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HomeMy WebLinkAboutWPO202100054 Plan - VSMP 2021-11-10NOTES 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 1.68 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-2021-00054 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 27 616 066 686 )]1 n Keswick Hall d FOX HILL ROYAL ACRES 74 Keswick 7n7 730 z6o 74Q 616 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 C1.3 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 C6.6 STORMWATER MANAGEMENT FACILITIES EASEMENT PLAN C7.0 STORM AND UTILITY PROFILES 1-1.10 MATERIALS PLAN TOTAL: 26 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 LO,, 10115121 &ev�j r•� z O i f Z O U <n w 0 Z O in > w w 0 DATE 9/10/2021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE N.A J O O 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 ® (5�-g------ (S) EXISTING SANITARY SEWER STORM PIPE & STRUCTURE NO. �® I �J DROP I NLET & STRU CTU RE NO. S�SAN�QS PROPOSED SANITARY SEWER CURB O PROPOSED SANITARY SEWER LABEL 0 CURB & GUTTER WATER DRY CURB & GUTTER EXISTING WATER LINE PROPOSED PAVEMENT g^ yy PROPOSED WATER LINE PAVED DITCH e 60 yy PROPOSED VALVE - JUTE MESH DITCH T. an Nr PROPOSED TAPPING SLEEVE ---�-- CENTERLINE OF DITCH --(r PROPOSED FIRE HYDRANT (COMPLETE) BENCH MARK GRADING CLEARING LIMITS --4F- R-1 VDOT STANDARD STOP SIGN TC = TOP OF CURB BC = BACK OF CURB - - 200 - -- EXISTING CONTOUR EP = EDGE OF PAVEMENT TW = TOP OF WALL 200 PROPOSED CONTOUR BW = BOTTOM OF WALL TS = TOP OF STAIRS +240.5 EXISTING SPOT ELEVATION BS = BOTTOM OF STAIRS TC 240.5 PROPOSED SPOT ELEVATION N/A = NOT APPLICABLE TO THIS PROJECT CRITICAL SLOPES 1� PARKING COUNT JUNE 27, 2019 ACSA GENERAL WATER & SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. 16. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY THE BUILDING DEPARTMENT. GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 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/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) GENERALNOTES 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 A117.1-03. 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). P LTH OA G V CRA1G W. J. KOTARSKI 5 Lic. No. 0402048507 Alp 10/15/21 �^ E 0 N O N � C > E w a E F W 3 LL c 3 LL Q J U w.�.-^ rn (J W o � 3 =k -Mt 0 Lon x LL Q a (n= yN = V > � a o+ ate+ N a� ko� Uri cc Z) O x 0 0 w w_ U a z 0 Ln 0 O z 0 a_ ti °C W LU 0 U 0 0 U) 2 LU LU W a F 0 4 r 01 DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE N.A J o J_ Q > Q ~ z LU = O U 0 n c o LI_ w J O6 °1 o Q V) F_LU 11J g U 10 � za c E V a a \LU 0 i U) JOB NO. 40241 SHEET NO. C1.0 I% m ��,ALTH OF 2.0" ASPHALTIC CONCRETE SURFACE COURSE - SM-9.5A CONCRETE BUMPER BLOCK ANCHOR WITH 5/8" REBAR IMBEDDED 24" IN GROUND HANDICAP SIGN T HANDICAP SIGN LOCATION (VAN) LOCATION (TYP.) UCRAIGW.7.KOTARSKI04� Lie. No. 02048507 d ` 'rp 10/ 15/ 21 tt S O� �OIVAL VA. SIGN FOR THE DISABLED ON 0.80 GAUGE ALUMINUM. COLORS: GREEN BORDER & LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, WHITE BACKGROUND. 3.0" INTERMEDIATE BASE COURSE - BM25.0 0 0 0 0 8" TYPE 21-B AGGREGATE SUBBASE COURSE \�\/\�\/\�\/i�%\\%��\/\�\/\\ 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% a \/\/\\/ \/\ \/\//�\/\ 4" 3,000 PSI AIR -ENTRAINED CONCRETE COMPACTED SUBGRADE 4" TYPE 21 B STONE COVER a.... 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 u8' 18' PER 2 �° MAXMAX. 4" VDOT 4" SPEC. PAINTED STRIPE (TYPICAL) 8' 1 68' 1 8' 1 $' 1 1 TYPICAL VAN N ACCESSIBLE ACCESSIBLE HANDICAP SPACES REGULAR SPACE REgRVED RED® PARKING PARKING m m PENALTY PENALTY EI00 N500 HE $m - �00 FIE TOWAWAYZOIE TUNAWAYDE T VAN 6' ABOVE ACCEB&BLE U ABOVE FINISHED FINISHED GRADE GRADE SPACES SHALL BE IDENTIFIED BY ABOVE GRADE SIGNS AS RESERVED FOR PHYSICALLY DISABLED PERSONS. PROVIDE ONE (1) R-7-8 SIGN AT EACH PARKING SPACE INDICATED ON SITE PLAN. SIGN SHALL BE ALUMINUM (PAINTED WHITE) WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL. SIGN SHALL BE PLACED ON STEEL POST 1-1/2" O PAINTED BLACK SET IN MIN. 2' OF CONCRETE. SIGN STD. U POST GALVANIZED g POST DRIVENO BE I / o 0 rn U a o w v 3 a a 0 a � v o N w o X Cd oI iLn a y `_' aWE ° o N a v zo wQ z o Lu uj O U z OU a cn 2 S ul j TYPICAL PARKING SPACE DETAILS No Scale R=Y411 ' CONTROL JOINT SPACED ;.: AT WIDTH OF WALK (MAXIMUM) ' t%% :a;:::..•: ::° ::': '._ EXPANSION JOINT AT MAX OF 30', WITH PREMOLDED EXPANSION FILLER CONC. WALK o o x F > u o U) o} w o '--1 Ln 0 v. <': a d . '....:a • - 4 , <f ADA PARKING SIGNS SIGN AND POST DETAIL No Scale No Scale EXISTING PAVEMENT PROPOSED PAVEMENT d SAWCUT THROUGH a MATCH EX. CROSS NOTE: PROPOSED U EX. SURFACE w SLOPE UNLESS OTHERWISE PAVEMENT MUST TIE COURSE X SPECIFIED ON PLANS IN WITH EXISTING w &REMOVE Lu PAVEMENT PAVEMENT PROPOSED 2' MIN. SURFACE 2" + _ COURSE EXISTING PAVEMENT \ \ i ./\�����/�����/�/�/�/iA���������� ����������� COMPACTED SUBGRADE 4" 21-B STONE DATE 9/10/2021 CONCRETE SIDEWALK JOINT DETAIL DRAWN BY J.DENKO No Scale • • • 7-1/2" 6' LENGTH 0.5' FROM EP 5 DESIGNED BY J. DENKO CHECKED BY CONCRETE SIDEWALK PAVEMENT SECTION C. KOTARSKI No Scale MILL EX. SURFACE COURSE BASE COURSE SAWCUT EX. EDGE OF PAVEMENT AGGR. COURSE • SCALE N.A 2.0" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A�\// 8" TYPE 21 B AGGREGATE BASE COURSE ANCHOR WITH 5/$" REBAR IMBEDDED 24" IN GROUND; PAVEMENT REPLACEMENT JOINT DETAIL No Scale 0 0 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 �� �� \\ \\ �j\� 18"* j\\/\\\ ��\\/\\ \\\ \\\ `��j ��j 4" R=2" .0 s" ' : a .. a a .` ' `°SURFACE:: VDOT A-3 CONCRETE BASE CONTINUE 21 B STONE e.. <_. a. :COURSE a BASE FROM ADJACENT PAVEMENT SECTION a UNDER CURB UB BASE .. .. .. .. .. .. .. .. ... LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale 7 1/2" 2' FROM FACE OF CURB 6' LENGTH 5 ANCHOR WITH 5/g" 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 2411 STOP �' ' R;D. �(VARIES)� 0 J O O Q J z O QL-J � 2: ' ` co v i--i J i--I Lu oZS Lu O z *THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3" REDUCED DEPTH) OR INCREASED AS MUCH AS 3" (21" DEPTH) IN BOTTOM OF THEORDERTHATTH CURB WILL COINCIDE WITH THE TOP OF A PA EMENTF 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,� Vl W SOLID WHITE LINE 6' RIVER STONE (12" DEPTH) 4" PVC PERFORATED UNDERDRAIN GEOTEXTILE FABRIC 2' 2' (TYP.) (TYP.) Qmm�) 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 N0. C1.1 0 ._REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL 36"MIN LARGER THAN 5" IN ANY DIMENSION 24 MI NTIAL CKFILL* 8"MIN (6" LIFTSBA ) EMBEDMENT + THOROUGHLY COMPACTED SPRING LINE BY HAND OR APPROVED MECHANICAL TAMPER OF PIPE AUNCHING NO. 68 STONEILIREQUIRED EDDING 6" max min OUNDATION SHALL BE WH SOIL ONDITIONS ARE UNSTABLE NOTE : 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO, 68 STONE SHALL BE PROVIDED' 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE' TYPICAL SEWER PIPE INSTALLATION IN TRENCH TUTS FIG. S-3 DI-3A, 30, 3C 3 0 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT DF WAY, VARIES 5' WATER SEWER 5' LOCATION [IF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM WATER & SEWER 30' MINIMUM SEE PART 3, PARAGRAPH D) SEPARATION OF WATER & SEWER SYSTEMS, UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 900 TO THE RIGHT OF WAY, UTILITY LOCATIONS & EASEMENT WIDTHS EXPANSION KEYED CONST, BOBS D- JOINT BAR ro W 2„ 1 3 a . AIRS �a 01r.- un::_ter ���������� ������.*�jt• �� 0 PLAN M IN O'MAX. A". 20' B 8 3 0 i m SECTION A -A r KEYED CONST. JOINT 2'-1 WMPED CUTTER /BAPS A lAPPROACH rCUTTER -------------------- ---- B S G I ( I rBM1 }'�� mM3" DIAMETER WEEP HOLE FRONT ELEVATION BARS F e" 1•-a•• - (GUTTER REMOVED) 3'-0" 11/i' 5xl/4" BENT PLATE SECTION B-B B.. B., R TYPE A NOSE DETAIL SHALL BE USED WITH CG 3 & CO-7 STANDARDS L21 "X21 tt•D /�" a GALVANIZED TYPE B NOSE DETAIL SHALL BE USED CG-2 & CG-6 STAN TYPE A I2 TYPE B /% 4" STUD SHEAR CONNECTOR WELDED CONVECTED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68. 30' i0 ANGLE IRON AT 2-C-C. WELDED TO BENT PLAT CONNECTORS AND IS T BE ANCHORED WITH %' X 4" STUD SHEAR NOSE DETAILS E AT 2'C-C. 2" APPR. PAVEMENT DI-3A -LDI-38 L DI-3C L WARPED PAVEMENT - - = = - - - - FLOW - - f FLow I FLOW 1'.p'• 1 1 1 DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL `V/pQT SPECIFICATION ROAD AND BRIDGE STANDARDS STANDARD CURB DROP INLET REFERENCE SHEET 1 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 6" DI CLEANOUT PLUGATEND OFLINE CLEANOUT DETAIL No Scale NTS FIG, W-1 SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% (1/4" PER FOOT ) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. / �31il FINISHED GROUND IN LINE WYE-TEE PLAN VARIES AA 2' MIN I I SALT J TREATED 2 x 4 MARKER PLUG END OF - SERVICE LATERAL SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 HALF PLAN VIEW MH-1 4'-B", C2 x WALL THICKNESS) 1 2''-0" / r I / SEE STM'DARAD SL-1 FOR APPLICABILITY OF SAFETY SLABS. STANDARD MI FRAME b COVER NOTE TOE TOP OF MASONRY IS TO BE LEFT SUFFICIENTLY LOW TO PERMIT PROPER I ADJUSTMENT OF COVER AND FRAME TO - { - GRADE BY THE USE OF MORTAR OR - - = BRAG AS DIRECTED BY THE ENGINEER. i < q,. r-O" - wR" •} •- FLAT SLAB TOP AS DETAILED 4'Y0" o O� XN STANOMD T-MH-2 MAY BY O r SUBSTITUTED FOR TAPERED 1 SECTION WHEN APPROVED BY THE ENGINEER. -.'- HALF SECTION A -A srasr-t (WITH FRAME AND COVER REMOVED) A 1/2 BRICK CONCRETE Y-0" 45 NOTES O O 1. QUANTITIES SHOWN ARE FOR MANHOLE �> WITHOUTLACED PPES%MST SE DEDUCTED TO ------- /�Y�YYIF IMM WWI' IY�M�M�YY1N TABLE OF QUANTITIES DEPTH BRICK MANHOLE CONCRETE MANHOLE BRICK CONCRETE CONCRETE FEET THOUSANDS W. YAPOS C_U YARDS 4 0.5 0.785 1.437 5 0.] 0.7B5 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 D 1.6 0.785 3.009 n 1.9 0.970 3.455 12 2.2 0.970 1 3.817 t3 2.5 0.970 4.179 14 U 0.970 4.541 15 11 0.970 4.903 16 3.4 0.970 5.285 17 1 4.0 1.173 6.032 INCREMENT I D.45 0.582 OBTAIN TRUE QUANTITIES. 2. A BASE THICKNESS OF 9" WAS USED IN COMPUTING CONCRETE QUANTITIES. 3.INCREMENTS TO BE ADDED FOR EACH ADDITIONAL FOOT OF DEPTH. 4. MATERIALS MAY BE BRICK, CONCRETE M APPROVED CONCRETE MANHOLE BLOCK. 5. HE BLOCKS ARE USED THE MINIMUM THICKNESS OF SAME IS TO BE 5". OTHER THICKNESSES ARE TO CONFORM TO WALL THICKNESS SHOWN FOR CONCRETE. 6. ALL CONCRETE TO BE CLASS A3. 7. WHEN SPECIFIED ON PLANS THE INVERT IS TO BE SHAPED IN ACCORDANCE WITH STANDARD IS-1. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO THE SHAPING S TO BE INCLUDED IN THE BD PRICE FOR RIFE STRUCTURE. SPECIFICATION REFERENCE MANHOLE FOR 12" - 48" PIPE CULVERTS ROAD AND BRIDGE 302 VIRGINIA DEPARTMENT OF TRANSPORTATION REVISION DATE SFEET OF 5 106.01 W. NYLOPLAST DRAIN BASIN WITH STANDARD GRATE (1, 2) INTEGRATED DUCTILE IRON FRAME &GRATE To MATCH BASIN O D. 18'MINWIDTHGUIDEUNE 8-MIN THICKNESSGUIDELINE MINIMUMPIPESURI& DEPTH PER PIPE (3) VARIABLE INVERTHEIGHTS MANUFACTURER AVAIABLE (ACCORDING TO RECOMMENDATION PLANSRAHEOfFI (MIN. MANUFACTURING IN RIMIER (6,T)TRAFFIC LOADS: CONCRETE STAB DIMENSIONS PRE FOR RED. SAME AS MIN. DUMP) 7NNGLES GUIDELINE PURPOSESONLY ACTUALCCPICRETESLABMUSTBE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, AaDRMxGro TRAFFIC LOADING, B OTTER APPLICABLE DESIGN FACTORS . AN PS SEE DRAWING NO.7001-116111 FOR NON TRAFFIC INSTALLATION. (3) VARIABLE SUMP DEPTH 1 ACCORDING TOftPNS p� 1?5ti (6'MIN. qJ B'-24', W'MIN.ON V (4j VARIOUS TYPES OF INLET80JRET ADAPTERS 7 4'MINM8'-M BASED ON MANUFACTURING RED.) AVAILABLE 4'-30'EORCORRUG4TEDHDPE}Il+yv� GAIN ON 3V (ADS N-1VHANCOR DUAL WAIL, ADSHMOOi SINGLE DUAL), M12 HP, PVC SEWER(IX:50R 35), PVCDWV(EX. SCHO),PVC0900IC906 CORRUGATED 8 RIBBED WC l N) "�/G LL $HALLEETING ECRUSHED OR OTTER WED GRANULARTHE HOPE MAT4TERIAL (CORRUGATED HD�PEI BIX\)OWNj GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, QUIREMENTS INEMS a- IT C�llBEDDING MRSURFASDEFINNA IN INLETS SHAL BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL INSIA PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH PSTM 02321. ^---� I -P- b' STANDARD GATES SRP SE OUCPIE Ifigl FERMIN NOD GBMEN 2-12'-SV FRPMESSXALLBEDUCTILEIRON FERAflMAi'W CAPDE)IIID0.i X& iVSTMDMD GRATESFRORE 01RTODMINBANDSWIiHORE USEOFAN/CBDDYTOE SEE DRAWWGN0.7XY11D45. 3. DIUIN BASIN iOBECUSTCM MANUFACTIWR®ACCORDINGiORAH DERAILS. RISERS ARE NEEDED FOR WAS O E BE DUE TOWERING RESTRICTIONS. SEEDRAWINGN0.1001-110f8S T1...8CLOSESSUBACTIMnER INWMICM DMWXBY FBC WTERML S130WRONAAW /��(1 4- DRiNAGE CONNECTOR STUBMXNT RIGHTNESS SNNI CONFORM TO HYLOCIASi XIS PROPRIETPIrvWGXT3 THE NECEM BIhpID, GO]0518 PSiM03213FO1 CCRRUWTEDHDPE(POSNI2BRMMRWAIWAUQ. ORPQSSESSKKIOFTIISPRIMD06HOi LCNFER DOLE 1.Lb8 FM1,17MO -2445 N42HP,&RCSENERR'-MT. TVHSFER, ORLICENSETIEUSEC£TXEDESIGNCR Nyl'otast FAXIMS12QN0 5- ADAPTERSCMBEMWNTEDONANYMGIEPTOEW. TODETEYMWE T:OOIC.NFORMATCHSIbWNXEREN REVISEDBY N"1 MORCTNOURME J 11,, Www+MlwMelusmm MNIIMUMPNGLE BETWEEHADAPTEp85EE0MW1NGN0 7X1110012. pFPRCDUCTCN C£T115 PRINTORMiYINFOMNTICM TOLD 6-Y,WS1MDMDGRATESSXAUMEETN20LQ.DW1UG. CONDMEDXERMHORMANUFAMREOPMY DATE 0,1140 MWNBA&NNTHBTANDMO tlU1E 7. G8 RP.DNRDGNATESANERATE...GNTWT,.PR T. ARTWTE XEREFRGI FOR THE DEIUOSURE TO OTHERS QUICK SPEC H6TALIATICN MAL CHLY,WCMMUEMIX NEENDF LICMDUWWING. 16 FORBIWEN,EXCEPIBYSPECIFlC WRIIIEN PERMISSION FROM NOU)SAST. ,m DWGSBE A SCALE 1:4 SHEET 1C£1 ONUBM 700I-1101" REV M PLACE 5 GALVANIZED " WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS b AS DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE -� 147:\1�� 2500 P.S.I. CONCRETE THRUST BLOCK Q ADJUSTABLE TRAFFIC RATED VALVE BOX W/ LID M.J. GATE VALVE LINE 2'x 2' BEARING AREA. NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W-5 IS-1 SHAPE TO ELEVATION MID-PoINT OF j/ LARGEST PIPE. SHAPE TO CONTOUR. I I I 1 I I 9 SLOPE TO DRAIN TO INVERT OF OUTLET PPE SECTION A -A TRANSITION BETWEEN PPE DIAMETERS WHEN METHOD OF TREATMENT IN DROP INLETS DIFFERENT SIZES Of Ikk PIPES ARE ENCOUNTERED. B SHAPING OF MANHOLE AND INLET INVERTS W ACCORDANCE WITH \�� TINS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED SLOPE TO DRAIN ON PLANS OR WHERE INVERT OF PPE IS ABOVE AVERT OF TO INVERT STRUCTURE. O UTLET PIPEOF MANHOLE OR DROP INLET IS TO BE FORMED AMID CONSTRUCTED IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. THE INVERT SIPPING AS DETAILED HEREON IS TO CONSIST 21 A e CLASSPORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS BE OR / CLASS 4"EXCEPT THAT 25X OF COARSE AGGREGATE MAY IC v . UP TO Y' W CONCRETE OR AND CONSIST OF STOW,LOCK. THEN SURFACE BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE SHILL BE LEFT SMOOTH BY MEANS HAND TROWELLING. NONE I -!..; OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. ' DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE - �• a .. PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED - INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES, SECTION B-B PLAN METHOD OF TREATMENT IN MANHOLES XVDOT SPECIFICATION ROAD AMD BRIDGE STANDARDS STANDARD METHOD OF SHAPING REFERENCE SHEET 1 OF 1 REVISION DATE MANHOLE & INLET INVERTS 302 106.08 VIRGINIA DEPARTMENT OF TRANSPORTATION NYLOPLAST DRAIN BASIN WITH DOME GRATE (1,2) INTEGRATED DUCTILE IRON GRATETO MATCH BASIN 0.0. MINIMUM PIREDURIAL DEPTH PER PIPE (1) ADAPTER ANGLES VARWBIE MANUFACTURER V -360" ACCORDINGTO PLANS (3) VARIABLE INVEDITHEIGHTS RECOMMENDATION AVALABLE(AOCORDMGTO (MIN.MANUPACTURING PIANWAKE OFF) REO.SAMEASMIN.SUMP) (3) VARIABLE DUMP DEPTH ACCO. IINGTOPLANS IT MIN.ON B'-24',10'MIN.ON D' (4) VARIOUSTYPESOFINLET&OUTETADAFTERS 4'MINW18'-24' BASED ON MANUFACTURING RED) AVAILABLE: 4'-IT FOR CORRUGATED HOPE VMINON XT (P➢S N-1U, N-12 HPDUAL DUAL AEX: SDR IXR SINGLE DUAL), WHIP PJC SEWER(IX:SDR35), PVC DWV (IX: CORRUGATED &RIBBED PVC WATERTIGHTJOINT THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER (CORRUGATED HDPE SHOWN) GRANUTAR MATERIAL MEETING THE REQUREAFJOS OF CUSS I, G-37 BEDDING IL K KFIL11 FM SURFACE DEFINED IN ABTA SHIN BEDDING8BACKFILLFURSURFACE DRAINAGE NCESSHALLBE PLACED 8 COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM 02321, I-G'& OOMEGMTEBSH&LBEDWTLE IRCNPERMVT 6 GNAUBY RX 2 - 0'&10'DOMEGMTES FRCMOTHEDMN BASINS WTM TXEGBE C£APVCBODYTCV.SEEDRPWNGNO7W141G015. B'DMIN BASH iOBECUSTOM AMNUFACTUREOACCOroWGi0 F1AN THISPRINTOISCU)SES&INECT WC7ERINNHCH CMWNBY BW MATNML 5156VERONAAYF DETAILS. N&ERSARE NEEDED FORBl51N5OYERM'OUEiOSXPPYG NYLWUST HAS PROPRETARY RIGHTS. THEFECFIDE BUFORB,WS0518 RESTNCTONS. SEE MWNGN0. 