSTRUCTION. CRITICAL EROSION AREAS ALL CRITICAL SLOPES ARE SHOWN ON PLAN SHEETS C2.0, C2.1, C3.2, C3.3, C4.0, C5.0. SILT FENCE WILL BE INSTALLED ON THE UPSTREAM END OF CRITICAL SLOPES WITHIN THE LIMITS OF DISTURBANCE TO DEMARCATE AND PROTECT THE SLOPES. EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. STORMWATER RUNOFF CONSIDERATIONS 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. PERMEABLE PAVEMENT AND THE PURCHASE OF NUTRIENT CREDITS WILL BE USED TO TREAT STORMWATER QUALITY REQUIREMENTS. PERMEABLE PAVEMENT AND UNDERGROUND STORAGE PIPES WILL BE USED TO MEET STORMWATER QUANTITY REQUIREMENTS. STRUCTURAL PRACTICES: 1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. 2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. 3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. 4. DIVERSION DIKE - 3.09 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA. 5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. 5.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. ADDITIONALLY THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 6. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING DEVICES SHALL BE PLACED AT ALL OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS. 7. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT. VEGETATIVE PRACTICES: 1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION. 2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. MANAGEMENT STRATEGIES 1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY FOLLOWING INSTALLATION. 2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER CONTROLS. 4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3:1. FOR SLOPES GREATER THAN 3:1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK. FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE I (SEE SHEET C3.2) 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT THE COUNTY OFFICE BUILDING. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. INSTALL SILT FENCE BELOW PROPOSED SEDIMENT TRAPS. CLEAR AND GRADE SEDIMENT TRAPS. 3. INSTALL CLEAN WATER DIVERSION, REMAINING SILT FENCE, REMAINING TREE PROTECTION, AND DIVERSION DIKES. 4. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN. 5. ROUGH GRADE PROJECT AREA. 6. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE II (SEE SHEET C3.3) 1. INSTALL PARKING SPACES AND DRIVE AISLE AS SHOWN. PRIOR TO THE INSTALLATION OF PERMEABLE PAVERS, CONTRACTOR SHALL STABILIZE ALL UPHILL DRAINAGE AREAS. 2. INSTALL STORM PIPES AS NOTED ON SHEET C3.3. ENSURE THESE PIPES TO THE UNDERGROUND DETENTION FACILITY REMAIN OFFLINE AND PROTECTED FROM SEDIMENT UNTIL THE DETENTION SYSTEM HAS BEEN INSTALLED TO COMPLETION. 3. INSTALL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT CONTROL PLAN AND AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL. 4. ADJUST DIVERSION DIKES AND REMOVE SEDIMENT TRAP AS UPHILL DRAINAGE AREAS ARE STABILIZED AND HAS BEEN APPROVED BY ESC INSPECTOR FOR REMOVAL. 5. ALL STORMWATER PIPING & STRUCTURES, INCLUDING UNDERGROUND DETENTION, SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. 6. CONTRACTOR SHALL INSTALL PERMEABLE PAVERS ONCE ALL ADJACENT SITE WORK HAS BEEN PERMANENTLY STABILIZED TO PREVENT SEDIMENT FROM ENTERING THE UNDERDRAIN NETWORK. 7. APPLY PERMANENT SOIL STABILIZATION TO AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 8. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS-19.PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. GENERAL EROSION AND SEDIMENT CONTROL NOTES: ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND DISTURBANCE. ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES IMMEDIATELY. SOILS INFORMATION: 51B - MANTEO CHANNERY SILT LOAM, 2 TO 7 PERCENT SLOPES. 15 TO 20 INCHES TO LITHIC BEDROCK, SOMEWHAT EXCESSIVELY DRAINED. HYDROLOGIC SOIL GROUP: D 51C - MANTEO CHANNERY SILT LOAM, 7 TO 15 PERCENT SLOPES. 10 TO 20 INCHES TO LITHIC BEDROCK, SOMEWHAT EXCESSIVELY DRAINED. HYDROLOGIC SOIL GROUP: D W - WATER CONTRACTOR SHALL PROVIDE ALL INFORMATION REQUIRED FOR CONSTRUCTION RECORD DRAWINGS: m `�'-COUNTY OF ALBEMARLE Department of Comm unity Development Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the faro and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrams. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with goo -coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. Sediment Trap design #1 drainage area (acres) (<3) 0.76 1 YARABLE trap volumes: circle, CRESTOF STORE WEIR ./MiARLr• cumulative GROUND raw.. elevation (ft) area (sq volume(cy) volume (cy) o, - 426.5 498 DRY STORAGE „ VARIABLE 427 611 10.3 10.3 428 854 27.1 37.4 428.5 986 17.0 54.4 WET STORAGE �• Lw 429 1123 19.5 74.0 0o%A "''ED1 FILTER CLOT" ORIGINAL 430 1417 47.0 121.0 RIX NR ELF, 431 1736 58.4 179.4 .SEE PLATE 3.13-1 CRAM AGGREGATE_ CLASS I RwRAP wet storage: wet storage required (cy) (67*DA) 51.1 bottom of stone weir (ft) 428.50 wet storage provided at this elevation (cy) 54.4 *"'coarse aggregate shall be VDOT#3, #357 of#5 slope of wet storage sides 2:1 weir length (ft) (6xDA) 4.6 dry storage: bottom of trap elevation (ft) 426.5 dry storage required (cy) (67*DA) 51.1 bottom trap dimensions: 46'x 11' crest of stone weir 430.0 top of dam elevation (ft) 431 dry storage provided at this elevation (cy) 66.6 top width of dam (ft) 2 slope of dry storage sides 21 top trap dimensions 64'x29' ST 3.13 SEDIMENT TRAP #1 No scale Sediment Trap design #2 drainage area (acres) (<3) 0.98 1'l YARIAS E trap volumes: circle CREST OF STONE ORIGINAL/MIABLE• WEIR cumulative caouND elevation (ft) area (sf) volume(cy) volume (cy) 1.0 - - 426 618 DRY STORAGE 427 829 26.8 26.8 428 1065 35.1 61.9 429 1326 44.3 106.1 WET STORAGE ` MAX. 430 1612 54.4 160.6 (auu n) FILTER CLOTH ND 431 1924 65.5 226.0 GRO E�LEYN -SEE PUTS 3.13-1 COARSE AGGREGATE CUSS I RMP wet storage: wet storage required (cy) (67*DA) 655 bottom of stone weir (ft) 42800 wet storage provided at this elevation (cy) 61.9 **coarse aggregate shall be VDOT#3, #357 of#5 slope of wet storage sides 2:1 weir length (ft) (6xDA) 5.9 dry storage: bottom of trap elevation (ft) 426 dry storage required (cy) (67*DA) 65.5 bottom trap dimensions: 35'x23' crest of stone weir 430.0 top of dam elevation (ft) 431 dry storage provided at this elevation (cy) 98.7 top width of dam (ft) 3 slope of dry storage sides 2:1 top trap dimensions 55'x43' ST 3.13 SEDIMENT TRAP #2 No Scale G� O � � U CRAIG W. J. KOTARSKI > Lic. No. 0402048507 09/10/21 M E 0 N OV N C < o > E w a E � wLL i 3 < LL o 3 0 K L n < J U 00 W J -N � ttt N N v z F v v x � 1% oa �v LET _ N = U > LED M < c Lri � O N � M W J LED� ui rr O C7 0 x 0 w w x z O in of Z) 0 z O x H z O a it U In w 0 z O V) w w 0 DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE N.A J O 0 M Q J > H� C z G � QO U Lw L J \/ Q w Um J Q I� V) W ` i JOB NO. J t� Q I- W OU U) I- O J O z O U W 0 V) z Q z O H4 V) 0 W 40241 SHEET NO. C3.0 h e ii `o an �o o n� �N 0z a0 o 2 M- gv mN 0- 0 '11 d Ir In Z zN O d 0 PIPE OUTLET CONDITIONS 70' MIN. 5:7 EXISTING SILT FENCE DROP INLET PROTECTION 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. g t�L7tI ®!p r� , Gy. "v A 3' PAVEMENT 2 X 4" WOOD DROP INLET WITH FRAME GRATE 6� I\ ® •"' A A _ U CRAIG W. J. KOTARSKI > 6" M FILTER MOUNTABLE BERM A FRAME Sy / �i i / � Lic. No. 0402048507 CLOTH (OPTIONAL) SIDE ELEVATION 1.5' MAX. - _ l 1 _ � ��� %� /J IPI "d 7�O 09110121 EXISTING GROUND FLOW s` ONTAL - 4„ II 'sx6''C.;0 � 3do 3, III d 70' MIN. (�� MIN. 3. STAPLE FILTER MATERIAL TO STAKES AND 4. BACKFILL AND COMPACT THE PIPE OUTLET TO FLAT WASHRACK T 10' MIN. B GATHER - EXCESS EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. AREA WITH NO OPTIONAL i AT U M E rn DEFINED CHANNEL PLAN VIEW 10 EXISTING 12' MIN." MIN V CORNERS N 6 PAVEMENT PERSPECTIVE VIEWS a o VDOT#1 COARSE AGGREGATE B POSITIVE j 10' MIN. DRAINAGE TO L _ _ III! III! w °i E La MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION SEDIMENT �� �� - FLOW w 3 ¢ i 3 TRAPPING DEVICE STAKE LL o PLAN VIEW - U. �w Om ^� FABRIC SHEET FLOW INSTALLATION ¢ u m z 12' MIN. - 1' IIIII (PERSPECTIVE VIEW) _j m o O 3" MIN. MIN. 2 o_ (Ao ry " v d SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED CLOTH 3" MIN. III V a.