The URL can be used to link to this page

Home My WebLink AboutWPO201800059 Plan - VSMP 2021-05-131 K al 5 VSMP DRAWING INDEX GENERAL T1.01 COVER SHEET E CIVIL C0.01 GENERAL NOTES C0.02 EROSION AND SEDIMENT CONTROL NOTES C0.03 ZONING DETAILS C1.01—C1.05 EXISTING SITE CONDITIONS C2.11—C2.14 EROSION AND SEDIMENT CONTROL PHASE I C3.11—C3.15 GRADING, DRAINAGE, AND E&S CONTROL PHASE I PLAN C3.16—C3.20 GRADING, DRAINAGE, AND E&S CONTROL PHASE II PLAN C4.05—C4.08 STORM SEWER PROFILES C5.01 EROSION AND SEDIMENT CONTROL DETAILS C6.01 SWM NARRATIVE AND OUTFALL CALCULATIONS C6.02 OUTFALL CALCULATIONS C6.03 PRE AND POST DEVELOPED TIME OF CONCENTRATION MAPS C6.04 PRE AND POST DEVELOPMENT LAND USE MAPS C6.05 WATER QUALITY NARRATIVE AND CALCULATIONS C6.06 DRAINAGE AREA MAPS C6.07 STORM SEWER CALCULATIONS C6.08-10 DETENTION POND CALCULATIONS C6.11 POLLUTION PREVENTION PLAN PROJECT ZONING DATA TAX MAP/PARCEL ID: 75-63; 59D2-1-15 ALBEMARLE COUNTY ZONING CLASSIFICATION: R1 RESIDENTIAL; HIGHWAY COMMERCIAL ALBEMARLE COUNTY MAGISTERIAL DISTRICT: SAMUEL MILLER DISTRICT FEMA FLOOD INSURANCE RATE MAP: ZONE X; NOT WITHIN A FEMA DEFINED 100 YEAR FLOOD PLAN PROPERTY NOT WITHIN AN ALBEMARLE COUNTY AND / OR CITY OF CHARLOTTESVILLE WATER SUPPLY WATERSHED ZONING OVERLAY DISTRICTS — AIRPORT IMPACT AREA AND STEEP SLOPES — MANAGED SPECIAL USE PERMIT: SP201700032 — SEE SHEET C0.03 CODES VIRGINIA UNIFORM STATEWIDE BUILDING CODE — 2015 DEPARTMENT OF ENVIRONMENTAL QUALITY VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK — 1992 NATIONAL ELECTRICAL CODE — 2011 ANSI A117.1 — 2009 LOCATION MAP C ITC CONTACTS OWNER: University of Virginia Foundation OWNER'S REPRESENTATIVE: Nat Perkins Real Estate Project Manager Golf Course Drive PH. (434) 982-5304 nperkins®uvafoundation.com SCALE: NTS ENGINEER: Dewberry Engineers Inc. Maria Minnick, P.E. 4805 Lake Brook Drive Glen Allen, Virginia 23060 PH. 804.823.6984 FAX 804.290.7928 mminnick©dewberry.com SUBMITTAL SET NUMBER ❑ PRELIMINARY ❑ CONSTRUCTION ❑ APPROVAL ■ REVISION ❑ BIDDING ❑ RECORD ►_1 Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.29 UNIVERSITY OF VIRGINIA FOUNDATION Fax: 804 290 7928 57 www.dewberry.com TENNIS FACILITY AND PARKING LOT EXPANSION ALBEMARLE COUNTY, VIRGINIA AMENDMENT TO VSMP PLAN (WPO1 800059) VICINITY MAP SCALE: 1 " = 250' z O� O Q O 00 z z r ::) Y 0 Er o 3 Q a Q�z zZ z O — > — z a U) L Q � w � ~ o L.LJw O Ir O v F- a F- LL w Cn C) 2 LLZ o LU :E z a Z) SEAL �OEALTH (T U MAR/ Lie No. 0402 M KEY PLAN SCALE 0' 250' 500' HORIZONTAL SCALE 1 ° = 250' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY APPROVED BY CHECKED BY TITLE VSMP COVER SHEET DEI PROJECT NO: 50100451 SHEET NO. T1.01 1 K N 5 GENERAL NOTES ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR EROSION & SEDIMENT CONTROL PLANS 1. THE INFORMATION AND DATA SHOWN OR INDICATED WITH RESPECT TO EXISTING UNDERGROUND FACILITIES AT OR CONTIGUOUS TO THE SITE IS BASED ON INFORMATION AND DATA FURNISHED TO THE ENGINEER BY THE OWNER. THE OWNER AND ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF ANY SUCH INFORMATION OR DATA. THE CONTRACTOR SHALL HAVE FULL 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK RESPONSIBILITY FOR REVIEWING AND CHECKING ALL SUCH INFORMATION AND DATA, FOR LOCATING ALL UNDERGROUND FACILITIES SHOWN OR PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. INDICATED PRIOR TO CONSTRUCTION, FOR COORDINATION OF THE WORK WITH THE OWNERS OF SUCH UNDERGROUND FACILITIES DURING CONSTRUCTION, FOR THE SAFETY AND PROTECTION THEREOF RESULTING FROM THE WORK, ALL OF WHICH WILL BE AT NO ADDITIONAL COST 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS TO THE OWNER. CONTRACTOR SHALL CONTACT "MISS UTILITY" OF VIRGINIA AT 1-800-552-7001 72 HOURS PRIOR TO THE START OF AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 CONSTRUCTION. WORK SHALL BE SUBJECT TO INSPECTION BY THE UNIVERSITY OF VIRGINIA FOUNDATION. THE CONTRACTOR WILL BE EROSION AND SEDIMENT CONTROL REGULATIONS. E RESPONSIBLE FOR APPLYING FOR UVA EXCAVATION PERMIT WITHIN TWO HOURS OF NOTIFYING MISS UTILITY. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 2. WHEN WORKING ADJACENT TO EXISTING STRUCTURES, POLES, ETC., CONTRACTOR SHALL USE WHATEVER METHODS THAT ARE NECESSARY TO PROTECT STRUCTURES FROM DAMAGE. CONTRACTOR SHALL HAND EXCAVATE WITHIN 5' OF ALL BUILDINGS AND WALLS. REPLACEMENT OF 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. DAMAGED STRUCTURES SHALL BE AT THE CONTRACTOR'S EXPENSE. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT 3. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONTRACT DOCUMENTS TO THE LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL ENGINEER. PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 4. THE LOCATION OF ALL EXISTING UTILITIES ACROSS THE LINES OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS, AND 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO WHERE SHOWN ARE ONLY APPROXIMATE. THE CONTRACTOR SHALL LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. PRIOR TO CONSTRUCTION. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING 5. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CONSTRUCTION DOCUMENTS. ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 6. EXISTING CONDITIONS MAPPING: 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. A. BOUNDARY AND TOPOGRAPHIC SURVEY PROVIDED BY KIRK HUGHES & ASSOCIATES SURVEY DATED APRIL 2017. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING 7. 95% COMPACTION SHALL BE OBTAINED FOR ALL FILL AREAS, INCLUDING UNDER UTILITIES AND APPURTENANCES. COMPACTION SHALL BE RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES ACHIEVED IN ACCORDANCE WITH ASTM-D698, STANDARD PROCTOR DENSITY. SHALL BE MADE IMMEDIATELY. 8. ANY ALTERATIONS AND CONNECTIONS TO ANY UTILITY MUST BE COORDINATED THROUGH THE UNIVERSITY FOUNDATION AND UTILITY OWNER. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 9. CONTRACTOR WORK DAYS AND HOURS SHALL BE FROM 8 AM TO 5PM MONDAY THROUGH FRIDAY. ANY DEVIATION FROM THIS SCHEDULE 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE SHALL BE APPROVED BY THE UNIVERSITY FOUNDATION. SHUTDOWNS WILL BE PERFORMED AT NIGHT AND WEEKENDS WITH 10 DAYS WRITTEN OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. NOTICE. CONTRACTOR TO CONFIRM WORK BLACKOUT DAYS WITH OWNER PRIOR TO CONSTRUCTION. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 10. CONTRACTOR SHALL PROTECT THE ACTIVE WORK AREA WITH CONCRETE VEHICULAR BARRIER, CHAIN LINK FENCE WITH GREEN SCREEN, OR CONSTRUCTION SAFETY FENCE AS SHOWN ON THE DRAWING. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 11. CONTRACTOR SHALL VERIFY DEPTHS OF ALL UTILITY CROSSINGS PRIOR TO CONSTRUCTION 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:00 PM. D 12. CONTRACTOR SHALL PROVIDE CONSTRUCTION SIGNAGE AND FLAGMEN AS NECESSARY. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, IN ORDER TO 13. CONTRACTOR SHALL PROVIDE A PEDESTRIAN AND VEHICULAR MAINTENANCE PLAN TO THE UNIVERSITY FOUNDATION FOR APPROVAL PRIOR TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC CONSTRUCTION. STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 14. ALL CONTRACTOR LAYDOWN AREAS SHALL BE LOCATED WITHIN THE LIMITS OF DISTURBANCE LINE AS SHOWN ON THE SITE PLAN. 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 15. CONTRACTOR SHALL SECURE ALL OPEN EXCAVATIONS AT THE COMPLETION OF EACH WORK DAY WITH FENCING, BACKFILLING OR OTHER SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. METHOD OF COVERING TO PREVENT VEHICULAR OR PEDESTRIAN ACCESS. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE 16. FIRE ACCESS TO EXISTING BUILDINGS SHALL BE MAINTAINED THROUGHOUT THE PROJECT AND COORDINATED WITH THE LOCAL FIRE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN DEPARTMENT. MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80 LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL 17. CONTRACTOR MAY ONLY COMPLETE TREE CLEARING ACTIVITIES FROM SEPTEMBER 16TH, 2019 TO APRIL 14TH, 2020. IF THE CONTRACTOR INSPECTOR. WOULD LIKE TO CLEAR OUTSIDE OF THIS WINDOW, THEY SHALL COMPLETE A FIELD SURVEY TO ENSURE NO NORTHERN LONG-EARED BAT ROOSTS ARE IN THE VICINITY. ANY ROOSTS FOUND MAY NOT BE DISTURBED THROUGHOUT THE DURATION OF THE PROJECT. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90 LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL 18. CONTRACTOR SHALL LOCATE ALL PRIVATELY OWNED UTILITIES PRIOR TO CONSTRUCTION, INCLUDING BUT NOT LIMITED TO, FDC LINES, WATER BE APPLIED AT 1000 LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT LINES, IRRIGATION, SITE LIGHTING, ROOF DOWNSPOUT DRAINAGE, FOUNDATION DRAINS, ETC. 180 LBS/ACRES AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY 19. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80 LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE THE BUILDING DEPARTMENT. COUNTY EROSION CONTROL INSPECTOR. 20. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE 21. RETAINING WALLS GREATER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4 FEET IN HEIGHT REQUIRE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND A STAMPED ENGINEERED DESIGN ALSO. OF GRASS. SILT FENCE AND DIVERSION DIKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 22. ACCESSIBLE PARKING SPACES AND ACCESS AISLES SHALL NOT HAVE A SURFACE SLOPE GREATER THAN 1:48. ACCESS AISLES SHALL BE AT C 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE THE SAME LEVEL AS THE PARKING SPACE THEY SERVE. STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL 23. ADDRESS ACCESSIBILITY REQUIREMENTS IN CONJUNCTION WITH CHAPTER 11 OF THE VCC AND ANSI A117.1. INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WITHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PLANT PROTECTION PROTECTION ORDINANCE SECTION 17-204G) 22• PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND 1. TREES AND VEGETATION ADJACENT TO THE ACTUAL WORK AREA OR BORROW AREA ARE TO BE PROTECTED WITH TEMPORARY FENCING DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) (CHAIN LINK FENCE FOR TREES; CONSTRUCTION SAFETY FENCE FOR VEGETATION) TO PRESERVE EXISTING ITEMS INDICATED TO REMAIN AND TO PREVENT DAMAGE TO PROPERTY. 2. UNDERGROUND UTILITIES SHALL BE LOCATED SO THAT CONSTRUCTION WILL NOT DAMAGE OR DESTROY THE PLANTS TO REMAIN. UTILITY ACSA GENERAL WATER AND SEWER CONDITIONS TRENCHING SHALL NOT BE LOCATED CLOSER THAN 1'-0" FOR EACH 1" IN DIAMETER UP TO A MAXIMUM OF 20'-0" FOR TREES TO REMAIN. DAMAGED TREES AND PLANTS SHALL BE RESTORED TO THE SATISFACTION OF THE UNIVERSITY. 