7001-USEED. OR POSSESSION CF THIS FRMT DOES NOTCORFER. M}B 0Y2yt6 PHNRN1=. 1-ORANPGEQ`NNECIIOR STUB NNNiTIGHTNESS SHFILCONFORMTO TR4NSFERORLILEN6EiHE USEOFTNE OESCNOR �T FINIALS „.0wm MMD02FORC MW MDHDPE(MSN-12/HW DU&W&L), TELHNICAl INFORMATION 5H0VrN HERNN gEWgEDMY MEN PNMECiI".MMIE N.! aSt WI2HP.&PVCSEMERN'-NI. REPRODUCTNWOFTHISPRINTLRMYINFONKRON TRUE 5-ADAPTERS CM BE MOUNTED ON MY ARGUE P TO M' TO DETERMINE CONTAINED HEREIN, OR MWUFACNRE OF MY DATE .111. "WNBASHWRNCOMEOUIF MINIMUM ANGLE BETWEEN P➢APIENS9EEOMWINGHO.TW1-110012 ARTICLE HEREFROK FOR THE DISCLOSURE TOO THERE QUKKSFECRWTAUUMNDE7A 6 - e'-SP WME GMTE9INVE NOLIXU PARING. IS FORBIDDEN, EXCEPT BY SPECIFIC MI PERMISSKNFRLMNYU)P ASS. mssr NNGKE A WAGE 1M "HEST t0F1 DWGNO. 7041410.197 REV 0 7�AI'TH 0 G� r4'4a''C 1 U CRAIG W. 7. KOTARSKI Lie. No. 0402048507 con. 10115121 M E 0 0 U N 4n N C > E w a E LL o 3 ] 0 - W W 0 ti a � u GO d i p N Ln 7 W N 7 3 O U1 a Cd LL oa `?',F L n 2 v N a . 0 M 0 TT N CO � M a� W J vi 0 0 (7 0 0 Of 0 W w _ z 0 U) > NY 0 0 r z 0 3- LLJ 0 O z v 0 U) 2 . L 0 Lu DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE N.A J O O' Ii JN� ? Q z LU u LL-1 0 Q L / L m W l- U Q O I -I z `W i JOB NO. 40241 SHEET N0. C1.2 'C' a. z0 0 CL L1 Z �0 ..2 02 F E o E 9 C C y l6 D_ 0 GO G Z N O W 6 F D O t C 3 O 6 .t. G.IA D C 7 M W, W 3 y U C N 2 0,6 2 D N W C N U E CU 0 N O 9 C N O RD M_ o 2 N N ID DID 2 R N N � N O Ti o 0 = E KESWICK HALL FAMILY POOL ALBEMARLE COUNTY, VA LANE CMP STORMWATER MANAGEMENT SYSTEM NOTES: 1. THE LANE CMP STORM WATER MANAGEMENT SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH INDUSTRY STANDARD INSTALLATION PRACTICES ADAPTED TO THE SPECIAL INSTALLATION PROCEDURES CONTAINED HEREIN. 2. CONSTRUCTION EQUIPMENT SHALL NOT TRAVERSE OR OTHERWISE BE LOCATED ATOP THE PIPE SYSTEM OR ITS COMPONENTS UNTIL SUFFICIENT COVER IS PROPERLY PLACED AND COMPACTED. CONSTRUCTION LOADING RESTRICTIONS ARE CONTAINED HEREIN. THE INSTALLER SHALL CONTACT THE MANUFACTURER TO ADDRESS ANY UNCERTAINTIES IN THIS REGARD. 3. THE FOUNDATION AND/OR BEDDING STONE MUST BE PROPERLY LEVELED TO THE ELEVATION SHOWN ON THE PROJECT PLANS PRIOR TO THE PLACEMENT OF ANY PIPE OR FITTINGS. 4. SPACINGS SHOWN BETWEEN PIPE RUNS ARE STANDARD AND WILL ENSURE SUFFICIENT SPACE FOR MATERIAL PLACEMENT AND COMPACTION. CONSIDERATIONS FOR SPACING REDUCTIONS W ILL NOT BE MADE UNLESS THE INSTALLER FORMALLY ACKNOWLEDGES THAT THE DESIRED REDUCTION WILL NOT COMPROMISE THE ABILITY TO PROPERLY PLACE AND COMPACT BACKFILL IN AFFECTED AREAS. 5. BACKFILL AND BEDDING MATERIALS SHALL BE AS SPECIFIED IN THE PROJECT PLANS AND CONSISTENT WITH THE NOTES CONTAINED HEREIN. 6. THE PLACEMENT OF A GEOM E ABRAN E OVER THE ENTIRE SYSTEM IS CONSIDERED A BEST MANAGEMENT PRACTICE WHEN THE SYSTEM 15 LOCATED BENEATH PAVEMENT IN THE MORE NORTHERN REGIONS WHERE SEVERE WINTERS INCLUDE HEAVIER USES OF DEICING SALTS. 7. DETENTION SYSTEMS ARE SUBJECT TO GREATER LEAKAGE THAN TYPICAL SINGLE RUN STORM SEWER APPLICATIONS AND THEREFORE ARE NOT APPROPRIATE FOR APPLICATIONS REQUIRING LONG-TERM CONTAINMENT OR HYDROSTATIC PRESSURE. LEAKAGE PERFORMANCE REQUIREMENTS ARE MORE APPROPRIATELY ADDRESSED USING PERFORATED PIPE BACKFILLED WITH AN OPEN -GRADED STONE ENVELOPE IN AN IMPERVIOUS LINER. 8. CONTACT YOUR LOCAL LANE SALES REPRESENTATIVE FOR ANY MODIFICATIONS NEEDED TO THE SYSTEM DESIGN. ACCESS RISER NOTES 1. THE ACCESS RISER DETAIL SHALL BE CONSIDERED CONCEPTUAL WITH THE INTENTION OF ILLUSTRATING HOW LOADS PLACED ON THE COVER OR SURROUNDING PAVEMENT WILL BE TRANSFERRED TO THE SUBGRADE AND NOT BE BROUGHT TO BEAR DIRECTLY ON THE RISER PIPE. 2. ALL RISERS SHALL BE FIELD CUT TO THE ELEVATION NEEDED TO ACCOMMODATE CONSTRUCTION OF THE RISER DETAIL. 3. POURED-IN-PLACECONCRETE COLIARS SHALL BE PROPERLY FORMED TO PROVIDE SMALL GAP AROUND THE OUTSIDE DIAMETER OF THE RISER, WITH THE TOP LEVEL OF THE COLLAR SET APPROXIMATELY TWO INCHES ABOVE THE TOP OF THE RISER PIPE. 4. FLATTOPS, MANHOLE OPENINGS, AND APPURTENANCES SHALL BE CONSTRUCTED AND/OR PROVIDED IN ACCORDANCE WITH THE STANDARD DETAILS AND SPECIFICATIONS OF THE STATE OR LOCAL ROAD AUTHORITY FOR AN 125/1-1525 HIGHWAY TRUCK LOADING. S. STANDARD RISER DIAMETERS ARE BETWEEN 12 AND 48 INCHES, AND THEIR FITTINGS/STUBS ARE SUBJ ECT TO REINFORCEMENT CONSIDERATIONS IN ACCORDANCE WITH ASTM A998. RELATED REQUIREMENTS ARE DEPENDENT ON THE MAINUNE DIAMETER AND THE BURIAL DEPTH AND MAY BE NEGATED BY OPTING FOR A SMALLER DIAMETER RISER IN THIS RANGE. 6. STUBS FOR RISERS AND IN GENERAL ARE DETERMINED BY THE MANUFACTURER BASED ON FABRICATION STANDARDS AND/OR SHIPPING LIMITATIONS. 1. DURING CONSTRUCTION AND PRIOR TO THE CONSTRUCTION OF PAVEMENT M ADDITIONAL TEMPORARY COVER MAYBE REQUIRED TO ACCOMODATE CONSTRUCTION EQUIPMENT TRAFFIC OVER THE PIPE SYSTEM IN ACCORDANCE WITH TABLE 1. 2. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. 3. TEMPORARY COVER SHALL BE DULY COMPACTED AND MAINTAINED AT THE PROPER ELEVATION TO ENSURE NO LOSS OF REQUIRED COVER OVER TIME. CLEAN, OPENGRADED MANUFACTURED AGGREGATE MAY BE UNSUITABLE FOR THESE PURPOSES UNLESS PROPERLY LOCKED IN PLACE OR CONFINED WITH A BINDER MATERIAL. STANDARD CONNECTING BAND NOTES 1. PIPE ENDS SHALL BE ELECTED TO FORM AN ANNULAR 2%'XX'CORRUGATION WITH SUFFICIENT CORRUGATIONS TO ACCOMMODATE THE MINIMUM WIDTH OF A FULLY CORRUGATED CONNECTING BAND. 1 FULLY CORRUGATED CONNECTING BAND THICKNESS SHALL BE IN ACCORDANCE WITH TABLE 2, AND SHALL HAVE A MINIMUM WIDTH OF 12 INCHES FOR PIPE DIAMETERS UP TO AND INCLUDING 96INCHES, AND A MINIMUM WIDTH OF 24INCHES THEREAFTER. 3. STANDARD LUG CONNECTORS SHALL BE USED ON FULLY CORRUGATED CONNECTING BANDS. 4. STANDARD SLEEVE GASKETS, WHEN REQUIRED, SHALL BE%' THICK NEOPRENE MEETING THE MATERIAL REQUIREMENTS OF ASTM OLDER, AND SHALL COMPLETELY UNDERLIE THE CONNECTING BAND. S. ALL JOINT PERFORMANCE REQUIREM ENTS SHALL BE IN ACCORDANCE WITH SECTION OF ASTM A760. STANDARD SLEEVE GASKETS SHALL BE REQUIRED FOR JOINTS SPECIFIED TO MEET ANY LEVEL OF LEAK RESISTANT PERFORMANCE AS WELL AS SILT TIGHT PERFORMANCE. IN LIEU OF A GASKET, A GEOTEJOILE WRAP SHALL BE CONSIDERED SUFFICIENT TO MEET SILT TIGHT JOINT PERFORMANCE. GASKETS SHALL NOT BE REQUIRED FOR PERFORATED PIPE SYSTEMS AND JOINTS SPECIFIED TO MEET SOILTIGHT REQUIREMENTS. 6. CONNECTING BANDS FOR I2THROUGH 48-INCH DIAMETER PIPE SHALL BEA ONE-PIECE BAND. CONNECTING BANDS FOR 54 THROUGH 96-INCH DIAMETER PIPE SHALL BEA TWO-PIECE BAND. CONNECTING BANDS FOR 102 THROUGH 144-INCH DIAMETER PIPE SHALL BEA THREE-PIECE BAND. ]. CONNECTING BAND MATERIAL AND/OR COATING SHALL MATCH THE PIPE MATERIAL. W 0 O ACCESS RISER DETAIL FINISHED GRADE ` MANHOLEFRAME& CONCRETE \ ' COVER(BYOTHERS) / FLATTOP BACKFILL MATERIAL / (AS SPECIFIED) CMP RISER TABLE I TEMPORARY MIMIMUM COVER FOR CONSTRUCTION EQUIPMENT Pipe Oia. Minim um Caver(Nlfm L62 ed Axlelaads 1&SOki s 56]5 ki ]SINU s LEE, kip 12-02 2.0 2.5 30 3.0 4tFR 3.0 1 3.0 1 35 4.0 7&120 1 3.0 1 3.5 1 4.0 4.0 115144 1 3.5 1 40 STANDARD LUG CONNECTOR DETAIL TABLE 2 STANDARD CONNECTING BAND THICKNESS Pipe Thickness Minimum Band lickness M iJa 0.064" 18ga 0.062' 14, 0.079" 18ga 0.052" Ilia 01w Nga 0.052" ME. 0.08" 16ga 0.". 6ga 0.166' 14ga 0.079" LU L _1}Do a> Z z aw w �?jr� (0 aiOLDZ U Of D- Q_1Z2 W 2Q2W H V W Q W � m W J ME Y a LY J DO (V n N N D3 N f? F p CO 1 OFE) LU L DO >__1Do a > Z Z (L w w �?0C.9 (n ai0LDZ 0:U D- Q_1Z2 W 2<Mw H � DO W J Y a w J O DO n SLEEVE GASKET DETAIL CONNECTING BAND (WHEN SPECIFIED) o N D3 N O O GASKET (WHEN SPECIFIED) CORRUGATED SMALLINHERENT CORRUGATED 3 a METAL PIPE GAP METAL PIPE 4 OF W MANHOLE FRAME& COVER FINISHED GRADE (PER ENGINEER) CONCRETE BEARING SLAB (BY OTHERS) (BY OTHERS) ASSUMED S" / w ANCHORLUGS MINIMUM lei Do 0 Q I. U0> U Z BACKFILL MATERIAL SPECIFIED) Z D. EL W J (AS CMP SLIP RING (L Z O W w w 1/2" EXPANSION JOINT FILLER FOR SHEAR RELIEF O jr L!) O 0 Z d RISER Q J Z 2 W 2Q2W H 2� ca W J Y ¢ w J ACCESSLADDER O DO MAINLINE PIPE (V n RISER DETAIL N D3 N N H � M f? o= '2 7 OF 146'-0" 141'-0" 137'-0" -- STONE BEDDING-- 6" STUB ILA 29'-1" - (NP) _ _ \ B I /q 1 1 1 1 F G 15" STUB 36" RISER (TYP) 99" TRASH 12" STUB PLAN VIEW RACK 1 (TYP) WEIR PLATE 4 7"x 4" ORIFICE INV = 430.00 2'-9, S" ORIFICE @ INV = 427.25 WEIR PLATE DETAILS. "N.T." BILL OF MATERIALS MARK DESCRIPTION NO. REQUIRED A 72" CMP 90" ELBOW 1 B 72" CMP 90' ELBOW W/ 12" STUB 1 C 72" CMP 90° ELBOW W/ 12" STUB 1 D 72" SINGLE TEE W/ 36" RISER, 15" STUB, BULKHEAD, WEIR PLATE & TRASHRACK 1 E 72" CMP PIPE (20'-4" LENGTH) WJ 6" STUB i F 72" CMP PIPE (2014" LENGTH) W/ 36" RISER 2 1 72" CMP PIPE (20'-4" LENGTH) 9 72" BAND W/ GASKET 16 PLATE BULKHEAD d'a FLAT PLATE) (3) GAUGE I r r REINFORCING MEMBER 2, 0„ (3"x3"x J'ANGLE) SPACING (3) TYPICAL 72" DIAMETER SECTION A -A 12" STUB (TYP) 12,0" 15'-0" 19'-0" LEI} is" STUB 1 p U U -0' a > Z Z - ial 0. =)W ���C) W to aLocDZ U Of D J Z 2It 2J LU Q2W H -)2-< ~ W FOR APPROVALONLV TURE: j m > J >2 W Z GATE: �> W Q Do Y O (n V r r",c"Nmaucn", REVISIONS DATE NOTES 1. ALL 72 PIPE IS SOLID, ALUMINIZEDIT2, 14 GA., 5' X 1" CORRUGATION. 2. DASHED LINE INDICATES WELD. 3. ALL REINFORCEMENT SHALL MEET ASTM A998. - N N Ql N O II � Mgt o�m A 72•DIAMETERA 2'-0" �SPACINGPLATE BULKHEA 044" FLAT PLATE) (3) GAUGE REINFORCING MEMBER (3• x 3" x }" ANGLE) (3) TYPICAL BULKHEAD & WEIR REINFORCEMENT DETAIL -(1) REQUIRED - NOTES: 1.) STANDOFF TO BE WELDED TO RAILS & RISER WALL TO LOCATE RUNG AT 6" SPACING FROM THE PIPE WALL. 2.) MAXIMUM SPACING OF STANDOFFS SHALL NOT EXCEED 72". 3.) LADDER SHALL NOT BE INSTALLED IN RISER WITH A DIAMETER LESS THAN 30". 4.) DETAIL AT BOTTOM OF LADDER WILL VARY WITH TYPE OF MANHOLE. 5.) MAXIMUM LENGTH OF LADDER RAIL IS 19'-10". 6.) STANDARD FINISH: GALVANIZED PAINT. ELEVATION VIEW Ys' x IV "STAT 1YR" x 1Ys" x Y4" LADDER DETAIL 20F9 2 L DO J � a > Z Z (L w w 2j�C9 cO L IL Z U 0 QZi _1Z2 W 2Q2W H � CEI W DEL J YQ LY J O DO n UJ DT N O E:CAI- 5 2 � om we� 3 OF LU LU H J (CE a > Z Z (L w -Z j�w co LIL Z O_ J J Z 2 Of UU X: 0 W H 1¢2H Z �m ~2i W co J ME YQ K J 00 (V n NIN (RIGID PVMT.) HMIN. J (FLEX PVMT.) FILTER FABRIC (WHEN SPECIFIED) FOUNDATION C -- BEDDIN TYPICAL CROSS SECTION 1. ALL CORRUGATED METAL PIPE (CMP) SHALL BE THE DIAMETER, CORRUGATION SIZE, AND GAUGE SPECIFIED ON THE PLANS. CORRUGATED STEEL PIPE WITH A METALLIC COATING SHALL CONFORM TO AASHTO M36 AND/OR ASTM A760. CORRUGATED STEEL PIPE WITH A POLYMER COATING SHALL CONFORM TO AASHTO M245AND/ORH A2 A]62.CORRUGATED ALUMINUM ALLOY PIPE SHALL CONFORM A LMEET HEM196 MINIMUM DESIGN B]45.ALL RISERS AND STUBS ARE 16GAL DETHSHO NON CORRUGATION UNLESS OTHERWISE NOTED. FITTINGS SHALL MEET THE MINIMUM DESIGN RE UIREMENTS OF ASTM A998 FOR THE Q BURIAL DEPTH SHOWN ON THE PLANS. 2. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR OR THEIR AGENT TO RESEARCH AND IMPLEMENT APPLICABLE SAFETY, HAZARD, AND HEALTH REGULATIONS; AND OBTAIN THE NECESSARY APPROVALS, CONSENTS OR PERMITS FROM APPLICABLE AGENCIES, PRIVATE LANDOWNERS, OR PUBLIC ROAD AUTHORITIES. 3. THE CONTRACTOR SHALL BE ADVISED THAT CORRUGATED METAL PIPE IS FLEXIBLE AND THEREFORE DERIVES STRUCTURAL STABILITY FROM THE STRENGTH AND RELATIVE STIFFNESS OF THE SURROUNDING BACKFILL MATERIAL. THE RESULTING SOIL -CULVERT INTERACTION SYSTEM DEFINES THE ABILITY OF THE FLEXIBLE PIPE TO WITHSTAND ANTICIPATED LOADS. 4. PIPE BEDDING AND EMBEDMENT SHALL BE SELECT GRANULAR MATERIALS MEETING THE REQUIREMENTS OF AASHTO M145 FOR A-1, A-2 AND A-3 CLASSIFICATIONS. WELL -GRADED EMBEDMENT MATERIALS SHALL BE FREE OF ORGANICS, ROCK FRAGMENTS LARGER THAN THREE INCHES, AND FROZEN LUMPS. APPLICATIONS THAT INVOLVE PERFORATED PIPE FOR RETENTION PURPOSES SHALL BE BEDDED AND BACKFIMED WITH A CLEAN, OPENGRADED, ANGULAR STONE WITH A SIZE DISTRIBUTION BETWEEN 0.75 AND 2 INCHES. OPEN -GRADED EMBEDMENT MATERIALS REQUIRE THE USE OF A FILTER FABRIC TO ELIMINATE THE POTENTIAL OF SOIL MIGRATION FROM ADJACENT SOILS. 5. ALL CMP SHALL BE INSTALLED IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS, THE MANUFACTURER'S RECOMMENDATIONS, ASTM A798 FOR CORRUGATED STEEL PIPE OR ASTM B788 FOR CORRUGATED ALUMINUM ALLOY PIPE, AND/OR SECTION 26 OF THE AASHTO LRFD BRIDGE CONSTRUCTION SPECIFICATIONS. IN GENERAL, BEDDING SHALL BE A MINIMUM OF 41NCHES IN DEPTH AND LEFT LOOSELY PLACED UNDER AND ROUGHLY SHAPED TO THE MIDDLE -THIRD OF THE PIPE SPAN, AND THE EMBEDMENT SHALL BE INSTALLED IN LOOSE LIFTS NOT EXCEEDING 81NCHES AND COMPACTED TO A MINIMUM 90% AASHTO T99 STANDARD PROCTOR DENSITY. EMBEDMENT SHALL BE RAISED EVENLY, AS DESCRIBED BELOW, WITH A MAXIMUM SIDE -TO -SIDE DIFFERENTIAL OF 24 INCHES OR ONE-THIRD OF THE PIPE DIAMETER, WHICHEVER IS LESS. SELECT EMBEDMENT MATERIALS SHALL EXTEND ABOVE THE PIPE A MINIMUM DISTANCE OF ONE -EIGHTH THE DIAMETER OR 12 INCHES, WHICHEVER IS GREATER. 6. PUBLISHED INSTALLATION STANDARDS REFERENCED ABOVE SHALL BE SUPPLEMENTED WITH THE FOLLOWING INSTRUCTIONS TO ACCOUNT FOR THE PRESENCE OF MANIFOLDS AND PARALLEL PIPE RUNS: THE BACKFILL OPERATION SHALL COMMENCE AND PROGRESS EVENLY ON BOTH SIDES OF THE MANIFOLD AND ALONGSIDE THE PIPE RUNS SIMULTANEOUSLY. IN THIS MANNER, THE OVERALL BACKFILL OPERATION SHALL PROGRESS IN THE DIRECTION OF THE PIPE RUNS AND TOWARDS THE OPPOSITE MANIFOLD, WHERE CARE IS AGAIN TAKEN TO ENSURE THE BACKFILLING IS DONE EVENLY. PERIMETER BACKFILL MUST SE BROUGHT UP EVENLY AS WELL AND EXTENDED HORIZONTALLY TO STABLE AND/OR UNDISTURBED TRENCH WALLS. SPECIAL CARE SHALL BE TAKEN TO ENSURE THE HAUNCH REGIONS OF THE PIPE ARE COMPLETELY FILLED AND PROPERLY COMPACTED. FILLING THE INSIDE HAUNCH REGIONS OF THE MANIFOLD BETWEEN STUBS IS MORE CHALLENGING AND WILL REQUIRE ADDITIONAL CARE. 7. NO EQUIPMENT SHALL BE OPERATED ON THE SYSTEM UNTIL A MINIMUM OF 12 INCHES OF COVER HAS BEEN ESTABLISHED, AT WHICH TIME ONLY WALK -BEHIND COMPACTION EQUIPMENT AND SMALL SPREADING EQUIPMENT MAY BE USED. EXCAVATORS MUST BE LOCATED OFF THE BED, AND DUMP TRUCKS SHALL NOT DUMP STONE DIRECTLY ON TO THE BED. 8. PROVIDE MINIMUM 30 MIL IMPERMEABLE LINER DRAPED OVER TOP HALF OF PIPE (LATERALS AND MANIFOLDS) TO PREVENT ANY PARKING LOT SEEPAGE FROM ENTERING THE TOP HALF OF THE PIPE, BUT ALLOWING DRAINAGE BETWEEN PIPES. LINER REQUIRES MINIMUM 2" BACKFILL CUSHION AROUND PIPE. --- RE (TYP.) ELEVATION VIEW BAND AND GASKET HINGE T TRASH RACK DETAIL -(1) REQUIRED- 3#/ft' EXPANDED METAL (TYP.) TO FIT CMP RADIUS FRONT VIEW -� COVER (12" MIN.) DIAMETER (I") Standard Spacing Hsu, (4) S (ftI C (ft) X (RE 24" 2.0 4.0 2.0 1.00 30' 2.0 4.5 2.0 100 36' 2.0 5.0 2.0 1.00 42" 2.0 5.5 2.0 1.00 48" 2.0 ED 2.0 1.00 54" 2.25 6.75 2.0 1.00 60' 2.5 7.5 2.0 1.00 86' 2.75 8.25 2.0 1.00 72' 3.0 9.0 2.0 1.00 78. 3.0 9.5 2.0 1.00 64" 90" 96' 3C 3.0 3.0 10.0 10.5 11.0 2.0 2.0 2.0 1.00 1.00 1.00 102" 3.0 11.5 2.0 1.25 10W 3.0 12.0 2.0 1.26 114' 12W 3.0 3.0 12.5 13.0 2.0 2.0 1.26 1.25 12W 3.0 13.5 2.0 1.50 137 3.0 14.0 2.0 1.50 138" 3.0 14.5 2.0 1.50 144" 3.0 1 15.0 2.0 1.50 STANDARD HARDWARE CTYP.) O g' NEOPRENE GASKET IT 2" WIDE) ////// I QQ 12" WIDE BAND SECTION VIEW Ml DO } U a� Z aw W 2jcrW (9 (1) laiUUZ 0'' U D- QJZ� Of W 2Q2W H C22 W 3:On W rn _1 Y ¢ J F- ED (V r 30F9 LU L DO J Do Oa> Z Z (L w w 2?OC9 (A aLLOLDZ 0:U D- Q _1 W 2Q2W Z o � Do W J Y a w J O DO n w j"x}" ANGLE W HINGETO BULKHEAD TO BULKHEAD (TYP.) r6" JDo OQ Z EL Z Z \ i'-5' aw J = W - Z O w (0_ 45° LaL e, U Z 1-6 J J Z 2 ¢2w UMW H z 8' � DO W II J Q w J Y SIDE VIEW (V n N N D1 N H � M f? o = gg -TRASH RACK TO BE HOT DIPPED 3 GALVANIZED AFTER FABRICATION. a. -TRASH RACK TO BE WELDED AT ALL INTERSECTIONS. 