+ J 3' Mom. w M 3 O ; uu FOR ENTIRE PERIMETER FILTER CLOTH SECTION A -A -- `A , FLOW a u w DETAIL A A A_ B v N z A ELEVATION OF STAKE AND FABRIC ORIENTATION - / - U c 0 6 7„ w A 3do(MIN.) SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A4ft m i A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE THE INLET SHEET OR POINTS A SHOULD BE HIGHER THAN POINT B. d° REINFORCED CONCRETE DRAIN SPACE OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT SECTION B-B APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR L4 PIPE OUTLET TO HIGHWAY MEDIANS. DRAINAGEWAY INSTALLATION WELL DEFINED CHANNEL PLAN VIEW CE 3.02 IP 3.07-1 (FRONT ELEVATION) SF 3.05 2 0 c7 0 STONE CONSTRUCTION ENTRANCE STORM DRAIN INLET PROTECTION SILT FENCE (W/O WIRE SUPPORT) No Scale No Scale No Scale F La w w w 0 % ERNST CONSERVATION SEEDS = Q I RIGHT-OF-WAY NON-NATIVE WOODS MIX - ERNMX-132 z O DATE in SECTION A -A GRAVEL CURB INLET SEDIMENT FILTER COMPACTED SOIL CWD TO HAVE VDOT > FILTER KEY IN 6"-9"; RECOMMENDED CLOTH FOR ENTIRE PERIMETER BOTANICAL NAME COMMON NAME STANDARD_�_ MATTING ON UPHILL O 911012021 DRAWN BY PRICE/LB 18" MIN. I I I I SIDE �- - I , , , , 1 ~FLOW NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR ° 30.00 /o FESTUCA RUBRA CREEPING RED FESCUE 1.90 _ _ �_ - �II_ „ I J. DENKO DESIGNED BY CONCRETE. 20.00% LOLIUM PERENNE, PERENNIAL RYEGRASS, 1.85 milli 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.184. 'FASTBALL RGL' 'FASTBALL RGL' (TURF TYPE) \ /� - • J. DENKO 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 'CLIMAX' / // 4.5' MIN. • CHECKED BY INCHES. 20.00% PHLEUMPRATENSE, TIMOTHY, 1.20 'CLIMAX' / • C. KOTARSKI OP 3.18-1 12.00% TRIFOLIUM HYBRIDUM ALSIKE CLOVER 3.25 DD CWD 3.09-1 • • SCALE OUTLET PROTECTION 12" GRAVEL FILTER TEMPORARY DIVERSION DIKE 10.00% AGROSTIS PERENNANS, AUTUMN BENTGRASS, 14.00 RUNOFF WATER WIRE MESH N.A No Scale No Scale ALBANY PINE BUSH - ALBANY PINE BUSH - NYECOTYPE NY ECOTYPE FILTERED WATER <'•,.' b_ :Q.: • • TABLE 3.31-B ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS !' "QUICK REFERENCE FOR ALL REGIONS" 8.00% AGROSTISALBA REDTOP 8.00 PLANTING DATES SPECIES RATE (LBS./ACRE) 100 /o MIX PRICE/LB BULK: $3.61 ��� SEDIMENT �� < . '. > : DED■ SEPT. 1 - FEB. 15 50/50 MIX OF SEEDING RATE: 40-60 LB PER ACRE CONCRETE - �EDN ■■m ANNUAL RYEGRASS WOODLAND OPENINGS GUTTER CURB INLET 000 (n (LOLIUM MULTI-FLORUM) 12 J & 50-100 THE SHADE -TOLERANT GRASSES AND CLOVER ARE GOOD FOR GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. F•1 CEREAL (WINTER) RYE WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX Q (SECALE CEREALE) FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING 4 •' °'' ON THE AVAILABILITY OF EXISTING AND NEW PRODUCTS. WHILE THE " ...' ' '" ' ' '' "'"" ' " ` Lu FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100 FORMULA MAY CHANGE, THE GUIDING PHILOSOPHY AND FUNCTION OF SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT Q LOLIUM MULTI-FLORUM ( ) THE MIX WILL NOT. CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND _�( 06 MAY 1 -AUG. 31 GERMAN MILLET 50 TS UNPROTECTED AREAS. IP 3.07-6 PERSPECTIVE VIEW (SETARIA ITALICA) 3.31 O w O ~ Z TEMPORARY SEEDING PLANT MATERIALS SLOPE STABILIZATION SEED MIX STORMWATER INLET PROTECTION No Scale No Scale No Scale O Q 0 TABLE 3.32-D TEMPORARY RIGHT-OF-WAY DIVERSIONS SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA BLOCK AND GRAVEL DROP INLET SEDIMENT FILTER I at". �- TOTAL LBS. PER ACRE a n '- MINIMUM CARE LAWN VDOT#21ASTONE 18 O O COMMERCIAL OR RESIDENTIAL 175-200 LBS. ETE MIN. FABRIC ;;;, POST w KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% IMPROVED PERENNIAL RYEGRASS 0-5% --WIRE BLOCK SCREE .. CONVENTIONAy ROULINND METAL(T)ORL 1\+IMAX�GROUNOLINE - MAx U)POST$ BRACNG KENTUCKY BLUEGRASS 0-5% 1 . 5' MIN. CONCRETE FOOTING (A �z w PERSPECTIVE VIEW PERSPECTIVE VIEW m w GENERAL SLOPE (31OR LESS) PLASTIC FENCE METAL FENCE ( ) KENTUCKY 31 FESCUE 128 LBS. �/ Q 1­4 l--I RED TOP GRASS 2 LBS. - 6' Q SEASONAL NURSE CROP ` 20 LBS. �� MINIMOt1 w 150 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) TYPICAL GRAVEL STRUCTURE 3.11-1 SF 3.10 / /1 Ln *SEE V SLOPE STABILIZATION SEED MIXGff AVEL R' TEMPORARY RIGHT-OF-WAY DIVERSION SAFETY FENCE ZQ WIRE SCREEN FILTERED No Scale NO Scale WATER RUNOFF OVERFLGvv y 7 G ` •• WATER _ ` O USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES WITH l-I AS STATED BELOW: SEDIMENT = FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET DROP FILL SLOPE I I I u � � I I U I I uI u AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE INLET EARTHEN RIDGE NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE SEDIMENT :. WITH GATE I El j I j I j I j I j 1-I 1-I 1-I1-I1-I w " 9" 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 - - I IIIII III IIIII IIIII I IIIII I IIIII I IIIII I STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW CAPACITY _ II II -I II I - IIII I -IIIII GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE IS NECESSARY TO PREVENT EXCESSIVE PONDING AROUND THE STRUCTURE. I IIII II -IIIII I IIIII I III I III II IIIII I IIIII IIIII 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER 2 GREATER THAN U ON CENTER. EVERY NINTH POST SHALL - SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. GRAVEL SHALL BE VDOT#3, #357OR #5 COARSE AGGREGATE. CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE IP 3.07- 3 FENCE AS A TREE PROTECTION FENCE. TP NO SCALE JOB NO. PS 3 32 FD 3.10-1 3.38 40241 PERMANENT SEEDING MIX FOR PIEDMONT AREA STORM DRAIN INLET PROTECTION TEMPORARY FILL DIVERSION ITREE PROTECTION SHEET NO. C3. 1 No Scale No Scale No Scale I No Scale m aL m m c c 0 w 0 3 c a 9X o a0 PN 0z a0 o 2 m- �v m 41 a0 0 of (D�Z zN O d 2 a 0 S. O '§ a .Z Y �N X C 0.0 0,6 2 �N m = E o M 0 m 06 a � �c !° a 0 0 ° 0 m � � 2 m m N 0 m s. E h w _ E EROSION CONTROL LEGEND - 11pN / ' \ \ - - - ` - —Ur ✓—� ' I //0 IGA S = = LIMITS OF CLEARING AND GRADING SOIL INFORMATION Q/ « DRAINAGE AREA BOUNDS CE CONSTRUCTION ENTRANCE 3.02 C SF --X X- SILT FENCE 3.05 VINEYARD l_ � '\C 3 AREA Y/a 0G�y4>D�C�6o11 IP ® INLET PROTECTION 3.07 \\\ \ \ \\ \ \ IX \ \ \ I / /' yro ` ST AG RE GAT EWALK / \ �i \ \ \ \ \ �� \ \ \ ` /' / I l DD tw DIVERSION DIKE 3.09 \\ \ S\ \ � \\+ _442\ , `\\ J04 /0 \ ` /-' / SOIL TYPE, ' Q \ \ \ _ / -E�QX INSIDE OLD / FD FILL DIVERSION 3.10 N Q\ - - / , / l _ I cl. I \ \ \ - / TV PED. CA'TV CUTS. ! / ` / / '5a B SCALE 1"=20' \�__ ST SEDIMENT TRAP 3.13 0 20' 40' CONTRACTOR TO ENSURE POSITIVE DRAINAGE \ I \ \ �G�Z / OF CLEAN WATER DIVERSION. USE OF \ / \ / TS TEMPORARY SEEDING 3.31 \\ \ \ - _ - _ \ /`)t - DIVERSION DYKES OR TEMPORARY FILL \ - - - ' _ - \ �. ` - _ DIVERSIONS IN THE GENERAL LOCATION �W SHOWN TO BE USED WHERE GRADE DICTATES PERMANENT SEEDING 3.32�JW -- TREE PRESERVATION FENCE 3.38 S / \ \ , � M—--— — - - - - - - - _ �. - - _ -' /- - "_ - - - _ ,:• DC DUST CONTROL 3.39 O CWD /CWD W L M TS OF W / *� /' DP-2020-73 / - r * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER / /' \ ml� - ' / \ 1RRIG \ 1 _ WAl—� — UNK Fp CE __W S/ / — / / CWD SANITARYMH ' CONCRETE W O s 438 \ / a TOP=435.65 / lNV 1N=427.76 / TO\AL LIMITS OF INV OUT=427.02 / r' 03 DIST�IRBANC = 1.75 AC A�O , / � \ I \ \ Op / \ \ _ / ` ` � /\ I Z BUMPER BLOCK � CHAIN LINK FENCE (TYP) I / / q // 0 p Q I g y / � / \ _ ti 9' / < O� p _ I STORM GRAT O K b 66 \ Q / ✓ A ` — _ g" SAN TOP=436.66 \ �_ SI�E\NPL 7- 5 %— — 8" SAN -� - 8„ / ^ - , ^ /i > lNVOUT=434.t \ G• // /' DID ' \ / ■ ON // /6"-8" SAN PIPE /I / _ � \. � \ Q, C\ / r(APPEARS TO BE 438 / ' I `) ��^^ p Q / / N pRE / / FROM BUILDING) /S 1Ir _STORM GRATE lN�QUT �f?t 7.68 \-/ -\ _-- I '� / I /' / \„\�, �`j`r I 39 TP `��K��\ `\\ \ Cn -' \ I / / \ \ I I \ / \ rl?UIPM T ' \ / YGR NO G� ` ` \ \ i \ STS NOTPOSTSL 427 'SEDIMENT TRAP #2 a \ a3a / r l��\`\`\ `\ \`\\ `\ I UO E / \e��Z I ' \ \ ,' 0.98ACREDRAINAGEAREA �- / \ \ 0 STAGING, ST2 _ a3� \ \ \ \ \ \� - � 5 � Q.