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE 3. THE PARKING OF VEHICLES AND STORAGE OF ANY CONSTRUCTION EQUIPMENT OR MATERIALS SHALL NOT OCCUR UNDER THE DRIP LINE OF RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. TREES TO BE PROTECTED. 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. GENERAL DEMOLITION NOTES 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. 1. SAW CUT AND REMOVE ALL ASPHALT AND CONCRETE TO LIMITS REQUIRED FOR PROPOSED WORK. 4.ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION 2. REMOVE VEGETATION, GRASS, & ROOTMAT IN AREAS TO RECEIVE NEW ASPHALT AND CONCRETE PAVEMENTS. SPECIFICATIONS, AS ADOPTED BY THE ACSA. 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 3. ALL PRIMARY UTILITIES DISCOVERED DURING DEMOLITION OPERATIONS THAT SERVE OTHER ACTIVITIES SHALL BE PROPERLY PRESERVED AND PROTECTED. 6.THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 4. THE CONTRACTOR SHALL IMMEDIATELY REPORT TO THE OWNER ANY UNFORESEEN OR ADVERSE CONDITIONS DISCOVERED DURING DEMOLITION 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 B OPERATIONS. 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. 5. CONTRACTOR SHALL PROTECT EXISTING PLANT MATERIAL NOT DESIGNATED FOR REMOVAL OR RELOCATION FROM DAMAGE DURING CONSTRUCTION. 9.VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 6. CONTRACTOR SHALL KEEP ALL SURROUNDING PUBLIC ROADWAYS AND DRAINAGE SYSTEMS FREE FROM DIRT, MUD, AND CONSTRUCTION 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. DEBRIS AT ALL TIMES. 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). 7. LIMITS OF DEMOLITION INDICATED ON PLAN ARE MINIMUM. CONTRACTOR SHALL REMOVE ASPHALT PAVEMENT, CONCRETE AND MISCELLANEOUS ITEMS AS NECESSARY TO FACILITATE CONSTRUCTION IN ACCORDANCE WITH STATE AND LOCAL REGULATIONS. 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 8. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR OF ANY ITEMS DAMAGED DURING THE CONSTRUCTION. WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 9. CONTRACTOR IS RESPONSIBLE FOR STAGING THE DEMOLITION OF EXISTING UTILITIES WITH INSTALLATION OF NEW. OWNER SHALL BE GIVEN AMPLE WARNING PRIOR TO ANY DISCONTINUATION OF ANY SERVICE. 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" PARKING SCHEDULE 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 EXISTING PARKING: 141 SPACES (2 HANDICAP) DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR PROPOSED PARKING: 204 SPACES (8 HANDICAP) 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. THE PROJECT WILL INCREASE THE NUMBER OF SPACES ON SITE TO ADEQUATELY ACCOMMODATE THE PROPOSED DEVELOPMENT IN ACCORDANCE WITH THE CURRENT PARKING MASTER PLAN FOR THE BOAR'S HEAD/BIRD CREEK PROPERTY. TRASH A N D RECYCLE BUILDING SCHEDULE 1. A DESIGNATED DUMPSTER AREA IS NOT NEEDED AND ALL WASTE MATERIAL SHALL BE COLLECTED BY STAFF FROM THE BOAR'S HEAD SPORTS CLUB AND TRANSPORTED TO A CENTRALIZED COLLECTION POINT. TENNIS PAVILION: SUPPORT BUILDING: A REFOOTAGE: 11,667 GSF (6,958 FIRST FLOOR, 4,709 SECOND FLOOR) TOTAL SQUARE FOOTAGE: 1,067 SF C U T & FILL NOTES BTOTAL UILDING HEIGHT: 1. DUE TO THE EXTENSIVE PROPOSED CUT AND FILL WORK, THE WASTE AREAS HAVE BEEN ENSURED TO HANDLE THE VOLUME. PLEASE SEE LIGHTING ADJACENT UVAF GOLF COURSE PLAN FOR AREAS OF HANDLING. 2• PROPOSED CUT: 53,304 CY* EACH OUTDOOR LUMINAIRE EQUIPPED WITH A LAMP THAT EMITS 3,000 OR MORE INITIAL LUMENS SHALL BE A FULL CUTOFF LUMINAIRE AND PROPOSED FILL: 5,791 CY* SHALL BE ARRANGED OR SHIELDED TO REFLECT LIGHT AWAY FROM ADJOINING RESIDENTIAL DISTRICTS AND AWAY FROM ADJACENT ROADS. THE PROPOSED NET: 47,513 CY [CUT]* SPILLOVER OF LIGHTING FROM LUMINAIRES ONTO PUBLIC ROADS AND PROPERTY IN RESIDENTIAL OR RURAL AREAS ZONING DISTRICTS SHALL NOT EXCEED ONE-HALF FOOTCANDLE. *CUT & FILL VOLUMES ARE ESTIMATES AND NOT MEANT FOR CONSTRUCTION OR PRICING PURPOSES. LEGEND 0 SANITARY CLEANOUT LIGHT POLE WATER METER ® WATER MANHOLE ® WATER VALVE WL EXISTING WATERLINE WV ® EXISTING WATER VALVE - UGE UNDERGROUND ELECTRIC LINE G EXISTING GAS LINE SS SANITARY SEWER LINE SD STORM SEWER LINE EXISTING STORM INLET UGT UNDERGROUND TELEPHONE LINE UGW UNDERGROUND WATER LINE - - - - - - - - - - - = INDEX CONTOUR - - - - - - - - - - - - - - INTERMEDIATE CONTOUR EXISTING TREELINE EXISTING TREE EXISTING MANAGED SLOPES VIRGINIA UNIFORM CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL PRACTICES 3.02 CONSTRUCTION ENTRANCE HMO 3.05 SILT FENCE OX X 3.07 INLET PROTECTION I P 3.09 TEMPORARY DIVERSION DIKE 3.14 TEMPORARY SEDIMENT BASIN S B 3.18 OUTLET PROTECTION 3.31 TEMPORARY SEEDING O 3.32 PERMANENT SEEDING 3.35 MULCHING 3.36 SOIL STABILIZATION BLANKETS AND MATTING 3.38 TREE PRESERVATION & PROTECTION 3.39 DUST CONTROL 0 0 0 8' HIGH CHAIN LINK CONSTRUCTION FENCE W/GREEN SCREEN - - - - - - PROPOSED LIMITS OF DISTURBANCE HARDSCAPE TO BE DEMOLISHED AA TREE TO BE DEMOLISHED UTILITY/STRUCTURE TO BE DEMOLISHED SITE FEATURE TO BE DEMOLISHED 620 PROPOSED MAJOR CONTOUR 618 PROPOSED MINOR CONTOUR UTILITY EASEMENT UGE PROPOSED ELECTRICAL LINE W PROPOSED WATER LINE PROPOSED STORM LINE PROPOSED PRESSURE TREATED TIMBER CURB ------------- EXISTING PROPERTY LINE STOPPING SIGHT DISTANCE LINE UD - PROPOSED FOUNDATION DRAIN PROPOSED MANHOLE p PROPOSED CLEANOUT H PROPOSED GATE VALVE O PROPOSED INDICATOR VALVE (PIV) V PROPOSED FIRE DEPARTMENT CONNECTION (FDC) 1 O PROPOSED DRIP VALVE VAULT x SPOT ELEVATION 69SP PROPOSED ASPHALT PAVEMENT v vvvvvv v v v v v PROPOSED OVERLAY ASPHALT PAVEMENT vvvvvv • ' PROPOSED CONCRETE PAVEMENT BW=BOTTOM OF WALL MH=MANHOLE RIM TW=TOP OF WALL SP=SPOT EP=EDGE OF PAVEMENT SW=SIDEWALK EX=EXISTING TC=TOP OF CURB GR=GRATE BC=BOTTOM OF CURB HP=HIGH POINT FFE=FINISHED FLOOR ELEVATION RM=RIM P.T= PRESSURE TREATED 9 Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z 0~ O CY) LO Q O 0 C3 O Z Z CIO OQ a_ 3: LL Q Q 0- Z z z LT _ Z 0 O > - QQZ ZCn n J > Q C0-C G En LU LU \ / ; 0 OCc J W O U � w Cl) '^� W G LL 7 j Z w Z Q D VV SEAL �V M-T 110 0. U MARIA N. Mi CK y Lic No. 0402061632 APO 5/%/�Z, t��4 ��SSAONA �' \� KEY PLAN SCALE REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description mInTATAIN APPROVED BY CHECKED BY TITLE GENERAL NOTES DEI PROJECT NO: 50100451 SHEET NO. C0001 1 1 EROSION & SEDIMENT CONTROL NARRATIVE 2 4 i 5 E 97 C A FT, PROJECT DESCRIPTION THIS PROJECT INCLUDES PARKING LOT IMPROVEMENTS AND A TENNIS FACILITY ADDITION OF THE EXISTING BIRDWOOD GOLF COURSE. THIS INCLUDES UTILITY INFRASTRUCTURE AND PARKING TO SERVICE THE EXISTING FACILITY. THE UTILITY INFRASTRUCTURE INCLUDES THE INSTALLATION OF STORMWATER AND ELECTRICAL LINES. THE PROJECT AREA IS APPROXIMATELY 9.33 ACRES AND WILL DISTURB APPROXIMATELY 9.33 ACRES. 3.13 ACRES OF IMPERVIOUS AREA IS BEING ADDED. EXISTING SITE CONDITIONS THE EXISTING SITE CONSISTS OF A PARKING LOT AREA AT THE EXISTING BIRDWOOD GOLF COURSE FACILITY. THE EXISTING SITE ALSO CONSISTS OF TREES AND GRASSY AREAS. SOILS SEE THIS SHEET FOR SOILS MAP. CONTRACTOR SHALL BE RESPONSIBLE FOR TESTING, EROSION AND SEDIMENT CONTROL, MAINTENANCE, AND STABILIZATION OF SOILS DURING CONSTRUCTION. ADJACENT PROPERTY THE EXISTING SITE IS SOUTHEAST OF BERWICK ROAD, EAST OF WELLINGTON DRIVE, AND WEST OF GOLF CLUBHOUSE. WORK WILL BE DONE ON ADJACENT PROPERTY ALSO OWNED BY UNIVERSITY OF VIRGINIA FOUNDATION. OFFSITE ACTIVITIES ALL OFFSITE ACTIVITIES NEED TO BE ADDRESSED BY THE VSMP PERMIT HOLDER AND APPROPRIATE INFORMATION CONTAINED IN THE SWPPP. CONTRACTOR SHALL ONLY PERFORM OFFSITE ACTIVITIES THAT ARE COVERED UNDER THE PERMIT HOLDER FOR THIS PROJECT OR COVERED UNDER THE PERMIT OF ANOTHER PROJECT. STORMWATER RUNOFF CONSIDERATIONS THIS PROJECT WILL INCREASE IMPERVIOUS AREA AND STORMWATER RUNOFF. STORMWATER CALCULATIONS CAN BE FOUND IN THE STORMWATER PLANS, SHEETS C6.01-C6.10. CRITICAL AREAS THERE ARE NO CRITICAL AREAS ONSITE. THE PLAN HAS BEEN DEVELOPED TO MINIMIZE LAND DISTURBANCE. WHERE GRADING IS NECESSARY, ADEQUATE PRECAUTIONS SHALL BE TAKEN TO MINIMIZE EROSION AND TO CONTAIN SILT THROUGH PROPER EROSION AND SEDIMENT CONTROL PRACTICES. THE INTENT OF THIS EROSION AND SEDIMENT CONTROL PLAN IS TO GUIDE THE CONTRACTOR IN IMPLEMENTING ACCEPTABLE MEASURES, INFRASTRUCTURE, AND MAINTENANCE PROGRAMS THAT WILL MINIMIZE THE AMOUNT OF EROSION AND RESULTING SEDIMENT THAT WILL TAKE PLACE DURING THE CONSTRUCTION OF THIS PROJECT. ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE VA EROSION & SEDIMENT CONTROL HANDBOOK. EROSION AND SEDIMENT CONTROL MEASURES STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES CONSTRUCTION ENTRANCE (VESCH STD. & SPEC. 3.02): STABILIZED STONE PAD WITH A FILTER FABRIC UNDERLINER LOCATED AT POINTS OF VEHICULAR INGRESS AND EGRESS. CONSTRUCTION ENTRANCES REDUCE THE AMOUNT OF MUD TRANSPORT ONTO PAVED PUBLIC ROADS BY VEHICLES OR RUNOFF. CONSTRUCTION ENTRANCES SHALL BE LIMITED TO THOSE SHOWN ON THE PLANS OR OTHERWISE APPROVED BY THE SOIL EROSION OFFICER. SUPPLEMENTAL DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR FOR APPROVAL IF ADDITIONAL ENTRANCES ARE REQUIRED. SILT FENCE (VESCH STD. & SPEC. 3.05): A TEMPORARY SEDIMENT BARRIER CONSISTING OF A FILTER FABRIC STRETCHED ACROSS AND ATTACHED TO SUPPORTING POSTS AND ENTRENCHED. SILT FENCE IS INSTALLED TO INTERCEPT AND DETAIN SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCTION IN ORDER TO PREVENT SEDIMENT FROM LEAVING THE SITE AND TO DECREASE THE VELOCITY OF SHEET FLOWS AND LOW -TO -MODERATE CHANNEL FLOWS. STORM DRAIN INLET PROTECTION (VESCH STD. & SPEC. 3.07): A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDING AREA AROUND A STORM DRAIN DROP INLET OR CURB INLET. STORM DRAIN INLET PROTECTION PREVENTS SEDIMENT FROM ENTERING STORM DRAINAGE SYSTEMS PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA. FOR USE WHERE STORM DRAIN INLETS ARE TO BE MADE OPERATIONAL BEFORE PERMANENT STABILIZATION OF THE CORRESPONDING DISTURBED DRAINAGE AREA. DIFFERENT TYPES OF STRUCTURES ARE APPLICABLE TO DIFFERENT CONDITIONS. TEMPORARY DIVERSION DIKE (VESCH STD. & SPEC. 3.09): A TEMPORARY RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING DISTURBED AREA. A TEMPORARY DIVERSION DIKE DIVERTS STORM RUNOFF FROM UPSLOPE DRAINAGE AREAS AWAY FROM UNPROTECTED DISTURBED AREAS AND SLOPE TO A STABILIZED OUTLET. THIS STRUCTURE ALSO DIVERTS SEDIMENT -LADEN RUNOFF FROM A DISTURBED AREA TO A SEDIMENT TRAPPING FACILITY SUCH AS A SEDIMENT TRAP OR SEDIMENT BASIN. TEMPORARY SEDIMENT BASIN (VESCH STD. & SPEC. 3.14): A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE STRUCTURE FORMED BY CONSTRUCTING AN EMBANKMENT OF COMPACTED SOIL ACROSS A DRAINAGEWAY. TEMPORARY SEDIMENT BASINS ARE INSTALLED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN WET AND DRY STORAGE LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. OUTLET PROTECTION (VESCH STD. & SPEC. 3.18): STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATION DEVICES PLACED AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS. OUTLET PROTECTION PREVENTS SCOUR AT STORMWATER OUTLETS, PROTECTS THE OUTLET STRUCTURE, AND MINIMIZES THE POTENTIAL FOR DOWNSTREAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCENTRATED FLOWS. THIS IS APPLICABLE TO THE OUTLETS OF ALL PIPES AND ENGINEERED CHANNEL SECTIONS. TEMPORARY SEEDING (VESCH STD. & SPEC. 3.31): THE ESTABLISHMENT OF A TEMPORARY VEGETATIVE COVER ON DISTURBED AREAS BY SEEDING WITH APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS. TEMPORARY SEEDING REDUCES EROSION AND SEDIMENTATION BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE FOR A PERIOD OF MORE THAN 14 DAYS. TEMPORARY SEEDING REDUCES DAMAGE FROM SEDIMENT AND RUNOFF TO DOWNSTREAM OR OFF -SITE AREAS, AND TO PROVIDE PROTECTION TO BARE SOILS EXPOSED DURING CONSTRUCTION UNTIL PERMANENT VEGETATION OR OTHER EROSION CONTROL MEASURES CAN BE ESTABLISHED. FOR USE WHERE EXPOSED SOIL SURFACES ARE NOT TO BE FINE -GRADED FOR PERIODS OF LONGER THAN 14 DAYS. SUCH AREAS INCLUDED DENUDED AREAS, SOIL STOCKPILES, DIKES, DAMS, SIDES OF SEDIMENT BASINS, TEMPORARY ROADBANKS, ETC. (SEE MS#1 AND MS#2). A PERMANENT VEGETATIVE COVER SHALL BE APPLIED TO AREAS THAT WILL BE LEFT DORMANT FOR A PERIOD OF MORE THAN ONE (1) YEAR. PERMANENT SEEDING (VESCH STD. & SPEC. 3.32): THE ESTABLISHMENT OF A PERENNIAL VEGETATIVE COVER ON DISTURBED AREAS BY PLANTING SEED. PERMANENT SEEDING REDUCES EROSION AND DECREASES SEDIMENT YIELD FROM DISTURBED AREAS. PERMANENT SEEDING STABILIZES DISTURBED AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTABLE TO SITE CONDITIONS, AND ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT MATERIAL. PERMANENT SEEDING ALSO IMPROVES WILDLIFE HABITAT AND ENHANCES NATURAL BEAUTY. FOR USE IN DISTURBED AREAS WHERE PERMANENT, LONG-LIVED VEGETATIVE COVER IS NEEDED TO STABILIZE THE SOIL. FOR USE WHERE ROUGH -GRADED AREAS WHICH WILL NOT BE BROUGHT TO FINAL GRADE FOR A YEAR OR MORE. MULCHING (VESCH STD. & SPEC. 3.35): APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO THE SOIL SURFACE. MULCHING PREVENTS EROSION BY PROTECTING THE SOIL SURFACE FROM RAINDROP IMPACT AND REDUCING THE VELOCITY OF OVERLAND FLOW. MULCHING FOSTERS THE GROWTH OF VEGETATION BY INCREASING AVAILABLE MOISTURE AND PROVIDING INSULATION AGAINST EXTREME HEAT AND COLD. FOR USE IN AREAS WHICH HAVE BEEN PERMANENTLY SEEDED. MULCHING SHOULD OCCUR IMMEDIATELY FOLLOWING SEEDING. AREAS THAT CANNOT BE SEEDED BECAUSE OF THE SEASON SHOULD BE MULCHED WITH AN ORGANIC MULCH. TREE PRESERVATION & PROTECTION (VESCH STD. & SPEC. 3.38): PROTECTION OF DESIRABLE TREES FROM MECHANICAL AND OTHER INJURY DURING LAND DISTURBING AND CONSTRUCTION ACTIVITY. TREE PRESERVATION AND PROTECTION IS USED TO ENSURE THE SURVIVAL OF THE DESIRABLE TREES WHERE THEY WILL BE EFFECTIVE FOR EROSION AND SEDIMENT CONTROL, WATERSHED PROTECTION, LANDSCAPE BEAUTIFICATION, DUST AND POLLUTION CONTROL, NOISE REDUCTION, SHADE AND OTHER ENVIRONMENTAL BENEFITS WHILE THE LAND IS BEING CONVERTED FROM FOREST TO URBAN -TYPE USES. FOR USE IN TREE -INHABITED AREAS SUBJECT TO LAND DISTURBING ACTIVITIES. DUST CONTROL (VESCH STD. & SPEC. 3.39) APPLICATION OF TEMPORARY SEEDING (VESCH & SPEC. 3.31), MULCHING (VESCH STD. & SPEC. 3.35), IRRIGATION, SPRAY -ON ADHESIVES OR BARRIERS TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES AND REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE DURING LAND DISTURBING, DEMOLITION AND CONSTRUCTION ACTIVITIES. SOIL STABILIZATION BLANKETS AND MATTING (VESCH STD. & SPEC. 3.36) APPLICATION OF TEMPORARY SEEDING (VESCH & SPEC. 3.36) IS TO AID THE CRITICAL AREAS BY PROVIDING A PLASTIC NETTING FILLED WITH SOIL PRIOR TO PLANTING. PROMOTING ROOT GROWTH AND ALLOWS FOR ENHANCED ENERGY DISSIPATION. TEMPORARY AND PERMANENT STABILIZATION TEMPORARY SEEDING SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE, BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS AND LESS THAN ONE YEAR. THIS INCLUDES, BUT IS NOT LIMITED TO, STOCKPILES AND BORROW AREAS. PERMANENT SEEDING SHALL BE APPLIED AND A PERENNIAL VEGETATIVE COVERING SHALL BE ESTABLISHED ON DISTURBED AREAS WITHIN SEVEN DAYS OF BEING BROUGHT TO FINAL GRADE ON AREAS NOT OTHERWISE PROTECTED. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS TO BE APPLIED. MULCHING SHALL BE APPLIED TO ALL PERMANENT SEEDING IMMEDIATELY UPON COMPLETION OF SEED APPLICATION. MULCH LIBERALLY DURING THE MID -SUMMER AND WINTER SEASONS. SEE VIRGINIA EROSION AND SEDIMENT CONTROL TECHNICAL BULLETIN NO. 4, NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES, FOR UPDATED SEED MIXTURES AND SCHEDULES AS WELL AS UPDATED LIMING, MULCHING, AND FERTILIZING REQUIREMENTS. SEE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK STD. AND SPEC. 3.35 FOR MULCHING SPECIFICATIONS. STORMWATER RUNOFF CONSIDERATIONS THIS PROJECT WILL INCREASE IMPERVIOUS AREA AND STORMWATER RUNOFF. STORMWATER CALCULATIONS CAN BE FOUND IN THE STORMWATER PLAN SHEETS. PERMITS PROJECT DISTURBANCE IS MORE THAN 1 ACRE. THEREFORE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING A VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) PERMIT AND MAINTAINING A STORMWATER POLLUTION PREVENTION PLAN (SWPPP). EROSION & SEDIMENT CONTROL MAINTENANCE IN GENERAL, THE PROJECT AREA SHALL BE CHECKED WITHIN 24 HOURS OF EACH RAINFALL EVENT OR WEEKLY IF NO RAINFALL EVENT HAS OCCURRED, WHICH EVER IS MORE FREQUENT TO ENSURE THAT ALL EROSION AND SEDIMENT CONTROL DEVICES ARE IN WORKING ORDER. EROSION CONTROL DEVICES SHALL BE MAINTAINED ACCORDING TO THE FOLLOWING SCHEDULE: 1. CONSTRUCTION ENTRANCE THE ENTRANCE SHALL BE MAINTAINED IN CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE OR THE WASHING AND REWORKING OF EXISTING STONE AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. THE USE OF WATER TRUCKS TO REMOVE MATERIALS DROPPED, WASHED OR TRACKED ONTO ROADWAYS WILL NOT BE PERMITTED UNDER ANY CIRCUMSTANCES. 2. SILT FENCE A. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER. B. FABRIC SHALL BE REPLACED IF IT HAS DECOMPOSED OR BECOME INEFFECTIVE. 3. SEEDING THE SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED. 4. STORM DRAIN INLET PROTECTION SEDIMENT DEPOSITS SHALL BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALF THE DESIGN DEPTH OF THE TRAP. 5. TREE PRESERVATION AND PROTECTION EROSION AND SEDIMENT CONTROLS SHALL BE INSTALLED OR MAINTAINED IN A MANNER WHICH DOES NOT RESULT IN SOIL BUILDUP WITHIN TREE DRIP LINE AREAS. HEAVY EQUIPMENT, VEHICULAR TRAFFIC, OR STOCKPILES OF ANY CONSTRUCTION MATERIALS (INCLUDING TOP SOIL) SHALL NOT BE PERMITTED WITHIN THE DRIP LINE OF ANY TREE TO BE RETAINED. 6. DUST CONTROL IN PLANNING AND MAINTENANCE FOR DUST CONTROL, LIMITING THE AMOUNT OF SOIL DISTURBANCE AT ANY ONE TIME SHOULD BE A KEY OBJECTIVE. TEMPORARY STABILIZATION MEASURES SHALL BE CHECKED REGULARLY AND RE -APPLIED AS NECESSARY TO REDUCE DUST EMISSIONS. 5. DIVERSION DIKE THE MEASURE SHALL BE INSPECTED AFTER EVERY STORM AND REPAIRS MADE TO THE DIKE, FLOW CHANNEL, OUTLET OR SEDIMENT TRAPPING FACILITY AS NECESSARY. ONCE EVERY TWO WEEKS, WHETHER A STORM EVENT HAS OCCURRED OR NOT, THE DIVERSION DIKE SHALL BE INSPECTED AND REPAIRS MADE IF NEEDED. DAMAGES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY MUST BE REPAIRED BEFORE THE END OF EACH WORKING DAY. 6. SEDIMENT BASIN EMERGENCY SPILLWAY SHOULD BE CHECKED REGULARLY TO ENSURE THAT ITS LINING IS WELL ESTABLISHED AND EROSION -RESISTANT. WHEN THE SEDIMENT REACHES THE CLEAN -OUT LEVEL, IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 9. SOIL STABILIZATION BLANKETS AND MATTING ALL SOIL STABILIZATION BLANKETS AND MATTING SHOULD BE INSPECTED PERIODICALLY FOLLOWING INSTALLATION, PARTICULARLY AFTER RAINSTORMS TO CHECK FOR EROSION AND UNDERMINING. IF WASHOUTS OR BREAKAGE OCCURS RE -INSTALL THE MATERIAL AFTER REPAIRING DAMAGE TO THE SLOPE OR DITCH. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AN EMPLOYEE WHO WILL BE RESPONSIBLE OF THE EROSION AND SEDIMENT CONTROL PLAN AND REQUIREMENTS FOR THE PROJECT THAT IS CERTIFIED BY THE VIRGINIA DEPARTMENT OF CONSERVATION OR THE VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY AND RECREATION AS A RESPONSIBLE LAND DISTURBER (RLD). THE NAME OF THE CONTRACTOR'S RLD AND COPY OF HIS CURRENT CERTIFICATION SHALL BE PROVIDED TO THE OWNER, ENGINEER AND EROSION & SEDIMENT CONTROL PLAN APPROVING AUTHORITY PRIOR TO ISSUANCE TO THE NOTICE TO PROCEED FOR THE PROJECT. GENERAL EROSION & SEDIMENT CONTROL NOTES ES-1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS (9VAC25-840). ES-2: 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. THE NAME OF THE RESPONSIBLE LAND DISTURBER MUST BE PROVIDED TO THE PLAN -APPROVING AUTHORITY PRIOR TO ACTUAL ENGAGEMENT IN THE LAND -DISTURBING ACTIVITY SHOWN ON THE APPROVED PLAN. IF THE NAME IS NOT PROVIDED PRIOR TO ENGAGING IN THE LAND -DISTURBING ACTIVITY, THE PLAN'S APPROVAL WILL BE REVOKED. ES-3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. ES-4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED 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, 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. ES-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. ES-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, AFTER WHICH, UPON APPROVAL OF THE PLAN -APPROVING AUTHORITY, THE CONTROLS SHALL BE REMOVED. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE REMOVAL OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. ES-8: DURING DEWATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED FILTERING DEVICE. ES-9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES AT LEAST AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT OR WEEKLY. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. ES-10: THE CONTRACTOR IS RESPONSIBLE FOR THE DAILY REMOVAL OF SEDIMENT THAT HAS BEEN TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE. ES-1 1: SEEDING OPERATIONS SHALL BE INITIATED WITHIN 7 DAYS AFTER REACHING FINAL GRADE OR UPON SUSPENSION OF GRADING OPERATIONS FOR ANTICIPATED DURATION OF GREATER THAN 14 DAYS OR UPON COMPLETION OF GRADING OPERATIONS FOR A SPECIFIC AREA. ES-12: THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOILS WHICH MAY PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS, OR HARM ANIMAL OR PLANT LIFE. ES-13: A VIRGINIA STORMWATER MANAGEMENT PROGRAM PERMIT (VSMPP) FOR THE DISCHARGE OF STORMWATER FROM CONSTRUCTION ACTIVITIES IS REQUIRED FOR PROJECTS DISTURBING 1 ACRE OR GREATER. VISIT THE VIRGINIA STORMWATER MANAGEMENT PROGRAM PERMITTING WEB PAGE AT HTTP://WWW.DEQ.STATE.VA.US/PROGRAMS/WATER/STORMWATERMANAGEMENT/VSMPPERMITS/CONSTRUCTIONGENERALPERMIT.ASPX FOR MORE INFORMATION. EROSION AND SEDIMENT MINIMUM STANDARDS 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 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. SPECIFIC FERTILIZER, NUTRIENT, & SEED APPLICATION MUST MEET EROSION AND SEDIMENT CONTROL (ESC) TECHNICAL BULLETIN NO. 4 NUTRIENT MANAGEMENT FOR DEVELOPMENT PROJECTS. DOWNLOAD AT http://www.deq.virginia.gov/Programs/Water/StormwaterManagement/Publications.aspxl. MULCHING REQUIREMENTS MUST MEET VESC HANDBOOK MULCHING TABLE 3.35A. 