9 OF 9 ��AL.TH OF G� 1, U CRAIG W. 7. KOTARSKI Lie. No. 0402048507 ��- 10/1V21 M E O U rn u N V! N C > E w a E W � a o 3 LL - O O � M W Qa J U So J - n MI Of > CO On tA N 7 Z_ H 2 7 3 O VJ X¢ cd LL oa "_� LEI 2 v N = U > ~ a� c O N M M ';T W J LU UO F-- 0 LD 0 O K 2 F W > w_ U U Q Z O Ln > O r z O a ti Of LIJ LIE LU 0 O z U O LEE LU Of Q cz UU - W H Q DATE 911012021 DRAWN BY 1. DENKO DESIGNED BY 1. DENKO CHECKED BY C. KOTARSKI SCALE N.A J 0 0 JE� ? Q z LU O LL _j Q U) 2: W Um� Q 0 � z V `U i JOB NO. 40241 SHEET N0. C1.3 CA e.COLUMNS I / / 9X,\/ GIQ��� \t\`ly \\ `\\ \ ��c\�\__f' /I // /, /6P/ TO- _ / y ci\ 1 \ \ t �UGT—AA U6GT PZ1� . 1'WIDER w�L / / /\Q t\ \ \ \ .' \ / \ \ \ /�C0 �-- / / 443- -A// � / CHI VINEYARD 6�1r/ I // \\\AREA\y¢s /\\G \\ /�\\ I / / / '\� ' / / Ib�O�PQO' 6"w�DE �\ \\\ \ \\ \ \ \\ // \ \ \ \ J� // \ 4'G TH ( O� /l /\O \ / OP= \ A REGAT 4 EWALK 7i \ \ \ \ / \ J� \ \ \ _ GP'�/ !`' / ST yi / \ \ -442 �, + \ / INSIDE OLD TV PED. CAR/.CUTS. 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I SAP ��,� ,�+7RUB AREA A/ to"WHITE OAK \\\ I\ \ \ \ \ TO BUILDING �/ Gc� '\----1 J \ \ \ // / / / CfiA� Ll t- / \ \�\\� \\ \\ \\ \\/ l\ �\ EL@DOOR=438.08 �N It It \ \ \ \ / SIDEWALK \ \ \ \ ' / ^ / �' ' TO BUILDING I / / _ J - ' / - -' r / ' ' / F(STAMPED CONC)=438.13 1 J \ \ - - 1 / / (� / z/ �GP/ \ \ \ /// //' ' RPA \ STAMPED V J \\,� 1 / L \ \ 1 STORY STUCCO \ OX / \ CONCRETE 5 \ �` \ O STAMPED CONCRETE PA \�' / 1N \ \ \ \ \ BUILDING TO WALL LIGHTS _ / p� / R LITE J��PP/ I \\ \I\ 1 CS / / / Gf� y\ _ \ / \ \ \ \ ♦ \ 31 \ .� \� \ \ \ / / II r 1 \ 1/ / % r / ' / j 'JO" WH 0 / \ \ \\\ d \ \ \ \ POOL / \� , ' , / ' WPO BUFFER 100, TO BUILDING / \ \ Z\� \ RIP RAP \ \ / - BRICK WALL ! ., / \ \ O \ 1 `�Q\., \ / \ \ / / /- - . r %✓ -i'. _ / 4" DEC/DUOU 15" RGP\ STORM TOP=438.3 \ `C� O' STAMPED CONCRETE / _ / ^ "/ , i i r. �: .i. • �fJ•, �• . /. _ / / ' / ' _ - / W/FLARED ENb \ i c�� /• .'r .' !. r. % / . /' �''- !' / l / r I \ d \ FLOWERBED i.'•.> /�. -. •. /• / / r INV=426.83 o / - /-.: f•l.• f'.!•.J• -- _ / f / 1 ) TENNIS COURTS \ \\\ '� I I / \ 740/ �\ /. �i.^i�'%��!! .'%! •. / f/ ' / \�\\ \ IFS .f'.i•/ /'/ t ' J _ _ STAMPED CONCRETE / 5N RtJ j�! : /.'�• .�. _ . /' ✓ r / / 50' WPO / &. �N:F�NCE'/'' ' / BUFFER / COVFRFD BRICK AREA \\ / / J \ { � f ' • f' '' ' - ' '�' ' SJE�CK / e-*_ - / TO POOL LIGHTS \� / '. i �.'�'� ; !/' G j / / / / 00000 /24"W4ITE OFf POOL �O /\n- -!'._ ._'-/. %%:r! r �k25:r'>�.i. 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No. 0402048507 Alp 10/15/21 S.�ONAL � c �^ E 0 N O N � > E w a E F W > 3 <LLo3 LL O L. < J U o w .� — u� a (•JW o� Z y 0m L;X � Q � lf1 = y N F < c 'f' o+ ate+ N d � ko� Lm F 0 DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE AS SHOWN O Q F o C) z �z = a QLL c o w J U c 0� Q r n V c �zwz Um� J Q , w d H- n JOB NO. 40241 SHEET NO. C2.0 I% m � I . COLUMNS I 6" 5V ' WID W \ P WIDER CHAIN JCL �\ \ - \` \ TENNIS COURTS GA 41, fzFI UGT— co \ \ \\ \\\ VINEYARD \ \sr¢S JG \ ���/-'\ �I /'�\�✓/ / / 1��QG6olI ; '/ \ AREA EWA\ q42 i ` � \ \ \ \ \ ` � `�"(� - , \ \ _JpP'�'I/ / \\ - _ _ i`' , 1 \ f STOP /JG� / / \ \ \ -€BOX INSIDE OLD TV PED. CAR/.CUTS. SCALE 1"=20' ISM 0 20' 40' lw \ \ S WCUT g/ \�� /��--_ ��R'K- .yr .� r-__ -�*' --_ice_-.-- y..T -_ _>/_%-����'W/. i ♦// / w. 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" .. / / , \\\ J \ / 1 A E O R NRIJ/�! - :.'.:'/.:. . ✓. . " • . i' . ✓ r . / 50 WPO BUFFER/ / r I / \ /VERED BRICKAREA \\ / 1\ \ I \\\ / 1 \ REMOVE FENCE { y�• _ SJETCK 0000, \ \ \G / / \ 1 , ` \ I \ ' /p'y,�{ .''i l"y. "/" j. _ ?!..`i•i.�:. "%. "�Q2'3...- I i ' ` / / / - - - - ^ WH/TE01 42 0000, �:. ALBEMA Cl 13kE COLIN �:!y •f: %"L-.�!• // / le, �\ \ / /' I \ \ \ \ \ I C•�� ✓.-�.'�/••.-'�/•" =/•" j IT1 AL SLOPS /'- \\ \\ J // ��•"� // // /Or// \ \\)\ \ \ \1- / 'a" '�/. �."••."%•",� _ / /y ` \ \ - Jam_✓ _✓/✓ (\ \ TLANDS UG 42 1/ l - - / - - _ ✓ / \ \ - - - - _ i ' ' ✓ ' ' / - 424 - _ / �\ b (.�; ��. \•1 \ ` +-_' • _ \ ` = - - i' - _ ••-�' r,'' �' !,/ /_ _ .7 . "/ y / - / / \'/ \ \ y \ \ \ I y y y \ _ _ \ -� / / / / % yif ' �I y �I G III___ \ \ - - - - J _ - / S \ \ / '\- - 1 '�' - '_�� "gym pG•j.:-�- `.:, •% '. ;"! i!i ^. _. / ✓. / ) l I / y y y y y \ , .. -- - � . •: -" �, - \ / y /y �I y y y y y y y - �L\ �l �`.T427,�.i"425 r..�i23�i• .i' / y \ \ // /, / _/ .,\ TFMR#DL37 S ND �\/ /,`�/ \`_ _ -_---- _ _ _�. "r �.,;�, / y , 1 .•�/ .. lye y a \ y �m_y..�l / y �y y y y y y \)y /,/ (CIRCUIT GO324) 100'WPO_423' BUFFER' \ \ UGC - / \ _ y y y -4 y y y \ i I �' � / 7 / \----- ,/ ///- / � - -- ' ,---\__ '�. , ✓ \ <� � / / I-� I LEGEND: REMOVE CONCRETE //� '- ---- 1,I J \ 422__i-/ell // / / / ///f/ \ \ — / l — // REMOVE ASPHALT REMOVE BUILDING �/ I J POND/ / \ / REMOVE TREE SPoq 1 ^ / / / ..._..--.../ /' l/ ,/ / _-- /---- --� ------ XP�O� \p I / / /' / SAW CUT & tAI.TH OA G U CRAiG W J. KO'CARSKI 5 Lic. No. 0402048507 Alp 10/15/21 i1.�ONAL � c L; cc Z) O Qj 0 w x F- 0 w w_ x z 0 Ln 0 F 0 DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE AS SHOWN J I I,0 O ' c m 0 m z o J Q > c z z o I O n U 1—I o LuLL f" Q J `- Lu O UQw 0 c m' a m W d w i U) n JOB NO. 40241 SHEET NO. C2.1 EROSION AND SEDIMENT CONTROL NARRATIVE: 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 1.68 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. MINIMUM STANDARDS: AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS-19.PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. GENERAL EROSION AND SEDIMENT CONTROL NOTES: ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. 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_ r� COUNTY OF ALBEMARLE Department of Cmnmunity Dewlnpment 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 riot provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated. and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biof tter 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. S ed imen t Trap d esig n #1 drainage area ;acres } (<3) 0.75 ''1�' F- trap volumes : cir Cie cxcrcti CREST OF STONE WEIR I�(+�� I'1 cumulative ca:c"u elevation (ft) area (sf) voluml volume (cy) r.r.. "- 425.5 121 M STORAGE carat _ 425.5 32B 8.3 8.3 4Z7 441 7.1 15.4 _ _ 42B 688 2,0.9 3B.3 llSTORAGE WA _ 42B.5 818 139 50.2 �'°'rm rLm CLOTH OYiwK 429 95B 16.4 88.7 rw�a 430 1251 40.9 107.5 -SEE PuIE 11e-1 cuTTsr snamctic"" was r Rws.> 431 15-1-7 523 159.8 wets torage:I wet storage required (cy) (6r DA) 51.1 bottom of store weir fit) 428.50 wet storage provided at this eleoation (cy) 50.2 "coarse aggregate shall be VDOT#3, *357 ct#5 s lope of wet storage s ides 21 weir length fft) f&DA) 4.6 dry storage: bottom of trap ele�stion (ft) 425.5 dry storagerequied(cy)(67'DA) 51.1 bottom trap dimertslions: 46xl1' ores t of s tone weir 430.0 top of dam elevation (ft) 431 dry storage p covded at this a icn (cy) 57.3 top width of dam Ill) 2 s lope of dry storage sides 21 top trap dirrEera ions 84x29 ST 3.13 SEDIMENT TRAP #1 NO Scale Sed iment Trap desig n 42 drainage area aacres );<3) 0.9B "�. trapvdumes: circle CREST OF STONEWERt gl cumulative eaa elevation (ft) area (sf) volu mill vdurne (cy) p 42B 713 DRY STORAGE - r. carat 4Z7 942 30.6 30.6 428 1201 39.7 70.3 429 1491 49.9 120.2 WET STOWE 430 1800 N.9 181.1 �JhO1r°E IL1ar moTx oTdcwu 431 2163 73.4 254.5 Ma SEE Pr1Pf A1.1-1 cTYwsC M Ma CLASS I R~ wet s torage: wet storage required (cy) (ffPDA) 65.5 bottom d store weir (ft) 428.00 'wet storage provided at this eleAation Icy) 70.3 "come aggregate shall be VDOT#a #367 d #5 s lope of wet storages ides 21 weir length (ft) (6KDA) 5.9 dry storage: bottom of trap elevation lft) 42B dry storage requ ired (cy ) (67'DA) 85.5 bottom trap dimereions: 3dx23 crest of s tone weir 430.0 top of dam elevation (ft) 431 dry storage provided at this elevatian (cy) 110.8 topwidth of dam Ift) S lope of storage sides 21 top trap diTrial ions 5fSx43 ST 3.13 SEDIMENT TRAP #2 No Scale �ItNLTH OA G V CRAIG W. J. KOTARSKI Lic. No. 0402048507 1011l5,121 r^ E 0 N O N � ¢ o > E TJ a E F Lu 3 ¢ LL o 3 LL O L ¢ J U Go W J -U� a C7 to o V Z WM 3: 0k =x ���LL 0 Q a in = AliN F C c ui o+ Ai ate+ N C_ a ko vi cc Z) 0 x 0 0 w w_ x a Z 0 In rY 0 am O �c T f AL Z 0 a_ ti °C w w� 0 0 z 0 U) 2 Lu � Q W a 4 T N w a � 0 0 DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE N.A J I --I Q LU 0 J °16 O LU O o a J J � z Z � O O U U LLU w < Ly LU w U m 2 J Q Hi H� Q LU V) LUo a z O 1. -I V) O LU d 0 0 E g A H JOB NO. 40241 SHEET NO. C3.0 pFGJA PIPE OUTLET CONDITIONS�A1-TH 70' MIN. SILT FENCE DROP INLET PROTECTION 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE 5:1 EXISTING A 3' PAVEMENT FRXAM WOOD DROOP INLET WITH ALONG THE LINE OF STAKES. f 7" x7 1 A A --e i� U CRAIG W. J. KOTARSKI 5" M A MOUNTABLE BERM _ FRAME 1.5' - � �ry � _ Jlly� j j Lie. No. 0402048507 s ��p CLTER CLOTH (OPTIONAL) SIDE ELEVATION f MAX. - _ ^J %1� Illl 10/ 15/ 21 �q EXISTING GROUND S FLOW r / 4„ 3do do 3, 70' MIN. �r� MIN. 3. STAPLE FILTER MATERIAL TO STAKES AND 4. BACKFILL AND COMPACT THE PIPE OUTLET TO FLAT WASHRACK 10' MIN. B -------- GATHER 1_� � EXCESS EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. AREA WITH NO OPTIONAL �- AT uLt Mo 0 DEFINED CHANNEL PLAN VIEW 10 EXISTING 12' MIN.i MIN if CORNERS rn N PAVEMENT PERSPECTIVE VIEWS u a o r VDOT#1COARSEAGGREGATE B T POSITIVE 10' MIN. DRAINAGE TO _ _ Ili IIII, > E w °i Y > La MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION SEDIMENT �� / FLOW w 3 TRAPPING DEVICE STAKE � � PLAN VIEW FABRIC ' _III SHEET FLOW INSTALLATION w O m OfU oc z 12' MIN. - �! 1' k (PERSPECTIVE VIEW) ,�., o In 0 "+3"MIN.ofj 1 1 III MIN. >� M a ti A -A FILTER KEY IN 6"-9"; RECOMMENDED CLOTH "' "- MIN. A 3, MAX. Z F N ~o Q �SECTION u � FOR ENTIRE PERIMETER FILTER CLOTH SECTION A -A - FLOW ce "= LL Lu DETAIL A A A B a U A ELEVATION OF STAKE AND FABRIC ORIENTATION \\\- - / > =Ua� O v7 6' 7„ ' jI� III '�� \ o 2 OU A 3do(MIN.) r i SPECIFIC APPLICATION ��\ _ IIII� a v Lu of Q, .r..: THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A CO U -=Am RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE THE INLET SHEET OR POINTS A SHOULD BE HIGHER THAN POINT B. R do REINFORCED CONCRETE DRAIN SPACE OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT Z SECTION B-B APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR Ui PIPE OUTLET TO HIGHWAY MEDIANS. DRAINAGEWAY INSTALLATION cn WELL DEFINED CHANNEL CE 3.02 IP 3.07-1 (FRONT ELEVATION) SF 3.05-2 0 UI W 1 PLAN VIEW STONE CONSTRUCTION ENTRANCE STORM DRAIN INLET PROTECTION SILT FENCE (W/O WIRE SUPPORT) 0 Of No Scale No Scale No Scale F � La LU o LU 0 % ~ ERNST CONSERVATION SEEDS ¢ h o T RIGHT-OF-WAY NON-NATIVE WOODS MIX - ERNMX-132 z 0 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 EC-2 � MATTING ON UPHILL 0 p 9/10/2021 PRICE/LB SIDE MIN. DRAWN BY NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR o 30.00 /o FESTUCA RUBRA CREEPING RED FESCUE 1.90 _ `J �- ( ' ' ' ' i t t t t t ~FLOW 11 J. DENKO DESIGNED BY CONCRETE. 20.00% LOLIUM PERENNE, PERENNIAL RYEGRASS, 1.85 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 'FASTBALL RGL' 'FASTBALL RGL' (TURF TYPE \ • J. DENKO 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 'CLIMAX' / //I 4.5' MIN. • CHECKED BY INCHES. 20.00% PHLEUM PRA TENSE, TIMOTHY, 1.20 'CLIMAX' • C. KOTARSKI 3.18-1 s 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 - FILTERED WATER • TABLE 3.31-B NYECOTYPE NY ECOTYPE %• ' ..:A.::. ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" 8.00% AGROSTISALBA REDTOP 8.00 y o� 000� PLANTING DATES SPECIES RATE (LBS./ACRE) 100% MIX PRICE/LB BULK: $3.61 l///Y _ a. ^_ v SEDIMENT `.. DID � ❑D0 SEPT. 1 - FEB. 15 50/50 MIX OF SEEDING RATE: 40-60 LB PER ACRE CONCRETE - 0000 ■■■ ANNUAL RYEGRASS WOODLAND OPENINGS GUTTER CURB INLET y (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. I --I CEREAL (WINTER) RYE WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING (SECALE CEREALE) ON THE AVAILABILITY OF EXISTING AND NEW PRODUCTS. WHILE THE ` ..... ' w 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 0 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 _I W MAY 1 -AUG. 31 GERMAN MILLET 50 TS (SETARIA ITALICA) 3.31 UNPROTECTED AREAS. IP 3.07- 6 PERSPECTIVE VIEW O w e O ~ TEMPORARY SEEDING PLANT MATERIALS SLOPE STABILIZATION SEED MIX STORMWATER INLET PROTECTION No Scale No Scale No Scale TABLE 3.32-D TEMPORARY RIGHT-OF-WAY DIVERSIONS peak SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA BLOCK AND GRAVEL DROP INLET SEDIMENT FILTER idagwsr?;:; H� TOTAL LBS. PER ACRE 6G�.TAN - "' - Z Z MINIMUM CARE LAWN VDOT#21ASTONE W O O COMMERCIAL OR RESIDENTIAL 175-200 LBS. - �nno C ETE �- MIN. FABRIC ,, LINE POST IjJ ( ) �+ KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% BL CK SCREEN - :.: 6' COTVNTIOONAL _; _ )p GROUND LINE LL ° IMPROVED PERENNIAL RYEGRASS 0-5/0 � MAX n \G MAX. U)POSTS BRACING�CONCRETE KENTUCKY BLUEGRASS 0-5% 5' MIN. FOOTING PERSPECTIVE VIEW PERSPECTIVE VIEW w w GENERAL SLOPE (3:1 OR LESS) PLASTIC FENCE METAL FENCE ( � m KENTUCKY 31 FESCUE 128 LBS. V a RED TOP GRASS 2 LBS. SEASONAL NURSE CROP ` 20 LBS. � MINIMUM \� w LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) 150 LBS. TYPICAL GRAVEL STRUCTURE 3.11-1 SF 3.10 5 / /1 V) ` V n SEE SLOPE STABILIZATION SEED MIX - RnvEL R' W Q TEMPORARY RIGHT-OF-WAY DIVERSION SAFETY FENCE Z WIRE 0 Q SCREEN FILTERED NO Scale NO Scale WATER RUNOFF OVERFED Z ` WATER --'-'- _ ` O USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: WITH SEDIMENTS - 'I --I V ^/ FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET DROP FILL SLOPE �I _� _� _� �I _� AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE INLET EARTHEN RIDGE 0 NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE SEDIMENT :. WITH GATE j j j 1-I 1-I 1--I El w " SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDING AROUND THE STRUCTURE. 9„ - - - ICI - -IIIII - -II III -IIIII -IIIII III IIIII -I III III II STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER 2 GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL - SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE IP 3.07- 3 FENCE AS A TREE PROTECTION FENCE. TP JOB NO. PS O 3.32 FD 3.10-1 NO SCALE 3.38 40241 PERMANENT SEEDING MIX FOR PIEDMONT AREA STORM DRAIN INLET PROTECTION TEMPORARY FILL DIVERSION TREE PROTECTION SHE ET NO. 1 C` No Scale No Scale No Scale No Scale . 0 d as 30 80: n0 LDZ �o i 02 C F E o o = C y D. 0 o N N O f° i n 2� �d o£ r= 0 n$ o � n � c Y N 0 c 9.0 0,6 2 2 N W C N 0 Eo c 0 m 06 a do 16 a o 2 N N m a 2 R N .0 t° V a. s N = E EROSION CONTROL LEGEND I TION \ ` I p''\ - - - , \ ® --�uT� = S = LIMITS OF CLEARING AND GRADING/� ��t�THOAGja SOIL INFORMATION - ,W/D76P TO - - Y _ St- \ \ \ \ �a \ _ ' -� �11{WP� ' / r U C[tAiG W. J. Ko,rARSKI ' - ` - s ` �� Lic. No. 0402048507 ° DRAINAGE AREA BOUNDS / -/ VJ \ O \ \ I \ \ \ �� r ucr- � _ CE CONSTRUCTION ENTRANCE 3.02�/\ _ / / /' / UGTy� p I \ \ 4q3 \ SF X X SILT FENCE 3.05 \�\ \\ // \ \\ \\ VINEYARD \ \g G \\AREA gs �� �80 CL f b INLET PROTECTION 3.07 \\\ \ ` \ \ \ \ \\ `\ L j \\y \ /' I r' lir !r Q�'� TH /l \�' `/ o DD � DIVERSION DIKE 3.09 l A REGAT� EWA\ q42 ` \ 3 \ \ \ t \ \ 4/ `0��\ \ `\ - \ _ `, / J/P�/ / \\ - - _ �`• / �/ / I / SFTE'NY'S/" > E +, '' \- '� \ \ \�FA /JO / \\-PBOXINSIDE OLD �- /SOIL TYPEc ' ��i =W 3 FD FILL DIVERSION 3.10 mom\ 1 I \ I \� \ / �^ / / / H 1,,, cL \ 9 - \ / TV PED. CA R/.CUTS. �� [j ~ '" r I / / r SCALE 1 "=20' ¢ LL c 3 ST SEDIMENTTRAP 3.13 - \ \ �> I \`\\ `, 0t - - - - - � r ) / / / �/ // 0 20' 40' c u z CONTRACTOR TO ENSURE POSITIVE DRAINAGE / \ r / ! r /�I , / / // r Lu ;4 o rn 0 OF CLEAN WATER DIVERSION. USE OF O \ \ \ - \ �\ /� �1 \ DIVERSION DYKES OR TEMPORARY FILL _ TEMPORARY SEEDING 3.31 \ , - � _ b \ \ aa1' 3 N ` - _ _ DIVERSIONS IN THE GENERAL LOCATION , _ W - \ \ \ �1 / / 3 0 x Lu %/ - - SHOWN TO BE USED WHERE GRADE DICTATES ''r s`� ^ . - _ - _ _ - - _ = = -w� ' ` / ' ' / a w PS PERMANENT SEEDING 3.32 \\ ' pQ �' \�` `- - - `X�'-_ �r'-T'.