� \ \ \ �•� TOTAL STORAGE REQUIRED: 131.0 CY pAK STORAGE AND \ ® 1P _ / \ - - SHRUB AREA ) ` \ I DC 23' ✓ / ' TOTAL STORAGE PROVIDED: 160.6 CY - - - \ � ) Q� STOCKPILE AREA \ \ / TOP OF DAM ELEVATION: 431 ^ TO BUILDING E OAK \ EL@DOOR=438.12H/T CbWN LINK \08 \ ` - HITS OAKS \ \\ ) t \ \ \ TO BUILDING / F(STAMPED CONC)=438.13 SOIL TYPE:RPA \ ` / T � �G _ - / / \\ )\ \ \ \ I / RPA , STONE' r \ Rp \ ) / \ \ \ \ v I WkCf2 p �1 \\ /\ \ I I i-- / - %C / \ CONCRETE / , R r' \ � 1 STORY STUCCO � i OX P 51 B \ / ` (J BUILDING p STAMPED CO,\0p�E \ TO WALL LIG - / C5 `�0"WHITE OAK POOL BUFFER / \ f \ ✓ \ �k / l TS ! // / / 0000 / WPO / r '.' / r / TO BUILDING - , '� , — /-SOIL TYPE: \ \ 40 \ �� Z\\V \ BRICK WALL DD �. %.,,. S \ o / TOP=438.3 /CTS) STAMPED S7NCRETE FLOWER BED ii ooe / \ TENNIS COURT/ - \\ / Y SEDIMENT TRAP #1 0 ST1 I \ / \ 0.76 ACRE DRAINAGE AREA 9 \ p I STAMPED CONCRETE FtU6 _ �. /' .i . �. , 50' WPO i TOTAL STORAGE REQUIRED: 102.2 CY \ t� \ . /.� / G \\\ v 1 / $N �'^ �Ai &. RO PE CE / BUFFER / / \ COVERED BRl AREA F ' ✓ - SETBACK ' f TOTAL STORAGE PROVIDED: 107.5 CY / \ I \ / / \ TOP OF DAM ELEVATION: 431 \ 1 \ TO POOL LIGHTS >11 IN I �. POOL / \O _ i li2 .y /. / y / ! ' / ` / / - / E / Q'\ c C �..'iF29'.2 .-'i i. .' ' — / - - - / / / _ ✓ / / _ \ \ ALBEMA71-E� ,- /�• SF \ \ \ \ \ CL �. 1 1 � � / .r./y �.i'y..i j,.i y_-i./ / 6"DECI loo /s / Lou�TY GIs / I \\ ` / CRITICAL SLOPES US A \ I O`_�i..J./ /- /y/ v SOILT`iPV. DD \'/ETLANDS, 51-CUG / \ �pILFFENE��{S��FC`fr � \ \ ,�.- ".�. L RLISAWf5 /.�MTaelscOB�S —.429, 03 \P .�`v:� �.\— _=.�\. �• - — — _ — — 42 _ '`l I `� \ 'i.\�` `.L ' .\ _�.�..— ,— .� ✓. _ij.'/ .//--J' /,_ /'J� 1 y \ \ M�ERp23'� TFMR#DL37 S ND (CIRCUITG03`24) SOIL TYPE! % \y y 42� BUFF 0G51C r/ / 422- _ -/ // / / - - /\\ \ - '' /I J \ (\ /' /� SOIL TYPE: / / / // \ \ / r l l / J I - - \ > /I I \ -- ` POND / / / \ - - -- / v U CRAIG W. J. KO'TARSKI > Lic. No. 0402048507 7'n 09110121 z O a V In w 0 z O V) w w 0 DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE AS SHOWN W Q J = O a0 ' a c O ^^ O� N az� J > s w I•� ry r n c C Z G 0 m a QO uz0 0 LL w -ict� .2 3 I —I y D w Q 90 oo UcoW Q Z 0 0 Q� o c 2 Z T E� Q g h V / L Lu z 11 0 o� O K 0 1-1--I z N V / O $ m o� W R_ dm 2, J N X C 0.2 m 6 = 2 � m m C c E M 0 m 06 a c c � Oa 0 0 co JOB NO. h .- m 40241 mw =s SHEET NO. o. o C3.2 t E EROSION CONTROL LEGEND — //0 IGA S = = LIMITS OF CLEARING AND GRADINGI� \ \ \ SOIL INFORMATION / ) G�\1(� Z r \ \ \ GGT 'WIDER « DRAINAGE AREA BOUNDS - NJ / / \ \ O I \ UG/T— CONSTRUCTION ENTRANCE 3.02 /\ �UG18�TII- 1� — I443\\p� SF �j( SILT FENCE 3.05 \O VINEYARD 3 \ AREA a !GPc�� Q (j• II I / G IP ® INLET PROTECTION 3.07 \\\ \ \ \ \ \ \ / "� \\ SOIL L TYPE: I /' / J� \ -P �� ' ' (' �M',� \ \ \ \ \ / \ ? / �'l 4' GR TH /�- O tl- v\ \I AG REGAT EWALK - 3y \ \ \ \ / \ / - \ \ 51 B \ \ J , / GP / \ - \ �`' / l / / ) STE�J/ DD DIVERSION DIKE 3.09 \ \ Ae + ` \ \ \ \)/ \ -E-BQX INSIDE OLD / / �' FD FILL DIVERSION 3.10 N cYQ\ I I _ _ \ \ \ \ - _X / / \ TV PED. CA'TV CUTS. SCALE 1 "=20' ST SEDIMENT TRAP 3.13 0 20' 40' TS TEMPORARY SEEDING 3.31 \\\ / \ - _ - _ _ \ \ \ \ \ — -- W, ' / 1 / / / / / / / // / / FLY 41 PERMANENT SEEDING 3.32 - - - - - - - - - - - / 7C a- JW ✓' / y / / // / TREE PRESERVATION FENCE 3.38 S \ \ ' G 439 0.00 J'J ., O--' 438 '' ---- - , DC DUST CONTROL 3.39 \\ \ \ \ `! L MITS OF ' (i • C E \ r - \ /" / DP-2020-73 * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER . TP 0 0 .439p / 00 V� \/ O� 4 8 R p / D, W � ol IP CHAIN LINK FENCE — — l \I 3 •. 5 �P / / 8"SAN _10� Vlp IP bb p3 g3 438- - \ ' ` \ _ STORM GRATE lNV OUT �f2�7.68 - �O / 43) / - /Ax j .: 1 .' /. � - *'q ,: ' \ _ �9 7 \Ps 432 31 S' F \ e I I � \ RPA Cb Ps 1 i -30"WHITE OAK l / I 'r — ' ",On BUFFER Fol i+ ' ' /:;''%' �,., '� _ / / -SOIL TYPE: / \ \ -__/ I \ \ \ / / \\ �\\\\ 5'•R IP T �� ..i \•i: �:'I '�:. •:J':,.�� _ J. �.. \\ \ / �'.��✓.y!J/-!.�/.!' ..j'/ \ / - 1 /uq DE n �� - I •J•~', .J .'' \ IP \ TENNIS COURTS \\ \ \\\' 1 • J' J-}''(/� j,ja •-J�. '`J. .bv- •.r.,. ,J 436.ter/-!./ 1\\ SF I I Y �:' If �•_ PS / �� ;..�>.'✓//;.-�':. So'wPo a — � i COVERED BRI AREA \G \ I \\ 1 / r' .. . ....- X.l.� �'_ �./�.� - rr ' , t o r F.. jr J i / . I / ,! > SUFFER / \ i• \ / I I' \` a I .. :�•' 'J 7 ':• ���'?' . . '. l / SETBACK rn _ Pop op POOL DESIGN BY- _ OTHERS C .. 9 / .AZ� ✓ . l' y.,.'<:�.�'/. / \ / /' / / / % , ' - J / / _ _ _ / ' _ _ - �\ \ \ \.0D 4 \ I ,�C:J ..J .:: :1,.. ' /.'_'/.�.� ALBEMA 6"DEC) _i. 7 1 1 \I ?S. :_.'' .-/ //. if">.'' `. 'i'-/�,i.-:i !�' / / �OU.�TY7GIS ' � CRITICAL E \ - D.PO �.PA� SHOP S I OP \ \ I I\ y �..J-.. ,•'I .�•'�. �L-f' ry.'B ',O�-/.// l /\ \ '''2F- \ \� I I ' \ _/.'v.. /� -BEY I NAi�AEr< \ \ _ SOILT IPA U5/TIC\'TLANDS 435GP i y y—Ifli —� 434 ✓. �'.i aU' nJ \P\ .��\:� �--.��.`• /-- --- - '.i i.J_�!//-/y!-_ 42 _ ' \l I \ ' i . \' \ �. L �' . \ - ..� . .— ,— . y ✓ . _ - f / j.' / ./ / - -'/ ' / / �), 1 \y \ \ ) y y y - - \ _/ ' / y y -42 / I / M 425.1. TFMR #DL37 S ND / ^ \ _ .\ - - _ _ _ _ _ - - - - - - - - ../ .. �'l ./-.r. ' / y' -1 ... �/ 1. ICI \ �I 6I/ \ .�I a1 (CIRCUIT '-^' /� - --- --- - --- ��!' / \ % / > I I I ` — �.—�'_\�/ / SOIL TYPE% /oo'wPo .a23'\ // I\_= _`r ----- -- _ ---- / y \/' I Ip y �' y y` �'-- �-'y / \ / BUFF \ / OG1 , / _ I I I I / \ I / 51 C/ / I \ _ / \ _ _ _ / _ - - _ ✓' ' / _ �I I I ly y y y y L - ' NOTES: 1. ALL PERMEABLE PAVER UNDERDRAINS /\ I^ I /l f ' ' l ✓ - - l ,' J ` % 1/ / I / \ SHALL BE PERFORATED PVC WITH A FOUR / / / / / I) T INCH (4") DIAMETER. SUBGRADE TO SLOPE r - ' ') \ \ - - - - - - - - ' 3 \ �' SOIL TYPE: / \ / — TOWARDS UNDERDRAINS. I / ) 422 _ _ _ 2. CONTRACTOR SHALL INSTALL PERMEABLE -) I W PAVERS ONCE ALL UPHILL SITE AREAW HAS \ I / / G\\ \ _ - /' \ - / / i \ ` / / / / / BEEN PERMANENTLY STABILIZED TO \ I ' / \ / / / / ( ' / - _ _ _ _ - - - PREVENT SEDIMENT FROM ENTERING THE �/ I / ' _ g ' I / ^ /' /\ ` - / - UNDERDRAIN NETWORK. / / ( 1 / I / / J / / / ' - - _ _ _ / 3. ALL CONVEYANCE PIPES THAT TIE TO THE I / ) ' / \ \ \ \\ \ I yP�Q''N� I ` I \I ^� / \ ON/ ' ' / ' - UNDERDRAINSPERFORATED WALL PVC WITH MINIMUM DAMETER OF FOUR l INCHES 4" AND A MINIMUM SLOPE OF 1 PERCENT(1%). HITEaAK \ / / 14'WVHITE OAK 43 12" WHITE OAK CWAIN LINK IP \ HITE OAKS \\ \ \ a32� IP \ \ FFE: 438.00 _ / - / \ / cy, SOIL TYPE: cj 51 B \ RPA v U CRAIG W. J. KOTARSKI > Lic. No. 0402048507 7'n 09/10/21 ui O x C7 0 w Lu x Q z O V) 0 0 z O a V w 0 z O V) w w 0 DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE AS SHOWN N . Lu V' Q J = O CL N a ' c O J a m O� N m o r J>z c L H� O N n z r m QoI—._- U zLLJ `o LL J LU _d L Q 3 c a U w C) �O �� a Q ,(�^ 00 _•mw a0 Q o2 z E a a w Cm W z0 d� N `v' O O Z i zm O d V, 2 a O�m o 5 Lu ro m 2, X C 0.0 N 6 = 2 � rn O = �0 E `o E M 0 m 06 a c AR aa 1O 0 co JOB NO. m .- m 40241 m =, SHEET NO. o. o C3.3 t E COLUMNS I i IRWIA-fIoN i 'WIDER WA �J V� 1 ' WIDER WAL CHAIN 73 UTL— jp. GO O I \G GA �' � GP cr \ �I'Y1GP� CL�\ UGT� x\ — \ UGT, VINEY \ AREA ARD *cl / J� I I p���Pg�Qp 6 & v'L,LTg QF �4s, U CRAIG W. I. KOTARSKI Y Lie. No. 0402048507 LO,, 09/10/21 &�' 6" WOE W A G i/ \\ \ / / JCQ 4'GR TH h�I O WO qE N c W O \ AG REGATE EW. LK 3 / / GP'� ST ; UGP/ Q \ o�`/ /Ol` /� / w v EBOX INSIDE OLD / / ~ i'i w 3 TV PED. CA TV CUTS. / SCALE V=20' ¢ U. log 3 \ \ / /0�� �/ / 0 20' 40' d -i v uj O o rn uj \ Q W,/ Z TENNIS COURTS I I � I I I I \� I � I \\ I I 5\' I I CHAIN LINK — \ � — RPA . \ ' RPP � 30" WHITE OAK 1000, WPO BUFFER i o no / Oa \G Z\� TIE FE ICE I (7RlP R w ADA ACCESS / . " - 4 RISERS - .' 4"DECIDUOUS RETAI NG PS TORM \��� HANDRAIL (TYP) J TO POOL DECK \ G1 \ n\\ W/F RED END 4 KISSERS - • J s TIE FENCE INTO / V g INV= 6.83 RETAINING WALL \ TENNIS COURTS \\ Y / FENCE GATE1000, �� \\ x / is BUFFER d a COVERED BRICK AREA \\ ' i \ \ I \\\ PROPOSED POOL .