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. ANY BORROW, FILL, OR WASTE SUCH AS DEMOLITION MATERIAL MUST BE PROVIDED FROM OR HAULED TO A PERMITTED, APPROVED, SUPPLY OR WASTE AREA. ALL OFFSITE ACTIVITY IS NOT PART OF THIS PERMIT/ PLAN SET AND IS ADDRESSED UNDER SEPARATE COVER. SOIL STOCKPILES ARE NOT ANTICIPATED ONSITE. 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. 4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. 5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. 6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 25-YEAR STORM OF 24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. 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. EROSION AND SEDIMENT MINIMUM STANDARDS (CONT.) 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. 9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 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. 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. 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 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. 14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. 15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. 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. 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. 18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 14 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE REGULATORY 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. 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 FOUND IN VESC REGULATION 94VAC25-840-40 MS-19 PARTS A-N FOUND AT WEBPAGE HTTP://LIS.VIRGINIA.GOV/CGI-BIN/LEGP604.EXE?000+REG+9VAC25-840-40 EROSION AND SEDIMENT CONTROL SEQUENCE 1. CONTRACTOR TO INSTALL EROSION AND SEDIMENT PHASE I CONTROLS. 2. CONTRACTOR TO COMPLETE DEMOLITION. 3. CONTRACTOR TO COMPLETE SITE IMPROVEMENTS. 4. CONTRACTOR TO REMOVE APPROPRIATE TEMPORARY EROSION AND SEDIMENT PHASE I CONTROLS. 5. CONTRACTOR TO INSTALL EROSION AND SEDIMENT PHASE II CONTROLS. 6. CONTRACTOR TO STABILIZE SITE. 7. CONTRACTOR TO REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROLS. BMP INSTALLATION AND AS -BUILT NOTES 1. CONTRACTOR TO PROVIDE DETAILED INFORMATION ON ANY INSTALLED STORMWATER BMP. THIS INFORMATION SHALL INCLUDE A TOPOGRAPHIC SURVEY OF THE INSTALLATION, GPS COORDINATES FOR EACH FACILITY, PHOTOGRAPHS OF THE PROGRESS THROUGHOUT CONSTRUCTION INCLUDING EACH MILESTONE, CONSTRUCTION LOGS, GEOTECHNICAL TESTING REPORTS, AND SOIL REPORT CERTIFICATIONS. THIS INFORMATION TO BE TURNED OVER TO THE OWNER AS A SUBMITTAL FOLLOWING CONSTRUCTION OF THE PROJECT. 2. THE ENGINEER SHALL BE NOTIFIED OF ANY DEVIATIONS FROM THE PLANS IMMEDIATELY. IF A DEVIATION IS REQUIRED, CONTRACTOR AND ENGINEER SHALL COORDINATE A SOLUTION THAT IS ACCEPTABLE WITHIN THE DEQ REGULATIONS. SOILS MAP SCALE: 1" = 150' MAP UNIT MAPUNITNAME SLOPES NATURAL DRAINAGE CLASS CAPACITY OF THE MOST LIMITING LANDCAPABILITY HYDROLOGICAL SYMBOL PERCENT LAYERTOTRANSMITWATER(Ksat) (NON -IRRIGATED) SOILGROUP 4D ASHE LOAM 15 TO 25 SOMEWHAT EXCESSIVELY DRAIN ED HIGH 6E B 19C CULLEN LOAM 7to15 WELLDRAINED HIGH 3E B 19B CULLEN LOAM 2to7 WELL DRAINED HIGH 2E B 20133 CULLEN CLAY LOAM 15TO25 WELL DRAINED MODERATLEY HIGH 6E B 5B BELVOIRLAOM 2to7 SOMEWHAT POORLY DRAINED HIGH 3W D W WATER 9 Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z O O CY) LO O 0 C3 O z z CID Ir- ::) Y O oC 0 3: Q Q Z z z , Z 0 O > -z Cl) Z J En LU > C/) > O J LLU U O a OU � z Cl) VJ A'LL W G 7 Lu z z w z Q r� SEAL �O��EA1 TH Ok U MARIAN. MTNNICK y Lic No. 0402061632 APO 5/%/UZ, t��4 S70NAL LA41b KEY PLAN SCALE REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description mInTATAI III'l'� APPROVED BY CHECKED BY TITLE EROSION & SEDIMENT CONTROL NOTES DEI PROJECT NO: 50100451 SHEET NO. C0002 ° E 97 C A /T, 1 2 3 SPECIAL USE (SP201700032) - SPECIAL EXCEPTION SPECIAL USE (SP201700032) APPROVAL LETTER RESOLUTION TO APPROVE SPECIAL EXCEPTION SP 2017-32 UVA Outdoor Tennis, Permanent Connector Road, FOR SP 2017-32 UVA OUTDOOR TENNIS, PERMANENT CONNECTOR ROAD, and Birdwood Golf Course Addition Conditions AND BIRDWOOD GOLF COURSE ADDITION f Birdwood Propertyshall be in general accord with the concept Ian entitled 1. Development o the rrdwo d P 8 P P WHEREAS, the University of Virginia Foundation submitted an application to amend a previously- "BirdwoodSP2017-00032Conce Concept Plan" Pre ared byEliseCru4 University ofVir iniaFoundation approved special use permit (SP 201700023) for Tax Map Parcel 07500-00-00-06300 to construct a new ("UVAF %dated Apri127,2018,whichincludessheets 1-4 (the"Concept Plan'�,attachedhereto, as UVA outdoor tennis facility, to add a short course to the Birdwood Golf Course, and to allow unrestricted determined by the Director of Planning and Zoning Administrator. To bein general accord, permanent vehicular use of a private street between Golf Course Drive on the Birdwood property and development and use shall refleetthefollowing major elements shown on the Concept Plan and on each Berwick Road on the Boar's Head Sports Club property ("SP 2017-32"); and corresponding Concept Plan Detail, as noted below: WHEREAS, the applicant also requested a special exception pursuant to County Corte §' 18-4.17.5 A. Exhibit A - Concept Plan (Sheet 1 of 4): to modify County Code § 18-13.3 to increase the maximum height of athletic lighting poles from thirty-five i. Locationsofstructures, improvements,anduses; feet to seventy feet in conjunction with SP 2017-32; and ii. Limits of Golf Course, including 18-hole Golf Course, Par 3 Short Course, Practice Ground, Short Game area, and associated improvements; and WHEREAS, on June 19, 2018, the Albemarle County Planning Commission considered the special iii. Location and alignment of Connector Road between Golf Course Drive and Berwick Road. exception request and recommended approval of the request with staff -recommended conditions. B. Exhibit B -Tennis Facility Detail (Concept Plan Sheet 2 of 4): I. Location of Tennis Facility within area shown in green shading; NOW, THEREFORE, BE IT RESOLVED that, upon consideration of the foregoing, the staff ii. Location of future tennis courts within area outlined in a dashed oval and entitled, "Future report prepared in conjunction with the application, and its supporting analysis, and all of the factors relevant tennis courts", and prohibition of high mast lighting in this area; and to the special exception in Albemarle County Code §§ 18-4.75, 18-13.3, 18-33.5, and 18-33.9, the Albemarle iii. Provision of ADA-compliant pedestrian infrastructure to connect Birdwood property (['MP County Board of Supervisors hereby approves the special exception to modify the requirement of County #75-63) with neighboring Boar's Head Sports Club property (TMP #59D2-01-15). Code § 18-13.3, subject to the conditions attached hereto. C. Exhibit C -Golf Practice Facility Detail (Concept Plan Sheet 3 of 4): I. Building location, orientation, and mass; ii. Parking lot location; Ili. Installation of new landscaping for screening purposes; I, Claudette K. Borgersen, do hereby certify that the foregoing writing is a true, correct copy of a iv. Retention oftreesshownforpreservation;and Resolution duly adopted by the Board of Supervisors of Albemarle County, Virginia, by a vote of five to zero, v. Earthen berms adjacenttothenewparkinglot. as recorded below, at a meeting held on August 1, 2018. D. Exhibit D - Connector Road Detail (Concept Plan Sheet 4 of 4): I. Location and alignment of Connector Road between Golf Course Drive and Berwick Road; and ii. Pedestrian infrastructure (including sidewalks, crosswalks, and outdoor lighting) Any new construction and/or improvements at the subject property, other than the site improvements that Clerk, Board of County Super6Ars are in general accord with the Concept Plan and with each corresponding Concept Plan Detail as determined by -the Director of Planning and Zoning Administrator, shall require an amended special use permit, except Ave Nay for the following: Mr. Dill Absent Mr. Gallaway Y e Modificationstogolfcourselayoutwithinthe boundaries oftheexisting l8-holegolfcourse,and Ms. Mallek Y outside of the boundaries of the Birdwood Mansion "Historic Core" and "Outer Precinct" as Ms. McKeel Y identified in the Birdwood Landscape Site Protection and Stewardship Strategies Plan (2015); Ms. Palmer Y e Construction of athletic -related accessory structures or other athleiic-related improvements which Mr. Randolph Y; primarily support the useofthe golfcoursefacilities and/ortennis facilities andwhich occur within the general area ofthose uses. e Other minor modifications to the Concept Plan or corresponding Concept. Plan Details that do nototherivise conflietwith the elements listed above may be made to ensure compliance SP-2017-00032 UVA Outdoor Tennis, Permanent Connector Road, withtheZoning0rdinance,asdetermined by the ZoningAdministrator. and Birdwood Golf Course Addition Special Exception Conditions 2. Design and development of the improvements shown on Exhibit C - Golf Practice Facility Detail (Concept Plan Sheet 3 of 4) shall be subject to the following, as determined by the Planning Director or 1. All light fixtures used in conjunction with light poles utilizing the maximum allowable height granted by designee: Special Exception must be full out -off dimmable LED lights, as proposed by the applicants. a. Placementoftheparking lotwithinthe"bowl" created by the existing terrain inawaythat minimizes ffdi required 2. The full out -off dimmable LED lights may only be used at the level of illumination q rred for televised in oftheslo etothenorthofthenew parking lotwhichistobe reservedforitsscreen effect' grad g p p g p utg , nighttime play during such televised nighttime play, and the lights shall be dimmed during other times such as evening practices), as proposed by the applicants. b. Construction