-.• �.-:H :�. ��N \\ JI ,.' ./ / / / o 0 O TP TREE PRESERVATION FENCE 3.38 S / \ % - - y - l _ _ _ - _ _ _ _ _ :/ - _ _ _ - .,•! / / o o Lu or u DUST CONTROL 3.39 \ \\ \ \\ _ _ _ CWD _ CWD yV r L}Po11TS OF " •::�,' / o w a W / r _ SDP-2020-7- / o \ C\_ , RIGP p \ - - -w�'� - UNK FD / / o * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER ,' �\ IR / -It-- SI ' IC�c3"� / '� \ \ ' � I CE w- - / / CWD TP ui Lu �o \v 438 SANITARYM14 �'' , 0 cr CONCRETE W \ \ / / / 1 O / 3 S LT / .. \ - , \ _ %' / TOP=435.65 \ 0 \ _ =n \ \TOTAL LIMITS OF \ / -' I z / / g3 ^' / lNV OUT 427.02 / J ' ' a33' _ DISTb7 BANCE-1.68ACAC p �\/ IP 0. c� // 35 / o I \ I 1 1 J/ ti i' \ Z 1.0� BUMPER BLOCK ` Lu o CHAIN LINK FENCE - - -� ` �\� / ///y�P� TYP/ f' _ ¢ h \QIr�C96 Q- / _ f' /- -8"SAN V 0 STORM GRA I' \- �K ti h\ t A a o 0 TOP-436.66 �_ air / - 8"SAN ► - 8" r / \ z0 lNV OUT=434. �l \ NG. , / I / / in DATE ' \ / 0/ \�■ 6 8"SAN PIPE % / I DD I . > I, / \ I ! Q C\O/�/ I GP E 0 /IAAPPEARS TO BE PN T o a I I f , ' p Q / n RE / _ � 911012021 P / G / FROM BUILDING) / I I STORM GRATE \ J / <1 // PG y 0 TaP-4 \9.78 \ \ ! `f% /� C ��\ �� Q �% ; OQD > DRAWN BY 7ND`OI(T-F 1 /,%lF J.DENKO %,/' O .A TP 42T 42S AjC UND I ,'/ \\ DESIGNED BY A35 I - , - , - - _\ �\tl�V' \ \ �C•' �� / \ I /' �� I VOLLEYBALL UlP NT �' i� a • n I \`\\ ` 5� ,' / �•� iif '�3i'' -. P�1,C,\;\\`\ \\ \ \\ '-' \\ / E1E / / �Q- TS NETPOSTS 1 \ f SEDIMENT TRAP \� • D/ r •\ J. DENKO �' ` \ \ '' •1 �`\ I STAGING, ST2 \ \ '' �z l 0.98 TOTAL STORAGE REQUIRED: 131.0 CY OAK �i �. \ \ \ \ \ � \\ pC0 i / • CHECKED BY / / A3\ / \ \ \ \ \ \ 1A pnRUBAREA \ \ \� DC \ \ AND1 TOP L DAM ELEVATION: D: _ \ ` _ p33/ ' / /\�\ 1 \ \ `\ \\ `\\ \ \ ` \ \ , _ , ' ' 9 ' ' _ _ \ \ \ I Q/ STOSTOCKPILE AREA \ 1 23' 1 y / / % TOTAL STORAGE PROVIDED: 16D.6 CY • C. KOTARSKI 430 / / \G \ \ \, \aVQ \ ` \ \ \ ` \ ` \�I / \ _ \ / I \ /' I �, U� oy I \ \�\ ° I I r i 35/ i ' ' , i ' \ • • 31 SCALE TO BUILDING / b� ' \ _ _ - - f i - - AS SHOWN Cfi4N LINNKK / \�\ \ \\ \ \ � \ EL@DOOR=438.08 �N / 7 \ / _ J / / ' - 22' WH/TEOA i / J � �'t^ i r' HITEOAK TO BUILDING \ - I / , - - ' r TAMPED CONC)=438.13 1 / \ � - \ ♦ SOIL TYPE: \ / \T I - -RPA--RPA_ / / \ \ , i STAMPED J �\ \TORYSTUCCO ♦ OX / CONCRETE 5 (( \ O STAMPED CO PA / 51 B \G \\ i \`\ /I/ `\ \ \ BUILDING TO WALL LIG _ r �� " t R \ I N ' ' I\ r- CS l / / ' f '30" WHITE OAK 1 0 TS C5 / r \ \ 31 \ \ ♦ \ \ / / / / /� r / WPO BUFFER I ` DC d \ POOL / / / J' / r f J I \UILDING -SOIL TY P�E : T Lu \ / \ \ Z\ \ \ \ \ BRICK WALL DD oll. TOP=438.3 v. / i.• .J STAMPED t♦JNCRETE ' . %• . r. fj; •/ • . J .� o .. o // \G \`\' �P/ I \ O �♦ \ FLOWER BEDf /. f-.i�./•.. / , / _ - � TENNIS COURTS � - � y 1-01 SEDIMENT TRAP#1 \ I 8 „. /.i. %�- !• ter. /' '50,WPO_ O \ \ 0.76 ACRE DRAINAGE AREA \ �\ M / \ STAMPED CONCRETE NRV 000, p� \ \ v I 1 I 5 ' &. Rt7N FEN / / / BUFFER,' / TOTAL STORAGE REQUIRED: 1D2.2 CY \G \ \\ \ \ ♦ / "l .1' . ..�.' •. / / COVERED BRl Af�EA \ \\ I / \ \ { %' ' '' '' S T�4CK / ' \ f TOTAL STORAGE PROVIDED: 107.5 CY I \\ J p I / s ' •%' -% -% - r-� / , / f !ter. - f •'i •'� ' '_ ' _ > z TOP OF DAM ELEVATION:431 \ I TO POOL LIGHTS Cy .',� ' %'i-".- '%..�• '� .-%;���' %:- �' `� / f � _ J > - \ \� \\ - / y. / . ._ i. .. i.a'..j . •A23 • .' I � ' ` r / -12d"WH/TEOA O N POOL °" .i•. _ - j�1 i_•i. 's%, .v .'�''' ! i / ` / / ,/i /' e- V Q SF _ _ �/ i/ r \ II I I I 1 0 \ / ♦ i/ i•�-".' f '1 'EJ/ ' �-' / ' / / Z Lu J L 7„i ' ' {-/ ' /.:i / -' / / / J B" DECI LL d' LLJ 3 \\ \ I �[ - , Fi.iimay.1%.:. = / C0U1-TYGIS --' _ -- r \ / Q Q $ \ I \ \ v \\ ✓ r, r / j RIT CAL SLOPS \ Lu \!k I U 1 \\ �, ,- , .{. Lu SOII,-TYPE.- �/' - - (, w^ \ \ \ / ,_ /, I \ ; \ ��. /.;�./ .�r•�.J..�iv.,f., y y l \ ♦ VjIElTLANDS-�' 51-C J ! `` i; \ \ DD /.... / / / Q UG aAn \ . 1. _ 1 " , ,CRJT Fi �I Sr ' / �I ]I \ / 19 \ �Ij \ \ / �i�' D a2g' a21' �a2 A ti \P------- - - :, '.'�.f r• \ \ ^ _ w i428' ' / f p6 n�Q -i-� •�:\_', s..-;. ''\`.' _ ..�i- �._,�-.ice i••.Yj i.r.r. ,!• % ) '\ - 424 - _ -' •-i'' r i-y r -.:/.- -•.7 '" i 1 ' \�� \ \ / / \ J .iceZO Ln \ \ _ _ i \ . •• . .yam. \ CET _ -' • .s' -. ` - \ / / / �I I /J�I �I �I �I �I / �I �I �I " �L\ �I �I x �I �I J / ----- / I ^ -:T• �I.__--427 , �.�425 r. TFMR #OL37 S ND �\/ /`/ �/ ``'_- ---' - - ~l �'r.�'y�• '. / J �I \ -A A. ly! y a y\%d o SOIL TY P (CIRCUIT G0324) - / i \ - - - - _ , �: -.. .. . / / \ , I Ti I l w " \ / 100'WPO_423'\\ / / - 1 -- - ' o' BUFFER' 51C h SOIL TYPE: 422 J / / / _--_% ,---� JOB No. \ POND/' 40241 y _ /r----'` --'! ___------ --- l • '� I L- - - - .. " - / / / / / 1 _ % _ _ _ _ _ ' SHEET N0. c o� I / - - / l ,----'_- ------- --- - - - - - ' C3.2 t zvl d EROSION CONTROL LEGEND LIMITS OF CLEARING AND GRADING SOIL INFORMATION -\ ATIpN ` �� `�\ I per,\ ---,� `-®—�TO * - It WIDER W ` �/ ®P�� Cl1\ \ ` • '�i� // / DRAINAGE AREA BOUNDS - / / / \N 0 \\ J 1L8 1- - /� \ � \ ct\ � 1 \ I —ucr— �� I I �p-.' CE CONSTRUCTION ENTRANCE 3.02 pq3• \ ; / (A\ - , / / r ,`\0UGIT�� / \ \ \ L ? SF )( X SILT FENCE 3.05 \\ \\ // \ \\ \\ VINEYARD \ \g G \ �_/ /� (�`�,'/ / I/\.C6 rood// I // OI\\AREA gs \\ `\ I / b� INLET PROTECTION 3.07 I \\ \ ` \ \ ` \ L \\ / / Y) I// rr P TG o�•�� / r/ '' / \/ \ / / SOIL T1��P_E;\ , / 4'G TH \ O O \ A REGAT� EWALK JkI, is zi \ \ \ — ' / 1 DD DIVERSION DIKE 3.09 442 / ` \ \ \ ` \\ ` ,\� / LU �� �- ` \ 51 B \ / , \\/P/ / \�i �\ + \ \ / - / \ \ \ �FAv _ JG / \ C80X INSIDE OLD �% / \ I / v FD FILL DIVERSION 3.10 cn ��\ / / / TV PED. C71 T-V.CUTS. ST SEDIMENTTRAP 3.13 N TEMPORARY SEEDING 3.31 PS PERMANENT SEEDING 3.32 / _ —w-� _ =� - '"' _ H_ • _ ` TREE PRESERVATION FENCE 3.38 - - - - -1 - _ - _ ' -/ 439 DC DUST CONTROL 3.39 I \ ` \ _ _ _ ' ' :r .' 4�, . I \\\ \ \ \ / J \ ...• / IpP \ /1 * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER d cp CHAIN LINK FENCE IP IP Z����=' n�w52`I� I: 1�01�' �����•1����� 1 imiMae 1�■�1PIM NIMINE6�1m{Ir-� 1� 1� 10 1� 1� lip 1� 1 1� oN �1:�14�R�_,ilImmon NNI g�l�Nel���l�hlmII��=IIr=II��i���■1I ,1w1�1=� 11m1 1I1,1�1'� 5g /-�35.65 12776 �� tine OUT=427 1� 1�`LI I. .� ►�1 11�1�1�'II' is M11: �1:' 1.�'1 'II' .R1ONN�IJe IIII ��,� � 1� y L�.1S 1 ��,, ///, SCALEV=20' 0 20' 40' LJMITS OF \ SDP-2020-7- 1/ TP �` / / 8" SAN / STORM GRATE \ \1 .•-:.-..:.• + ° Vqu %((T�F7�7.68 �,`� -. 3) /-_/ T::'... 'cb' •/~� / ' __ l4 a - /� Ps /\ \�\`\ \ 5� /' �'�/� �'//%'a3� G�\,�C`\\\\`\ \ \ +4i?Ej+•' // .ram• \ / SF \\\\aol RPA \ r / 1/ / / 1,PS / ' / T 'JO" WH/TE OAK / WPO BUFFER _\ /1 1 cJ r \ ` \` o ' "_ •a ^ // /./'-, "�) / / ./ -SOIL TYPE: 'Pq / \\ \ Q\\\ R/ \ M• a w/+�\+ .'•• _ :. <'..i. '-. • ..v. i, •..--..�•.' \ 'i.'-%-Y.% /•f -/'�' ` _/' _/ 4"`DEC ' / J \� n\` \ W/F DE bel \ : J ..� _ .%•r./�/" l.I. %.'_ r' - / TENNIS COURTS V \ \ \\ \ 1 r , • s �. : •..:. !- _ 436 pbnJA \ Y iyir• '.� / tl / / /�1 i PS 1 .,t.: `/ .+ .�• / .,J-•.+' Y'J D� I /'y fly. y!! /'•�/' ' /' \ _ /�[' - . \ \ \ SF I 7 :,;'� 'I. •;� ..."• ".: *, O I / / . .�. �'�. / . / - i�" .�.' : � i'�- � r / / '50' WPO A20 � I y PS I / / %.�• /' !. '' / BUFFER/ / r COVERED BRl Af�EA \ 1\ I \\ o :'.%:.:�: � ' , /' � - _� S �CK I ? / \ �-• •'�. .�%.- •fi�-i; �� � �� /74"WHITE OF / \ •' a ;.-. .. / - i .. \ \ / \ POOL DESIGN BYr /� CP 5 OTHERS SF ��t�.,' /'/�// /`UG �` \ \ \ // / /' /\ / \ '' i � i.1�'� / / ALBEMA13kE I t • .i a. i • i - /. - -. i / /i,\ / � \ / // /_' / � — 7 \ 1 \ \ .?-•: '•J. - .: l�- _e: .. :y• �, "-s-/'i �%.i.'-•�jy!--'�i�-.i... .: '-/ , /C�UNZY GIS / _—J i•\ \ �__� / / ON \ 1 \ �•. ••' '! .J . •: ' n - w: / 7RipFf-1�5 6,.P0'�P.A fi'i:' • /' / — = /• / / � IT1CAL SVOP'ES OP 1 \ .:e -- _ - �/ • r : : • �. .'• •'• �: 1 : !I -• r ... : i+ / \' ' i`'.i' \ ' \ \ I I I i:.•� • i _,�•.`- f� y ••arm•:� : i•_•� .��: • / i 7_ Y %.' I�,AI-F�o 1L '�� /— /�I ` \\ \^ \ / / SOI I '�Y P�.—' / / — / / / / I \ i . • '/ \ Vj/ElTLANDS / _ 5 1yC —43 -14 -429'- $.' /.a21 / a26• / ,Z5,- 0 aP \ ♦,--. '�. .��'- - -_-..,:.- - ` / �I` ly y r• /_—/ /,\ �\ i' `J I l-- /--_ ✓/ `\ `-- '''__ /'' //' / ,424— �r `\ b ��(p.\''� \ `',� •` ����_ — — _ i'. _ _ —••-'r �'•�^•/ --')-•" y ,�" /'\'/ \,1 \ y1 I �I �I �I. -A / ----- / I ^ �.T• GI'=^'.'v - :._._- ,_=.427 , �.i425'- C /-_/ -. •_\ TFMR#OL37 S ND ®`! ,' / \ -7.- -_---' - - -'- `-' ':�-'r�„y�'� / / , / �I .1...�...�.\..� y a d—�I..�I / / / (CIRCUIT GO324) // / ! - /i SOIL TYPE' 100'WPO,423 BUFFER'_- \ 51C y y y / NOTES: 1. ALL PERMEABLE PAVER UNDERDRAINS SHALL BE PERFORATED PVC WITH A FOUR INCH (4") DIAMETER. SUBGRADE TO SLOPE -- — —' > \ '///� SOIL TYPE: , , /////' \ / TOWARDS UNDERDRAINS. 422 _ _ , % _ \ / 2. CONTRACTOR SHALL INSTALL PERMEABLE W PAVERS ONCE ALL UPHILL SITE AREAW HAS _L BEEN PERMANENTLY STABILIZED TO If / ' ' \✓ / ' / / ( / ' / /' PREVENT SEDIMENT FROM ENTERING THE UNDERDRAIN NETWORK. ' / \ / I y 1� - - r Jl \ I / / / / / / \ - - - - / - - _ _ - 3. ALL CONVEYANCE PIPES THAT TIE TO THE I / 1 \ I \( 2�• / r \ / POND/ ' / / Y / / , (- ' PERFORATED UNDERDRAINS SHALL BE SOLID WALL PVC WITH MINIMUM DIAMETER OF FOUR \ \ \ \ l CO I L / / — — — - - — " / / , / 1 - - - - - / - - INCHES (4") AND A MINIMUM SLOPE OF 1 / \ ' \ 0\ I / — ... — - ' / / / - - PERCENT (1%). \ V - - - - / 12.-,WH TE DAK 94"`WHI7EPs OAK \ ' 430 Cfi4� LINK FE / \�\ \ \\ \ \ \�4.33 t2' WH/TE OAK ' / / .j IP ( 1 \ \ —\RITE OAK C IP \ \ FFE: 438.00' -1; ' \� \ , ,' - -' / -' SOIL TYPE: mmOOl /IV ' /71 & tAI.TH OA G U CRAiG W- J. KO'CARSKI 5 Lic. No. 0402048507 Alp 10115121 �^ E 0 N O N �^ C > E w a E F W > 3 LL c 3 LL O L. Q J U o w w -u� a (•JW O� Z y f•1 k;X LnQ a lf1 = y N F Q c 'f' o+ ate+ N a` a ko� ui 0 0 0 0 w W a z 0 0 O Lm DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE AS SHOWN N UV ,Lu V / J = � ao o 0 O ' c J 0 1..� 0 J>z O U ° z n c uz� L LU 6. Q 3 `- Lu F1 i W � J Um I II Q `. • m a Qo c Z m V/ Q a m LU z' a O i O" J) Z F1 ,^ I V 0 � wa JOB NO. 40241 SHEET NO. C3.3 I% m �)C COLUMNS OI Z, ot,--t- 'WIDEN R WA To - + 1' WIDE R WAL PP--/ CHAINS \ = -UTL_ I try \\ � / I \ � G UGa O I GC )' � GP j �"1GP� OLZi I 0 UG7, \ VINEYARD \ AREA �C� O%P�p e / ec� ��AI.TH OA b �Ns O 2' U C RAiG W. I KOTARSKI 5 Lic. No. 0402048507 Ak4%11%NAL'5�!tA 10/15/21 0 �GP \ \ / I ' PQ �Q 0 0 GR \�/ / \\ \ \ / / / (� 4'G TH hJ WO ry 6 6" W�DE W A i Ej1�$ OP=4 ' \ A REGATE EWA\ �i �/ �S�/ / JGP� j E a + JG / EROX INSIDE OLD x E / / TV PED. CA CUTS. / / / ~ u v 3 SCALE VI tc O L =c!) �/ 0 20' 40' a J u u; O morn .. 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DRAWN BY OAK J. DENKO DESIGNED BY 3, I■■■■■■■■■■■■■■■■■■■■■■I1 I 1 ,.�J. DENKO �� iiiiiiii��i�i���iiiiiii i • - • - , 1 , AK TO EXISTING LINE. SEE14"WH17F OAK ■■■■■■■■■�!11,1!11�■■■■■■illSTANDARD ACSA I■■■■■■■■■�ml��■a■■■■■■■u SEWERSERVICE LATERAL CONNECTION DETAIL. - SCALE ■ 1 12" WRITE OAK ASSHOWN ■RETAINING WALL. TE • AK MAX HEIGHT 3 FE M GAS METER (SEE NOTE 3) RPA ��.MECH. PAD Willi ACCESS TO SERVICE LEVEL PA �► \ R CONNECTION 000 30"WHITE OAK C O \\\ ; C1 WPO BUFFER \\ I > \`\ TIE FE CE I (R/P J'. ADA ACCESS 4" DEC/DUOUS \ \ v\\\ RETAI NG P STORM \e 2 ". J H,�FNDR% IL (TYP)..:, J J TO POOL DECK / / .'.. ' GJ \ r\\ W/F RED END J"A"RsIp'ERS TIE FENCE INTO / \ \ / / \\ INV= 6.83 , RETAINING WALL / _ o TENNIS COURTS \\\ 3 / .. • .' - • I O = \ FENCE GATE.' • /'.' O z \ g .'. - \ \GJ\\ X y X /.' BUFFER \ COVERED BRICKAREA \ I \\ J \\ PROPOSED POOL =. '•1'': sereacK Q (n o (BY OTHERS)/ 24"WHITEOA J r 1w1 t . o '-' / \ ., X / ALBEMARLE LL w J o - . --. -. •.. - - 6" DEC/ d' y .. ". COUNTY GIS Q c PROPOSPD-PJ?QdL-P.ATIO'.' ' ' ' ' ' ' CRITICAL SLOPES � � g DOES-N�O�T IICROACH'. y y y m BEY. ' fYORIGINAL FACILITY y J WETLANDS O 16 a GP / �� �� �` x j:•- :: y y LEGEND: Q E_ FENC .'- : •'. .. •'. y y y y y V i / : ''. WETLANDS w o j I ►6g y0\P .. - . . . / EL I : •': -'•�: y y y y y y y y y y ALBEMARLE COUNTY GIS El M ER :'0�4 . '.-'.:'.. •'.: -'.: -'.:.: •:.. •'.: 427:.... 425. • : p23•:.::'.::'. ' / CRITICAL SLOPES / TFMR#DL37 S NO l (CIRCUIT GO324)LEVEL 1 100,WPO / / y \ y '' y �' y '' y y y " PAVERS PERMEABLE 2 BUFFER / OG� y = CONCRETE 1 NOTES: E:1 HEAVY DUTY ASPHALT 0 1. CONTRACTOR SHALL VERTICALLY RELOCATE EXISTING UNDERGROUND UTILITY LINES AS REQUIRED PER v / 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. 0 i ARCHITECT/CONTRACTOR SHALL COORDINATE WITH THE FIRE MARSHALS OFFICE FINAL LOCATION. El LIGHT DUTY ASPHALT )GB N0. N POND, ' 3. LOCATION OF PROPOSED GAS METER AND APPROXIMATE ALIGNMENT OF GAS SERVICE. CHARLOTTESVILLE CITY 40241 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 0 CITY GAS DEPARTMENT ON THE FINAL SERVICE ALIGNMENT, METER LOCATION, AND ALL OTHER REQUIREMENTS L1.10 FOR LINE INSTALLATION. C I o F YC. COLUMNS r) 6" I _ of I / 'WIDER WAtF,, ) \ I TO - + 1' WIDE R WAL CHAINS I IDE -4 - - V] our\ \ \ / - �\ I Qom, `\,-- \ \\- / 1_-U�-�� O _ -\\ II �1 `/// `,\\ '�U \\ \`\ \\ \���\�-. , UGT-U6pz1� �UG7 VINEYARD L \ �g \ G�U_cPj�!`' , Oil AREA ¢5 //J \ - \ It I / / (j� U�/P `\ / \ -1 y / L - _ / \ / f �l \ 4'G TH PP`"( ER AT� EWALK 7i \ \ \ \ ` / \ \ \ ` GP.(.1/ \ - - rf`. / / I / ST \ 442 -€BOX INSIDE OLD / //�/ / \\ i �+ TV PED. CA J1/.CUTS. / 12ZWHlTE DAK ` AK \ M / 14"•WHITE OAK / PIPE 1103 VIA I / � - STORM PIPE 308 \ \ \ \ ..4 \ y^\ E2'/WHITE OAK \", DOWNSPOUT WITH BOOT I :.l \ \ \ \ / / _ / / / RITE OAK i \� \\ l \ A32 1 (SEE ARCH. PLANS) (TYP.) ` ' FFE: 438.00' , / / - / ' \ � 1- _ 1 / / / / - , - r ' ' r ' / / LO O�F Dki TO TIE TO\PIP� `\''. `3\ I �� / / ti v \ \\� /// / J' /' �RPA� I I C/IA INSERjA TEE (TYP)`\ RPA 5� \GJ \ i \1 r "' " ' 430.09' / // / \ PA / / � � / / / 1 � R / _ \\ i p • ` \ / \ \I O O O O �/ / `V 1 r / / / , -JO" WHITE OAK /\ \ / // M� / / I j� / f /' / T / WPO BUFFEiN \\\ !„w. .. • r %� / . /' .'�' . ✓ _ 4"DEC/DUOU�. r./// �_/ - ,' �UOT (iYP 6" HDPE TO TIE TO \ 0 - / i:. 1. �- .i �- .' • _ _ / / \ / DIJWMSPO T WITF( 306 I - / TENNIS COURTS \\ 1 N I s/ >J " 436 p0.� \ \ \ / �, X. r . i•! % / / / l i \ \ M \ \\ \ /N� 6. v STRUCTURE goo tk i /.. G `\\ a I f \ / '. - a/ ✓ / BUFFER I l COVERED BRICKAREA %' / / ' ' ' r rt SFT CK f / 1.0' AVG DI/3RIPRAP WIDTH 1 = 4' / - i' r14"WHITE OF \ \ / \ / / POOL DESIGN BY J /i / / /.:•' / :: j! ' •' ;4L5 ;-i. ..� ' - / / - �/ f ' /' LENGTH = 8' _ OTHERS j 29 i'd2t�' ✓-..!•�!. �.� - / / ` / DEPT+}=4. i i I ry!... !' • .% y ,. r'f.+ ✓.� r- / ALBEMA13kE I \ \ �/ y / / N \ \ \ \ 1 \. "aJ '-/.i.'r. %a!'�f I, �.i ! / CGUN ""e .e43'1..; �r.r •. =Riff- if/.PO��d�F'.H•11 'i �-%/' - - !• / / � IT1CAL SLOPS i - 1 If�AL'FAG'1LITY //r I / \ \ / �' ✓' / /' // - - -� �\ �\ \ 1 \\ \\ I\ \ •� .ate ""," "�` :'435: /i r.��.%%�.' ;�y!i.P%�--r -v.!/ i� / \\ \ - / - _ ✓ !� VI y y y / / I \ VTLANDS \ GP/ 435 '.-�.'�•'.•i- / \ \ AP j /\ \'\- \. .•..• �__,\�� 434' _ _ %''%''� --•�l.'i'! r Si�$1A1� :.'. - - - - - - - - y r / '.� NOTES: y / \ 6 25 - -I \ \ Wl(3T1fi1 ±5L `� %• �`. ' / / y y / 'I\ 11. ALL PERMEABLE PAVER UNDERDRAINS SHALL BE PERORATED PVC WITH A FOUR \ \ \ ,,a29'- a21' �a2' / '.'�.. !• >, .' d2$' / b 3��'+8 a. -' •' _ _ _ r �' , INCH 4" DIAMTER. SUBGRADE TO SLOPE TOWARDS UNDERDRAINS. iy 1 - - / - - _ ✓ \ _ - _ _ _ �42d - �f \ b ,4\•� �E GI=a'�' - ;^', '.r. _,: �,� •'/ - / y - y 2. ALL CONVEYANCE PIPES THAT TIE TO THE PERFORATED UNDERDRAINS SHALL BE \ r / r i sir"- ---_ :".'.'' �'-.'' .i .�_-%'•-.i.'�� /. -� .'% , / / l 614A FI �fi5. �- . _� .. - ��. - _ •_ �.'�.. .!�_ % - �•_.' \ / / SOLID WALL PVC WITH A MINIMUM DIAMETER OF FOUR INCHES (4") AND MINIMUM \/ �I I SLOPED OF 1 PERCENT 1 T.��4-r'_-' •-':._•�. , -._.427 .%.425. r 23�i •- 'I ( ) . _ . �'. - _. , _ :� %' i'. -' / 1 I / / 3. CONTRACTOR SHALL ACCOUNT FOR STORMWATER ROOF LEADERS AS PART OF / TFMR #OL37 S ND _ _ �, - % �. �.� y. • ! •' \ % y \ -� .