� J SETBACK / (BY OTHERS) �y :✓ q2s ` / 24"WHITE OA rw—i / z I —I \ \�� w g"DEC ALBEMARLE J 3 COUNTY GIS I Q PROPOSED. PO��' POOL PATIO . CRITICAL SLOPES �/ w C6 D 17DOES.NOT IVCRQACM. y y y j co o \ J / y �' a Q) G \ y / BEYO UORIGINAL FACILITY U Q N / / I 4, + / !� y y y WETLANDS O 6 2 \ / \ / >- //' y y LEGEND: Q E s — — — — — — ---7S7--- ::: FENCE '. / WETLANDS w D zw —T—�� ` uor' y y y y y y ALBEMARLE COUNTY GIS 0 2 EL I.. ... .. y M ER tIG4':.. .. .. 427: 425. d23 — .. . / E:lCRITICAL SLOPES TFMR #DL37 S NO d / y _ _ — / (CIRCUIT G0324) \ — y y y y y '— y ' y y o s — .0 1177-1 L 100, WPO / y y y y y y y y y y y 2 BUFFER / / JG1/ / ' PERMEABLE PAVERSxc > y CONCRETE NOTES: HEAVY DUTY ASPHALT Eg 1. CONTRACTOR SHALL VERTICALLY RELOCATE EXISTING UNDERGROUND UTILITY LINES AS REQUIRED PER 17 06 / GRADING PLAN ON SHEET C5.0. 3 FT OF COVER SHALL BE MAINTAINED OVER EXISTING WATERLINES. $ 2. A KNOX BOX SHALL BE REQUIRED FOR ANY STRUCTURE NOT MAINTAINED BY BY 24-HOUR STAFF. LIGHT DUTY ASPHALT roe No. N o ARCHITECT/CONTRACTOR SHALL COORDINATE WITH THE FIRE MARSHALS OFFICE FINAL LOCATION. El POND 3. LOCATION OF PROPOSED GAS METER AND APPROXIMATE ALIGNMENT OF GAS SERVICE. CHARLOTTESVILLE CITY 40241 ow — — — — — — i GAS DEPARTMENT SHALL BE RESPONSIBLE FOR THE INSTALLATION OF THE GAS SERVICE AND ASSOCIATED = METER. PRIOR TO THE START OF CONSTRUCTION, CONTRACTOR SHALL COORDINATE WITH CHARLOTTESVILLE SEE MATERIALS PLAN SHEET NO. n 0 CITY GAS DEPARTMENT ON THE FINAL SERVICE ALIGNMENT, METER LOCATION, AND ALL OTHER REQUIREMENTS 11.10 FOR LINE INSTALLATION. C4.0 F E \3 / 3: o x (n \ / —w / �!2 /V• W / W U)'j �N Z cm N Ul \ TIE TO EXISTING �/\ ° ASPHALT _ a \ \ LIMITS OF co SDP-2020-73 \\ \ TI TO EX T� \ 2 SID6 )I R5,vi 0 \ R10' v _ \ R5' cD \ \\Q R24' GATE VALVE 5 0 N \ 22.5° BEND URB TRANSITION = \ \ CURB '9: / W 45° BEND 1 24' Q SITION 45° END R5' R5' R3, P�0 6 > w CHAIN LINK FENCE — — — /� RT d / 1�9'y1�9'y1�9''I R5 R5 JAJ ..S a., SAN Q CG-2 R5' a"SAN i —,> zo A � \ 4 5 9 ' >' is DATE G ., 911012021 STORM GRATE �1 ° O TOP=429.78 O[ j ^t2 V. &9 + + ODD G } DRAWN BY - ' J INV OUT=427.68� 5' 16' ONC. WHEEL g �o 14" H OAK J. DENKO Sj J\ .:: a. • DESIGNED BY ADA SIGNS 45° BEND C2 \ \GJ \Il\ J. DENKO 4" SDR-26 PVC TIE BUILDING SANITARY \ \ e TO EXISTING LINE. SEE \ 12"0 1 WHITE OAK • CHECKED BY " >\ 14"WHITE OAK\ �Q�•' . ^ STANDARD ACSA SEWER • C. KOTARSKI SERVICE LATERAL !Q\o I 5\ ... \ CONNECTION DETAIL. �GT • • SCALE Q 12"WHITE OAK AS SHOWN PROPOSED `� \GJ \ \\\\ R40' R15' C.)\ RETAINING WALL. ® POOL HOUSE �� 5 H/TE OAK \ MAX HEIGHT 3 FEET \\ I GAS METER 90o BEND — \� \\\ 923 (SEE NOTE 3) 4" DOMESTIC SERVICE \\ MECH. PAD / 5 J \ \\\ p ACCESS TO SERVICE LEVEL SAN. SEWER PP i CONNECTION i/ RPA SCALE 1"=20' 0 2040' \ n 4„ CLEANOUT (TYP.) 1 , , W,73� _ , \ \ \ \ /'AA\-W�_ y�:.W'� = .T -. ---- _ Tom.. _ -._._ _ . -. . _ - 2-GRAVEL-FILTER FYfP \ q - 4" PERFORATED PVC _ _ _ J r - -W!�'-'-'t= 1 - - - UNDERBRAIN (TYP) . _ 5 ' .' . ' _ - _ - - - - - - - - rr R4v1:435.48 G - - - - RIAI't 4$8-91-.=. - '. �." r'. - - �. : /..._E IM'435.87 '�r. i'.� / J - - - - _ _ �..','- INVERT: 434.48 �\ TENNIS COURTS \ \ /Oa - :. a37.7 44 439 - - . C�'12� .i-.' - - - `/_- _ - . / . •e' "/ \& 2`GRAVEL FILT \\ \ \ I I �\ `' \ �' NVERT:4.72 38 _�iM ' - SEE'SHEETC6.2 (TY7).) ' - - 4 SCLMDE NTIA - '• C014 RIM:435.2 - \ INVERT: 433.03 orbeirtAft LIMITS OF / RIGPT10 /N� SDP-2020-73 r / v I 72" CMP ACCESS RISER WITH / 0 \ \ \ MH-1 FRAME & COVER (TYP.) / C ..' C010 RIM: 435.60 439" RIM: 37.47 C06 RIM: 438.44 / INVERT: 433.35 / \I 439 INVERT 435.22 401 INV RIM: 43 0/ / �C ' 402• - , _ _4W/ERT:436.19 / N3 INVE T: 436.10/ 501 yx \ \ \ p I / �-72" CMP AC S RISER WITH ' d, / \ \ - % \` I / MH-1 FRAME & OVER (TYP.) 4" PERFORATED PVC U ERDRAIN CHAIN LINK FENCE ' TO CON ECTTOMH m / 8" SAN CO2 8" SAN 5 RIM: 437.17 l n 1' INVERT:434.92 r G .oae STORMGRATE I\\ JP 104 1.08 TOP�42�9.78 O[ j 397 , \ \\ \ \ \ fl \ A31 r ' lND'OIJT -42 ..68 - �\O 4`?> s / _ / ,\p1 C RIM: 437.86 /�' C07 RIM: 437.85 1 O � t'i� 302 C49 RIM: 435.66 ' _ / J I ' OAK > / 6, -/C� \ ' ' _ 137. 8' INVERT: 434 261 1 \ \ INVERT: 435.61 INVERT: 435.60 8 'fNVE1RIM: 435. 105 106 DO�MJSPOUT TO -TIE\ / \\ TO 6" PIPE. CONNEC 106- \ r -A3\ \ \ \\///iiAr33ii%irr ss> \ r_r' DOWNSPOUTS \\ TO TIE TO 6" PIPE. 1 I- / I I � � 10FI_ COLUMNS \ \ _% G cam, 'WIDER p \ \ \ cT\\ • /''r' - /'� ' T UGT� � II Gap— i / _UG 1s� ' V WIDER WEI \` yl \ I / r CHAIN AAVINEYARD v AREA �P 3 CL O _p / 4' GR TH YrO !„E� 6" W E STE \\ I AG RE GAT EW LK _ 3 \ OP-4 / - - / /' _ 442\ J , r \ � \ \ \ \ G•( U� \ _ , 1 1 A'/ I \ \ - //� ® �\ \ + ` \ \ J / \ -E�OX INSIDE OLD / / 1 i ®® N cLQ\ I _ _ \ \ \- - / \ TV PED. CAT{! BUTS.31 l �' ' A / / ' I / �!, - RPA 1 � / I % - -30" WHITE OAK WPO BUFFER _ \ r /� / \ \ \ c.a35 4 i.`..: .\ a .:.• .. \\ / !Z5"R 4"DECIDUOUc+). .� W/F D E tm \ I J 6" HDPE TO TIE TOcy) DOWNSPOUT yN17.1� / \\ ` lNV- 6. v STRUCTURE 306 \ TENNIS COURTS \ \ \\ ' - N / y 436 % .j .d • 3s92, r' 5 \ \ \\ I / / - �� hr - - ' / �'' fir. `%'' �.� i . J�. 50' WPO r / G \ \ \ 3 X 0000, / \ i r / . �y . / .' / BUFFER, ( r / / /' / ! ' / / / I 1.0' AVG DIA41PRAP \ J� COVERED BRICK AREA \ / \ \ I\ \' \\ i 1 / r .. .'.!' /. = 10' ` _ / - - �WIIDTHIDCLASS 1C=4' ' \ 0 I A. ' POOL DESIGN BY /�f AL5 t ,, .Q2 V �� - - /LENGTH = 8' r24 �4H/TE OA / / r Ti°i 2✓ -' '/ y v r If OTHERS li.ii-%9 i 'p2� /..� '%''�i:- r/ / ` // _ J/ DEPTFF=16'- --- .sa: aJv O /- \ LE' ALBEMA ,1 �� \�\ ✓\\ \ ��/�//-''/ r 1 1\ I\ •11 v /, ' �: �i �:�l .i�'.j./r s.j.i� i /' / COUNTY�G15 rr /-//\, ---r / / 8"DEC) 4i P7Q` •T"' YGR C1 .., _ / !�RIICAL SLOPES ooesN"NAL / F`A6IL13Y:._. /ter I /' �'' .' I \\ \ ! \ \ \ \ ^ /��f.i'. i•'' !f''/�i :..,/��..%! �I =1 ' y l �- / ' - VV)( TLANDS435 �-- \ // - UG / / i' la .\� /� � r..i. /� 1i.i/. _ r 1 \ / � / Ir P y/rI\ I / 434itV / � :\'.(a'L�.4"S.>�%.\ ::�.\ - - - - - - � / . "_ � �i/ � �• . "_ �. "� i i / � / (NOTES: _ �I 42 1 r / A26 / A25 y o OP\ \ iNjpTR 1 v= \ _ ' - - ' - - - - - J ' �l r % (" �' `' y 1 y y \ / 1. ALL PERMEABLE PAVER UNDERDRAINS SHALL BE PERORATED PVC WITH A FOUR _ 428" / 0. 5 Wlp7H�2 _ _ _ _ _ ! !. �' / ' ' / \ \ \ I I INCH (4") DIAMTER. SUBGRADE TO SLOPE TOWARDS UNDERDRAINS. 424- - _ A \' LENi3Tkl'=�0�.'_^ =. �.'. �:. �-� . � .- _ . .i . 1 =�..r - r. � �. _ -.).' ' / _ r ' ��� �I � - = "' '^'�'.: 2. ALL CONVEYANCE PIPES THAT TIE TO THE PERFORATED UNDERDRAINS SHALL BE o UM / SOLID WALL PVC WITH A MINIMUM DIAMETER OF FOUR INCHES (4") AND MINIM ^ SLOPED OF 1 PERCENT (1 k). 425. 3. CONTRACTOR SHALL ACCOUNT FOR STORMWATER ROOF LEADERS AS PART OF / TFMR #DL37 S ND / / / -'^ = ' _ _ - - - - - - - - _ _ : i.� :/.�! r / J \ .1.. I� f BUILDING CONSTRUCTION. CONTRACTOR SHALL REFER TO ARCH/MEP PLANS ' (CIRCUIT Ci0324) / _ , ' / / \ I - _ - - - _ - _ _ FOR THE FINAL LOCATION OF ALL ROOF LEADERS AND CONNECTION DETAILS. 100' WPO -423 , - ROOF LEADERS SHALL BE BURIED AND INSTALLED TO PROVIDE A MINIMUM OF BUFFER J 001 \ / r - / - - _ I III ONE PERCENT (1 %) SLOPE. LEADERS SHALL TIE TO THE NEAREST / - - - - - _ r / / - - / \ - - - _ - _ / - - - - \ , - r < \ r Ji / I- _ I I ly STORMSTORMWATER STRUCTURE ACCORDINGLY. / ` 1 �� / ' / / % III ( 4. FOUNDATION DRAINAGE SHALL BE PROVIDED IN ACCORDANCE WITH I r \ ARCHITECTURAL DRAWINGS. DRAIN LINES SHALL DAYLIGHT SOUTH OF THE \ a I \ / // r - - \ / / - / / ' / / BUILDING AS SEEN ON THIS SHEET. POSITIVE DRAINAGE SHALL BE MAINTAINED IN _ - - - - - - - / J \ \ / ' / ' / / \ ALL STORMWATER PIPES AND FOUNDATION DRAINS. CONTRACTOR SHALL REFER 422 / / \ / / / / / I / TO ARCH/STRUCTURAL DRAWINGS FOR FINAL DETAILS AND SPECIFICATIONS. CONTRACTOR SHALL CONTACT THE ENGINEER & ARCHITECT IMMEDIATELY IF CONFLICTING INFORMATION HAS BEEN PROVIDED BETWEEN DRAWINGS. FOUNDATION DRIANGE PIPE MATERIALS TO INCLUDE BENDS, REDUCERS, J / / _ _ - ADAPTERS, COUPLINGS, COLLARS AND JOIN MATERIALS SHALL BE PERFORATED _ POND / / / \ POLYVINYL CHLORIDE PIPE (ASTM D 2728) OR PERFORATED POLYETHYLENE PIPE / / / , / / / (ASTM F405). ` �- \ \ 1 M 92%WHITEIOAK ` 14^WHITE OAK / 430 / / / \ \ O ROOF LE(\DEft TO TJE TO o o \ / o CONNECT TO ��\\ PIPE 103 VIA INSERTAYEE STORM PIPE 308 , \ _ \ cam) \43 12" WHITE OAK CHA'IN LINKFE / \\\ \ \ \ ` 3 '� \ 04 \ \ DOWNSPOUT WITH BOOT I / \ \ 1 \ _ - ' _ / HITE OAK - r \ \ (SEE ARCH. PLANS) (TYP.) FFE: 438.00� JI / _ /' / / / / , 111 W D�y�\2 TO TIE TO PIP , \..