ofearthen bernisadjacenittothe parking lotwhicharecompatible with existing topographic do w ' herre cethevisibili ofthe puking lotand rkedears from Golf Course Drive; variation hrch furl du ty p g pa 3. The spec ial exception shall only apply to theproposed 12 hard courts within the proposed tennis facility, � Y � y �°p ty: c. Approved planting plan and planting schedule which, at minimum, include: any future tennis courts located in the area denoted for "Future tennis courts" on Exhibit B-Temtis Facility i. New landscaping materials planted in naturalistic or informal arrangements which are consistent and Detail (Concept Plan Sheet 2 of 4) shall have outdoor lighting consisting of poles which comply with the compatiblewiththeexistinglandscape intermsofebaracter, density, and species; 35 foot maximum height and full cut-off luminaires, as proposed by the applicants, ii. Ameadoworsimilargrass landscape alongGolfCourse Drive; and Ili. The useofnative lantmaterials'and P 4. The maximum heightof the outdoor athletic lighting poles on theproposed 12 hard courts within the 8h n8P d. Submittalofaconservationplanpreparedbyacertifiedarboristtopreservetreesidentifiedfor proposed tennis facility on which the special exception applies as noted in Condition 3 shall be 70 feat. preservation, includingthetreatmentofallash trees (species Fraximix)thstareto bepreserved for protection againstthe emerald ash borer (Agrilusplanrpennis), to beused inconjunction with any required conservation checklist. Ifall reasonable alternatives for preservation have been explored, and such trees cannot be retained due to the health ofthe tree as determined bythe certified arborist, removal may occur. 3. Design and development of the improvements shown on Exhibit D - Connector Road Detail (Concept Plan Sheet 4 of 4) shall comply with the Special Exception (Grading Buffer Waiver) and all Special SPECIAL USE (SP201700032) APPROVAL LETTER Exception Conditions approved by the Board of Supervisors on April 4, 2018, including but not limited to compliance with the requirements identified on the "Landscaping and Screening Exhibit" dated March 5, 2018. RESOLUTION TO APPROVE SP 2017-32 UVA OUTDOOR TENNIS, PERMANENT CONNECTOR ROAD, 4. Expansion or replacement of the Clubhouse is permissible, provided that all site plan, building permit, AND BIRDWOOD GOLF COURSE ADDITION and all other applicable permit approvals are properly obtained. WHEREAS, the University of Virginia Foundation filed an application to amend a previously- 5. No change in use of the Birdwood Mansion is permitted through this Special Use Permit Amendment. approved special use permit (SP 201700023) for Tax Map Parcel 07500-00-00-06300 to construct a new UVA outdoor tennis facility, to add a short course to the Birdwood Golf Course, and to allow unrestricted 6. Allproposed outdoorlightingfortheproperlyshalleomplywithAlbemarle County Code, except as permanent vehicular use of a private street between Golf Course Drive on the Birdwood property and otherwise modified or waived by the Board of Supervisors through the approval of a Special Berwick Road on the Boar's Head Sports Club property, and the application is identified as Special Use Exception request (as may be applicable). Tall mast lighting (lighting that is on a pole more than 35 Permit 2017-00032 UVA Outdoor Tennis, Permanent Connect Road, and Birdwood Golf Course Addition feet in height)shallnot be permitted fortenniscourts inthearea designated as "Futuretenniscourts" on ("SP 2017-32"); and Exhibit B - Tennis Facility Detail (Concept Plan Sheet 2 of 4), datedApril27,2018. WHEREAS, on June 19, 2018, after a duly noticed public hearing, the Albemarle County Planning 7. Sound studies that demonstrate compliance with the Albemarle County Noise Ordinance, as determined Commission recommended approval of SP 2017-32 with modified conditions; and bytheZoningAdministratororherdesignee, shall besubmittedtoAlbemarleCountypriortotheissuanceof aCeitificateof0ccupancyfortheTennis Facility. WHEREAS, subsequent to the Planning Commission, staff worked with the applicant to modify the conditions to address the Planning Commission's concerns and to incorporate conditions that were 8. Theowner'straffic consultantshall oonductsignalwarrant analyses fortheGolfCourseDrive and Ednam established for previously approved special use permits; and Drive intersectionswithU.S.Route250todetermine ifvolumes indicate that any modification to intersection controls should be implemented. Such analyses shall be conducted a minimum of two times WHEREAS, on August 1, 2018, the Albemarle County Board of Supervisors held a duly noticed (the first shall occur twelve (12) months after the permanent opening of the connector road, and the public hearing on SP 2017-32. second shall occur twenty-four (24) months after the permanent opening of the connector road), and shall be submitted to Albemarle County for review. If any modification is indicated based ontraffrc NOW, THEREFORE, BE IT RESOLVED that, upon consideration of the foregoing, the staff volumes collected perstandard procedures oftheVirginia DepardnentotTransportationC VDOT'D,the report prepared for SP 2017-32 and all of its attachments, the information presented at the public hearing, owner's eonsultantwillprepareandsubmittherequisito SignalJustifrcationReportevaluatingalternative and the factors relevant to a special use permit in Albemarle County Code § 18-33.8, the Albemarle County intersectioncontroltoVDOTandAlbemarleCounty and engage indiscussionabouttheappropriate Board of Supervisors hereby approves SP 2017-32, subject to the conditions attached hereto. measures, ifanytobetakenateitherintersection. * * * 9. Potential future transportation improvements: 1, Claudette K. Borgersen, do hereby certify that the foregoing writing is a true, correct copy of a a. If the signal warrant analyses referenced in condition #8 or any subsequent additional signal Resolution duly adopted by the Board of Supervisors of Albemarle County, Virginia, by a vote of five to zero, warrant analyses (collectively, the "Analyses") demonstrate that any change to the traffic control as recorded below, at a meeting held on August 1, 2018. type or means of access are appropriate at either the intersection of Golf Course Drive and U.S. Route 250 and/or the intersection at Ednam Drive and U.S. Route 250 (collectively, the "Transportation Improvements") prior to the date that is five (5) years after the date of the / permanent opening of the Connector Road, the Foundation will pay its pro rata share toward the cost of the Transportation Improvements, which pro rate share shall be based on the Analyses (the Clerk, Board of County Supers - "UVAF Contribution"). Ave Nay b. For purposes of calculating the monetary amount of the UVAF Contribution, the cost of the Mr. Dill Absent Transportation Improvements shall be based on the cost of a new traffic signal and any Mr. Gallaway Y A u "Signal") at the time the UVAF modifications to the existing traffic signal (collectively, a g ) Ms. Mallek Y Contribution is requested by the County, even if the Transportation improvement that is ultimately Ms. McKee] Y installed is something other than a Signal (such as a roundabout, or other alternative intersection Ms. Palmer Y control device that costs more than a Signal). However, in the event that the Transportation Mr. Randolph Y Improvement that is ultimately installed costs less than the cost of a Signal, the UVAF J. Contribution shall be based on the cost of the improvement ultimately installed, rather than the cost m of a signal. c. Upon a determination by VDOT and the Albemarle County Director of Community Development that any Transportation Improvement is required pursuant to the terms of paragraph 9(a) herein, the County shall provide written notice to the Foundation (the "Notice"), of the amount of the UVAF Contribution for the Transportation Improvements. The Foundation shall have One Hundred Twenty (120) days from the date of delivery of the Notice to provide the UVAF Contribution, which may be in the form of a bond. If the Transportation Improvements have not been cotnplcted within five (5) years after the Foundation's delivery of the UVAF Contribution, the UVAF Contribution shall be returned to the Foundation. If the County has not delivered the Notice within five (5) years after the date of the permanent opening of the Connector Road, the Foundation shall be relieved of any obligation for the Transportation Improvements. 10. The owner shall continue to implement an Integrated Pest Management/Nutrient Management Plan to reduce adverse water quality impacts. 11. Ingress and egress along Birdwood Drive shall continue to be restricted, to the satisfaction of the Zoning Administrator, to only those residences served by Birdwood Drive and shall not be used as an access to the indoor Golf Practice Facility or other areas of Birdwood. 12. Use of the property must adhere to the Events Management Plan as described in Proffer #4 of ZMA201700010. 13. ShO1700032 shall remainvalid so longas construction ofanyone ofthe uses proposed herein is commencedon or before August 1, 2023. 4 i 5 Sheet 1 of 4 SP 2017-00032 Conceptual Placer ,r Pair 3 Short Co4e _ Tennis Facility (see sheet 2 for detail) I ran p Possible - - 1 future service drive! inter`pa- ical=ceRnectibft-... i ` • e §irdwood ---- t t Matision - Zo15�,�ds , •' -- lit �, ; - .. �. Gtractice FacAiiy (see sheet 3 for detail) S Birdwood Connector Road �:'� a a' R-1 Zoning ,r (see sheet 4for detail) _ TMP 75-83 Parking Lot near ' Birdwood Clubhouse i t u IT ....,inch 600 feel ®��apvaa Prepared by: Elise Cruz, UVA Foundation saedlmnal:paws 'Pdan a rJruil Con4r -$yaaF Fspans on Undvw:y -ssaddna"laps": ,dnc -fw,h Ten' IS un . 41 add'nnnal xis, Pdan D on Tenn:NIP— 10 adida lspan. BHSC He Zoning TMP 59112-01-15 I ,t � �(I Peb �Pe 9arvitp q nm pert - iipppjplr vEM /`,�� _. I it within thegte�n shadad Ara. And will Inc" bu )O,I 1. nldr�yu.r�u'm n or l2 lenisc� a2 is rtanotlr�endsd or(elevl d play a ad more interrbrve, high st,flghting for televised play I 3 RDA]x' hl;g cannectioW0111I, vlda tw�en TMP 59D2-01 15 and ,g_ Illustrative Elemems: ' 1. The layou[and alignment o t e tennis cots er,�i (e0ms' ddl g(a) are illustrative onl and ad jo'M to rise. 2. Parking options for the an, $ gl are luetm rvaii my hprTgNwill be prove .5saryi In ep In this eahibit `i rMe ".A.... TMr,90E 04ear I General location of gate. A Knox Box will be installed. Note that installation of gate for management of traffic is allowed, but not required, for permanent Connector Road. 4 Hpnl-C/, "L9,18 beets-� na of No it sne.4furd ill '1 �`n G I � v (�. ) ll r t /IRDWgOD SP 12et T=800911 L �i lr/i T Fee} Ity 0ntl�lpghafi C Va rng aprons \ 9 a , � RY laging �\ n -_�MP I5.53 G n LEJ C r> 7 \ L _ great tti. Un e I \, f VI Ifila F u Ad is lr j DPtlons slid diL I(\�� p rags Sheet 3 c cae D[. UVA Indoor Go] f Parkin aptio,t Note: Previously approved as SP 2017-00009 Prepared Is Universi rrginia Foundation, BIRDWOOD SP 2017-0032 April 27, 2019 Connector Road Detail - Sheet416" 4\ ° d'rI �+`•-t-R of € e' Dewberry* `-+'PreM1is �l IvmW_i IIkt d �en C rF R} S l pjp q�Yr 1 a l l 7) P�9, 1 OJANSON t� F v &arc �S 4 , f 11� wr aJR JY Q V { Ex. Pond a I I 21.