\. " ly / BUILDING CONSTRUCTION. CONTRACTOR SHALL REFER TO ARCH/MEP PLANS (CIRCUIT GO324) - / / / \ _ _ _ / / \ I 1 T/ FOR THE FINAL LOCATION OF ALL ROOF LEADERS AND CONNECTION DETAILS. \ / - - - ! / ' y 1 ROOF LEADERS SHALL BE BURIED AND INSTALLED TO PROVIDE A MINIMUM OF 100'WP0,423-\ / / � T::.�._.� .� l' l I BUFFER' \ UGC ` / ' / �_ �- I I 1 ONE PERCENT (1%) SLOPE. _ - - - - / / / \ - - - - - - - - y / < / i J� / _ d ly 4. LEADERS SHALL TIE INTO THE NEAREST STORMWATER STRUCTURE THAT IS -' CONSISTENT WITH THE APPROPRIATE OUTFALL AS SHOWN ON THIS SHEET. CONTRACTOR TO ENSURE THAT RUNOFF WHICH IS INTENDED FOR DETENTION // PER THESE PLANS MUST REACH THE UNDERGROUND STORAGE FACILITY. \A•'8 ! I / \ / / , - - _ - _ _ _ - ' \ / / / / / / / \5. FOUNDATION DRAINAGE SHALL BE PROVIDED IN ACCORDANCE WITH ARCHITECTURAL DRAWINGS. DRAIN LINES SHALL DAYLIGHT SOUTH OF THE L / / / / / / / BUILDING AS SEEN ON THIS SHEET. POSITIVE DRAINAGE SHALL BE MAINTAINED IN ALL STORMWATER PIPES AND FOUNDATION DRAINS. CONTRACTOR SHALL REFER _ TO ARCH/STRUCTURAL DRAWINGS FOR FINAL DETAILS AND SPECIFICATIONS. POND/ ' " / / ^ J / /' / /1 \ ` , CONFLCONTICTING INFORMACTOR SHALL TION ON HAS BEEN PROVIDED BETWEENNTACT THE ENGINEER & HRAW DRAWITECT INGS. IF _ FOUNDATION DRIANGE PIPE MATERIALS TO INCLUDE BENDS, REDUCERS, ` ADAPTERS, COUPLINGS, COLLARS AND JOIN MATERIALS SHALL BE PERFORATED _ L POLYVINYL CHLORIDE PIPE (ASTM D 2728) OR PERFORATED POLYETHYLENE PIPE (ASTM F405). SCALE 1 w, J ,� {,... � •. � . _ .) � �t � ��t Ili' f _� r nr rnnnn•mnn •, / � _ . r.., is G • .� ..t �'%� �5�_iCa .♦ J' i�G• -[ a':.b !. i a��1�i"?i_ ''-�•__i�!s_C �'a,.!-i...-! a�ir...S} }i.-Ti...��'�. .rs. e:_ ��,,, . • 1 1 • m� , la��Iili 1�■1� •�t� �tl 1 ; ■�■ ■c '��►� �■�nr •� ii� Gii 1� '1� liM 1�'tM�ll� liml� t■ -- •�� 1 '.,•,����♦ ►71 1� 1�1 1..1 �1 1�1lr.�ll�..�• ..■ Ian, rll.l��l�..11�tl.•/lmto■■ 6.II�J� 1.. 1� 1• .. =1� �I��ICTt �tii 1� ■� 1�' ■�Il��t� a y�r%t�■ t� t�i 1� 1� t■■ t�10 11. tom' �ff- �- 0 ♦ ��`> fir_-11��1� 1� ■1�:-1•. tom.■ 1�..IG =�1 =�'L'1 Il�;v1�, 1�'■�Il���i� 11= 1M1M■II�%mo li�� �tl -FAI l�11ll� j,`,I ��s•, • �1� �n� �� 1■ 11. 1� li.1�111�16■ t�lt��t�■1. 1�■II. 1■■ I�III�■1. t. I�nll� t■■ h.r. 1_ J Jam_ ■-7C7C3•��G. .C�G_tGG,��,�d a2 1_r rC�=i- �1. _I�■=f��[ z IBC -I RIZG1�G..G.i=..,I�.�rrr�arrCr.i�-�- �• •• • ©> l PERFORATED �• I • . r �� ����� I -\■� ■.. ■� ■ ■� ■I� \� ■�i-■� ■� ■�1 ■_� �1I �I ■r�'r� 1�.t� II•� t�men � t� t.�t � II �� , 1 ,,,\`,,,1�•/� v� 1.1 1� IL■ / 1 11 1WOMEN�ilo 1�. 1. l� -.I 1.. IIwn-s 1� 11 Iltt ■llll1 t 1.. 1 1 1 II 1 1 11■■ �•I�.I.�,J 1=�� I� 1il 1 ;=1.ovas li1ME lu t� 1; li ■il■- � . ; ■.; ■ "'I 1,I 1 ;Go 1� m� 11MIL / �.• tom.. 1 �I� 1 1 �� .I .. �..� 11. 1. t� 1, .. 1� 1� LI91111101 II� 1m• 1� I in= NMI I Nil 1V' 1� u� 1■. � II�1:: 1.1 1 1•. . 1.1 1� 1.. 1ms I N I 1� 10 1.■ 1� 1mommi 1:'lull, 11..111�11: 1�"� ► ///1■1 �r I 1■ �1•;1ME! MI j_:111�11�►1= II�..111�111. 1� 1. 1.1 1� Il.r,•... 1� � 1�■■1�■IL. I _� ..> .�.=-.-_-- - 'rNis- �rCJ _i= a),I ll,■'l.■_��ri,'1-'jCs71�C�h.7IsTrol 'll Ls i SIMON ■■■■■■■■n■■■■■■■■■■■■■i f TO •CONNECT TO STRUCTURE 106 \ �� I■■■■■■■■■■■■■■■■■■■■■■II ■■■■■■■■■■■■■■■■■■■iiial 1TOTIET06" PIPE., DOWNSPOUTS ■ & tAI.TH OA N�,�0,5 U CRA1G W. J. KO•TARSKI 5 Lic. No. 0402048507 Alp 10115/ 21 S.S7OWAL r^ E 0 N O N > E w a E F W 3 LL c 3 LL < J U sol w .j, - a, (•JW o� Z y Ir 0 x C L Q a (/1 = y N F < C � lT ate+ N d � U!i 7 O x 7 H 0 w w_ U a Z 0 In O LM DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE AS SHOWN Oz O Q c ' ' `o ` W a T J Q > Q o c z Z_ 5~ Q n Uc U o LL W Q Q W c_ � 8 Lu UQz F1 a Q o c Q E E a m a w w JOB NO. 40241 SHEET NO. C5.0 I% m \\ \ �-' - a\ ,/ / i _ / � / x= ��� � � � � \ \ g / ) � � /�jl� / /ter •! -ice r\ � / / I \\ L \ ��* v A� �/ 2282956 45 _ v > " / >o/ / > _ / / b� �% ' b• P - 100' SHEET FLOW \ / �` r/, ' ' / ' / , / / / J e / 100' SHALLOW FLOW . ` ��X\ ' ' \ �' ' / / t / /pRE-DEVELOPED DRAINAGE / AREA TO ANALYSIS POINT 2 ' // (OFFSITE) J / ( l TOTAL AREA = 0.40 AC�� \ \ aas' 1 ` \� ` L \ \ /\ / J % / / J/ I l ,l ! IMPERVIOUS AREA = 0.07AC PRE -DEVELOPED DRA/NAGS AREA TO ANAL PSIS POINT 1 \ �Qs \ ` - , ` ' / r , / '/// PERVIOUS AREA = 0.33 AC (OFFSITE) ` \ \ \ \ _ '`\ ' ' ' I / % > t i// TC = 10.5 MIN TOTAL AREA = 0.76 AC \\ - aa2 . ' \\ \ .�Q 1 _ , \ \� / J r / \ c•> IMPERVIOUS AREA = 0.10 AC PERVIOUS AREA = 0.65 AC ` J `•Q _ _ ' / (\ - '�� / / + / / TC = 8.9 MlN \ 3vA > / / / 135' SHALLOW FLOW _ / a • '� �'_ �,, / / / / / OF //\\\ \ \ v '� �' v _ ��>-- _�'�'' l/; r ARM Mow mom � .airirvw _ 1��1...-••+..��� - ,/'''� �•, A - \ - �. _ jam S r Of 100'SHEETFLOW ^ �\ .+` \ 3i" \ AT8.0% > - - ' - \ _ \ `� 'KSo J POST -DEVELOPED DRAINAGE o- \ XT \ \9 AREA TO ANALYSIS POINT 2 (OFFSITE)' / _ ' / / J / f o- _ I e/ 100'SHALLOWFLOW >> AT 50% \ \ \ \\ '� A l / / TOTAL AREA = 1.16 AC- _ IMPERVIOUS AREA = 0.17 AC r 1 TiPERVIOUS AREA =0.99AC •/,'� ' '\ `_I \ \\ \` / I_TC=8.7MIN \k 44 CMP DETENTION SYSTEM 1 I I \�1 a- _ _ ` _ _ /' J /i/ / / s••', r""�./ i / z/ 1 1 \ I 1 _�\, POST -DEVELOPED DRAINAGE i I _ . ,:�:::: ` - AREA TO ANALYSIS POINT 2a I / I I k DETAINED k / �j/ 1 V ( ) l \ l \ A 39• 439"\ / h� v ' / / ' / / IIIIL m11111/ \� / >- -\� ra ,,.n ".Nvivvv ru x"r.-a......+r.v / IIr11. m111\1/ \ / ' b� ^� �\ rFJ I .0.3 / •• / I l /1 \ \ ) ) 1 l /111 �I�I \ \ / 4 ' Iltt/ I \ \ / II\t/ I / \ PERVIOUS AREA = 0.07 AC / / \ , , ( / 4\ / / 4\ \ � 100'PIPEFLOW � b N / / / / / Ill \ / / 1 \ cf ` TC = 6.0 MIN VELOPED AT5.0%' ` /' / 43a , �- / / - II ^ / �� b�^ '��o /°� �' / / / fll ` POST AREATOO ANALYSIS AI POINT J, /' ' / / b / r \II 43 / / 1 / / \\ \ a `a pr"y I e L_ �' / / / ' / _ \t UNDETAINED TOTAL AREA = 0.81 At, J / \ \\\� \ PRE -DEVELOPED DRAINAGE IMPERVIOUS AREA = 0.53 AC / \ POST -DEVELOPED DRAINAGE - s3''/ ., \\ \ �� _ / e \ AREA TO ANALYSIS POINT2 - PERVIOUS AREA = 0.28 AC \` \ ` t : AREA TO ANALYSIS POINT 2b / - PRE -DEVELOPED DRAINAGE \ ` t ` \ - I I ' �: _ -1 I ` i J / ' (ONS/TE) f -' / ' / - TC = 7.5 M I N J > ' ( ) AREA TO ANALYSIS POINT I, \ \ ` 'J','' _ _ o \ \ �'Jl,'' UNDETAINED \ 1 3` TOTAL AREA = 0.54 AC \ �\\ \ \ _ TOTAL AREA = 0.12 AC ONS/TE \ \/ \ / J/ ' 'r'� '' i -iE, / `_ =' a \\ I / / l \�J'/ " '� IMPERVIOUS AC \ ( ( ) \ I RPA - - \ It / - IMPERVIOUS AREA = 0.29 AC i / \ > ' i \\ j 1 i A - \ If / '/ \ - - / TOTAL AREA = 0.99 AC \\ / / . l / / �\ - / ( \ sr \\ v.: =: \ \ , / i' I J / / l q \ \ 1 1 (J ( / PERVIOUS AREA=0.25AC ,,--� (/ J ( �,/ PERVIOUS AREA=0.11AC ,-- / _ ( IMPERVIOUS AREA = 0.57AC _ ` ` \ \ \ ' ; ' P f c > ' TC = 6.O M/N / /F P f/ � 'r i = TC = 6.O MIN PERVIOUSAREA=0.42AC\1°��'1r'c' 4�'`/�'-' \ \\ �':z ,trap, /' 4�1`�/ / �\\\\\\ \ \ \ \ \ \ I`;✓.a,�1._�%�.;:}:': j/ `i�r -r �s\0`TC=6.2M/N SIS POI ' OINT 2ANALYANALYSIS PAr / / '-�- s X' / ^/ �•b``^rb / / \ \\ :' - - i \ ::::�;::ir {ri.r.�:�/ - �_ �C / ^/ �•b'`gti � - _ . / , y • \ / \ Y9•Q21 .Q2, ^ �' ` / ��Y�_ $ , ' r \ .o I��i /z y' a• - / - ? / / y� gam{ ' r \ / / / \ \ ✓:::^..ei . t : �::'' ' i - / � _ l 1 / i"i J • \ / / \ elij .:.f: ..1: ' _ / � _ ! 1 J •r /y / ' / ^� \ / /. :r/' ,�y 1 \ �� O / ('^ � \ / ri .•fir:.. ,ry \ � �� O '/ ... ./,r,\J• / ' i!.:J..:� r::I,•'::' t \ / / \ / L `, Y Y Y T / ' "i%..�.:� �*; .:.. t \ / �. / \ / J - `, Y Y Y JI J T� J J • Y /. ✓..: / / •I Y �� J(, W / \ / % // '��::: i%: f.iYT:: :: / ( I' / L T • � -Y � / � J J(J W • Y \ \ _ i / / :'k_:i\.:.•tie::.s.v. : J`:.,e/%i �'. {i/'' / ) IJ `+/ Y �/ s' J . i / /.. /{�:.,{. �j/1 / �.•:. %: .. 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J \ II ,/L • ` J J • Y Y • J • \ � = i ` :�'SK�J.}'.:�:^' �'n~�}>.�--,:_r.'L' �\. \ YI �. � '/'^ ......_...:ti �.:. 42 {:•� \ ( ,'• Y'� •\J Y J J /� f '� �1:':�. .+K::.;-�'-'..::ti.-.r...+.....A ! y' • , -\J Y , \ / �•/ „/ \ i f ..x-.+: n-.yr::--F'i,i�:.%•."':. 2T 1' /6 -, • ✓J� •JY Y • , • \ _ �, ,�Y Y / �•/ i ✓ \ �• r _..+..y::r-:.:':ri_ :."c:/ IT 1 I / , • ✓J-J •JY Y • , \ _ , +ti• _ _ t / ( ANALYSIS POINT 1 � � � �.�: :� - _ 1 r' � / � � \, / \ � � / / � ANALYSIS POINT 1 ' v r / , / _ _ _. /\ - ../ ::: / ' YII , , • - ✓ , , •_ = - N r / _ _ _ /\ / LJ y_c _ �.-- -- /J r l / ' 422 _ / _ - - 1 i \ / �... / " ^ , l / 422 _ / _ r ' , �.J �... - �• - _ _ _ / / / / -�- / _-- - -- - -_ 1- \ ° / I .//'--'d'8 ©I \ .� / I / I 710, SCALE I"=50' 1 SCALE I"=50' _ , 420'1 420'1 '�_� f -// /'�/^'/ _ /r/ l/ / ! �/ -�-� , \' -/ I _ _ -1 0 10 0't0 50100' PRE -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 - 1 YEAR WSE 429.94 5" ORIFICE INV 427.25 WEIR PLATE SECTION Iqm:LTA WEIR PLATE IN 72" CRAP 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. POST -DEVELOPED 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, 0.34 LBS/YR OF NUTRIENT CREDITS WILL BE PURCHASED FROM A DEQ-APPROVED NUTRIENT CREDIT BANK. SITE OUTFALL PEAK FLOW ANALYSIS PEAK FLOW RATE DRAINAGE TOTALAREA TC (CFS) RUNOFF AREA NAME (AC) (MIN) ON VOLUME (AC -FT) 10 YR Pre Developed Onsite Drainage Area 1 0.99 62 90 211 4.45 0.157 1 0.76 1 8-9 1 82 1 1.03 2.64 1 0.083 Pre Developed Offsite Drainage Area 1 COMBINED PRE DEVELOPMENT FLOW FOR OUTFALL 1 2.96 6.74 POST FLOW ENERGY BALANCE ALLOWED P ER ENERGY IMPROVEMENT BALANCE* FACTOR (CFS) 0.800 2.99 *indudes offsite Flowfrom DA1 OUTFALL 1 CHANNEL PROTECTION AND FLOOD PROTECTION CALCULATIONS CHANNEL PROTECTION (ENERGY BALANCE) -1 YR Q1 YR POST-DEVTOTAL 15IF * (Q1 YR PRE-DEV * RV1 YR PRE-DEV)/RVLYR POST-DEV + Q1 YR OFFSITE 2.70 CPS 5 0.800 * ( 2.11 * 0.157 j / 0.135 + 1.03 2.70 CPS !- 2.99 CPS OK FLOOD PROTECTION - 10 YR QLO YR POST-DEV TOTAL C - Q10YR PRE-DEV 5.57 CPS <- 6.74 CPS 5.57 CPS 5 6.74 CPS OK O UTFALL 2 CHANNEL PROTECTION AND FLOOD PROTECTION CALCULATIONS CHANNEL PROTECTION (ENERGY BALANCE)-1 YR Q1 YR POST-DEVTOTAL < IF * (Q1 YR PRE-DEV * RVl YR PRE-DEV)IRV LYR POST-DEV + Q1 YR OFFSITE 1.13 CPS 5 0.800 * ( 1.15 * 0.086 j / 0.127 + 0.54 1.13 CFS !- 1.16 CFS OK FLOOD PROTECTION -10 YR Q10 YR POST-DEVTOTAL 15 Q10 YR PRE-DEV Pre Developed On site Drainage Area 2 0.54 6.0 90 115 2A4 0.086 0.800 1 1.1671 3.54 CFS <- 3.69 CFS Pre Developed Offsite Drainage Area 2 0.40 10.5 83 054 134 0.046 *indudes offsite Flowfrom DA2 3.54 CPS 5 3.68 CPS COMBINED PRE DEVELOPMENT FLOW FOR OUTFALL 2 1.64 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 2.70 557 0.135 0.60 6.0 94 220 430 0.114 0.12 6A 81 026 0.67 0.013 1.16 8.7 83 250 619 0.133 2 1.13 3.54 & tAI.TH OA N4, 0 U CRATG W. J. KO'rARSK15 Lic. No. 0402048507 Alp 10/15/21 r^ E 0 N O N � > E w a E F W > 3 LL c 3 LL Q J U "'01 00 C7 W w Z y f>'1 � jk;X �� v InM N In y F Q c 'f' o+ � M a� 0LU Uri DC Z) O 0 0 W W x a z 0 (n K 0 O am O �c L7 Lm z 0 E(n ti °C w 0 C) z U O U) 2 LU L Q W a LU 0 DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE AS SHOWN Peil•J Q o J a D U " J ` Q U� J r)�0 0 O z > ` `o Q _' D y C V a o J > � I� } z N z � Q = a p U Z 0 o LLw J <l J 02 3 a a = LU UJz o H� a W ` a o 0 W m i Q� E a a W z 0 0 o: (7 C G z z 0 F W F-- 0 d if o `c �A. G o d O U) E JOB NO. 40241 SHEET NO. C6.0 OK OK Project Name: Keswick Family Pool Date: 1OA3/2021 Unear Development Project? No Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) aata �n� DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet -Version 3.0 constant values calculation culls BMP Design Specifications List: 2013 Draft Stels & Specs Site Summary Project Title: Keswick Family Pool Date: 44484 Total Rainfall (in): 43 Total Disturbed Acreage: 1.68 t _ 6R Check: BMP Design Specifications list: 2013 Draft Stds & Specs r"� lineurprolect? No '® Land cover areas entered correctly? t/ r:riiiiiii Total disturbed arch entered? Pre-ReDevelopment land Cover (acres) A soils Is Soils CSoil. DSoils Totals Festal Space (ames) -- imdisturbetl fores o ens ace 0.LU Managed Turf(acres) -- disturbed, graded for yards, or other turf to be 0.91 0.81 lmperviaus cwer(acres) 0.11 0.82 L68 Post -Development land Cover (acres) A soils BSoils CSoils DSoils Totals Forest/0pen spa¢ (acres) - undisturbed, am mmandforeseo ens ace orreforested Managed Turf local - disturbed, stated for yard s or other turf to be 0.61 0.61 lmpevious cwer(acres) 107 1.0 Area Check OK. OK. as. as. 1.68 reemade c Annual Rainfall lincIn 43 Target Rainrall Event (inches) l.m Total Phosphorus (TP) EMC(mg/L) 0.26 Thal N itmge n(TN) EMC(mi 1.% Target TP Load pb/arri 0.41 PI( unitless correttionfactnt 0.90 Runoff Coefficients (Full A sods Bsolls CSoils DSons ForesVopen Space DD2 0.m am 0.05 Managed Turf 1 0.15 1 am I 1 1 0.25 Imperncus Cover 1 0.95 1 ass I 0.95 1 0.95 long cover wmmary-Pre Pre-ReDevelopment Listed Adjusted' Forest/Open Space Caere aoes) am ow Weighed Rv(forest) al ow %Forest 0% 0% Managed Turf Cover (acres) 0.81 0.61 Weighted Rv(tud) 0.25 0.25 %Managed Turf 48% 41% Impervious Cover(acres) 0.87 0.87 Rv(imperamme) 0.95 0.95 %Impervious 52% 59% Total St. Area(acce) 1.641 L48 51. Rv 0.61 0.65 Treatment Volume and Nutrient Load Pre-Recovel opmem beatmentvolume (are4t) 0.0858 0.0816 Pre-Recievel opmem neatment volume (cublcreH) 3,T35 3,554 Pre-ReDevelopment TP Load pb/yr) 2.35 2.23 Pro-RmnelopaemTPLescro me Laos o laq is Baseline TP Load (Ib/yr) 1oAVM/errc/yrappllotopre-rovdopmemornaclwing pervious land proposal red lrepempn case) 0.61 ' Adj us ted toed Cover Summi Pre Re Devebpmentbndwwrminus Mmry wbndrover(foren/opensporeor monmged turf) acreage proposedfornewimpervious rover. Adjusted mmlm oll mnsdtent with Past-ReDevelopment.,'cope (minus maemge of new impervious m ver). Column I shows bad reduttbn requriemmt fornew impmvbus rover(6osed on new devebpmentbmd link, 0.411bs/mereWon. Post pecev.&New Impervious Forest/Open Spare Correlations) am Neighed Re(foni am %From. 0% Managed TurfCover (sores) M61 Weighted Rv(turf) 0.25 %Managed Turf 35% Impervi pus Were (acces Lai Rv(mperviaus) arIS %lmperviaus 64% irelshe Area(ar i Lfi8 1.1 Post Dev site Iry am Final Post - Development Toeatmemvdume (acni Humped - Development Treaonemvolume (oassfeet) Final Post - Development TP Load (Ih/wl Final Postararinpnet m trait per arm IH/me/wl PAWL 4.243 Prot-11eDevmm Nape FareM/Open Space 0.00 %FORit as; Mamged Turfrnver 0.6, fern i Weighted Rv(tm0 0.25 %Mamgel Turf 41% RrOe, Impervious p.BT Cnverfarresi Ridimperme s) 0.95 %Impervious s9% Tatty Rell Site Area Sal (sca l ReIFN iIteM 0b6 Treatment Volume and Nutrient Load Post-ReOevelopmem Treatmentvolume 0.0816 (acre hi I I Post-ReDevelopment natural volume 3,554 (oubic fee) Poe"ReDevelopnem 2.67 Loadfrvl 223 (IlVi PosaauoWzl apavmry 159 ban pa 151 P6/me/wl Nitrogen Loads (Informational Purposes Only) I. an, 2- eeoevdopm.nt Lean) TP Load Reduction Required for 0.45 Redeveloped Area (Il Post Development New lmperviaus New Impervious Cover 020 (acres Rabmpmvlous) 0.95 vast-Donelapme. Treaanmavalume 0.0158 (aare-h) Post-Develapmem Taeaunemvolume 690 (mblcfee l Post -Development TP Wad (I b/yr) OA3 TP load Reduction R.,.lead for New 035 Impervious Area (Ib/yr) Site Land Cover Summary Pre -Re Develooment Land Cover (acres) Update Summary Sheet Print Preview Print A soils BSoils CSoils 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 0.00 0.81 0.81 48 Impervious Cover (acres) 0.00 0.00 0.00 0.87 0.87 52 1.68 100 Post-ReDevelopment Land Cover (acres) A soils BSoils CSoils 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 0.00 0.61 0.61 36 Impervious Cover (acres) 0.00 0.00 1 0.00 1 1.07 1.07 64 1.68 Ion Site Tv and Land Cover Nutrient Loads Final Post -Development post- Post Adjusted Pre- (Port-ReDevelopment ReDevelopment Development ReDevelopment r &New lm ervious P 1 INewlmpervious) Site Rv 0.70 0.66 0.95 0.66 Treatment Volu4,243 3,554 690 3,554 TP Load (lb/yrl2.67 2.23 0.43 2.23 Total TP Load Reduction Required 0.80 0.45 0.35 Qb/yr) Final Post -Development Load (Post-ReDevelopment&New Impervious) Pre- ReDevelopment TN Load (Ib/yr) 19.07 16.79 Site Compliance Summary Maximum%Reduction Required Below Pre-ReDevelopen[Load 20% er Total Runoff Volume Reduction (ft'l 559 Total TP Load Reduction Achieved 0.46 (Ih/yrl Total TN Load Reduction Achieved 3.27 (Ih/yrl Remaining Post Development TP Load 2.21 (Ih/Tr) Remaining TP Load Reduction (Ib/yrl 034 Required Drainage Area Summary Pre- Final Port- Post-ReDevelopment ReDevelopment Development TP Load TP Load per acre per acre TP Load per acre (16/acre/yr) Ib acre r It acre r 1.51 1.59 1.51 D.A. A D.A. B DA C D.A. D D.A. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf(acres) 0.02 0.00 0.00 0.00 0.00 0.02 Impervious Cover (acres) 0.36 0.00 0.00 0.00 0.00 0.36 Total Area (acres) 0.39 0.00 1 0.00 0.00 0.D0 0.39 Drainage Area Compliance Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total TP Load Reduced (lb/yr) 0.46 0.00 1 0.00 01 1 0.00 0.46 TN Load Reduced (Ib/yr) 3.27 0.00 1 0.00 0.00 1 0.00 3.27 Drainage Area A Summary Land Cover Summary A Soils BSoils CSoils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 0.00 0.00 0.00 0.02 0.02 6 Impervious Cover (acres) 0.00 0.00 0.00 0.36 0.36 94 0.39 BMP Selections Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit 3 Volume (ft) Upstream Load to Practice hb/yrl (Ib/yr) Treatment to he (acres) Area (acres) Practices (Ihsl (Its) Employed 3.a. Permeable Pavement #1 (S ec #7 0.106014692 365.59 1 0.00 1 0.23 0.13 0.09 Total Impervious Cover Treated(acres) 0.36 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. (Ib/i 0.46 Total TN load Reduction Achieved in D.A. (Ib/Yr) 3.27 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 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. 0.36 0.00 0.00 0.00 0.00 OK. 0.36 0.00 0.00 0.00 0.00 OK. 0.02 0.00 0.00 0.00 0.00 OK, 0.00 0.00 0.00 0.00 0.00 OK. E:0K.1 OK. 11 OK- OK. OK. Site Treatment Volume (ft3) a,243 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) 1 D.A. B D.A. C D.A. D D.A. E TOTAL 559 0 0 0 0 559 0.80 0.00 0.00 0.00 0.00 0.80 0.46 0.00 0.00 0.00 0.00 0.46 0.34 0.00 0.00 0.00 0.00 0.34 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 3.27 0.00 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (lb/yr) 2.67 TP LOAD REDUCTION REQUIRED (lb/yr) 0.80 TP LOAD REDUCTION ACHIEVED (lb/yr) 0.46 TP LOAD REMAINING (Ib/yr): 2.21 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 0.34 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (lb/yr) 19.07 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 3.27 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 15.80 ECOSYSTEM SERVICES, LLC 1739 Allied Street, Suite A Charlottesville, VA 22903 540.578.4296 www.ecosystemselvices.us ion@ocosystemervices.us October 15, 2021 Riki van Niekerk Project Engineer Timmons Group 608 Preston Avenue, Suite 200, t, Charlottesville, VA 22903 �l RE: Nutrient Offset Credit -Credit Availability Letter, Keswick Hall Family Pool Project j Project Address: 701 Club Drive - Albemarle County, VA y j WPG-2021-00054 W s Project TMP: 0800-00-00-OOBM Project HUC: 02080204 T s Bank HUC: 02080204 r Bank Address: 1705 Lambs Road, CharlotteB�rille, V(p 22901 Dear Riki, �I j We appreciate the opportunity to provide a credit availability letter for 0.34 pounds of phosphorus for F the above referenced project. This letter is to certify that as of today, October 13, 2021, Ivy Creek Nutrient t Bank has 125.85 pounds of phosphorus (TP), 193.77 pounds of nitrogen (TN); and 39,685.16 pounds of ss� TSS available for transfer to those entities requiring offsets in accordance with the Chesapeake Bay ss j; Watershed Nutrient Credit Exchange Program (VA Code § 62.1-44.19:14 et seq.). Those offsets are also 3 transferable in accordance with the Virginia itormwater offset program (VA Code § 62.1-44.15:35) and l the Virginia Soil and Water Conservation BoaF or s Guidance Document on Stormwater Nonpoint Nutrient Offsets approved on July 23, 2009, to those r�gulated entities qualifying for nutrient credits. f �1 � We can certainly accommodate your needs and could offer to fulfil the order of 0.34 pounds of ¢ i hot 1� phosphorus. horus.L'jj n Please feel free to contact us with any questions. I hope we have the opportunity to work together on this I � f, project. Y �)f ..� rtT�) ��� iy� I t �l l�l� (�( ��� I �P Sincerely, ' ,Ill4i �i,yir^(; �II IRS)"!� �J' f �, P� �� h� u Ecosystem Services, LLC�i'�s° �(7ia �� 1_`VVV i °.'p By.�. iJ - Jonathan R. Roller, AOSE PSS CNMP7 t ' b°1 n j Ili f Manager -Authorized Re presentative -Sri' Si �1Y,p L. ri OF `Lra� U C'RAIG W. I. KOTARSKI 5: Lie. No. 0402048507 a 10/ 15/ 21 M E CD CI M U N Vi N C E W N E 7 aLLo3 0 W - W O m IY UJ t M Q� J U m W 1 - � d an i N U1 N M (7 W N 7 3: 0 X n J LL 0 X v _ N = U Ll � F Q . C N O an N aM a- O7 J Z O i f H F Q DATE 911012021 DRAWN BY 1. DENKO DESIGNED BY 1. DENKO CHECKED BY C. KOTARSKI SCALE N.A c V / 8 z� J O O 1-1n >` O a m J o a U� m J o 0 Q a J � �-I } U Z > r Q O I-� C UJ o W �Ja3 Q (''y W �J y a Y ?O U m Cy' 2o e Q w d Z I -I a° ii 2 a =-6 row E o d 1,N a0 W oC� m O�3 rn 0 m r A � a F m o �L o .3 nm m c to y to m J N X 0 m .- m � d N m O el O C EaO O M O LD 06 a c CU CUM a D JOB N0. raD o as .- m t 40241ad as o C p SHEET NO. n o C6.1 t E �_ FLU (BROOD a"21B 16' OR 18PARKING 1-1/2" PERMEABLE SETTING BED AGGREGATE 4" 21 B STONE 12" #57 STONE UNDERDRAIN FABRIC (TENAX SUBGRADE SLOPE PIPE MS220B OR TO UNDERDRAIN EQUIVALENT) PERMEABLE PAVERS SECTION — LEVEL 1 No Scale VA DEQ STORMWATER DESIGN SPECIFICATION NO. 7 9.3. Maintenance Inspections It is highly recommended that a spring maintenance inspection and cleanup be conducted at each permeable pavement site, particularly at large-scale applications. Maintenance of permeable pavement is driven by annual inspections that evaluate the condition and performance of the practice. The following are suggested annual maintenance inspection points for permeable pavements: • The drawdown rate should be measured at the observation well for three (3) days following a storm event in excess of 1/2 inch in depth. If standing water is still observed in the well after three days, this is a clear sign that clogging is a problem. • Inspect the surface of the permeable pavement for evidence of sediment deposition, organic debris, staining or ponding that may indicate surface clogging. If any signs of clogging are noted, schedule a vacuum sweeper (no brooms or water spray) to remove deposited material. Then, test sections by pouring water from a five gallon bucket to ensure they work. • Inspect the structural integrity of the pavement surface, looking for signs of surface deterioration, such as slumping, cracking, spalling or broken pavers. Replace or repair affected areas, as necessary. • Check inlets, pretreatment cells and any flow diversion structures for sediment buildup and structural damage. Note if any sediment needs to be removed. • Inspect the condition of the observation well and make sure it is still capped. • Generally inspect any contributing drainage area for any controllable sources of sediment or erosion. An example maintenance inspection checklist for Permeable Pavement can be accessed in Appendix C of Chapter 9 of the Virginia Stormwater Management Handbook (2010). Based on inspection results, specific maintenance tasks Will be triggered and scheduled to keep the facility in operating condition. 8.2. Permeable Pavement Construction Sequence The following is a typical construction sequence to properly install permeable pavement, which may need to be modified to depending on whether Porous Asphalt (PA), Pervious Concrete (PC) or Interlocking Paver (IP) designs are employed. Step 1. Construction of the permeable pavement shall only begin after the entire contributing drainage area has been stabilized. The proposed site should be checked for existing utilities prior to any excavation. Do not install the system in rain or snow, and do not install frozen aggregate materials. Step 2. As noted above, temporary erosion and sediment (E&S) controls are needed during installation to divert stormwater away from the permeable pavement area until it is completed. Special protection measures such as erosion control fabrics may be needed to protect vulnerable side slopes from erosion during the excavation process. The proposed permeable pavement area must be kept free from sediment during the entire construction process. Construction materials that are contaminated by sediments must be removed and replaced with clean materials. Step 3. Where possible, excavators or backhoes should work from the sides to excavate the reservoir layer to its appropriate design depth and dimensions. For micro -scale and small-scale pavement applications, excavating equipment should have ants with adequate extension so they do not have to work inside the footprint of the permeable pavement area (to avoid compaction). Contractors can use a cell construction approach, whereby the proposed permeable pavement area is split into 500 to 1000 sq. ft. temporary cells with a 10 to 15 foot earth bridge in between, so that cells can be excavated from the side. Excavated material should be placed away from the open excavation so as to not jeopardize the stability of the side walls. Step 4. The native soils along the bottom and sides of the permeable pavement system should be scarified or tilled to a depth of 3 to 4 inches prior to the placement of the filter layer or filter fabric. In large scale paving applications with weak soils, the soil subgrade may need to be compacted to 95% of the Standard Proctor Density to achieve the desired load -bearing capacity. (NOTE: This effectively eliminates the infiltration function of the installation, and it must be addressed during hydrologic design.) Step 5. The filter layer should be installed on the bottom of the reservoir layer and, where appropriate, filter fabric can be placed on the sides. Step 6. Provide a minimum of 2 inches of aggregate above and below the underdrains. The underdrains should slope down towards the outlet at a grade of 0.5% or steeper. The up -gradient end of underdrams in the reservoir layer should be capped. Where an underdrain pipe is connected to a structure, there should be no perforations within 1 foot of the structure. Ensure that there are no perforations in clean -outs and observation wells within 1 foot of the surface. Step 7. Spread 6-inch lifts of the appropriate clean, washed stone aggregate. Place at least 4 inches of additional aggregate above the underdrain, and then compact it using a vibratory roller in static mode until there is no visible movement of the aggregate. Do not crash the aggregate with the roller. Step 8. Install over -drain if required and connect into outlet conveyance system. Step 9. Install the desired depth of the bedding layer, depending on the type of pavement, as follows: • Pervious Concrete: No bedding layer is used. • Porous Asphalt: The bedding layer for porous asphalt pavement consists of 1 to 2 inches of clean, washed ASTM D 448 No.57 stone. The filter course must be leveled and pressed (choked) into the reservoir base with at least four (4) passes of a 10-ton steel drum static roller. • Interlocking Pavers: The bedding layer for open jointed pavement blocks should consist of 2 inches of washed ASTM D 448 No.8 stone. Step 10. Install paving materials in accordance with manufacturer or industry specifications for the particular type of pavement. Virginia Stormwater Management Handbook, Chapter 9 July 2013 9-C.8.0. PERMEABLE PAVEMENT: O&M CHECKLIST Inspection Project Site Plan/Permit Number Location Date BMP Placed in Service Date of Last Inspection Inspector Owner/Owner's Representative As -Built Plans available: Y / N Facility Type: Level 1 Level 2 Ideally, each permeable pavement installation should be inspected in the Spring of each year, especially at large-scale installations. Z Z Z } i } Elemant of o Y o- Who Will BMP Potential Problem E W o How to Fix Problem Address Comments m a Problem p m d e O � There is excessive Remove immediately. Owner or trash and debris professional Them is evidence of Owner or Contributing erosino and/or bare or Stabilize immediately. professional Drainage Area exposad soil Them is excessive w landscape waste and Remove immlediately. professional yard clippings Check that tree roots have not penetrated the pavement and leaf residue has not Adjacent Trees and shrubs are dogged the pavement. Owner Vegetation within 5 feet of the Vegetation that limits access ior o Professional pavement surface or interferes with the permeable pavement operation must be pruned or removed. Them is excessive trash, debris or Remove immediately Owner or Inlets, Pre- sediment Professional accumulation Treatment Cells and Flow There is evidence of Owner or Diversion erosion and / or Stabilize immediately professional Structures exposed soil Clean out sediment or Evidence of dogging debris. Remove and wash or Professional replace stone, as needed Eliminate standing water and establish vegetation; treat for mosquitoes as needed. If Pavement sprays are considered, then Owner or Surface Mosquito proliferation use a licensed pest professional controller to apply an approved mosquito larvicide (ordy if absolutely 3rd Party Cons'tructi'on'lhspaction Checklisiland Certification: Permeable Pavement EO Spec. No. 7 & PFM 6-1301 Project Name: Cons)iuriion Firm: Co Plan Number: 31°Planylnspeclion F•Me Site Address: s- Fairy Nispenibi's Name; L,mtude/Longitude: •N W Concoct Info/Phone Number BMP ID Number as shown on plan and general location on the vte A certification is required for all SW WBMP facilities under PFM 6-1300 at. seq. • A Virginia licensed professional engineer or licensed professional meeting the exemption requirements of the Code of Virginia §54.1401 must sign the Crtification at the end of this checklist. Instructions: • Check each item as complete, or write in "N/A- for those items that are not applicable. • Fill In blanks for requested information On dimensions, materials, etc. a Provide one or more photos for applicable items; rheckboxes indicate items that reourre photos. Pre -Installation Meeting and Site Preparation CHECK PHOTO DESCRIPTION DATE OF INSPECTION I COMMENTS ❑ Pre -Installation Meeting wilt . contractor designated to install the facility -3rd Piny inspector(ordesignee) A review of checklist and tentative schedule for interim Ins ctions ands molts has been discussed ❑ Conbibutmg drainage areas are slabilaed and not eroding. ❑ ❑ Stormwater runoff is diverted around like excavation area to slabilaed conveyance. Excavation CHECK PHOTO DESCRIPTION DATE Or IMPECTIONI COMMENTS ❑ Horizontal location of BMP is in accordancewah the approved plans. ❑ Subgrade surface free of rocks, roots, and large voids. (voice l' may be filled with base aggregate.) ❑ For level permeable pavement: Excavation modern is IIIseardied. ❑ No groundwater seepage or standing water is present Any standing water is dewatered to an acceptable dewasming. device, and the design consultant has been ratified. ❑ ❑ of facility has achieved proper elevations and grade IExcavation perapprpved plans. Filter Layer and Underdmin Placement CHECK PHOTO DESCRIPTION I DATE OF INSPECTION ICOMMENTS ❑ All aggregates (stone, sand, etc, as required) are clean, washed, and conform to specirrcaltons. III ❑ ❑ Perforated underdrain sae and spacing per approved plans. Pipe Diameter_ Inches Material Pipe spacing R Slope Perforation arse/SpacingI ft. ❑ Fitter layer and initial reservoir layer aggregates spread (not dumped) to avoid aggregate segregation per approved plans.) Depth of filter layer fL ❑ ❑ Impermeable liner (when required) is placed in accordance with manufacturer specifications, per approved plans. ❑ Underdram, observation walls), and underamom Fittings (45• 1 wyes, cap at upstream end, etc.) installed per approved plaml I Number of Observation Wells Page 1 of 2 Virginia Stormwater Management Handbook, Chapter 9 July 2013 Stabilize immediately. Mow, frigate and apply organic There is evidence aF (not chemical) fertilizer, as erosion and / or bare needed to keep grass Owner or or exposed soil in grid healthy and dense enough to professional provide filtering while paver areas protecting the underlying soil. Remove any grass clippings. There is loose Remove immediately and material (e.g., bark, vacuum sweep the area to Professional sand, etc.) stored on prevent clogging the the pavement surface pavement pores. Pavement is stained The surface must be kept and/or clogged or clean and free of leaves, water is ponded, debris, and sediment by Pavement indicating the vacuum sweeping (without Surface pavement is not pavedrainmentis of brooms or water spray) Measure the immediatelyy and, otherwise, drawdown rate in the at a frequency consistent observation well for with the use and loadings three (3) days encountered (at a minimum, following a storm annual dry -weather event that exceeds sweeping in the Spring). Professional 1/2-inch of min. If Where paving blocks are standing water is still installed, the sweeper must observed in the well be calibrated so it does not after three days, this pick up the stones between is a Gear sign that the the paver blocks. Following pavement is clogged. the vacuum sweeping, test There are significant pavement sections by amounts of sediment pouring water from 5 gallon have accumulated buckets, to ensureproper between the pavers. drainage. There is evidence of Structural surface deteriortation. Repair or replace affected Integrity such as slumping, areas as ce�ary. Professional cracking, spalling or broken pavers. Observation Is each observation Repair, as necessary. Professional Wells well still capped? Outlets am obstructed Remove obstructions and Outlet or erosion and soil stabilize eroded or exposed Owner or exposure is evident areas.Professional below the outlet. 