� `` 1 /' / co co r / 1 `1 IA INSERTA TEE (TYP)- / L RPA ®F �4s, U CRAIG W. I. KOTARSKI Y Lie. No. 0402048507 LO,, 09/10/21 &�' M E O � o N Vi N C > E w ° Lu LL T, 3 o W 0 w 0 m K W n Q� J V m W J -ui p > O N Ell N 0 W wry �i j n LL 0 Q v Ln _ N = U > m F 0 N Oi � M 00 �w vi D O (D D O x 0 w w U Q Z 0 0 F DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE AS SHOWN c J O z� O o w n a (D 0 c _j> Q ° Z !� r Q n u QL.L U c � d J 3 Q _6 c Z Q(J D w O U _j z �z o c 2 Q E- E o a V D W O O 3 rn 0 In m a 0 a, o 3 a 2 � m �N X C 0.0 016 dh A C .8 d `o EM 06 a c a f0 'a JOB NO. w co 40241 C V SHEET NO. n o C5.0 t E �_ YAW '`+✓ �- \ � / ' •/ ) -`i ` \I � ` \ tea\ � ` - - \ _ _ _ - - - / I l \ f..:_.. I ( J \ 1 ' , . \ � _ / _ 9/1 4071 MUM _ \ \ •• \ \ - /,5 1 \ � \ BMW JOW 453 , \ ` 4I4g"453 zz r 4 _ 43 100'SHEETFLOW \ s J/,' , _ / -/ ) / 32 \ 100'SHEETFLOW 1 J ` s� ` /// / _) o _ - - ' - - - - - _POST -DEVELOPED DRAINAGE o AT 8.0% _ / \ \ \ ¢SO. r ■ AREA TO ANALYSIS POINT 2 1 70^ e / 100' SHALLOW FLOW 100' SHALLOW FLOW (OFFSITE)( ) / \ 8 \ I - - / / / .{ram' / 29' I o TOTAL AREA = 1.16 AC- 0 AT5.0% \\ / / I I I'+'. 4 AT5.0% `\` / 29' e� - - _ /� Q\ \` ` \� _ - r / / / Op J )\ PRE -DEVELOPED DRAINAGE / ) , _ / e ' - ' -'� _ \ r \ \ \ _ \ r PERVIOUSIMPERVIOUS A EAEA0.99 ACC , / /10 { ,AREA TO ANALYSIS PO/NT 2 I �r \ J / ; \ /'(OFFSITE) / �� \-, \\ r r TIC =8.7MIN / TOTAL AREA = 0.40 AC a ) ■■ - ` \ \ / / //i IMPERVIOUS AREA = 0.07AC PRE -DEVELOPED DRA/NAGE a3 \ / ) ( AREA TO ANALYSIS POINT 1 } \ \ 4gs \ / ' / I I / ,,// PER AREA = 0.33 AC I I \ v - a I " ' (OFFSITE) \" \ - / - l , l / r / / \ . \ S , ` / I . ! / Uri �a 442 \ \// \ 1 \ / Q42 \ \ \ _/� TOTAL AREA = 0.76AC \ +\ \� \\ per` /r / 1 �// J \ 1Y,.r ti // 1 I 1 \ 1 J l \ F\ _ `\\f `\ Z 'r 1 TM 1 CMP DETENTION SYSTEM 1 IMPERVIOUS AREA = 0.10 AC 'AV PERVIOUS AREA =0.65AC ` \ / T = MIN AA\, - �N \ - - --::_::: w - - - ' ` \\ 1 / / / / ( / .Q g -_ y- - - \ \\ 1 ` / POST -DEVELOPED DRAINAGE AREA TO ANALYSIS POINT 2a / I 135'SHALLOWFLOW _ _ / - �'. _-' - - tt / y %•:. // / ) / /) // I t / i \ \ (DETAINED) l TOTAL AREA = 0.60 AC \\ I LLLL IMPERVIOUS AREA = 0.53 AC \ \ 439 / 438 / b� / / / If I ) \ / _ \ ' ) / / II nl ` / \ � •,� �� 439 / / b?g b�� 3g/ A3s / / / IIII\\ / u(lyi( \\ I ` ' ' ) r PERVIOUS AREA = 0.07 AC // 11�I\ , u(nll( 100' PIPE FLOW I � b a / / / 11 \ \ / )11 \ \ �' \ \ / AT5.0% 1 / TIC = 6.0 MIN /JI POST -DEVELOPED DRAINAGE �~~ I a - \ - ' % / - AREA TO ANALYSIS POINT 1ZLLI A3-�.. C6 J^{ /_J / / e'\ I �'ll'/ \__ /'J / /// ,// /' / // _ �\\ (UNDETAINED), TOTAL AREA =0.81AC�\\`''\• :.:_ a3a3� a32 \ ` ` \\ r! '/ _ PRE -DEVELOPED DR4/NAGE , . J ' ` IMPERVIOUS AREA = 0.53 AC ; ` \ /' / / _ POST -DEVELOPED DRAINAGE - \ - �' AREA TO ANALYSIS POINT 2 _ PERVIOUS AREA = 0.28 AC `� ( 1 /' / ; e : AREA TO ANALYSIS POINT 2b _ PRE -DEVELOPED DRAINAGE I _ - J _ - - _ ' ^ J / ' U N DETAI N EDP / \ / ,� (ONS/TE) _ / , TIC = 7.5 MIN \ \ \ \ r , _ / ( ) / AREA TO ANALYSIS POINT 1 \ \ \` \t \ �` \ \ t i f _ _ _ \` - i / _ o p \ \ \ I �' 1 / f TOTAL AREA = 0.12 AC 'Y TOTAL AREA = 0.54 AC \ ONS/TE \ �/ \ r // ----IMPERVIOUS AREA = 0.29AC r \ \ ' \ /// IMPERVIOUS AREA = 0.01 AC r (( TOTAL AREA = 0.99APERVIOUSAREAC -}so.o =.l R//PERVIOUS AREA=0.11 AC IMPERVIOUS AREA=0.57AC TC=6.0M/N TC=6.0MIN PERVIOUS AREA=0.42AC\`\ - �/ ` �% /{/t/`\ •s' ti..'" ANALYSIS POINT 2 ANALYSIS POINT 2 i a VVV%JJJ \ / / � ..- ... _ _ / ,l _ I ...�;��':/.fN .i/ / - \ _ ,� / ^nJ i � / \ \\ \\ \\ ` \ �' � � / // � / 3`�nJ/IF7'�� f .f f r _ i• � / /r ' / y , ` \ ^ 4r -� � / // J'} _ f ���% �i j:;// Jf/ r /�/ �' /r / 'C.33 _ ' r , � y , , , \ \ `\ / /' \ \ I "` /,n,.. ,. ram:::?`•'.." / _/ / �I` /', / , \ \ `♦ / /' \ 'L ,,/ r..: / / �I` \ \ / , 1 r ./'r /./''.✓. .... / -/ ' _ /' / y'y/y y \ \ i / ., /'' ,mil'" .. .://�/ _ - / ' ^' / / _ \ \ \ f l•j. X✓ l'.: l - / \ ` / , .-- / / _ � \ \ I i .� lj u✓ l / „ t - / r \ l / , ter. i / \\\\ / //� \\\ \ �_ 't'nK �,.v. ,, r.•1� /_ )r- r iy .� : . \ \\ / / / 1 t `'"`."'.E rr- /- l r- r / \ \ � �??::?::.\'.':'... - - :�_X:.._F� :r•.; x.l_.:.. I^ 1 1 �. / 1 /' , / , , , / \ \ i ' / �.�..i:\'.':'... />:..:�J;�.:.�I y_:.y.::.t'11 1 ( \. J 1 /yam r / , , . J i _42 9' 21 .A2 iQ2.). .- -;.,.; q28' a .�.. _ - J::;.3..::•.,�,: !'.. ,/.. /r:. _ 424 r f {• /- / / yly J Y / yly / I. Jim ..::N..:.. \ I \ I A ) ANALYSIS POINT 1 / _- _ If j � _ - / 'ANALYSIS POINT 1 a / / 422- / -\ _ �___� J %\c/' / / /'//l `. 422 \_.�., a / J / _ /' _\ f' / !�C/' / )/// r `. - - - - ell \_ ell _l / \ ^ J i - _-' / `-'ate- _.Oj _= /)/ I "� _ \ / �1 SCALE 1" 50' / SCALE 1" 50' .]420' 420' 0 50, 100,0 50' 100' PRE -DEVELOPED POST -DEVELOPED STEEL PLATE (14 GAUGE) 7"x4" ORIFICE I NV. 430.00 TOP OF STORAGE 433.25 10 YEAR WSE 433.15 2 YEAR WSE 430.60 0 1 YEAR WSE 429.94 - 5" ORIFICE INV 427.25 WEIR PLATE SECTION ELEV. WEIR PLATE IN 72" CMP STORAGE SYSTEM No Scale DETENTION SYSTEM INSPECTION/MAINTENANCE SCHEDULE 1. INSPECT PIPE SYSTEM BOTH UPSTREAM AND DOWNSTREAM OF THE WEIR PLATE CONTROL STRUCTURE FOR SEDIMENT BUILD UP ON A YEARLY BASIS. 2. INSPECT WEIR PLATE CONTROL STRUCTURE FOR CLOGGED ORIFICES ON A YEARLY BASIS.IF ANY CONTROL ORIFICES ARE CLOGGED REMOVE DEBRIS 3. IF MEASURED SEDIMENT BUILD UP EXCEEDS 20% OF THE PIPE DIAMETER. THE SYSTEM SHALL BE CLEANED VIA A VACUUM TRUCK OR MANUAL METHODS. STORMWATER NARRATIVE THIS PROJECT INCLUDES THE CONSTRUCTION OF A POOL HOUSE POOL PARKING FACILITIES & ASSOCIATED UTILITIES. BASED ON THE LIMITS OF DISTURBANCE THIS PROJECT CONSISTS OF TWO (2) ANALYSIS POINTS FOR STORMWATER QUANTITY MEASUREMENTS. PRE -DEVELOPED CONDITIONS WERE ESTABLISHED FROM THE AIRBORNE SURVEY DATED 7/31/17. ALL DEMOLITION AND CONSTRUCTION SHOWN AS PART OF WPO 201800020 & WPO 201800020 HAVE BEEN EXCLUDED FROM ALL STORMWATER CALCULATIONS. POST -DEVELOPMENT STORMWATER RUNOFF DRAINING TO ANALYSIS POINT 1 INCLUDES A PORTION OF THE PERMEABLE PAVERS AND THE MAJORITY OF THE POOL HOUSE AND THE ENTIRE AREA OF THE POOL PATIO. PERMEABLE PAVERS WILL COLLECT RUNOFF AND DIRECT RUNOFF TO A STORMWATER PIPE NETWORK VIA UNDERDRAINS. FOR HEAVIER STORM EVENTS, A VDOT STANDARD INLET WILL COLLECT RUNOFF THAT BYPASSES AREAS OF PERMEABLE PAVEMENT AND SEND STORMWATER DIRECTLY TO THE PIPE NETWORK. STORMWATER RUNOFF FROM THE BUILDING AND POOL AREA WILL BE COLLECTED VIA ROOFDRAINS AND COLLECTOR PIPES WHICH CONVEY RUNOFF TO OUTFALL POINT 1. STORMWATER RUNOFF DRAINING TO ANALYSIS POINT 2 INCLUDE THE ENTIRE PRE -DEVELOPMENT OFFSITE DRAINAGE AREA, A PORTION OF THE POOL HOUSE ROOF, THE MAJORITY OF THE PARKING LOT, AND THE ENTIRE PICKLEBALL COURT SURFACE. PERMEABLE PAVERS AND A UNDERGROUND DETENTION SYSTEM IS UTILIZED TO MEET STORMWATER QUANTITY REQUIREMENTS. FOR SMALLER STORM EVENTS, PERMEABLE PAVERS WILL COLLECT RUNOFF AND DIRECT STORMWATER TO AN UNDERGROUND DETENTION SYSTEM VIA A SERIES OF UNDERDRAINS. FOR HEAVIER STORM EVENTS, VDOT STANDARD INLETS WILL COLLECT RUNOFF THAT BYPASSES THE PAVERS AND SEND STORMWATER DIRECTLY TO AN UNDERGROUND DETENTION SYSTEM. RUNOFF FROM THE ROOF AND PICKLEBALL COURTS WILL BE COLLECTED AND CONVEYED TO THE UNDERGROUND DETENTION PIPES. CALCULATIONS ON THIS SHEET SHOWS COMPLIANCE WITH VIRGINIA WATER QUANTITY REQUIREMENTS. FOR WATER QUALITY REQUIREMENTS, 0.33 LBS/YR OF NUTRIENT CREDITS WILL BE PURCHASED FROM A DEQ-APPROVED NUTRIENT CREDIT BANK. SITE OUTFALL PEAK FLOW ANALYSIS PEAK FLOW RATE DRAINAGE TOTAL AREA Tc (CFS) RUNOFF AREA NAME (AC) (MIN) CN VOLUME (AC FT) 1 YR 30 YR Pre Developed Onsite Drainage Area 1 0.99 6.2 90 2.11 4.45 0.157 0.76 8.9 82 1.03 2.64 0.083 Pre Developed Offsite Drainage Area 1 COMBINED PRE DEVELOPMENT FLOW FOR OUTFALL 1 2.96 6.74 POST FLOW ENERGY BALANCE ALLOWED PER ENERGY IMPROVEMENT BALANCE* FACTOR (CFS) 0.800 2.99 *includes offsite flow from DA1 OUTFALL 1 CHANNEL PROTECTION AND FLOOD PROTECTION CALCULATIONS CHANNEL PROTECTION (ENERGY BALANCE) -1YR Q1 YR POST-DEV TOTAL = I F * (QI YR PRE-DEV * RV3 YR PRE-DEV)/RV1 YR POST-DEV + Q1 YR OFFSITE 2.70 CFS <_ 0.800 * ( 2.11 * 0.157 ) / 0.135 + 1.03 2.70 CFS <_ 2.99 CFS OK FLOOD PROTECTION - 10 YR Q10 YR POST-DEV TOTAL = Q10 YR PRE-DEV 5.57 CFS <_ 6.74 CFS 5.57 CFS <_ 6.74 CFS OK OUTFALL 2 CHANNEL PROTECTION AND FLOOD PROTECTION CALCULATIONS CHANNEL PROTECTION (ENERGY BALANCE) -1 YR QIYRPOST-DEVTOTAL = IF* (QIYRPRE-DEV *RV3 YRPRE-DEV)/RVIYRPOST-DEV+QIYROFFSITE 1.13 CFS <_ 0.800 * ( 1.15 * 0.086 ) / 0.127 + 0.54 1.13 CFS <_ 1.16 CFS OK FLOOD PROTECTION- 10 YR Q10 YR POST-DEV TOTAL = Q10 YR PRE-DEV Pre Developed Onsite Drainage Area 2 0.54 6.0 90 1.15 2.44 0.086 0.800 1 1.16 3.54 CFS <- 3.68 CFS Pre Developed Offsite Drainage Area 2 0.40 10.5 83 0.54 1.34 0.046 *includes offsite flow from DA2 3.54 CFS <- 3.68 CFS COMBINED PRE DEVELOPMENT FLOW FOR OUTFALL 2 1.64 1 3.68 OK Post Developed Onsite Drainage Area 1 Post Developed Onsite Drainage Area 2a (Detained) Post Developed Onsite Drainage Area 2b (Undetained) Post Developed Offsite Drainage Area 2 COMBINED FLOW FOR OUTFALL 0.81 7.5 91 2.70 5.57 0.135 0.60 6.0 94 2.20 4.30 0.114 0.12 6.0 81 0.26 0.67 0.013 1.16 8.7 83 2.50 6.19 0.133 2 1.13 3.54 OK OK 9Y'/,LTg QF �4s, U CRAIG W. J. KOTARSKI Y Lie. No. 0402048507 'n. 09/ 10/ 21 vi 0 0 (D 0 0 w w U z O 0 0 F 0 DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE AS SHOWN z O a� J a U ' J Q U� J O Oz� 0 Q ^^ v N � J 3 (i 0 r > 0 N I�}z z Q r � a Q O C U w Q o °' J J 3 Q a Y w U�x mz a W °Z M2 LU o c 2 W _ (D e� a w c m m o- 0 LU z XB Q(D C Z 3 G U) z„ O � a F � W o Q 2 3 n � m x m X C 0.0 Od N 10 0 12 o c ^ o V / 0 06 a c a f0 'a JOB NO. w co 2 40241 o C p SHEET NO. n o CC. 0 c E F_ ECOSYSTEM SERVICES, LLC 1739 Allied Street, Suite A Charlottesville, VA 22903 540.578.4296 www.ecosystemservices.us 'on cosystemservicea.us September 9, 2011 Riki van Niekerk id Project Engineer 6!f Timmons Group 608 Preston Avenue, Suite 200 l� Charlottesville, VA 22903 1 RE: Nutrient Offset Credit- Credit Availability Letter �1 Keswick Hall Family Pool Project ^I Project Address: 701 Club Drive -Albemarle County, VA"q ` Project Tll 0800-00-00-OOBZO I �qq Project HUC: 02080204 �( III Bank HUC: 02080204 Bank Address: 1705 Lambs Road, Charlottesville, VA 22901 ell P I I l e�l D,r Riki, `We appreciate the opportunity to provide a credit availability letter for 0.33 pounds of phosphorus fr P, + the above referenced project. This letter is to certify that as of today, September 9, 2021, Ivy Cre k li�V s Nutrient Bank has 127.11 pounds of phosphorus (TP), 195.71 pounds of nitrogen (TN), and 40,082.48 pounds ofTSS available fortransfer to those entities requiring offsets in accordance with the Chesapeake Bay Watershed Nutrient Credit Exchange Program (VA Code § 62.1-44.19:14 et seq.). Those offsets are I{ I I also transferable in accordance with the Virginia stormwater offset program (VA Code § 6 1-44:15:35) Ito and the Virginia Soil and Water Conservation Board's Guidance Document on Stormwatdr Nonpolnt all Nutrient Offsets approved on July 23, 2009, to those regulated entities qualifying for nutrient credits i �1 We can certainly accommodate your needs and could offer to fulfil the order of 0.33 pounds of 'I phosphorus. I' Please feel free tbmntact us with any questions.) hope we have the opportunity to work together on this ji ro ect. I P F .r p j I sr�o JJ: 'h E+ °,III k J I yI �. it 'I. Sincerely, .' ,' ,7pp It y 1 �illfl Ill fj, i ` p Ecosystem Services, LLC't yp f �vIoq� �a i;'k By:_Yry&v In 4, .t g91.I' �! �ti �;9' 4I q'1 yl fit Jonathan R. Roller, AOSE PSS CNMP Manager - Authorized Representative Project Name: Keswick Family Pool data lnPut cells Date: 9/8/2021 constant values Linear Development Project? No calculation cells Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 4 1.53 Check: LIMP Design Specifications List: 2013 Draft Still & Specs Linearproject? No Land cover areas entered correctly? 5/ a - Total disturbed area entered? iie Pre-ReDevelopment Land Cover (acres) A Soils BSoils CSoils DSoils Totals Forest/Openspace (acres)- undisturbed forest/open sace 0.00 Managed Turf(acres)- distorted, graded for yards or other onto be 0.66 0.66 Impervious Cover(aaesl 097 0.87 1.53 Post-Develooment Land Cover (acres) A Soils BSoils CSoils DSoils Totals Forest/Openspace (acres) - undisturbed, protected fores Jopen space or reforested 0.00 Managed Turf (acres) - disturbed, graded for yards or other junto be 047 0.47 ha perviouscover(aaes) 1.06 1.06 Area Check OK. OK. OK. OK. 1.53 Annual Rainfall EMC Runoff rnofficipnM III A Soils BSoils CSoils DSoils Fbreet/Open Spare 0.02 0.03 I 0.04 0.05 Managed Turf 0.15 0.20 1 0.22 0.25 Impervious Cover 0.95 0.95 1 0.95 0.95 Pre Redevelopment Listed Adjusted' Port ReDev.&Newlegervous Forest/Open s Cover pen pace (acres) 0.00 0.00 Forest/Open Space Caver(arred o00 Weighted Rv(forest) ROD 0.00 Weighted Rv(forest) ROD %Forest 0% 0% %Forest 0% Managed Turf Cove r(ones) 0.66 0.47 Managed Turf Cover (acres) 0.47 Weighted Rdturn 0.25 0.25 Weighted RvTuT 0.25 %Managed Turf 43% 35% %Managed Turf 31% Impervious Cover (acres) 0.87 0%] Impe la oestCover 1.06 FarRopervious) 0.95 0.95 Re(impervious) 0.95 %Impervious 57% 65% %Impervious 69% Total Site Area (acres) 1.53 1.34 Final Site Area (acres) 1.53 saew 0.65 0.70 Final Past Can; Site Rv 0.73 Final - Po Pre -Re Development Treatment Volume Development (are-ft) 0.0826 0.0787 Treatment Volume 0.0937 (acre-fU Final Post - Pre -Redevelopment Treatment Volume 3,599 3,427 Development 4082 (cubicfeet) Treatment Volume (cubicfeet) Final Post. Pre-ReDevelopmem TP Load 2.26 2.15 Development TP 2.56 111 Load (Ib/yr) PrPReoerelopmentle Toad per acre Final Post-0eselopment lib/acre yrI 1." 1S1 lP load per acre 1.6B.1 llb/me/yrI Baseline TP Load (Ib/yr) (0.411bdacre/,r appli ed to pre,redevelopment area exd mi ng 0.55 pervious land Proposal for nmimperviouscover) 'Adjusted Land Cover Summary: Pm ReDevelapment land coverminus pervious landcover (foresVopen space or managed turf) acreage pmpasedfor new lmpervbuscover. Adjusted total arrange isocnsistent with Post-ReDevelopment Acreage (minus storage of new bnpervbus cover). Column I showsbad reduction requeementfor newtrnpervlouscover(based on newdevebpmentbodlimit, 0.41 lelarre/yeser). TP Load Reduction Required (lb/yr) Land rover Summary -Post PartReDevelopmem Farest/Open Space ICover(acres) Weighted Rvgmrst) 0.00 %Forest o% Managed Turf Cover (arrest 0.47 Weghted RI nurf) 0.25 %Managed Turf 35% ReDev. Impervious C wer(arres) 0.87 RvRopervioust 0.95 %Impervious 61 Total Be Den. Site Area (acres) L34 Re aorsite IN am Treatment Volume and Nutrient Load 0.76 Nitrogen Loads (Informational Purposes Only) Past-ReDevelopmem Trandmentyolume 0.0787 (acre-ft) Port-ReDevelopmem Treatment Volume 3,427 (cubicfeet) Post -Redevelopment Wad(TP) 2.15 (Rai Posparlevelopmentle Load Per acre llb/are/yq Mot. Retlu¢ian-gairetl (.1-Pre- 20% Re Development Lo n TP Load Reduction Required for 0.43 Redeveloped Area (lb/yr) Pre -Re Development TN Load Final Post-DevelopmenI Load (lb/yr) 16.18 (poor -ReDevelopmem&New 18.35 Impervious) (Ib/yr) DIED Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List. 2013 Draft Stds&Specs Update Summary Sheet Site Summary Project Title: Keswick Family Pool Pdm Purview Print Date: 44447 Total Rainfall (in): 43 Total Disturbed Acreage: 1.53 Site land Cover Summary Pre-ReDevelooment Land Cover lacresl A soils BSoils CSoils DSoils