9-C-23 ind PartylConstruction Inspection' heckiiat and Certification: Permeable Pavement DEQ Spec. No. 7 8 PFM 6-t Stone Reservoir Aggregate Placement CHECK PHOTO DESCRIPTION DATE OF INSPECTION I COMMENTS ❑ Sides covered with geotextile with no tears, holes, or excessive wrinkles. ❑ ❑ Stone reservoir layer aggregate placement, compaction, and thickness, are per approved plans. Depth of reservoir layer aggregate_ Inches Bedding Layer and Pavement Installation CHECK PHOTO DESCRIPTION DATE OF INSPECTION I COMMENTS ❑ ❑ Pre-treatment structures (when required) are installed per, approved plans. Type of pretreatment ❑ concentrated flow is not being discharged directly onto the permeable pavement ❑ Pavement surface is even and runoff spreads evenly across surface. ❑ Flow reduction prince or cap placed on the end of the pavement unde rd min per approved plans. ❑ ❑ Permeable pavement block systems which reqube edge restraints are installed Rush with me paver blocks per approve plans. S be of Edge Restraints Type of Edge Restraints ❑ Aggregate layer for the installation of the urrderdraln system is III per approved plans. Depth of aggregate layer ft. Sae of aggregate layer ❑ Signs installed per PFM 5-1311e. 36 III ❑ For porous asphalt and pervious concrete pavement, the full permeability of paved surface has been properly tested (clean III mile water applied at,a min, rate a 5 gpm over the entire surface), and all water motivated directly without puddle on m surface runoff. it ❑ Provide a photo of the BMP facility after completion of construction. I I, I Final Certification I do hereby certify that this as -built information for the stormwater managemenVBMP facility was inspected by me (or by an individual under my responsible charge) and conforms to the approved plans, except as indicated. Signature: License Number (Seal): ("Certify' means to state or declare a professional opinion based on sufficient and appropriate onsite inspections and material tests conducted during Cons[mction) Page 2 of 2 L.TH OFf� Y- a''C �I ° CC U CRAIG W. J. KOTARSKI Lie. No. 0402048507 �n, 10/1V21 A3' M E 0 rn � N OI N C > E ILL!a E W > .y U. o 3 0 0 — W � Qa j U m J —in d i p N (DWN� Z 3Oa cd u- o a "_ - QD n 2 v N = U > U11 a . c d^ 0 EN N � M a � Co J uo � CL O �c F� H Z O at. ti Of U.1 0 O Z U O 2 LU OU W w Q DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE N.A LU U z z W J z O a O I..L 0 Q J>z I-seseq O C Z G 0 U U W V/ Umz a II UJ (n a WLU a MJ W LJJ CQ �G Lf a JOB NO. 40241 SHEET NO. C6.2 Cc n' N c O £ia 3 P n tE O N as �O ;m -0 2Z 20 c i F @ o E C y m a 0 O0 0 0 In N O fe i 1) 2 N 7 N o£_ C 3 O n$ `I t1 m so R 3 y U C N O_ 5 2 2 N N q C so U E C O V 0 0 a m do 16 a o 2 N m � a 2 R N so 0 m to n o N = E Hydraulic Design Calculations (EQUATION 7.1- SECTION 6.1 DESIGN CIRETERIA - SPECIFICATION NO. 7) I J - T.f (PxArxRtt)+(Px'4P) 'WIDER asc e = h, 9 +1P- 'R?leen.c alp '�aeat`I�scl�,erasar:ayr�itlt.t / /'! / //Q�L \+ A The a im,49 dcpdt (in Am)',x be Trcatmot VOW= (L4wei 1 ; iath 10.06 >h(0,09 tts\r oIhri C>q- N _ i - COOLIbut,08=Inpe.,dovs,irai°ase amaa (w) Aw - V24,31TA(tit: rw ' 4o4rj6** tar imparviow ww m 011 w I rusi9;fuE's wmui: Eagtm(OA) ] \\ \ \n \ Permeable Pavement Drainage Area 1 "\ DSTONE(MIN)=[(PXAIXRvl)+(PXAp)]/(NrXAp) �\ai�\, + \ P = 0.08 FT _ - \ 3 GATION ` /! \\\ \\'�\_ /I/ �1 ! ICU \\ \`\ \\ \`\ \ 1 \ I -ZR ucr- 443- CO \ \ \ \ VINEYARD � sr¢S, JG \ \ � � � � - ' \ � I ^ �\ � ✓ / / ! ! 3 \AREA \ \ CL / ! / 0 E77 WA\ q42 i ` \ \ \ \ \ `�-;�� / ` \ \ _ \ _ /` / ♦ JOQ'�! \\ - - _ i`' / �! ♦ I \ / S tTE'NY'" 4 \ / I €BOX INSIDE OLD �' / \ TV PED. n T-V.CUTS. A 745 FrZ 0 3 I PERMEABLE PAVEMENT DRAINAGE AREA 1 �� - ` � ' - - - ` � I ! ) I= RV1= 0.95 Ap= 745 FTZ Nr= 0.4 CDA = 0 :1 DSTor,E(MiM= 0.39 FT Permeable Pavement Drainage Area 2 DSTONE(MI N) = [ (P X AI X Rvl) + (P X Ap)] / (N r X Ap) P = 0.08 FT A,= 2171 FTZ RV1= 0.95 Ap= 2171 FTZ Nr= 0.4 CDA = 0 :1 DSTONE(MIN= 0.39 FT Permeable Pavement Drainage Area 3 DSTONE(MI N) = [(P X AI X Rvl) + (P X Ap)] / (N r X Ap) P = 0.08 FT A, = 328 FTZ Rv1= 0.95 Ap= 328 FTZ Nr= 0.4 CDA = 0 :1 DSTONE(MIM= 0.39 FT Permeable Pavement Drainage Area 4 DSTONE(MI N) = [(P X AI X Rvl) + (P X Ap)] / (N r X Ap) P = 0.08 FT A,= 2820 FTZ Rv1= 0.95 Ap= 821 FTZ Nr= 0.4 CDA = 2.43 :1 DSTONE(MIN= 0.85 FT Permeable Pavement Drainage Area 5 DSTONE(MI M = [(P X A I X Rvl) + (P X Ap)] / (N r X Ap) P = 0.08 FT A,= 2088 FTZ Rv1= 0.95 Ap= 817 FTZ Nr= 0.4 CDA = 1.56 :1 DSTONE(MIN= 0.69 FT Permeable Pavement Drainage Area 6 DSTONE(MI M = [(P X A I X Rvl) + (P X Ap)] / (N r X Ap) P = 0.08 FT A,= 4267 FTZ R\,1= 0.95 Ap= 1465 FTZ Nr= 0.4 CDA = 1.91 :1 DSTONE(MIN= 0.75 FT Permeable Pavement Drainage Area 7 DST0nE(M1 M = [(P X AI X Rvl) + (P X Ap)] / (N r X Ap) P = 0.08 FT A,= 3392 FTZ Rv1= 0.95 Ap= 1057 FTZ Nr= 0.4 CDA = 2.21 :1 DST0 E(MiM= 0.81 FT 1 r � ••A r .y� •>t nrnnnN ' , 1 .mow. • _ �:� •� : �_ �: _rl�:>'-.t :r ��. ! . ��--�- .� �_-�: - ^,?�s'�r rs�?. r-te.� s � a'-'s_ C•-"'�::=�-_•tit / �[�I���I�■.1�� I� 1`n,G��l�� 1 11101111111 1� / ■. a ,E 1.. 11�M IL INa in ad l 11 11 ' 1.. f ' I 1 y� •t.. 1!- �1��1�_'1�_II:-1: �1!-u!. 1:-1I- r I�IIItp�� =1� ;=1•..'1 ;1! ;=N■;=1 1� I IIE���I�..,���I!-1:'�-1!-IE 1� r 1 1� 1� 1� 1. 1� lip 1� 1� • 11. 1.. i* CHAIN LINK FENCE \ _ II�.i:"i'►�:'1�i,� i:.'1�'11 Ii�T' �:T:!"u•'g��1�_�II�IIC �'�'1� 1� 1�. ■� g� �IGi - �I�I�;I�I ! �I�i �� �>. itiw .a �•11� �, \ Ed �ul�•II� �il ■ti. .iM ��B1���I' ���" l�Ili ���►� !� = 1���� 1� il.. 1 1 � _.. 111111 ti_ '= -1 � 1� 1�.1� 1� •� 1� 1�. 1� 1� 1� 1: ion! - '11 1�9i II��IIII ►����►�� 1 U ' 111 111W, Mimi w,�..l�r.�ll���/I Il�lll��lll�.11. I. 1.. 1� 1� 1INS 1=71� u� r � - SCALE 1"=20' / 0 20' 40' ���Ir;l6 PERMEABLE PAVEMENT DRAINAGE AREA 7 / . 1,057 SF PERMEABLE PAVEMENT 2,335 SF UPGRADIENT DRAINAGE CONTRIBUTING DRAINAGE AREA (CDA) = 3,392 SIF K 1 / I CDA RATIO = 2.21:1 �q.33 to"WHITE OAK - C PERMEABLE PAVEMENT DRAINAGE AREA 5 - -H�TEOAK - \\ \ t \ A? 1 817 SF PERMEABLE PAVEMENT 1•0 / / \� 1 _ _ ) / f - r \\ \ \ \ "' • :., \ 1,271 SF UPGRADIENT DRAINAGE r /' / / ` M \ \ \ / / / ! ' / ' / / / !~ RPA DRAINAGE AREA (CDA) = 2,088 PERMEABLE PAVEMENT DRAINAGE AREA 6 CDA RATIO = 1.56:1 / RPA \ ! ,. Rog I �\ 1,465 SF PERMEABLE PAVEMENT / 2,802 SF UPGRADIENT DRAINAGE \ . '• I \a •• \ °❑ ❑° ❑° _ / ❑° / / 1 ! CONTRIBUTING DRAINAGE AREA (CDA) = 4,267 SF / 50"WH/TE OAK CDA RATIO = 1.91:1 • 1 / I / `� �WPOBUFFER 7. \\\ 5„R p T .. \•I: �.-\ ♦-'•.. ,r -•:J. - .�i - .: - •_•r'.� �'.� •..� \ \ //-•.i-�'r r.%/.�-�f/'/./. .�._. / 4"DEC/DUOV`� W/F DE bM _ ..: � .. '�M -••- y� 1 / %%•i' '. / • / \ \ \ IN V- 6. d' y •:. f �� .. '.'•4�.• . .. - '-i..J. =h \ 0 /�! -.e ,r /.• l- _/ /_ ._�• - j / - _ - / / _.' I / �/ \\ ' \ cn I _ • J�s j {- .. :•J f! _ . . J h / '� y/ �../- ✓. ./'Y' y' ii''�., ,. i _ !t / / / - �4`z1-01 z M I ) -,�-'I .•:o.414- t �' //.'.�.:•'i.%i/'-- i ".�.%•/i' /r:/ /' '50,WPO ..:...� X BUFFER / //'.'••i. /. '"-/y.'•.f!i�r.i �i {.�' / 7 \ ` ... 'v -.a / _ i . � %'.'%'i: !- .i• '•/:' -%' ':4? . co, ♦ - - _ ^ /74"WHITE OF POOL DESIGN BY '' y -.�:r/'.:•_'.'/-i•��iy.:.%b25(-i.�'.�' �_f / `���f/' _ OTHERS Ile 7///// / /:.,A. . O / �i �. ili v.'•%•.%` •1•/''• /\'- / __'/�/ / / GP Im �T� ! 4!'.. '��; �!:A.%'y.rf./i. ✓.+''' -`�. / ALBEMARL-E .l',. •,"' ' /. r. '�f /. �-i / v \ 1 \ 1\ �:'.; ,�. - .!'t_•: -. :ti /i _:-(.'.i %.i. �. iri- 'f•�i.i'. .-✓ / /CE)UNTY GIS / _._/ :' / ! / � 6 6 CAL SLOPS \ �'!'I�V .'/. 1 UGPj/ ///� I U `\ �, \\ \ 1 I\ r� :' .J:�� �.•� '�•. y, p�:. :i //,r.-�.♦^�+�iAYr'/.i-:/i-- \ <�- \` - .. i.-•: ' i --.• : - y _- f . ! .!.' /i Y�!�/F �.1LI,i; %' /'/ // /% / ---I' ^\\ \ \ \ \ I\ \ '�-.\'• :�_ ''435 VjIE/TLANDS -/ \ \ :\•' \ \ \\� `•':• - Gy.�..i•.�-� •..i. r_\ / ter\ -f .'.`�•-'t- �.'•-. - � �--------- � ^.'ram./.'y.' yam-.•-+'.i��i. �%• < ) / 1 - r / ' / / ' - / G �•\1j \ \ \ \ ` r-- _ _ - - - - - - - - - SI ' / � /.a21� � d26'J /.425 / a •- -� \ \� \'� �'�•.�\.:�.�.�.�-• "-�. � _ _ � " � ..:.'-+�. �'i '/,' • /'.• .'r. � / �I ]I � / � I J \ �Ij r• / _ / \ \ / _ ` A _ _ (� Y V\' \, •� '�. _ -�.�, • _ \ _ - - . - r i . . -_' - /_ . ' " / / I 77- " � SS / / �L • . .' •�, • .\�'.' _ •.. -. _` \/ � y �I/ /J� �I / �I �I �I �I �I �I �I . �L\ �l \D�Fr-' - _427- .:425 . r-_� /23/.'� i.' • ^ / 1 ... \ l ( / // / \ f - / /, y y �I �I �1 �I\\ �1 / TFMR#DL37 S ND \� / -`/ / \`" - - - - �•l'%r.j'y. / J �I \ A. 4/d (CIRCUIT GO324) BUFFER'el \\----- _/ / /JG� / � / ,--- - j,•%.-' <-� � /- /'' �/ � yl!ly (y y y y - �_/ y`-�Y y W y y // /, l_ -/ - - _ \ i - / J ----� /-- POND/' -- ---/ 8" SAN ToPJ\. 't G 1 ,s.-" STORM GRATE \ J °'• ° •a 3'- '' TaP�4\9.78 \\ _q' / ';'' :. .'b' T-. p 'd' / OID IND`Ol(T�f7�7.68 p / 1 • ram. 436 / ` \ ` ,COI \ - G(c��t` \ \ `�� _ / .��'6, PERMEABLE PAVEMENT DRAINAGE AREA 4- 4y1'P�V\A 821 SF PERMEABLE PAVEMENT ,431' / \\ \ `\ \\ \ �. 43 ��: 1,999SF UPGRADIENT DRAINAGE // :• �\ CONTRIBUTING DRAINAGE AREA (CDA) = 2,820 SF lCDA RATIO = 2.43:1 1 1 \ I- / 1 I I_ & tAI.TH OA G U CRA1G W. J. KO'rARSK15 Lic. No. 0402048507 'ib 10115121 r^ E 0 N O N �^ > E w ai E F W 3 <LLo3 LL < J U w .� - U' a, Z y Mr k X 0 Lon ix LL 04 M a I) = y N F < C � to a°+ N d M ko H Uri cc Z) O x 0 _ 0 w w_ x a z 0 tin oC 0 LM DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE AS SHOWN a J Q 0 LU �o 0 a� ' c O LU LJ m zc � J H� } Q a z Q t= o Q U c `o LL LUd Q LU s i W Q > U l­4 Q a L J a m LU CO aw O U) i LU rn C G Z O LU CL i� JOB NO. 40241 SHEET NO. C6.3 I% m r � y IfeN FENC?N Nw a* aw � + C2 ` O �0J WV MATS_ ME = Now _ \ C J v ME ME AM Am in _FO \� MEAwl\co o -LIPID I 1 \�\\\ \\ \ \ \ \ ` N \Q�g ; = — =� \ \ \ - _ _ - _ / S35 06 E 2 29 �� — — �53— LI-0� -- G� — J �6- t1F0� 77�� / uG AREA C \t '\ \ \/-_ '`\ I _-- a�7�L`_ ` — \ \ I �"� --- uF / L 0� - INLET SHRUB/SMALL \ \ U 11r� ��(-�- - - / ' y \, ,� i TREEAREA \\ ` _ — T— — / / ^ \ \ T \ i1" ' TO LIGPYT j / `� x GRAVEL PARKING / � DRAINAGE DIVIDE SCALE 1"=20' EL@DOOR=4 --\--� -- — / — G / _ 0 20' 40' \ 4 \ \ \ \ \ \ O � It It\\ ` \ \ OOR- 1 1 STORY I \ Y r BLOCK/STUCCO -�0 / SHRUB/SMALL ` \ \ / \ / A STORY STUCC \ \ \ I \ \ / / / A BUILDING TREE AREA \ \ / \\ \\ \ \ / \ / WOOD FENCE \ yAs l\ \\/LOINCy I I / \ \ O\ \\ \ I \ \\ \\ 8"BLOL�KWALLS \� /� I Q,Q\ 1 /' IJ \ ,' ,' �\ \ / 0 \ \ \ � 0 \ \ / IL'I BUILDING ,\0 / I / I t It It It If It I \ ✓ If It / / / I J 1 \ IGATION \ ;�' / \ ` � \ I per \ ` - - - , \ \� , \ ^ ` ® U� / / / /' / 0/' \�Q'D jap ` \ ♦ / �' / It � IDE R GP/ tNL'TH OA � G U CRA1G W. J. K0'CARSKI 5 Lic. No. 0402048507 Alp 10115121 _ pas �► 1�1IAIN 1�1-IIr • - r I. ,►. _II..11_II.�� . � � �a, ;�:1 ill �11��1'1• ' w, .►_ _I �I _I' ter. r•'` I �.' �I i �:�I III �II�.1 ..•fit+•. ®® ap, _I _� ..l ►/ ,� ..;- _ • � '; � �,l��ll III r,a •1� __ - __� _ �� �� � � - � ♦ � -i�fi �Y--.l �.i A ta1.f-�f. 'i'� s �� �1.7i.:J� ":Y.:Ts� 1. :�.n-■ p-p.,..S i r. �•''��I,I\ • .' .. ._. .., _ _ _ _ a_ME_ ��_ �� 1_ •� Il�wh�iir'�trili� A-ii 1�'1� NMI ■N� Ilii lG�l� I�� lii l�•l�'■I ,���������� i 1 11 1_ I�i 1� II�'ll 1_.E ■_ 1_ 1■.'lla l_ 1�_III_II■11�_II■_I�Ir�I_1�_I�i Il.11l_II_l�l I�IVi�,��\ < 1_ 1_ 1� 12= ;; 5.1 1_ 1_ Icy y. f� 1_ 1: 1.: oro 1.1__IIED �'l�r•a��■Il�ll��'lll;=1 ;1�.'{='t;I1_u'1'1=IN'll�.>:_�Ill�I�i�l l��l�`''�I��IIEJIM \ t p- , • 1 I: 1 1 I p�y - - w• w1� .� OII ._ a �� 1� I7� _ _ ••r- w■ ■ MEN ��1-'�l'� IL_ ...-1_.1. _ _ •.1 r•I 1.. !_ 1_ 11■. al_ 1_ II_ lIY:' �I�I�,1�I�i I�sj !% 1 1 1_ r.. r .1_ 1,. II_ Ityc` l_ 1_ 71_ 11, , . ��� ♦ �♦ ♦ 1 Q� ® \ I��lii l `: 'I �_��■' \ ,�■11��! '1��1�.�. 1 I. I END i� :�l_ II • ����j►��`� 1 ••Y - J �_ll_ll1_ I 1-,1�� 1_ �_ II. 11 .•,•,�•,•� 1_ li l I_ I■ l� tl_ l■■ I_ 1.�:. 1_I,,. �:..IA,�, 1E-11. 1.. 1_ !� 1.1 1_° I►�I�I�I���,,� �A `:�I�••ll_II►:::'1_ 1� 1 1_ 011�'/, ■ 1 1—.C•11 '��� . �C�rZ • .''�r� �l���ryll ��'I�e1W � ��i1Y.'r�1.� 1! 11� 1�]L�==1�C�ICT7__h_Ta_.��[• � � � •' a r \, • 07, is '�7■ 1■■■� CIF A! I • It■LI■■■�. I . NII IJ■\-■NINE I 0.040.90 �■y■■ miss 7 It\ 1\ Mo \ / ' 12>VGHITE-Z:AK 14 "WHITE OAK \ \\ \ .y O I \� y^I I I- \\ _w,,,\ ;F/� //'/ —� //".�/ /\\\- - ^IJ//J/'/'/b�6 /\\ I\ \\ \ \\I I 0.020.90 1 0.070.90 �\ I TC = 6 MIN :a \--- \ \ ' ,�-W'WHITE OAK /\- _ -_'/- / -, �CJi NLIN12FE \\� \\ \ \\ 1 \� \ \ ����������� .. 0.140.74 \ \304/� \ RD1 I 304 \ Y\\ \ \_, ` ,-// TE OAK , / \\\ It \ \ \ \ I I - 1 \ �' — I ' ter/ ,� OA \ \\ \ \ \ \ \ / TC = 6 MIN I TC = 6 MIN 1 r // , ♦ /'' \ \- / /� / // -;;L. \\ \ Y".}._>, /' — TRPP 6MIN ` 1\ \ \\'// / /� // ' .RPA� /�' / � \ AAA--� \ \\\ \ \ •.,°t'. `....s.j I\ 1 I /' / J' h R \ I '\t\ 0.060.90 I 0.04 0.90 / / k �c �J / / / / / RPP / / ' / ' -ZPA A It \ / `� I / I 1 I\ / / ' /' / j 3D"WHITE OAKS 1 I RI RD5 l V l / ' 8"WHITE OAK \ ! ♦ \, / / / f. / / / J / / WPO BUFFER 16-WHITE OAK \\ `\ \\ / TC = 6 MIN ! TCIr �\ It '.. RIP _ •, ° 1' •]J :p. _.J • a. � m 0.120.50 \ ' \�`/� ..>,., /`✓ !/�•%..//. t/ .- .. •y . _,DEC/D000^$ _24"WHIT E OA15"R TOhV W/ ENb / ./:. -.i If Ij K / -�16"WHITE OAK TENNIS COURTS TC - 6MIN Ty/� .y. //� j�� ✓�� f•/ �/ 00 -, ` , It Not \ 5 \ \ I "I' - ./i. !•. 1�!.'..�-. i ... / 50•WPO \ I I / \G �` \\\ I I • � • f .... � X y /\ ft% /.• :'�f;�i. 1�.��/�•�-�..�!' / BUFFER SE COVERED BRICK AREA \ \ \ It \ \ 1 r. ! i / 100 1 _ /. . ,.. -,v11_ .-- - ` ! f / ,' / - i24"IHITE OAK / i \ / / �. �! y: AZ / / / -r _ / OAK / 000e / / I / / / / / l l I 'ram stF. J•� ....` _�/ //3�/'/ Z9 .i�'i%•�'2'..y.�Xr. /•.�/ ,�/' / y// /-/ / / -� / / 2 HIT�.OA ' I �� �' - ' / _ ' \ L _ _ •J X / . 'i>' % ' "- // •!! -. /.! • . i •. /' / /. / / /�' \ \ \ ?• J. .�.- /'i %.i•� ,. .�• '%.%..i.r. .- / CGUND(GIS / ,n // / / l \\\ \ \\ 1 1 1 J...r •J: ' /.'