Totals %of Total Forest/Open (acres) Fl ri 0.00 0.00 0.00 0 Managed Turf(acres) 0.00 0.00 0.f10 0.66 0.66 43 Impervious Cover (acres) 0.00 0.00 0.00 0.8] 0.87 57 1.53 inn Post-ReDevelooment Land Cover lacresl A its BSoils CSoiB DSoils Totals %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 0.00 0.00 moo 0.47 0.47 31 Impervious Cover (a,r 1 0.00 0.00 0.M 1.06 1.06 69 1.53 100 Site Tv and Land Cover Nutrient Loads Final Port -Development Post_ Post. Adjusted Pre. eD (Post-Revelopmem Re Development Development ReDevelopmem &New Impervious) (New inpevious) Site Rv 0J3 0.]0 0.95 0.70 Treatment Volume (fta) 4,082 3.427 655 3p2] TP Load (lb/yrl 2.56 2.15 0.41 2.15 Total TP Load Reduction Required 076 0.43 0.33 (lb/yr) �111,ad Final Port -Development Load (Port-ReDevelopmem & New Impervious) Pre. ReDevelopmem (Ib/yr) 18.35 16.18 Site Compliance Summary Land Co per Summary -Past Post -Development New Impervious Maximum %Reduction Required Below 21% Pre ReDevelopem lead m New Impervious Cover 0.19 (act,,) Rvli mperviousl 0.95 Post -Development Treatment Volume 0.0150 (acre-ft) Post -Development TreatmentIvolume 655 (cubicfeet) Port-DevelapmentTP Load (11 OAS TP Load Reduction Required for New 0.33 Impervious Area (lb/yr) Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (ac) IMPERVIOUS COVER (ac) IMPERVIOUS COVER TREATED (ac) MANAGED TURF AREA (ac) MANAGED TURF AREA TREATED (ac) AREA CHECK Total Runoff Volume Reduction (ft') 615 Tote I TP Load Reduction Achieved 0.50 (Ib/yr) Total TN Load Reduction Achieved 3.60 (lb/yr) Remaining Post Development TP Load 2.06 Ilb/yr) Remaining TP Load Reduction(lb/yr) 0.26 Required ------------------------------------ Drainage Area Summary DA.A D.A.B DI DA.D DA.E Total Forest/open (acres) 0.00 0.00 0.00 0.00 0A0 0.00 Managed Turf(acres) 0.28 0.07 0.00 0.00 LIDO 0.35 Impervious Cover (acres) 0.53 0.53 0.00 0.00 0.00 1.06 Total Area (acres) 0.81 0.60 0.00 0.00 0.00 1.41 Drainage Area Compliance Summary DA. A D.A. B DA. C DA. D DAIS Total TP Load Reduced (lb/yr) 1 0.13 0.37 0.00 0.00 0A0 0.50 TN Load Reduced (lb/yr) 1 0.96 2.64 0.00 0.00 OAO 3.60 D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK 0.00 0.00 0.00 0.00 0.00 OK. 0.53 0.53 0.00 0.00 0.00 OK. 0.11 0.29 0.00 0.00 0.00 OK. 0.28 0.07 0.00 0.00 0.00 OK. 0.00 1 0.00 0.00 1 0.00 0.00 OK. E:0K.1 OK. IL OK. ll OK. OK. Site Treatment Volume (ft3) 4,o8z Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (ft3) TP LOAD AVAILABLE FOR REMOVAL (lb/yr) TP LOAD REDUCTION ACHIEVED (lb/yr) TP LOAD REMAINING (lb/yr) 165 450 0 0 0 615 1.31 1.19 0.00 0.00 0.00 2.50 0.13 0.37 0.00 0.00 0.00 0.50 1.17 0.82 0.00 0.00 0.00 1.99 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr)ll 0.96 11 2.64 0.00 0.00 0.00 3.60 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (lb/yr) 2.56 TP LOAD REDUCTION REQUIRED (lb/yr) 0.76 TP LOAD REDUCTION ACHIEVED (lb/yr) 0.50 TP LOAD REMAINING (lb/yr): 2.06 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 0.26 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (lb/yr) 18.35 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 3.60 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 14.75 Pre- Final Port- ReDevelopment Development TP Load P TP Load e r acre TP Load per acre TP Load peracre per acre Ib acre r Ib acre r (16/acre/yr) 1.61 1.68 1.61 N p. `Lr U CRAIG W. I. KOTARSKI Lie. No. 0402048507 n. 09/10/21 M E CD M O N V N > E w ° E QLL 0 ?+ 0 U. W Ip rC ly t M Q J U co 11.1 -J -1 Ca Co d > Ca N (9 W N III al M Z 1_ = >iO /) x LL 04 �v U) = N = U > F C N 0Co N nv � M 11 � 00 J CD H Z O d K U w Z O (n > Lu DATE 911012021 DRAWN BY J. DENKO DESIGNED BY 1. DENKO CHECKED BY C. KOTARSKI SCALE N.A a V / w z'(� J 0Ast 0 O I� 6 O a m J o tZ 3 U m J Q J o QU s N Z r Q O I-� C U J o w 0 LLJa3 IS Y LU O Um IY a LU °Z I --I o o o � c E - E o 0- w c w C m a G UJ ce O O�3 to Z In 0 pa 0 r ) a V F m o �L o .3 nth m c Ac y w m X C N o d� _ m h m o a a c � `o =g a M 06 a f0 'a JOB NO. ran co m 40241 w o C p SHEET NO. n o C6.1 t E �_ Hydraulic Design Calculations `� - , \ \ tION\ ` � i� - ` ���• \ \ _ _ _ � \ _ � _ 10F (EQUATION 7.1- SECTION 6.IDESIGN CIRETERIA- SPECIFICATION NO. 7) ` \ IRWIj� �_4q¢ \\ ) \ \� \ \� \\\ - ®� ��-/rUS (PxAtxRtg)+(PxAp) 'WIDER�r1r X At TO - + \- \ \ .�6jG Y\_ 1UGT�d rr 'Depth of the statenner oo4'lay■'(tt.) / / \ 9. - \ \� /\ __1/_�1 1 P -The rainfall depth (in Sidi he dre t Volume (Leval 1 -I imb (OAS O\4 S % r \ \ \ , \ r , SIO R); Level 2 = 1.1 inch (0.09 8)). at o6ar design storm / I 1 q43' \ \ , ( C\ ( / / NAL At - Contributing impervious drainage area. (ft) / / GP -p�• 6p / / 8vt - Volumetric nnoti'coefficient for impervious cover - 0.95 \ \\ VINEYARD Ap - Area of permeable pavement (ft) \ \ - \ AREA S \ / \ I / / 9 - Porosity of reservoir layer (0.4) ] \ 3 \ \ / \ CL / I / �`/ Q�GO g� I / ( Obti 4' GR TH ( l / WO qE1,','„,��' IN N v ` AG REGAT�1 EWALK \ ` \ \ / / - \ \ J / / ' �`' / / ' I l STERN/ Q o Permeable Pavement Drainage Area 1 \ _ ` E DSTONEMIN-I(PXAIXRvl)+ PXAp]/(N,XAp +E-BQX INSIDE OLD=W'>y TV PED. CA•7V BUTS. ' \ I ! / � w w 3 SCALE V=20' ¢ a 1; 3 P= 0.08 FT Kam\ \\\ \\ / `� //_ \ -\\ / 1 t \ --I / //w0 AI = 745 FT2 NLU \ PERMEABLE PAVEMENT DRAINAGE AREA 1 \ \ / y d Rvl = 0.95 Ap= 745 FT2 N,= 0.4 CDA = 0 :1 DSTO NE(MIN) = 0.39 FT Permeable Pavement Drainage Area 2 DSTONEIMINI- I(P X Al X RvT) + (P X Ap)] / (N,X Ap) P = 0.08 FT AI= 2171 FT2 Rv1= 0.95 Ap= 2171 FT2 N,= 0.4 CDA = 0 :1 DSTO NE(MIN) = 0.39 FT Permeable Pavement Drainage Area 3 DSTONE(MIN)= ((P X Al X Rvl) +(P X Ap)] / (NrX Ap) P = 0.08 FT AI = 328 FT2 Rv1= 0.95 Ap= 328 FT2 N,= 0.4 CDA = 0 :1 DSTO NE(M IN)= 0.39 FT Permeable Pavement Drainage Area 4 DSTONE(MIN)= ((P X Al X Rvl) +(P X Ap)] / (N,X Ap) P = 0.08 FT AI= 3360 FT2 Rv1= 0.95 Ap= 821 FT2 N,= 0.4 CDA = 3.09 :1 DSTO NE(M IN)= 0.98 FT Permeable Pavement Drainage Area 5 DSTONE(MIN)= ((P X Al X Rvl) +(P X Ap)] / (NrX Ap) P = 0.08 FT AI= 2088 FT2 Rv1= 0.95 Ap= 817 FT2 N,= 0.4 CDA = 1.56 :1 DSTO NE(M IN)= 0.69 FT Permeable Pavement Drainage Area 6 DSTONE(MIN)= ((P X Al X RvT) +(P X Ap)] / (N,X Ap) P = 0.08 FT AI= 4267 FT2 Rv1= 0.95 Ap= 1465 FT2 N,= 0.4 CDA = 1.91 :1 DSTO NE(M IN)= 0.75 FT Permeable Pavement Drainage Area 7 DSTONE(MIN)- ((P X Al X Rvl) +(P X Ap)] / (N,X Ap) P = 0.08 FT AI= 3392 FT2 Rv1= 0.95 Ap= 1057 FT2 N,= 0.4 CDA = 2.21 :1 DSTO NE(M IN)= 0.81 FT _ ttt.l tt.l.��l�,• .i 1 1��11�►�r r. sr ,nN •a� Phil n ■� �'WOMEN1t ♦ ♦A 1� 1� It. � 1 1 /l�!Sri W� 1 i jFell ��1�"1��11��1�''1�� 1� .�I�I,.. . • 1 1 . 1 . 1 ;l;11IN11.1�1�11 ll�'nl��l 6milliffil ,I�� 1.�1I� i.: 1� 1E 1r 1�. i l� 1.. 1�� 1�■11. 1� 1�rll= 1■. 1 �-nk x�== IF=�==�1_� �_.�r�-� ��p_ • • ,r , -III ♦ 1\ 1 111 WNW_1CHAINLINKFENCE ir��������������►��i MEE■ s"tl� I►19�■ 1� � jl��■�� 1���� IIIIi:% ���g�w�wW��� ����,����1�ys� .. • 1 1 1 g �'�A S-' /� �,�' .� � � '�, "I■. d� 1� ilv�6. � � t l� 1� 11 I ®� .. � FIRM u'1 . ��`�4.�'` . !> >- 1� 1�.1� 1�;: 1� i� 1� I��Itt: 1�'1� •Its.-II_-!=� I=I � � ►� ,� � �►���="�� . � I 1� III a-.. 1� 1.� it. It. I ■�• �� �� �) ' ♦ � h.O �� • • II�II.IL.11��11� ll..11�l .11�l��lll� lls ��_ �l t.l .. i Its Its: It��1ii Its: ltt: 1• I� 1■. 11 Ili lI Iitl � .�_ l>, _����� � ,■■1�■II.■1.. ►_.ul�■II. 1� , 1� I�Il�il� � � �� � 1� .I • •e � � -__ , � � 7G6:GrGi���r...,�rGr.-_- ����_� 1.CC_1r-•j' �C-.0 C �In G6GJ�-'i STORM- - ® e ,• \ 9.78 OE i �' . • • /� ^' I - •� �• / 1� t�� • ('MVINAR"T NOW ON 11 NOUN .'simam ' RATIO s • � \ ` PERMEABLE PAVEMENT DRAINAGE AREA 6 RPA N1 1,465 SF PERMEABLE PAVEMENT 1 I I ) 2,802 SF UPGRADIENT DRAINAGE v I/\ CONTRIBUTING DRAINAGE AREA (CDA) = 4,267 SF 30""WHITE OAK / CDA RATIO = 1.91:1 WPO BUFFER Fol SO INS 7111 I TCIL / P T \� ''.� \•/. . Imo:: •.J .,, . a \ %/:.''�.'!j �.'/.;1 t ' ' 'i \ / - - / ' R \\ INV= 6. � d' �• ! �j • may. w �+ '•J.' \ \ ' M436 �� / G \ \ • ' f 1.J • •J \ i %// BUFFER,_42 / / �C0 Y24"TE OA / y POOL DESIGN BY ':. .." r // / / i. ../ ✓! ._-: ! 4,`LrJ. r.'-.ii . .'y ''\ ` / / ` �/ - / _ / ' OTHERS ..7_..'o�.� _ ALBEMA LEA / t 6"DECI / X \ �' •'. ' i'i'�. '� . / OOUNTY�GIS J / / / \ \ \ 1 1 ) J^ _+ J !'� y u •. `.' ..: / _ /'"'. OPCXSE /PO �.F!AY O "�.! / - - ! ! / ,CRITICAL SLOPES �P// / /' I U a \ \ 1 1 YJ•�• ''' /� i'.DQLKZ�11- �!�, /(' __YNAiF`A1LI3Y,_. / \\ \ ci.'��.'. .. \ \\\� 435 434, \ \. - - - - - - - - - - I / i - _ - - - - _ __ 428. Y.A2 -_ l I \Et iiiI I / .:\.-��.` - _ _ _ _ _ _�.�.- / .'i: .�.i ./ 1 / l \ /�I / �I �I �I �I �I �I �I �I -42 / M ER� / _ \l)G. �'. "'.- - - . 425. j:- _.'/(23.'�...' l TFMR #DL37 S ND ... .1.. I �I \ �I (CIRCUIT G0324) / / 100'WPO -428 / BUFFER -,A V _I _ -,A / I / POND 1,057 SF PERMEABLE PAVEMENT \ > ' 2,335 SF UPGRADIENT DRAINAGE � •CONTRIBUTING DRAINAGE AREA (CDA) = 3,392 SF ( • CDA RATIO = 2.21:1 ..433 12"WHITE OAK \GJ \ \\ \ \ \ \ PERMEABLE PAVEMENT DRAINAGE AREA 5 I r - \ - - / - / / • \\ \ 1 iHITS OAK 817 SF PERMEABLE P VEMENT 1,271 SF UPGRAD ENT DARAINAGE t.0 / > / J r L cn' \ \ �?7 \ _ % J / / / / / / / _ / / / / • CONTRIBUTING DRAINAGE AREA (CDA) = 2,088 SF- \ \�\ 11 \ • . .. \ \ CDA RATIO = 1.56:1 RPA SCALE AS SHOWN c CQ G J w O n O a` m ^ w Q m a �z� J � s z z r= � Q n Q c U `o LJ m 3 LLJz < w c LLJ m w 90 U oV) Q � oz I --I wo Q a 2 c 2 w m w I^1 E o W m a0 LU < O �l c lY N w 0.1 N Z m O a w ~� o£ a o 0 3 a >` N .,e1O. = h X a L J g ;a A C d `o � M 06 a c 2 a U 'a JOB NO. w co 8 40241 C V SHEET NO. n o C6. 3 t E �_ / I- / / I - ') ~ akss a" Alm ME - - p \ v \ W IthJA4[�IS ssss ma I \ \ i C2 UKanmw\ X` Am an JIM \ �\ ��r\� \ — \ ♦ �G sssss J Z� \ \ ASS �� UFO.�G� _ _.�„ +`y \y \UEI `�(IEp _ —G r 1 / /// �j // \ ��O / 1\ I \ \ /— — — \ S35°00;3 E UEo__ _ — 453' N - - _ - G— — — �!iFo_ /G— , / ' _ UG AREA C \\\ \ '\ RSB ♦ _28.29' ` _ '1 �G 10 SHRUB/SMALL \'\ \`\—_✓ `\ U�(• - TREEAREA ` \ \ \ — UGTUGP— ` / \—/ /f' ■ TO LIGHT, - x\ / `��`�.,r r - �x t _ _ _ �_ - I ' GRAVEL PARKING ' ` R. \ \--\\ •�1 ___/ \\\ \� \ --`QS� \ 1/ — //- C10 ti / �I, ����� DRAINAGE DIVIDE SCALEI"=20' 46o \ A ' EL@DOOR=4 — - �� — _ — — — — — — -_\ 0 20' 40' \ \ \ \ / OOR- 1 1 STORY 0J / BLOCK/STUCCO 1e\0 ` SHRUB/SMALL \ \ _ 1 / ` \ ` \ / -�I` STORYSTUCeP , 'l ® BUILDING TREEAREA 1a \\ \ 1 / — \ �, ^I ` ` ` i \ &UILDING / 1 , / ' WOOD FENCE \� l\ / I 1 \ \ \ I \ \ 8"BLOG\((WALL S \ / IQO \ \ \ ��� \� \ r] TO)BUILDING 11\0 I \ \��Vdo \ \ f 1 I\ ` \ / �I a - ATION \ I - ♦ �, ® — urtl I / / / / Q� , /' / IFZFZI WIDE RW ` �/ - �P�C,,`1 pQ\ CjC — UGT�� \ I i —V�=� UGP_�I��� �UGTI / //zi \ I \ \ , �\ — — / / / / I l/GT-lam T VWIDER W4 j/� \��� \\ — 1 raas /' \ \\\ I \ `\ \t\ /� ; ' / // ' !l /I �// //','� // VINEYARD AREA /G THGPI\O� YF \ `I AG REGAT EI LK O'C\/ \ - \ �f'• l / l ST D! / / \ l ; r \ \ _ 442\ , ' \ ` \ 4/ \ _ P \ \ 1 L// I l \ T//.✓ / \ I •e M1 /q. / ® 2 Q \ \ C \ \Q JG / I -EBQX INSIDE OLD �' �GRA / \ ®® �� \ + I _ \ \ + \ \ %\ Q- _ / / / TV PED. CA -TV CUTS. �. / 11 + / / �� ' EP J I I 0.780.39 w r� - r �I'TC=8.9MIN --�� - -_-- ----- _IW - --- TENNIS COURTS \ \ + ----- if_'-- --- I\ 0\1 \ \ 1 / ' TI ♦ 4 0 �s �DP-2020-73 4ji, 502 ? r \ ®GJ ` \� 401 ' ♦ 0%WP=435.65 501 / l =4277 \CP V \ / \ a� 0.110.86 1 INI/ =42702 O a3 _ \\ , 0.360.60 / TN0.080.73 ♦ 0.310.87 CHAINLINKFENCE — — — ` / 108M 1 3 �1P 41 ° 1 / ' .. S t :. 504 . S /— _ 81, SAN -1 — — 8" SAN 0/— — — g,' SAN TC = 6 MIN ; 308 302 I .SAN - fii T / 'N1IN 1 _ $ 1 TC = 6MIN 6„_8„ _ 0.140.37 /. (j TC 8 7 MIN ' a STORM GRATE I �: 1 ' M ' ' _ / / ASPHALT _ I 1os 6 odD / TOp�4Z9.78 \ \ (� 1 102 104 / ' 1 3b7- ' , a3�' /� - lNV QUT �42\768 �\\�� 1 TC = 6MIN - / ^p1 /: s ♦ �� 02 - - - - / ' 1�'wH QAK _ , / j ,' _ I, 01 GP��. 106 455;'' ' ,,, �V \`\ \ + , 0.060.53 0.050.57 a32' r r\ \ \ \ \ \ 104 106 TC = 6 MIN TC = 6 MIN / ! I I i 6 \ \ \I / - II 2% HiTEaAK / 14^WH/TE OAK O / /r r ' b y� - ---- /'/' 0.070.90 \ TC Q /\___ - \ / I _ -' / ,r' Cbl�19NLINf�FE / / �\ \\\ \ \ \ \I 0.02 0.90 1 \ 1 / / 12 WH/TEOAK, - _' - - _ \ \ \\ \ \ \ \ : \ \ 0.14 0.74 \ \ 304 ! N / n RD11 / \ \ \ - - - / _ / TE OAK r 1 \\ \ \ \ \ TC = 6 MIN TC = 6 MIN , I ♦ / \ - - - - - - All \ \\ \ \Y\:�o t•.��������������_����������� �J ii// /— ` TC=6MIN\`\\\ /l ' / I/ /' �RPA� RPA Fk \ 0.06 0.90 1 0.04 0.90 , , a ♦ �, , I I / - Rp ' RD4 ❑ 1 RD5 It v i I/\ ! / // �'�/ ' J rBo"WH/TEOAK \ \ \ \ U \ \ \ 1 \ ` \ \� / , I / / /_ .� / / / WPO BUFFER - - / ' 8" WH/TE OAK / I / ` / / 16"WHITE OAK- \� 9 ` `\ ` TC = 6MIN 1 TC = 6MIN J 44 V. `I//' /�' \ _ - - a„DECIDUOUS 0c�\\\ RIP TO I�M \�j� �`a/: U.120.50 \ \ \ /� �.'�l�i'~/ //i / ' r W/ F .- D ENb .. • _ . 306 , % . i . , !.' 24" WHITE OWK_ 1 306 \\ �� INV- 6.� TENNIS COURTS \ \\\ ` _ \ \ TC = 6 MIN 16'WHITE OAK r �'-;..;i�. ' _-_�/ roe J\ ` 00 / �/� - {� / /%l..jC /'' '50'WPO / S /` / >. / ' /% BUFFER /' 100 COVERED BRICKAREA \ / \ \ I \ I I \\\ \ '. ; I Iloilo ♦ �' . y'_�/ i �. i ! ,�1/ 3�T8 / r - ' ' r - / 10U \ \ \ A ' /Y" - _�.�'!._,./ i.y,! �.i.iQ. _ ,^ / ,"- -/2d"Gl/HITE OAK OAK 7 UOP� // ; \ I I I '.q O 0O ,,'..�./. .'i.�//.ii/', /.,. -/ � n\ I J /. /..� ./ / f: / \ I �. / / '� i' . r�. ✓ /. r. i ALBEMARLE' / _ / L 6"DEC/DUOUS / /♦ \ \ \\ 1 I �'" W .J .y X /�..ice/.��.�.'j� j✓.j.r'� '// / .COUNTY GI.S \ \ 1 / /,/� �.i _ _.'/ QRITICAL SLOPES & v'I,LTg ®F �4s, U CRAIG W. I. KOTARSKI Y Lie. No. 0402048507 L�n, 09/ 10/ 21 &' M E O � O N Vi N C > E w ° E LL o 3 ow- K W L M J V m w J —� � N U W v x �i i N< 0 Q v ti = > N = U > F o N Oi � M 00 C V � H vi D O (D D O cc x 0 W w U Q z O 0 0 Low F DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE AS SHOWN J O a Oa� o Q a Q w c J > cl� 1.4 } Q z Z w r 0 V n Q`'Q w d LLJZ 3 <�a � Q a Y Lu a/ D o Uco Q �z I —I a° o2 W c-6 J E' � c m �-I D0 ui Z 3 z„ 0 � a F d o 3 n m �N X C 0.2 dh A C d `o 0g 06 MU MUM a JOB NO. w co 40241 m C V SHEET NO. n 0 C6. 4 wo E I—_ MATERIALS LEGEND WALLS, STEPS, STRUCTURES Q N N 0 EL 3 0 a 0 J EL U- i 0 0 d T :0 U- 0 U 0 w _o 0 0 Q PAVING TYPE PAVING FINISH/PATTERN DETAIL NOTES O ASPHALT - VEHICULAR -- -- SEE CIVIL DWGS FOR NOTES & DETAILS O CONCRETE CURB - VEHICULAR SEE CIVIL DWGS FOR NOTES & DETAILS. COLOR: UVA CANVAS O PORCELAIN TILE PAVING 1 /1-5.00 -- ® CONCRETE - PEDESTRIAN STAMPED - 2/1-5.00 INTEGRAL COLOR 'UVA CANVAS' PATTERN TBD O CONCRETE - VEHICULAR MEDIUM BROOM SEE CIVIL DWGS FOR NOTES & FINISH DETAILS: COLOR: UVA CANVAS © PERMEABLE PAVERS - VEHICULAR SEE CIVIL DWGS FOR NOTES & DETAILS SYMBOL WALL TYPE FINISH/PATTERN DETAIL NOTES O FOX SCULPTURE -- -- -- © PRECAST CONCRETE STEPS MEDIUM BROOM 4/L5.00 MATCH MANUFACTURER AND FINISH COLOR USED AT HALL © STAIR HANDRAIL POWDERCOATED 7/L5.00 STEEL O POOL FENCE POWDERCOATED 5/1-5.00 OMEGA ARCHITECTURAL 48" TALL STEEL O PICKLEBALL COURT FENCE POWDERCOATED 6/1-5.00 OMEGA ARCHITECTURAL 96" TALL STEEL OSTUCCO RETAINING WALL WITH PAINTED 3/L5.00 REFER TO LIGHTING PLANS PRECAST CAP NOTE: SEE STORMWATER MANAGEMENT SUBMITTAL BY CIVIL ENGINEER FOR PERVIOUS PAVING CALCULATIONS. • MAN L7 �o � o�♦♦♦♦O♦♦i♦i♦ � f� �� GIs � • . Illri� �� li /� �� ♦A� . ♦ �•, III I � O!I,I♦ MINN ®� OIIoI ♦ � O �r�� o � �1% � �.ii�i�i . , , AAA �IIII�'• ♦�� .� � �� �� � � � ���p� ��� . ' ♦ ; IIIII III ♦ � � � � 0 � `I v�� VA����. �\ / .I;rI�I �P Imo•: '�•� �' � � � � •��►i�9 ' . ;�ii�i�i`�. ���,��� -� •- '� ,,,illy �. � � , � b .,.......... . ,. . , ��, ,�� ♦ . NN � ♦ ,...''.::...; ��. �%- ,�� ; , -�..v. v.,., oil. , ; ; 0 �� 1' �, ,\ r.� ®�►. ' •i��.�i���.��e�:�: -•dam 1:7 �.� ♦�� �,. � IIIII. v�' R,`,, ��� ,yam, ♦ ����♦.��V.�+•: ���-I 'A WIN OWN %mA. 0 0 ♦♦� � ��� IIIII`:;`Q����� � ��'; �.�����;,•. -�. r III _ ( ON I I 0 10' 20' 40' N NELSON B Y R D WOLTZ LA N D S C A P E ARCHITECTS 310 East Market Street Charlottesville VA 22902 T 434.984.1358 F 434.984.4158 www.nbwla.com NO. Date Issues/Revisions 1 9-10-21 PERMITING STAMP PROJECT NAME KESWICK FAMILY POOL KESWICK, V I R G I N I A PROJECT NO.: 1806 DRAWN BY: BO, CP, EG CHECKED BY: EG DRAWING TIRE MATERIALS PLAN DATE: SEPT 10, 2021 SCALE: 1" = 20'-0" DRAWING NUMBER L 1 0 10