-/T.i'�l✓.,C,RITJ-1'.AL SLoP'ESItIt / IJ / I I I� z O F- ti °C W Lu 0 U z O U) Z! Lu OU W a Lu 0 DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE AS SHOWN J O 0 OQ c • o a Q W a J > s }a zLu= a p U � o LL LU Lu W a UQo JOB NO. 40241 SHEET NO. C6.4 I% m ,-�,ALTH OF Ir G� U CRAIG W. 7. KOTARSK04I Lie. No. 02048507 PROJECT: Keswick Family Pool Designed by: J. Denko PROJECT: Keswick Family Pool DESIGNED BY: J. Denko �'r 10/ 1V 21 STORM SEWER DESIGN COMPUTATIONS LOCATION: HYDRAULIC GRADE LINE ANALYSIS COUNTY: Albemarle County Checked by: C. Kotarski Checked: C. Kotarski O s'4CW STORM FREQUENCY 10 INCIDENCE PROBABILITY 10 Year UNITS ENGLISH M O p N U N C > E w a E W > .y a o 3 0 LL - W 0 O ^y U m Z n - n O a�oN a V) 202 419 15 3.18 152.19 0.21% 0.31 10.75 0.45 0 0 0 0 0 0 0 0.45 0 TRUE 0.76 419.76 435.06 OK -15.29 Z F a M 2 =� w 3o'n< w o a O 201 202 200 0.000 0.000 0.000 0.357 0.357 0.000 8.901 3.179 427.250 418.000 152.194 0.061 15.000 Circular 17.248 0.002 10.745 0.236 UGD Outfall Ln v O n a u; U) 2 N N L O 308 433.48 12 0.36 90.5 0.01% 0.01 4.14 0.07 0 0 0 0 0 0 0 0.07 0.09 TRUE 0.05 433.53 437.16 OK -3.63 a 2 O vi U1 O � x a- C7 � x F � ry w w H h ti Q � O Z ROUTE PROJECT Keswick Family Pool DESIGNER: J. Denko DATE 10/14/2021 0 CHECKED: UNITS ENGLISH n DATE 911012021 O } DRAWN BY J. DENKO • DESIGNED BY • J. DENKO • CHECKED BY • C. KOTARSKI SCALE N.A z 0 Iq-I J J 0 O O 0. � 0 J � Q C Z LU _j G � J Q0m U Q L W L Z W , ^ Um J I-1 a � 0z i--i W Ln �.�/ I L `LU i Q C�C �G Lr O V / JOB NO. 40241 SHEET NO. C6.5 DRAIN. RUNOFF CA TOTAL RAIN RUNOFF INVERT ELEVATIONS LENGTH ICL 0 N PIPE NO FROM POINT TO POINT AREA "A" Acre (3) COEFF. "C" (4) INLET TIME Minutes (7) FALL In/Hr (8) Q CFS (9) of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia.Or Span/Rise In. (14) SHAPE apacit CFS (15) Friction Slope Ft./Ft. VEL Vn Ft/Sec (16) FLOW TIME Min. (17) REMARKS (18) INCRE- MINT (5) CCUM ULATID (6) AUDIT, CA UPPER END (10) LOWER END (11) REFERENCE (1) STA. REFERINCE (2) STA. 109 110 108 0.020 0.900 0.018 0.018 0.000 6.000 6.230 0.112 433.811 433.610 20.050 0.010 12.000 Circular 3.858 0.000 2.182 0.153 107 108 106 0.110 0.860 0.095 0.113 0.000 6.000 6.230 0.702 433.510 433.130 14.694 0.026 12.000 Circular 6.205 0.000 5.247 0.047 105 106 104 0.050 0.570 0.029 0.208 0.067 6.047 6.216 1.291 433.030 432.576 45.438 0.010 12.000 Circular 3.858 0.001 4.433 0.171 103 104 102 0.060 0.530 0.032 0.258 0.019 6.218 6.167 1.593 432.480 426.927 57.484 0.097 15.000 Circular 21.744 0.001 10.363 0.092 101 102 100 0.140 0.370 0.052 0.348 0.038 6.310 6.140 2.138 426.827 425.990 79.732 0.011 15.000 Circular 7.170 0.001 5.110 0.260 305 306 304 0.120 0.500 0.060 0.098 0.038 6.000 6.230 0.611 430.160 429.450 70.909 Circular 3.861 0.000 3.598 0.329 303 304 302 0.140 0.740 0.104 0.202 0.000 6.329 6.135 1.237 429.350 428.933 41.657 Circular 3.858 0.001 4.382 0.158 307 308 302 0.080 0.730 0.058 0.058 0.000 6.000 6.230 0.364 433.460 431.395 90.501 fiff Circular 5.828 0.000 4.140 0.364 301 302 300 0.310 0.870 0.270 0.568 0.038 8.700 5.537 3.143 428.830 428.532 28.666 Circular 7.130 0.002 5.640 0.085 503 504 502 0.360 0.600 0.216 0.216 0.000 6.000 6.230 1.346 431.260 430.965 29.453 0.010 12.000 Circular 3.858 0.001 4.483 0.109 501 502 500 0.000 0.000 0.000 0.216 0.000 6.109 6.198 1.339 430.870 430.689 18.057 0.010 12.000 Circular 3.858 0.001 4.477 0.067 INLET OR JUNCTION INLET STATION OUTLET WATER URFAC ELEV. DIA. PIPE Do (In) DESIGN DISCH. Qo (CFS) ENGT PIPE Lo (Ft) FRICTION LOPE, S (FT/FT) RICTION JUNCTION LOSS FINAL H (Ft) Inlet Water Surface Elevation Rim Elev Comments LOSS Hf (Ft) Vo Ho (Ft) Qi Vi QiVi Vi"'2/2g Hi Angle H4 Ht 1.3 Ht 0.5 Ht 102 426.99 15 2.14 79.73 0.09% 0.07 5.11 0.1 1.59 10.36 16.51 1.67 0.58 12.14 0.22 0.9 0 TRUE 0.53 427.52 429.59 OK -2.07 104 427.93 15 1.59 57.48 0.05% 0.03 10.36 0.42 1.29 4.43 5.72 0.31 0.11 72.3 0.19 0.71 0 TRUE 0.38 428.31 437.13 OK -8.82 106 433.38 12 1.29 45.44 0.11% 0.05 4.43 0.08 0.7 5.25 3.68 0.43 0.15 40.95 0.18 0.41 0 TRUE 0.26 433.63 436.9 OK -3.27 108 433.93 12 0.7 14.69 0.03% 0 5.25 0.11 0.11 2.18 0.24 0.07 0.03 75.13 0.05 0.18 0.24 FALSE 0.24 434.17 437.21 OK -3.04 110 434.41 12 0.11 20.05 0.00% 0 2.18 0.02 0 0 0 0 0 0 0 0.02 0.02 FALSE 0.02 434.43 437.65 OK -3.21 302 433.15 15 3.14 28.67 0.20% 0.06 5.64 0.12 1.24 4.38 5.42 0.3 0.1 89.69 0.19 0.41 0.54 TRUE 0.33 433.48 435.76 OK -2.29 304 433.48 12 1.24 41.66 0.10% 0.04 4.38 0.07 0.61 3.6 2.2 0.2 0.07 45.64 0.1 0.25 0.32 TRUE 0.2 433.68 433.75 OK -0.07 306 433.68 12 0.61 70.91 0.03% 0.02 3.6 0.05 0 0 0 0 0 0 0 0.05 0.07 TRUE 0.05 433.73 433.75 OK -0.02 402 433.15 12 1.67 88.97 0.19% 0.17 7.76 0.23 1.67 8.69 14.51 1.17 0.41 35.09 0.5 1.15 0 TRUE 0.74 433.89 437.64 OK -3.75 404 433.89 12 1.67 21.09 0.19% 0.04 8.69 0.29 0 0 0 0 0 0 0 0.29 0.38 TRUE 0.23 434.12 436.37 OK -2.25 502 433.15 12 1.34 18.06 0.12% 0.02 4.48 0.08 1.35 4.48 6.03 0.31 0.11 39.93 0.13 0.32 0 TRUE 0.18 433.33 434.87 OK -1.54 504 433.33 12 1.35 29.45 0.12% 0.04 4.48 0.08 0 0 0 0 0 0 0 0.08 0.1 TRUE 0.09 433.42 434.96 OK -1.54 LET � ��. � � O O v� a � m 0 m Ow H H H o z C �w F rn w w '�' m �� O YY- O CJ � Sag Inlets Only z ch w � w• o .0 o � � � Q '�' H 102 DI-1 1.250 0.140 0.37 0.0518 Back/Lt. O.000RIGHT 0.052 4 0.208 0 0.0010 0.0208 5.883 0.000 0 0.02C� 1 0.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.2C� 0.0010 1.250 1.25 0.2C� 1.291 0.166 1.291 5.171 Weir Flow 104 DI-1 1.000 0.060 0.53 0.0318 Back/Lt. O.000RIGHT 0.032 4 0.128 0 0.001 0.0208 4.905 0.000 0 0.02C� 1 0.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.128 0.001 1.000 1 0.128 1.C�5 0.166 1.C�5 4.345 Weir Flow 106 DI-1 1.000 0.050 0.57 0.0285 Back/Lt. O.000RIGHT 0.029 4 0.116 0 0.001 0.0208 4.727 0.000 0 0.02C� 1 0.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.116 0.001 1.000 1 0.116 1.016 0.166 1.016 4.069 Weir Flow 1C� DI-3A 2.000 0.090 0.86 0.0774 Back/Lt. O.000RIGHT 0.077 4 0.308 0 0.001 0.0208 5.059 2.000 0.39534 O.C�33 4.00481 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 0.3C� 0.001 2 0.3C� 0.995 0.166 0.333 0.498498 2.995 3.986 Weir Flow 110 DI-3A 2.000 0.020 0.90 0.018 Back/Lt. O.000RIGHT 0.018 4 0.072 0 0.001 0.0208 1.660 2.000 1.20482 O.C�33 4.00481 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 0.072 0.001 2 0.072 0.377 0.166 0.333 0.498498 2.377 1.512 Weir Flow 302 DI-3A 4.000 0.310 0.90 0.279 Back/Lt. O.000RIGHT 0.279 4 1.116 0 0.0150 0.0208 6.647 0.000 0 0.02C� 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 1.116 0.0150 4 1.116 1.915 0.166 0.333 0.498498 3.915 7.673 Weir Flow 304 DI-1 1.000 0.140 0.70 0.098 Back/Lt. O.000RIGHT 0.098 4 0.392 0 0.0300 0.0208 3.945 0.000 0 0.02C� 1 0.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.392 0.0300 1.000 1 0.392 2.287 0.166 2.287 9.164 T > 8.0 ft 306 DI-1 1.000 0.120 0.50 0.06 Back/Lt. O.000RIGHT 0.06 4 0.24 0 0.0300 0.0208 3.283 0.000 0 0.02C� 1 0.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.240 0.0300 1.000 1 0.240 L649 0.166 L649 6.607 Weir Flow 3C� DI-3A 4.000 0.080 0.90 0.072 Back/Lt. O.000RIGHT 0.072 4 0.288 0 0.0010 0.0208 6.645 0.000 0 0.02C� 1 0.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.288 0.0010 4 0.288 0.776 0.166 0.333 0.498498 0.776 3.109 Weir Flow 404 DI-1 1.000 0.780 0.39 0.3042 Back/Lt. O.000RIGHT 0.304 4 1.216 0 0.0500 0.0500 3.165 0.000 0 .OS 1 0.00 Back/Lt. 0 4 0 0 Ahead/Rt. 1.216 0.0500 1.000 1 1.216 4.865 0.400 4.865 8.109 T > 8.0 ft 504 4.000 0.360 0.60 0.216 Back/Lt. O.000RIGHT 0.216 4 0.864 0 0.001 0.0208 10.028 0.000 0 0.02C� 1 0.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.864 0.001 4 0.864 1.615 0.166 0.333 0.498498 1.615 6.469 T > 8.0 ft c a N C 0 c E —U�6'y'c'r �UGT— 44 cp VARIABLE WIDTH V � � \ / / - �I VARIABLE W(AN- � PERMANENT \ \ _ _ _ _ PERMANENT\ STWMWATER / \ STORMVWAT \ \ v \0�/_ / MANAGEMENT\ / \ MANAF,EME T \% \ FACILITY EASEMENT _ _ \ \ ` / _ FACILITY EASEMENT AAA I 440 439 - \ ` Vyv All CP I \ / I I I� SCALE 1"=20' / 0 20' 40' FA / / ,,..:: / / - — 8" SAN ' .430 20'PERMANEUT v I \ / ` , - ' ' /' l \\\ \ \ \ ❑° \ /' / STORMWA{ER ::if / r j \ \ \\ \� / ^ _ / ' MANAGEMENT / FACILITY EASEMENT / / 3 \\ -o �RPA� pp, \ _\\ rol 1V •.ti '• •-� •� .J•p •:•_^' '`'J «�• M'--.�•J. 'y'. =\ j�•i./T-�,/�..I.'J.-.%•/— _/ 20'PERMANENT \\� � \I ,-': � / / / i,o. STORMWATER\� \ a I a,: '.I •:�::�._-:.r / / _ �:�.!., /.-.�/;.�y. // 50'WPO0000, \ MANAGEMENT \ 1 .. x / \ /. �'i•. ,%. i BUFFERJ FACILITY EASEMENT \�\ I ' '' ' . • •'. �•� •f� -/' -� - r� / SCK / I}�� � � � / 6- / / / V // i 1 --�/.. a-t •. V- --.. .,' 'i '��\'�'j �y It J- %-.'�.'.'.t'i-i �''i-- /�/ / i` /I / / / OD r 04 / I � O- /� � �/ / / \ / Q� I I :. � - r• • '- {'/. ' .,fit - / . . �Yi i✓ /• j'• .. j` / . J' .�, l.' • ^ - / - _ - / � / \ / i / / �_� / ` \\ \ �J'/// /-' //'/ \ 7 I\ \\ II 'J�:. .: J. - ^J !/'•-_•: -.. :ti /~./-'"•F.i"i�%.i-�••/I%--•j/ .i-r // \ J /�i /--J /J•\ \-__ / ///7f/ \ V \ \ \ ''•'•'• .Y .:- •�%••.:i- -"`J: i-7•-i�:.%'.!/'�%J/j i-�/.�y �/ /�I ` \ \ �_/ // \_/ �l' \r/ _, e 10 435 ''' �i %.' / �':i%�/•'.j% r-\ '//'/)/\ J / / \ // ' �I/ �I `�I' ]I - It 434 / \ \ _ / / G / / / \ \'.•\. t.:.-T _Q _ _ y.�_ .' /. •yJ-� i =��- .'.. -%• \ I _/ /\ \ \ \` ' l — — — — / \ \ \ -,_' _ / /'/1'/ // �.4 \• :�- '�•. \ �.��• _ �\ ` _ -429.\./I j �.- -_42/`y,_,--_.�._ �•f y/.i r-_.--/••/ ` \ \ 1 \ / ' -' //\\ '� /. \J r — .— _ `''�.'_ _ i �✓✓%-'-. l_ —• / •i,' , J / '\ \ 1 �I �I y — — \ r ' / �I �I//'�I �I y -424 ' -i' :•�• . ��- �-' _-^;r -fir-.' - ..�.. -..'•• . \/ � y y /y y y y y y y y y �I-\\ / � \ 42 // _—/ //_ �\/ _i_/ •\`• _---- _ — --- — — '•/.'. r. 1-��: �.�!� \/ y / y• \—f--A.\.��. r 100'wFo_423- , -_ - -- -- /- ---- / I �� / BUFFER' \ \ _ - pG� / y / ' l 1 � y � \yam y y\ _� \ y y ! � \ y Aly y \ 1 / I �/ r \ _ / / /`\�-- --�/ _--- _ / ✓ < /ice �% �J / �_ I 61111y 11y y y y �_/ y\-�Y y W A y // 1 RPA & tAI.TH OA G O �• U CRAiG W. J. KO'CARSKI 5 Lic. No. 0402048507 Alp 10/15/21 S.�ONAL � c �^ E 0 N O N �^ > E w a E F W > 3 Q LL o 3 LL O L Q J U w 5- u� rn (J W o Z y 0Mr Lon X C lf1 = y N F Q c vi o+ ate+ LCL a` a 0Lu ui 0 O x 0 0 W w_ a z 0 Ln K 0 0 DATE 911012021 DRAWN BY J. DENKO DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE AS SHOWN zJ Lu J LU � � Qo o c O � > m a IA w o Hi 0 J Q > I~- I J c i--i z H1 U L n O U LL r_ o li W � °1 Q w c_ W a UQw z zm CQ G � m W d D O U) i Lu O Z O Q � �0a 2 0 0 Lm JOB NO. 40241 SHEET NO. C6.6 106: 12" Basin - Dome Grate STA 11+96.65 tALTH 0 TOP 436.90ca ca m �' INV IN 433.13 (107)cc f0 r�C O INV OUT 433.03 (105) 302: DI-3A ca a� ro STA 10+28.67 M `-° O m O M 108: D I-3A Ui U CRAIG W. J. KO'CARSKI r E o ° TOP 435.76 i ui M P_ o ° d °' O STA 12+11.35 a U o Lic. No. 0402048507 E o 0 o t INV IN 428.93 (303) m LO U m A L O M oo TOP 437.21 L) M c C] c c� `� INV IN 431.39 307 '= N U� c_ M °f' 0/ 5/ 2 o c> N co N INV IN 433.61 109 0 ( ) N c? °' St � _ CM "°o y MLq M ( ) � v Co �� N NNu7M M 0 M co f0 N v INV OUT 433.51 107 INV OUT 428.83 (301) m o^ r a' a f0 a o S G "o o^rn m^�Ei v m�c'v ( ) o o +Mv F co °= �ONAL�3 w rMN mrn�0 F N��Z o0 110: DI-3A Nccn 00 ��aZ o0 NIM N cisoN� ino�Z=O 4>> STA 12+31.40 +0 9F0>> ioaa> °) M n w �vz Naa> > ) 0z z TOP437.65 w �vz_ ce)U) z roiai0? o o �(q. 0 o H00> o�Oz z INV OUT433.81 (109) o F0> Cl M�+vH 450 O ~ z 450 445 N ~ z 445 450 450 c N °^0 502: 12" Basin - H2O Solid Top o o v O o S rn N STA 10+18.06 Q a 402: 12" Basin - H2O Solid Top m °r' TOP 434.87 �se) U z STA 10+90.83 N M j INV IN 430.97 (503) > E TOP 437.64 < ELO INV OUT 430.87 (501) w 0 E INV IN 431.76 (403) g O z F W 3 450 INV OUT 431.68 (401) m ~ 450 445 445 ¢ LL c 3 LL O L Q J U m z w w -U� O W N CL zk =� w 30U,x rn C aiPRC)P()SFn GAS m 0 O Q M a = C N Z F ¢ O` O U) 2 0 0 > n w O U m W 0L a 2 0 Ln > > o LLJ 7 x cc l ry w w F o h 0 O z 0 Ln DATE � 911012021 0 } DRAWN BY J. DENKO • DESIGNED BY • J. DENKO 06 • CHECKED BY C. KOTARSKI 9+50 10+00 11+00 12+00 12+50 9+50 10+00 11+00 12+00 12+50 9+50 10+00 11+00 12+00 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 • SCALE STR 100 to STR 110 PROFILE STR 200 TO UGD PROFILE UGD TO STR 306 PROFILE UGD TO STR 404 PROFILE UGD TO STR 504 PROFILE ASSHOWN HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 ^ o • O O M M M m 50 aD v Q �� M N LL7 M I--°O 0(OM M O+ M a CO D M ++ I,- -- F c n�vz z am 0 0 'to a oF0» > 0 0> M rnH_ _ _ M(nFz 0 5 c PROFILE SCALE d 445 445 J 0 O o W O T J ` I/� 0 o ..f_ L.L O" �Q°� o a J > N I� U J U o w ° U. J Ir w z U a Q m V O a m 0 W (n 0 i o z 0 d 2 0 n d L d A C N 9+50 10+00 11+00 11+50 0 0 STR 302 TO STR 308 PROFILE HORIZ SCALE: 1 "=50' 0 VERT SCALE: 1 "=5 JOB N0. N 40241 c SHEET NO. n C7.0 t 445 445 440 _ 440 LINE CROSING EXISTING _ GRADE 435 / 2.fi1 435 PROPOSED GRADE / 105 r2005-DOF 45.44'OFE 43012"HDPE°/gt30 j ,�Oc'.O � 1. ° 107 �°j 14.69' OF 12" HDPE 425 01 @ 2.59% 425 15 HDPE 1.05% 420 420 415 415 o cc ry N o NV R P a a R STORM PIPE TABLE PIPE # DIA FROM -TO UPSTREAM INVERT DOWNSTREAM INVERT SLOPE LENGTH DESCRIPTION 101 15" 102 - 100 426.83 425.99 1.05% 79.73 LF 15" HDPE 103 15" 104 - 102 432.48 426.93 9.66% 57.48 LF 15" HDPE 105 12" 106 - 104 433.03 432.58 1.00% 45.44 LF 12" HDPE 107 12" 108 - 106 433.51 433.13 2.59% 14.69 LF 12" HDPE 109 12" 110 - 108 433.81 433.61 1.00% 20.05 LF 12" HDPE 201 15" 202 - 200 427.25 418.00 6.08% 152.19 LF 15" HDPE 301 15" 302 - 300 428.83 428.53 1.04°k 28.67 LF 15" HDPE 303 12" 304 - 302 429.35 428.93 1.00% 41.66 LF 12" HDPE 305 12" 306 - 304 430.16 429.45 1.00% 70.91 LF 12" HDPE 307 12" 308-302 433.46 431.39 2.28% 90.50 LF 12" HDPE 401 12" 402 - 400 431.68 428.25 3.86% 88.97 LF 12" HDPE 403 12" 404 - 402 432.87 431.76 5.28% 21.09 LF 12" HDPE 501 12" 502 - 500 430.87 430.69 1.00% 18.06 LF 12" HDPE 503 12" 504 - 502 431.26 430.97 1.00% 29.45 LF 12" HDPE 440 PROPOSED 440 GRADE 435 435 - 1.87' / IXISTI G f GRAD / 430 430 425 425 / IXIS ING 8" SS PVC OF 'L19pe� CROSSING 420 1 ' � 0°�O 420 415 415 410 410 b 7 V 7 STORM STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION 100 427.37 N.A. ES-1 for 15 inch Pipe 102 429.59 2.86' 15" Basin -Dome Grate 104 437.13 4.86' 12" Basin -Dome Grate 106 436.90 4.05' 12" Basin -Dome Grate 108 437.21 3.80' DI-3A 110 437.65 3.84' DI-3A 200 419.38 N.A. ES-1 for 15 inch Pipe 202 435.06 8.31' MH-1 302 435.76 7.04' DI-3A 304 433.75 4.50' 12" Basin -Circular Grate 306 433.75 3.69' 12" Basin -Circular Grate 308 437.16 3.80' DI-3A 402 437.64 6.07' 12" Basin - H2O Solid Top 404 436.37 3.60' 12" Basin -Dome Grate 502 434.87 4.11' 12" Basin - H2O Solid Top 504 434.96 3.88' DI-3A 445 445 440 PROPOSED 440 IXISTI G GRADE 435 435 2.25' I 2.6' 430 430 �- 305 303 7C.g1' OF 41.66' OF 1 �� HDPE 12" HDPE 1.00°h 1.96' � 1.00% 425 425 EXISTING 8" SSWR PVC 301 CROSSING 2g.67' OF 15" HDPE 420 � 1.04% 420 415 415 h o 0 °�'I M M a a a PR POSED GRADE 440 EXISTING � 2.74' 440 435 435 307 .47' OF 430 90.`�0 430 1�228% PROPOSED 6' SSWR PVC 425 CROSSING 425 420 420 415 415 m u-, � M 445 445 IXI TING GRADE PROPO ED 440 440 CROSSI G J � 435 435 GRADE 1.36' 430 430 Q1 �• OF 21.09' OF 12" HDPE 12 3OPE a6°�° @ 5.28% 425 425 420 420 R R co 440 440 PROPOSED EXISTING GRADE GRADE 435 435 1.95' 430 503 430 2g 45 12" HDP � 1.00° 501 425 18.06' OF 425 1.00% 420 420 415 415 N M a MATERIALS LEGEND WALLS, STEPS, STRUCTURES �.m O N M O� N O Ld N O U O a LL c IL N O 0 j N IL 0 O d T :0 U- Y O U 0 _0 O 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. iic 8 Jiic l l l I I \ \ I\ \ \ ti �/ �* \ 2303 ° ° ° S` p p \ \ \ —L UGT— 1 l '#439.17 444 p p° p p a° ° ° p �p p °\ \ \ \ \ UG4 ICV / / v v ° pa°pp_-- ° 444 ° d ° p pA°a444 a Q, gp�°°p° �a ° 354 °4 4 ap°p°°� p Q46s9 ppdQ °°pd` \I or l / I \ ° p p 44 O Q ° �p \ 1 ----L p p 40paa�Aa�,vv I I I I I -F ICV \ \ IF i�l ° �UCATV-,Z- /4 IID 0- © \ / \ o ° \ \ \ 1 \ ` c a \ \ \ 10 2463 I r l ' I I I I ' � � -• � '� O 1 5 Qg x e p y \ �. \ \ .. \ � / \ wELL 3DIA� I F-I -� / ° \\ 44 \X p ° t \\\ \ I I 6 I I I I I . p ` 44 \ pp p °° °4p 4 °° °apaa°aQap°°p44�p°°a1 ` r \ - I I I I I p °°pp°°pp°°pp°pp°°°pp°°° °°p 6 \ �I, ">& p°°p °° °pp°pp°°pp°plp °.:L44 \. 44 \D, 4 p°4o4�oaoQa4 a°aoop 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 TITLE MATERIALS PLAN DATE: OCT 15, 2021 SCALE: 1" = 20'-0" DRAWING NUMBER L 1 0 10