�:. -- z1 Sw 'y Ex w no,0a u$7 "' ° 1 t + 4 r1pz si i, poor hapitM1 to tt(( P FUTJRI 1a ' L - - 8 be IemQved .. *.-. PL'll \ ,l L.nJ \\ s ° ♦ ` -A: ") PROP. FU U. a P i a '••:`N:.' ` 1R p R COVFIG.Of/ - � z m..li EWST "r2P1 P.eWeed Tee Box Ill. \ . 1 �+ ._.._ /o� t PROP � �q PRELIMINARY GRADING EXHIBIT 13hibftA e 9 Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z 0_~ rn O LO LO 0 0 O Z Z 00 Ir- D Y O 0 3: LL < Q Q 0- Z z z 0 _ Z C) O > -ZCn Q Z Lq J > L\L a w / > > 0 J Ir O J W O Q F- H W Cl) Cn 01: W C Z Q D rc SEAL ob �O��EA1 TH O MAR�A�� U AR1A N. MiNNII K y Lic Noo.0402061632 rd 5/7 7/U2/ �'R o OF�tss/ONCE 6NC'`�� KEY PLAN SCALE REVISIONS 5/07/21 ACID REVISION 3 4/22/20 ACID REVISION 2 2/07/20 ACID REVISION 1 11/04/19 ACID MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY MNM CHECKED BY MNM TITLE ZONING DETAILS DEI PROJECT NO: 50100451 SHEET NO. CO.,03 0 �l= it SHEET C1.02-� ��wwwwwwwww,.i'---- f w 66 4, 5757T ( \W \ \ \ \ \ \ o sr \ \ \\�\ \\ \\\\\ \ Y�41. 3/>5�� \ �� \ ` \ �/ / ✓ / / // �� \ OWE IfdA \ \ \ \\\ \ W txpvr OWE o x E I 1 ��`\ \ \ \ \ ` 1 Sf0 AWNI9WlCE \ \\ l \\ / I I II\ .• \ \ \ `, \\� \ \ \ \ \ \ \ \ \ \ \ \\ \ \ \ 1 I `— UIIDNG \\ 1\\�\\ ,\ �, I► III 1 I \ \� \\\ \ {\ �� I` \ \\\ \ \ \ 1 \ 1 \\ �� —� �I I D ,B \ — � \ I S -%CRUS50'HED) W. IN-533nM. OUf=535.35' PE (OUDEf NOT FOUND) A \ \\ \� \\\\ \ \\\l \U/ I I\\\1 111111� i ��\l �I IIII III / 111 , II 2 3 4 5 " TMP 75 6 UNIVERSITY OF VIRGIJ`V D.B. 4662, PG. 514, /I\ \\\\\ \\ \\ \ \ \ \ \\ \ D.B. 2933, PG. 80, SHEET C 1.04 �� BOAR'S HEAD SPORTS u - / )//// / i,� \ \ �\ \ I D.8.1Cry/55; P� g I I I / / // ��\ \ \ \ \\ \ \ \ \ 1 \ \ I 1 D.B. 760, PG. D.B. 453, P, 8, }/' \�\ °BIRDWOOD GOLF III DENSE A•� `L°�O`� 0� ra�i�'°"�r ba /6� 544. f ACF McARTHUR SQUASH \ 5� 0' 5610 fU Q / �D.. PG , . J / D.1*,G 37%� - �, III N\ / \\\\ \\ \\ \ \\\ � I II III \\ \\\\ \\ \ \ \ \ 1 \ \ 1 (� E� I III 11�1I\ \ III \\\\ \�\� BOARS HEAD SPO UB \Alf- McARTHUR SQUASH CE SHEET C 1.03 ��`�� 5610 �I \ �� o C • ` �I y �a• ,cxncv' vw ror / � ° \ % % / � I � —'` / \ — f— �— l`Q/\) \ \ \``, � `\ \ � \\ `. \ `\\ _� — \ \\ \\\ l I /I Il \01 Q \\ \ °\ \—\\\ \ /////OD op \I iva.> r HOMEof \ — 070 SHEET C1.05 II�II I((I I\\\� \\\\\\ DEW \ \\ \ \\ \�\\ I l l/ /\l✓ \\ \l I 1 / / �j! / TRIP 7 / /// �'—\ , ,/ X \ \ ( \ FOUND 'A.IN \ 2 E ES I I - I PG. 80,�05 5f I STORY IW O MACE / o D.BI �L74 , . 32 / D,1j.750, DW \ fNSE 1FEf5 \ 'X/z - 0 / & — f. Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m o� rn LO Q -j o p 0 C z z T° ::)Y o< �Q QELz z 200 —zcn � a- J LU �Q �LU > X j g O J W O �Q ,L z LU U)U IIY z >z w z Q SEAL ��; x CMUA N. MMNICIC Lic No. 0402061632 ��SS/ONAL tiNG\�`v KEY PLAN SCALE 0' 50' 100' HORIZONTAL SCALE 1"=50' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACID APPROVED BY MNM CHECKED BY MNM TITLE OVERALL EXISTING CONDITIONS DEI PROJECT NO: 50100451 SHEET NO. C1001 1 1 2 1 /3 4 1 5 Dewberryo WL Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 MATCH JddN}E: ET �04 LZI\ \ \ \/ \ / / G Glen Allen, VA 23060 Phone: 804.290.7957 M Fax: 804.290.7928 www.dewberry.com h E 55. �� 565 LO CD 00 575 _/ �// / Y a_ McARTHUR 5610 SQUASH CENTER / / �S3 = / 560 \ \ 1\ \ / i / \ / / \ \ / LL < z z ss / \ \ i \ / \ \ = Q cn LU 570 Cl) 8" VERTICAL J�'� \ \ \ / / \ / \ / ~ _j O J \ PVC PIPE. /\ / \ / / / \ \ _ I \ 1 / / , \\ \ / \ w O Q 6" VERTICAL PVC PIPE T \ UNDER DRAIN PIPING \\ 3� N J \4p, \ /1 + l L! / I / �— —� 565— I _\\ �C Fn ULU Q Willi SEAL \ �_—AN. MTWCK \ \ � og O O� c No. 0402061632 KEY PLAN 6„ VERTICAL TICAL— \\ \ \�\� N PVC PIPE SCALE HORIZONTAL © \\\`Ps �\ \\ /\/ \ ` ` \ \ \ \ \ \ 555 \ \ _ — — / / / / / ZSCALE O REVISIONS O/ _-\ - V / J / \ ODE` TREES 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description 1 I � 0/x,��\\ \ DI % /I DRAWN BY ACO \ (I /// / Y \ \ \ \ 1 \ rrS \ / `\ \ / / / / APPROVED BY MNM ,UNNERSV OF VIRGINIA NDA ON \ \ \ \ \ \ \ / / / / / \ / �� — \ CHECKED BY MNM 4662, PG. 5A, 577 (PLA) _ \\ D B. �533, -P 85 (SLAT) \ �— / i / TITLE \\ \ � // � D.B. 2712, 'R� 325 \ \ \ \ � / � \ \ _b.B 750 PG. 2, 545 / / EXISTING 71 \\\ D.B. 750 PG. 3 \ \ y \ / \ 453, Pc� f35 (PLA \ \ / \ —� \ / / / \\\ \ �'BIRDW0OD GOLF \ \ \ \ Sg° \ —'MATCH LINE: SHEETjC1.05 ` / _ \= CONDITIONS \ \ \ \ \ — — / DENSE TREF�S DENSE TREES a \\ \\_\\� \\�I\\ \ \sue= \\\ \\ \ \ \ \\ \\ \\ \ \ —� i • //` // \\� u \ \ DEI PROJECT NO: 50100451 /D�p=�/ —\\ \ SHEET NO. C1 m02 1 2 3 4 5 6 565, —_, -� \ \��\ 1 I I / \ \ \ \\ 11 I \ III \ + \\ \ \ \\\\�\ \\\\ \ \� --''/ / / • Dewberry® \ \C? Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 / Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m +Wz \ \III \` \ \ \\` \\� \ \ + o \ \ ` �o % I 0_ dr) INV. IN=5LO \&6.2 + \ x o 50 \ \ (rj o //T DI-7 TOP=563.7 \ INV. IN�562.0' \ \ + \ \\ 1 EL z `- Q INV. OUT�561.8 \ \ \ c \ \ // <01 7Q O Qz � CONC 1 \ Z w \ > DI \ \ \ \ — Z J \\�\ z cn LU Cl)r 555 II II - \ 1\ I 11 1 ��\\ \ G�,\\\ \ \\ \ \ \\\ \ \ I LL J LX O INV. OUT 56,8 -\, / \ \ \ \ \ \ 1 U U / / / I \ IRIPPAP \ \ LLLU <s'Neo \ NSF \ ) LL] z w LU / I I bbZ 1=565-5.-8 SE TREES "DENSE TREE V. 0 553.2' 104 0 \ \ \ \\ \ \ \ \ \\ \ WMI DENSE TREES / \ \ \ \ \ \ \ \ \ \ \ \ \\ DEN TREES AN. MH RN- 6 . 7 \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\ \ \:x- \ / I V.=550.0 \ \ \\ \ V. IN1 -� 38�\ \ \ I I 1 I /ice \ CONC /� \ ( 1 STORY MAINTENANCE \\ / \\ \ BUILDING / I / \ � � �I I \ I // \ DENSE TR ES 0 4� —18 CMP " — — IY. �LT153 .24 / NV. OUT=5 c 35' 1 1 / N . OUT-529.9' \ / \\\ \ /�\/�9� ) DENS TR ES I E PIPE CRUSHED) INV. IN=533.50 ' _\� �1 1 1� C P'— Ss //� \ 1 J / NVINT9/ / \\ DI-7 —=554 NOFOUND) INV. 0 — 51 / \ / / \ \ \/ \ Q i / ' E NSE TREES 1 � 1 TMP 75 ,63- ,, GE I / / 1 UNIVERSITY OF �RG�Nf FOUNDATION D.B. 4662,,RV574, 577 (PLA) DD`.�8. PG. 80 85 (�PLA , \ D.B. 2712, PG. 3 5 D.B. 1055, PG. 1 % \D.B. 750, P\/ . 372' Dl�B. 453,—GS-(PLAT) /0/ � 1 CTf)RY KAAINTFNIANf F ,/ / //. � /. / / C)� DENSE/REESI 1 DENSE THE TREES �o CONC �0 y SEAL EpLTI1 �FG r� x Q MARIAN.MTWCK Lic No. 0402061632 Ado 3/7/ZOZ/ �cv NAL tiNG\� KEY PLAN SCALE 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO I MINOR AMENDMENT No. DATE I BY I Description DRAWN BY ACO APPROVED BY MNM CHECKED BY MNM C�`O� I TITLE CANOPY CONC / / / / / / EXISTING CONDITIONS DEI PROJECT NO: 50100451 SHEET NO. C 1 .03 1 1 2 1 3 1 4 1 5 E ic C ►_l o ��\ t\ /� / IJSE /T.EE 1 / ' I I I I I 1 / / Dewberry® Dewberry Engineers Inc. Y 9 4805 Allen, VA 23060e, Suite 200 Glen Phone: 804.290.7957 Fax: 804.290.7928 vmw dewberry.com 09� \ 00 z z T 0 ZOO Lq z w to. s BOARS HEAD SPORTS CLUB / 1 / —_—_` \ \ O ~ U z coo / /� 9ll 1 / CVR I \ / I / / / / / / \ / / \ \\ \\ \ Z 5LL , // J� l) / . CONC \\�� I \ \\ \ / / I \\ \ \ Fn vJ LU G wz w LU 30" NYLOPLAST / v O / /\ / / I / / / 1\ 1 I I I I 1 1 I 1 / / I — \ \ \\ \\ z Q 1 � �� / // \ / \ \ \ BASIN \ / // \ \ I I / ' RIM=567.75'P� J / / // \ \ I/ INV. IN=561.6' O / /yDv `�\J / / �� \ I % / ' I dN TI" E / / / �— \ \ SEAL EpLTy NV. OUT- 0 ///� / � \ \ III I I I I / / / / / \\\ Op /// � I �� :ARTHUR SQUASH CENTER % / / / /� \ _ \ \ I \\ \`_ / I I I I I I I \ I / / // / / / -- \ \ \ \ \ J "TAWAN�� 5610 \ ��S' / / / IiYP %IN ilA 0 \ \ \ I I / / I I I I I I I / / \ \ \ \ Lic No. 0402061 WV h° c� / / / 1\ U RS 0 RG D r \ \ \ / / I I I 1 1 1 I / / / / \ \ s� 632 \ ey c 4662. 744, 7 ( T) D. D983.3�'kPG. 325P �' \ // / / / / / 130 D.B. 'IPR55, P 1 �\ I I I III I I I / \ / / / / I \ \ \ \ \ D.B. 45350P 8(P2 H \ \\ \ \ \ I I I I I I I I / / / / / '\ I\\ \\\ \ \ \ \ KEY PLAN 0" L P T/ �-BIRDWOOD GOLF COU \ \\ \ \ I \ \ I \ I I I I1 I I I I I I / I / / / / /// / \\\ \\ \ \ B 544.0t ACRES \ \ \ \ ` I I I / / / /, \ \ \ ,K-75 9\ \ INV./ }N 0/4' / \ I) ❑ I I I' I \ / / / / / `\ \ \\ �ASPIST \� / /�� / =5 0/3 \ \ \\\ I I I I I I I I I I `� IN / // / / / / \\ \ \ \\\ \ \ \ \ \ C�RI 5 4 /( / \ \ 1 U 59. DENSE TREES J I `� I I I I I I I I \ I 1 / / / / / / \`\ ` sue° \ \\ \ SCALE 0' 20' 40' HORIZONTAL O I \ \ / I \\ \\ \ \ I I I I / \\ \\\ \\ \ \\ 1" SCALE 0 1 1 I \ �\ \ \ \ III I I I � \ \ \ / I IN8.6' \ \ \ \ \ \ \ \ \ REVISIONS INV. 58.6' \ \ \ \ / \\\\`\ 1 \\ I 0 558.5' \ \ \/ \ /\ / \ s / �71 \\ \\\ o \\ \\ \ \ / A LIE S C10 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO I MINOR AMENDMENT No. I DATE I BY I Description 0 \ \ \\\\ \ DRAWN BY ACO 1.55' —� 565 \ \ \ \ \\ �� ` \ l \\\\ \ liOld APPROVED BY MNM `\ \ C�C''/s \ \ \\\ \ \ \ \ CHECKED BY MNM TITLE EXISTING 5 CONDITIONS DEI PROJECT NO: 50100451 .S.A_ TER MO \ _� \\\ Z / - _ _\ SAN. WER ESM TS. \ \ \ SHEET NO. C1 m04 MATH LINE: SHEETS 03 j f. Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m z O O cr) to C V C z z r° ::) Y OQ 0 LL Q QELz zz zoo > —zcn Q <Q n a- L LU LU > X j g LL Ov J w 0 U H z w U)U w z o >z w LU z Q SEAL ALTH Op000 Gr ;eyc' . U, N. MINNICK a Lic No. 0402061632 A'Po_ AL KEY PLAN SCALE 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE EXISTING CONDITIONS DEI PROJECT NO: 50100451 SHEET NO. C1.05 f. Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m z O O cr) to C V C z z r° ::) Y OQ 0 LL Q QELz zz zoo > —zcn Q <Q n a- L LU LU > X j g LL Ov J w 0 U H z w U)U w z o >z w LU z Q SEAL ALTH Op000 Gr ;eyc' . U, N. MINNICK a Lic No. 0402061632 A'Po_ AL KEY PLAN SCALE 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE EROSION & SEDIMENT CONTROL PHASE I PLAN DEI PROJECT NO: 50100451 SHEET NO. C2ml 1 f. Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m z O O cr) to C V C z z r° ::) Y OQ 0 LL Q QELz zz zoo > —zcn Q <Q n a- L LU LU > X j g LL Ov J w 0 U H z w U)U w z o >z w LU z Q SEAL ALTH Op000 Gr ;eyc' . U, N. MINNICK a Lic No. 0402061632 A'Po_ AL KEY PLAN SCALE 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE EROSION & SEDIMENT CONTROL PHASE I PLAN DEI PROJECT NO: 50100451 SHEET NO. C2m12 E ic C 191 F.l 1 2 3 4 5 i \ 1 \ � , / ��// /� ---, ►� � �. ,,- -� s o �\ � � I � 1 I 1 11 1111 // / l l / � / I I \ � ►\,�� '�� am a a BOAR'S HEAD SPORTS CLUB / \ N / �( I R o`� J� CONC 30" NYLOPLAST // / / ► / 1\ I I I I / 1 Ill /l / l l l / V' / / / \ \ \\ \ BASIN � Dewberry° Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com o -- Q° o o� zz_ 100 �Y o oQ 0 3Q Q 0— z z z zo O - g� -z(n Q <Q 0- W W >F-X >0 ovw o� Q z LL z C/) C/) Er z 2 >w z I— RIM=567.75' o J/�.' `k1 J \\ \ I I /! I I I 11 INV. IN=T561.6'r O / / v ��,\ III I r t I I PdNf; I Th�E I / I / / / i / / �— \ \ \ \\\\I SEAL 6 x�- // % ARTHUR SQUASH CENTER \ �S�ND TIATIA O 5610 ' / / ' U VERSUS`, OF P RGI Vs'yD'°F D.B. 4662, G. 574, 5 7 ( kT) D\R.�9'833 '271G. PG. 325P 130 D.AP1\ D.B. 750G. 2 \\ \ ► ` 1 I III I / / \ ` H D.B. 453, PG. 8NPT} 0I V" N i7 9 T/%"BIRDWOOD GOLF COE B�LM 544.0t ACRE \ \\ \\\\ \ INV.-50/'/ YP AST SIN \ \ \\ \\ \ \ C�RI 5 4 �( OQ� I I I ` I / / / / / / \ \ \(5 SEDIM NT-BASIN AEA 7.24 AI 3 o S / RIM 56 1 . 0 558.5' / S>O \ \ \ \ \\ \\ \ 1 \ \\\\\\\ \\\ \ \\\ \ \\ / �71 \\ \\ \ O ITC'\LtAIE: Ej C2.11 \\ \\\ \ —� \\ rss\\ .��°� \ \ \ I ' J \ \� :555. �'� 565 co \ \ \ \ / / / / \\ \ \\ / / \\ \\ T C \ \ \ O I / I �\ J \ \S\ ' o X6, \\ \\ \ \ \ 570 _ ( \ SAN. WER ESM TS. \ 570 LINE: SHEET C2.12 O��gALTH OpG! U MARIAN.MINWICK LL Lic No. 04020^61632 KEY PLAN SCALE 0' 20' 40' HORIZONTAL SCALE 1" = 20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY APPROVED BY CHECKED BY TITLE EROSION & SEDIMENT CONTROL PHASE I PLAN DEI PROJECT NO: 50100451 SHEET NO. C2m13 j f. Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m z O O cr) to C V C z z r° ::) Y OQ 0 LL Q QELz zz zoo > —zcn Q <Q n a- L LU LU > X j g LL Ov J w 0 U H z w U)U w z o >z w LU z Q SEAL ALTH Op000 Gr ;eyc' . U, N. MINNICK a Lic No. 0402061632 A'Po_ AL KEY PLAN SCALE 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE EROSION & SEDIMENT CONTROL PHASE I PLAN DEI PROJECT NO: 50100451 SHEET NO. C2m14 1 2 3 4 5 ti P 2 of \a \\ \\ \\\\\\� Dewberry® Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen 1 1/ Glen Allen, VA 23060 Phone: 804.290.7957 1 I J Fax: 804.290.7928 � www.dewberry.com z P� / \\\ f , rill/ l I 1 \ \ \ \ �� o 00 1 Q, �� , \\ 1111I \ III I \ \ \ l I / r �) zz T I o � IIIIQ� 1 \ \ � \ \ \ \ \\ \ 1 ( z o 0 � w \\�\\� lie �l II //�llll� �� \\\ \\\ 1 Paz a-\\ SHEET C3.14 /' / �. ��\ /111/// /� \\\ �\ \\\\\ 1`\\ \ (/( I TNP7563 Qcn °I �1 �/ / / / & \ \ \ \ \ \ \ \ / UNIVERSITY OF VIRGI IA FOUNDATION 0 \I� \\ D.B. 4662, PG. 1577 (PLAT) �/ _j \ / //( x I \ I 1 I �/ I /� I� ` \\\ d \\ \ D.B. D.B..2j!'55, , BPG. 325PLAT) / i i 1 0 = BOAR'S HEAD SPORTS U l / \/ / / / / / // ��\ \\ \\ \ \ \ \ \\ ` ` I \ D.B. 1PG. 27, O L.LJ 0 D.B. 0 PG. 372 D.B. 453, PG. 85 (PLAT) LL I 1I I•1I I II /l I O�F ��O�00.�°01a•��°�P° 01°� �/P�/ ��/�i�� /��\\� � \3 �\�\l\ 7I1 /��/-/ �\11/ / I I 1117II1 I/ /II�III�I/I /I/I�//I/ \I/i // �i/� —'-�\\\ \\\\�\ \�� \\\\ \\ \\ \\\ \\\\\\ \ \\\\\ \\\\�\ \ \ \I\\� `I ) I\I 1 \ I1 1 \�( \ \ �) �BIR\DWOOD GOLF COURSE- D 544.fhf ACRES zw°10U) Lu s). °McARTH R SQUASH C E T n5610 OSITY oZ z w �'�, \ Uj vD.6. 2933, PG. 8 . \ I I I III r / / �� \ \ \ \ \ \ \ \ I I \ z Q 2712, k3'\ D. 1055, PG• / l / D.B. 750, P . 3y3� I ICI I III / �/ /� \\ \\\ \\ \\ \ \ \ \ \ 1 \ l \ 1 11 \ SEAL v�EnLTH of i o 567 570 BOAR'S HEAD SPO UB *A N. MINNTCK Lic No. 0402061632 SHEET C 3.12 �5 6\ I II �\y\\ /� P / Q 7 `\\\\\\\\\ = =� \ \\\\\ KEY PLAN \ � HEETt&N McARTHUR SQUASH CEN \ \\ \ 5610 l 5 - -i �_ \ \ \\ �- \ \ \\\ I �/ SCALE 0' 50' 100' \ \ \\� S \ 1 \\ \ \ \ \ ( I \ III / �� HORIZONTAL SCALE U LL an, REVISIONS I \\\ \ 549 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description SIM -D.B.N66 DRAWN BY ACO I 1APPROVED BY MNM CHECKED BY MNM III �� -..�� r •� �. <.� >OVERALL GRADING, l r' w► I� ♦ rDRAINAGE,R /& SEDIMENT • •• t♦ • DEI PROJECTNO: 50100451 wil 00 SHEET NO. �_A • • it i '•'�1�. �. / 1 • 1 QC3m1 1 f. Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m z O O cr) to C V C z z r° ::) Y OQ 0 LL Q QELz zz zoo > —zcn Q <Q n a- L LU LU > X j g LL Ov J w 0 U H z w U)U w z o >z w LU z Q SEAL ALTH Op000 Gr ;eyc' . U, N. MINNICK a Lic No. 0402061632 A'Po_ AL KEY PLAN SCALE 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE GRADING, DRAINAGE, & EROSION & SEDIMENT CONTROL PH I DEI PROJECT NO: 50100451 SHEET NO. C3m12 f. Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m z O O cr) to C V C z z r° ::) Y OQ 0 LL Q QELz zz zoo > —zcn Q <Q n a- L LU LU > X j g LL Ov J w 0 U H z w U)U w z o >z w LU z Q SEAL ALTH Op000 Gr ;eyc' . U, N. MINNICK a Lic No. 0402061632 A'Po_ AL KEY PLAN SCALE 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE GRADING, DRAINAGE, & EROSION & SEDIMENT CONTROL PH I DEI PROJECT NO: 50100451 SHEET NO. C3m13 E C 1A F.I z 00 a¢ ¢z 0 a Z� 0 N SQUASH CENTER 5610 1 2 3 4 5 \ \� \__�� / / � SE 'TA T/ E � I / � Dewberr \ + /' / / ,/i ` \\ SAS \ \ � / l l l l \ +/ + , /,,, I ��,\ \ l l/ l li l li I l I I I y , I \ / / / / / / I I I I Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 \ / / / / /�/✓j/ I J I \ _ \ \ \ \ \ — / I \ / / / / / / / /' 1 1 Glen Allen, VA 23060 J� I \ \ \ \ \ ` / Fax: 804 257 90.7928 www.dewberry.com z \4- \ ,� / /� \\\ I \ I / / �/ / / / / / / 1 \ o LO Q J o 00 zz T LL Q �. I \ �� III / / // /// I / 1 Q z z 0 I+ �I i� ,�\ \ ;l// �I1//lll/l/i �. , zoo to w > _ _ O BOARS HEAD SPORTS CLUB Lu \ / I I I ` \ \ O U v / CONC LL \ \ �� , w ' RV , \ \ 1 \ / / / / \ \ \ > LLJ /�� / �_�� \\\\ z L Q / ", �' SEAL 'f (II� , ss 83 11\� 83EP '/ \83 \O M1�'Y %RrIA'N. MINMC%K—s r�� a VERSIiY OF R5I. \ \) ill, / ' / \\\\ \\S6 \\\ \\\\ \ \ AP L�iscsNo. N0402061632 402061632 4 I III, 4662,�G. \ S 77 T D2933�P32P ............... 2130 BID.. 5,,, P 11 FH D.B. 5� 2 D.B53 � �4 PS Z' "BIRDWOOD GOLF \ 8NPCO Z' KEY PLAN > 5 0 ACRE TS MU / _ \ 5g° SCALE \ � I \ \ _� J /,'\ / ✓I \ I 11 111\ \ \ I I III \ 0. 20' 40' oo I \ ` SF / 1 \ \ \\ \ I I I I I I \ \ \ HORIZONTAL SCALE / \ \ \ \ \ \ \ \ \ \ \ l \ 1 \ REVISIONS MU 567 IP c 2 u \ \\ \\ s6 \\ \ \ 5/07/21 ACID REVISION 3 4/22/20 ACID REVISION 2 2/07/20 ACID REVISION 1 11/04/19 ACID MINOR AMENDMENT No. DATE BY Description 567 R �/ / I \ l 1 \\\ \\\ s>� DRAWN BY ACO �5 \ \ \\\\\ \ \ \ APPROVED BY MNM ss Tf2 hC0/1 \\ \\\ \\ \ \ \ \\ \ \\ \ \ \ \ CHECKED BY MNM TITLE -P'ROPOS LAG �\`M\�, � � � \\ \\\ \°\ 0 \ \ 567 STAGfN', F N TE GRADING, \ 50 5 \ \ \ \ \ DISPOSAL 9NNG K L \\ \ 9TJ \\\\\\\\ \° \ DRAINAGE, & \ 566RM � � \ \ \\\\ � � I EROSION & SEDIMENT CONTROL PH S \ \ \ �� —\ / �7R70 M \ \ \ \ / \ \\\ \\ \ \ DEI PROJECT NO: 50100451 s 5 \ /� �.5 TER N1�IN \ —%7 m _� \� \ \ \\ IP 66 R8 \ \ \ as \ \ \ \ 570 / \ \ "C\ \ /' / 1 SAN. 7W9�1-a SF \ \ \ \\ \\ SHEET NO. 88 688 u \ 88 0 66— �6688 688 \ 88 0C3m14 88 56 0\ 1 \ \ \\ 9 0 6692 \ —92 6692 \ 92 \ \ \ + I — 1 j f. Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m z O O cr) to C V C z z r° ::) Y OQ 0 LL Q QELz zz zoo > —zcn Q <Q n a- L LU LU > X j g LL Ov J w 0 U H z w U)U w z o >z w LU z Q SEAL ALTH Op000 Gr ;eyc' . U, N. MINNICK a Lic No. 0402061632 A'Po_ AL KEY PLAN SCALE 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE GRADING, DRAINAGE, & EROSION & SEDIMENT CONTROL PH I DEI PROJECT NO: 50100451 SHEET NO. C3m15 1 2 3 4 5 ti P Dewberry® Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen 1 1/ Glen Allen, VA 23060 Phone: 804.290.7957 1 I J Fax: 804.290.7928 � www.dewberry.com z P� / \\\ f , rill/ l I 1 \ \ \ �� 00 1111I�) zZ T I o � III 1 � \ � \ \ �� \ �\ � z 0 a- w \\�\w �Qz a- \\\ \ cn SHEET C3.19 /' / �. �� /111/// /� \\\ \\ \\\\� 1`\� \ (/( \ I TNP7563 QLU °I �11 �/ / / / & \ \ \ \ \ \ \ \ / UNIVERSITY OF VIRGI IA FOUNDATION 0 I \ \ \ 1 °• / a I \I� \\ D.B. 4662, PG. 1577 (PLAT) �/ _j \1 ` / x I \ I 1 I \ / /� I� ` \\\ d \\ \ D.B. D.B..2J!'55, , BPG. 325PLAT) / i i 1 0 = BOAR'S HEAD SPORTS U /j- (� \/ / / / / / // ��\ \\ \\ \ \ \ \ \\ ` ` I \ D.B. 1PG. 27, O LJJ 0 D.B. 0 PG. 372 D.B. 453, PG. 85 (PLAT) D 111., I III I / �e �` / l 7 ///�� \ I/ / —� \ \ \\ \ \\ \ \ \ \ \ I \ "BIRDWOOD GOLF COURSE" z b I I t\ \? III o[� 00� Z000 �l/ � \ /N� \l ��\ I I \ / / '— \ \ \\\\ \ \ \ \\ \ I\ I 1 f \ 544. t ACRES ��/) w � ��I z o OF ��0� L��OOPIG McARTH R SQUASH C E �// ��(( \\T \3 I` \`/ I I I I / \\\\ \ \\\ \ / \ LU z 5610 + fVEf�SITY lSFIfINA F(�U A \ \ �� \ 17I I I II I I / /�� \\ \ z w A� / 1 \ 1 1 I 1 \ ( 7— LU vD.B. `2933, PG. 8 �� G�3 \ SEAL � �V, OF o // / \ \ \ \ \\\\\ \ , 1\ \\I \\\\ \\ \\\ \\ \\ \ \ \\ UcNo.040206,63z SHEET C 3.17 BOAR'S HEAD SPO UB J / rn \ \ \ \ \ \ \ \\\\\\ \\ \\ \ \\ \\ \ \ \ \ \ I� I �� 6� \ \� \ \ \ \ � \ _ = \ Ago 5/7/Z4L/ Pr �SS7ONAL f" KEY PLAN C II � � �\\\\ ,� 1 .�; °/ ,� � �`� 1 \ � Q I � / �\ \ \�\\• \ SHEET \J8 McARTHUR SQUASH CEN\\ \\\\• \ \ \ 1 \\\ �� \ �\ ® \ �1l �/ 5610 \�\\ / sw.9 s. \ • \ � l S / — —i —/ i \ \\ \ \\\ I III �l l/ �/ SCALE 0' 50' 100' 61 555 HORIZONTAL SCALE 111 I 1 \ 1 \ \ J 1 ////� \ REVISIONS I \\\ \ 549 1l�j/I 3 . N� - — �l�jl"ER SMIN -- 1 I AM WIN MM Elm im I, • `'�� :,` (L Gcv.;�r�w:, ,. � �� A � �� IVY �� III II '�• 1 � ��` ♦ sl. Iola/�. / / �� f I / � ,..• ». IIIII��II 1 -. fE 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description J A A f. Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m z O O cr) to C V C z z r° ::) Y OQ 0 LL Q QELz zz zoo > —zcn Q <Q n a- L LU LU > X j g LL Ov J w 0 U H z w U)U w z o >z w LU z Q SEAL ALTH Op000 Gr ;eyc' . U, N. MINNICK a Lic No. 0402061632 A'Po_ AL KEY PLAN SCALE 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE GRADING, DRAINAGE, & EROSION & SEDIMENT CONTROL PHASE II DEI PROJECT NO: 50100451 SHEET NO. C3m17 f. Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m z O O cr) to C V C z z r° ::) Y OQ 0 LL Q QELz zz zoo > —zcn Q <Q n a- L LU LU > X j g LL Ov J w 0 U H z w U)U w z o >z w LU z Q SEAL ALTH Op000 Gr ;eyc' . U, N. MINNICK a Lic No. 0402061632 A'Po_ AL KEY PLAN SCALE 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE GRADING, DRAINAGE, & EROSION & SEDIMENT CONTROL PHASE II DEI PROJECT NO: 50100451 SHEET NO. C3m18 E C 191 I_1 za"0 a¢ ¢z 0 a Z� 0 N SQUASH CENTER 5610 1 2 3 4 5 \ \ \__�/ / / FSE 'TA T/ E 1 / �\ Dewberr \ + /' / � ,/i � \ i` \\ SAS \ \ / l l / l l \ +/ + , /,,, I ��,\ \ l l/ l li l li l l I I I y , I \ / / / / / / I I I I Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 \ / / / / //✓j/ I J I \ — \ \ \ \ — Glen Allen, VA 23060 J� I \ \ \ \ ` / Fax: 804 257 90.7928 www.dewberry.com z o 00 zz T LL Q z . ,- z I �� III / / // /j/ I / 1 Q z 0 I+ �I i� ��, ;lll �I1//lll/l/i �. , zoo //�Qz IZ > to LU > LL�x _ _ O BOARS HEAD SPORTS CLUB Lu \ / I I I ` \ \ \ O U v / CONC LL \ �� , w ' w z z RV w �� z L Al Q SF / //� // � �i/ "/°, o � ��P // // / �� /% �\ \ III i i l 1 I I I I I I N 1 E$ I / �'' \ \ \\ SEAL f // I / / \ ss EH of ��P-6 \ \ \ \ 9 MAR►A�C U VERSIiY OF RGI FO ND AT 0 \ \ I I / / I I I I I I I / / \ \ \ \ yN \ \ I `\ / / I I I I I 1 I / / / / / \ \ S6 LicNo.0402061632 \D.B. 4662, G. 5�74, 5 7 ( T) D 2933� 132P `PG.130 I5D.B. ,,, P 1\\ D.B75G372 "D.B5�.RS4 \ \\\\\\\\\\\\\\ \ \ III \ \\\ \ \ III \ \\ \ \\\\\\ \ \\ \ KEY PLAN BIRDWOOD GOLF CO E'\TS PS 50ACRE I // /� \ \ \ I I ocssONA1. BNO' \ \ \ \ 00I I I I I I / / \ 80 5\ II-7/ SCALE 567 570 \ ✓I / \ I 1 1I 1 1 \ \ \ \ \ I I I I I I \ \ \ 0' 20' 40' 1" - 20 HORIZONTAL SCALE REVISIONS \ l \ \ 11 TS PS o \ \ \ \\\ fc ( \ \ \ \ \\\\ \ 1 \ \ \\ \ \ \ \\ MU \ I \ \ \ \ \ \ \ \ \ \ i I o I \\\\\ \ \ / J --F-�TURE B T DN IS TW€RSACILITIF— \ \ \ \ \ V 565 \ \ \ \ \ \j--/ \ 567 I \ O 5/07/21 ACO REVISION 3 4/22/20 \CO REVISION 2 2/07/20 ACID REVISION 1 11/04/19 ACID MINOR AMENDMENT No. DATE BY Description I I \ \ \ \\ \ \ \\\ DRAWN BY ACO APPROVED BY MNM \R�\ 00 \ \ \\\ \ \ \ \ \ CHECKED BY MNM \ ` TITLE \V GRADING, \ \ \ / \ \ 9TJ \ \\ \\ \ \ DRAINAGE, & \\ \ \ �\ \\ \ \o \ EROSION & SEDIMENT CONTROL \\\ \o\ PHASE II \ � � \ \\\ \ \ \ \ \ DEI PROJECT NO: 50100451 S AI In �.S.A_ TER MO & \ \ \\ 4 w w 1" 1PEX WATER LINE w \ w \ TRENCH DRAIN, MIN.��SLOP� \ \ / / / 5\— \ SAN. WER ESM TS\ _r S \ \\ \ SHEET NO. IP \ T1 6" \MIN. 0.5r. SLOPE SF I �\► \ \\ \ C3m19 1 j f. Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m z O O cr) to C V C z z r° ::) Y OQ 0 LL Q QELz zz zoo > —zcn Q <Q n a- L LU LU > X j g LL Ov J w 0 U H z w U)U w z o >z w LU z Q SEAL ALTH Op000 Gr ;eyc' . U, N. MINNICK a Lic No. 0402061632 A'Po_ AL KEY PLAN SCALE 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE GRADING, DRAINAGE, & EROSION & SEDIMENT CONTROL PHASE II DEI PROJECT NO: 50100451 SHEET NO. C3020 f. Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m z O O cr) to C V C z z r- D Y OQ 0 LL Q QELz zz zoo > —zcn Q <Q n a- L LU LU > X j g LL Ov J w 0 U H z w U)U w z o >z w LU z Q D SEAL ALTH Op000 Gr ;eyc' . U, N. MINNICK a Lic No. 0402061632 A'Po_ AL KEY PLAN SCALE 0' 4' 8' VERTICAL SCALE 1"=4' 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE STORM SEWER PROFILES DEI PROJECT NO: 50100451 SHEET NO. C4mO5 f. Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m z O O cr) to C V C z z r- D Y OQ 0 LL Q QELz zz zoo > —zcn Q <Q n a- L LU LU > X j g LL Ov J w 0 U H z w U)U w z o >z w LU z Q D SEAL ALTH Op000 Gr ;eyc' . U, N. MINNICK a Lic No. 0402061632 A'Po_ AL KEY PLAN SCALE 0' 4' 8' VERTICAL SCALE 1"=4' 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE STORM SEWER PROFILES DEI PROJECT NO: 50100451 SHEET NO. C4mO6 j f. Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m z O O cr) to C V C z z r- D Y OQ 0 LL Q QELz zz zoo > —zcn Q <Q n a- L LU LU > X j g LL Ov J w 0 U H z w U)U w z o >z w LU z Q D SEAL ALTH Op000 Gr ;eyc' . U, N. MINNICK a Lic No. 0402061632 A'Po_ AL KEY PLAN SCALE 0' 4' 8' VERTICAL SCALE 1"=4' 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE STORM SEWER PROFILES DEI PROJECT NO: 50100451 SHEET NO. C4m07 J A A j f. Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m z O O cr) to C V C z z r- D Y OQ 0 LL Q QELz zz zoo > —zcn Q <Q n a- L LU LU > X j g LL Ov J w 0 U H z w U)U w z o >z w LU z Q D SEAL ALTH Op000 Gr ;eyc' . U, N. MINNICK a Lic No. 0402061632 A'Po_ AL KEY PLAN SCALE 0' 4' 8' VERTICAL SCALE 1"=4' 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE STORM SEWER PROFILES DEI PROJECT NO: 50100451 SHEET NO. C4m08 1 STONE CONSTRUCTION ACCESS (VDOT #1 COURSE AGGREGATE) 70' MIN. 2% f3" SM-2A ASPHALT TOP COURSE 2% EXISTING GROUND 6" MIN. 21A E AGGREGATE BASE PROFILE VIEW STONE CONSTRUCTION ACCESS (VDOT #1 COURSE AGGREGATE) �70' MIN. 70' MIN. u C EXISTING PAVEMENT ASPHALT PAVED WASHRACK 2% 2% 12" MIN.* 2% ow0 * MUST EXTEND FULL WIDTH A POSITIVE DRAINAGE OF INGRESS AND EGRESS TO SEDIMENT OPERATION + TRAPPING DEVICE PLAN VIEW 2' MIN. POSITIVE DRAINAGE TO SEDIMENT TRAPPINIr, nEVICE EXISTING 2 3 4 CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) TABLE 3.31-B 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH SOURCE: VA. DSWC UPSLOPE ALONG THE LINE OF (REVISED JUNE 2003) STAKES. SEED APPLICATION DATES SPECIES APPLICATION RATES 50/50 MIX OF ANNUAL RYEGRASS SEPT. 1 - FEB. 15 (LOLIUM MULTI-FLORUM) & CEREAL 50-100 (Ibs./acre) (WINTER) RYE (SECALE CEREALE) FEB. 16 -APR. 30 ANNUAL RYEGRASS (LOLIUM 60-100 (Ibs./acre) MULTI-FLORUM) MAY 1 - AUG. 31 GERMAN MILLET 50 (Ibs./acre) FERTILIZER & LIME • APPLY 10-10-10 FERTILIZER AT A RATE OF 450 Ibs./acre (OR 10 Ibs./1,000 sq. ft.) • APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE (OR 90 LBS./1,000 SQ. FT.) NOTE: 1.)A SOIL TEST IS NECESSARY TO DETERMINE THE ACTUAL AMOUNT OF LIME REQUIRED TO ADJUST THE SOIL pH OF SITE. 2.)INCORPORATE THE LIME AND FERTILIZER INTO THE TOP 4-6 INCHES OF THE SOIL BY DISKING OR BY OTHER MEANS. 3.)WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN EROSION & SEDIMENT CONTROL TECHNICAL BULLETIN #4, 2003 NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES AT: http://ww.dcr.state.va.us/sw/e&s.htm#pubs FLOW im 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH. FILTER CLOTH 3.31 :TEMPORARY SEEDING SPECIFICATIONS SECTION A -A O QUICK REFERENCE FOR ALL REGIONS sF cE 3.02 : STONE CONSTRUCTION ENTRANCE N.T.S. TABLE 3.32-D (REVISED JUNE 2003) SEED' LAND USE SPECIES APPLICATION PER ACRE MINIMUM CARE LAWN TALL FESCUE' 95-100% (COMMERCIAL OR PERENNIAL RYEGRASS 0-5% RESIDENTIAL) KENTUCKY BLUEGRASS' TOTAL: 175-200 LBS. HIGH -MAINTENANCE TALL FESCUE' TOTAL: 200-250 LBS. LAWN GENERAL SLOPE TALL FESCUE 128 LBS. (3:1 OR LESS) RED TOP GRASS OR CREEPING RED 2 LBS. FESCUE SEASONAL NURSE CROP 20 LBS. TOTAL: 150 LBS. LOW MAINTENANCE TALL FESCUE 128 LBS. SLOPE RED TOP GRASS OR CREEPING 2 LBS. (STEEPER THAN 3:1) FESCUE 2 SEASONAL NURSE CROP 20 LBS. CROWNVETCH ' TOTAL: 150 LBS. 1-WHEN SELECTING VARIETIES OF TURFGRASS, USE THE VIRGINIA CROP IMPROVEMENT ASSOCIATION (VCIA) RECOMMENDED TURFGRASS VARIETY LIST. QUALITY SEED WILL BEAR A LABEL INDICATING THAT THEY ARE APPROVED BY VCIA. A CURRENT TURFGRASS VARIETY LIST IS AVAILABLE AT THE LOCAL COUNTY EXTENSION OFFICE OR THROUGH VCIA AT 804.746.4884 OR AT http://sudcin.cses.vt.edu/html/Turf/turf/publications/publications2.html 2-USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16 - APRIL 30..................ANNUAL RYE MAY 1 - AUGUST 15.......................... FOXTAIL MILLET AUGUST 16 - OCTOBER 31................ANNUAL RYE NOVEMBER 1 - FEBRUARY 15............ WINTER RYE 3-SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SEED, ALL OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED, INCREASE RATE TO 30 LBS/ACRE. IF WEEPING LOVEGRASS IS USED, INCLUDE IN ANY SLOPE OR LOW MAINTENANCE MIXTURE DURING WARMER SEEDING PERIODS, INCREASE TO 30-40. FERTILIZER & LIME • APPLY 10-10-10 FERTILIZER AT A RATE OF 450 Ibs./acre (OR 10 Ibs./1,000 sq. ft.) • APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE (OR 90 LBS./1,000 SQ. FT.) NOTE: 1.) A SOIL TEST IS NECESSARY TO DETERMINE THE ACTUAL AMOUNT OF LIME REQUIRED TO ADJUST THE SOIL pH OF SITE. 2.)INCORPORATE THE LIME AND FERTILIZER INTO THE TOP 4-6 INCHES OF THE SOIL BY DISKING OR BY OTHER MEANS. 3.)WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN EROSION & SEDIMENT CONTROL TECHNICAL BULLETIN #4, 2003 NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES AT: http://ww.dcr.state.va.us/sw/e&s.htm#i)ubs 3.32 : PERMANENT SEEDING SPECIFICATIONS is FOR PIEDMONT AREA nnleonrrrn cull -IIIIIIIII-III III III IIIIIIIIII I I I� 4.5' MIN DD TEMPORARY DIVERSION DIKE N.T.S. TABLE 3.35-A RATES MULCHES NOTES PER ACRE PER 1,000 sq. ft. 112-2 TONS FREE FROM WEEDS AND COARSE STRAW OR (MINIMUM 2 TONS MATTER. MUST BE ANCHORED. HAY FOR WINTER 70-90 Ibs. SPREAD WITH MULCH BLOWER OR COVER) BY HAND DO NOT USE AS MULCH FOR FIBER MINIMUM 1,500 35 Ibs. WINTER COVER OR DURING HOT, MULCH Ibs. DRY PERIODS.* APPLY AS SLURRY. CUT OR SHREDDED IN 4-6" CORN LENGTHS. AIR DRIED. DO NOT STALKS 4-6 TONS 185-275 Ibs. USE IN FINE TURF AREAS. APPLY WITH MULCH BLOWER OR BY HAN D. FREE OF COARSE MATTER. AIR-DRIED. TREAT WITH 12 Ibs. WOOD 4-6 TONS 185-275 Ibs. NITROGEN PER TON. DO NOT USE CHIPS IN FINE TURF AREAS. APPLY WITH MULCH BLOWER, CHIP HANDLER, OR BY HAND. FREE OF COARSE MATTER. BARK AIR-DRIED. TREAT WITH 12 Ibs. CHIPS OR 50-70 cu. yds. 1-2 cu. yds. NITROGEN PER TON. DO NOT USE SHREDDED IN FINE TURF AREAS. APPLY WITH BARK MULCH BLOWER, CHIP HANDLER, OR BY HAND. * WHEN FIBER MULCH IS THE ONLY AVAILABLE MULCH DURING PERIODS WHEN STRAW SHOULD BE USED, APPLY AT A MINIMUM RATE OF 2,000 Ibs./ac. OR 45 Ibs./1,000 sq. ft. 3.35 : ORGANIC MULCH MATERIALS AND APPLICATION RATES N.T.S. STAKE STRAW BALES 10 MIL PLASTIC LINING - - - - -- I ,' I VISIBLE SIGN WASH011r STAKE A�FA STRAW BALES 110 MIL PLASTIC LINING �- Q MORAL GROUND / + SECTION A - A VISIBLE SIGN' BELOW GROUND':' ji C(kICRFIE STAKES �10MILPLASTIC /LINING NATURAL GROUND �f SECTIONA - A \WOOD PLANKS ABOVE GROUND CONCRETE WASHOUT AREA N.T.S. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) 3.05 : SILT FENCE N.T.S. 'IPE OUTLET TO FLAT REA WITH NO DEFINED 'HANNEL �L° II -I d SECTION A -A FILTER CLOTH KEY IN 6"-9;• RECOMMENDED FOR ENTIRE PERIMETER 3d ° (MIN.) SECTI, FILTER CLOTH 11PE OUTLET TO WELL )EFINED CHANNEL d T_ KEY IN 6"-9" RECOMMENDED FOR ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. 4. HAND PLACED BROWN ROUNDED RIVERSTONE FROM SHENANDOAH ASPHALT. STONE SHALL BE A 50/50 MIX OF THE 4"-6" AND 7"-12" SIZES. °P PIPE OUTLET CONDITIONS N.T.S. GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER 18" MIN. GRAVEL (12" MIN. DEPTH) RUNOFF WATER W/ SEDIMENT A Li av e & 7 11 SEDIMENT WIRE MESH FILTERED WATER SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. NOTES: 1. CAP NYLOPLAST INLETS UNTIL SITE IS STABILIZED. iP 3.07 : INLET PROTECTION ORIGINAL GROUND ELEV. W - 3' 2 O 2.0' 67 CU YD./ACRE M � VARIABLE* DESIGN HIGH WATER (25-YR. STORM ELEV.) 67 CU YD./ACRE FILTER (EXCAVATED) CLOTH ORIGINAL GROUND ELEV. COARSE CLASS 1 AGGREGATE RIPRAP CROSS SECTION TOP OF DAM F(ELEV. 539.0') MIN. 1.0' 0.5' MIN. 2. I T RISER CREST "DRY" STORAGE (909.2 (ELEV. 535.75') CY AT 535.75') DEWATERING DEVICE "WET" STORAGE (599.8 ELEV. 534.8') CY AT 534.8') 60" DIA. RISER SEDIMENT CLEANOUT 36" DIA. BARREL POINT (ELEV. 533.7') 6'x6'x24" CONCRETE BASE DESIGN ELEVATIONS sg 3.14 : TEMPORARY SEDIMENT BASIN TEMPORARY SEDIMENT BASIN # O DESIGN DATA SHEET (WrrHOUT EMERGENCY SPILLWAY) PROJECT: BASIN# Ot LOCATION: LDCATIONOF SEDIMENT BASIN AS SHOWN ON PLAN TOTAL AREA DRAINING TO BASIN: 726 ACRES BASIN VOLUME DESIGN 1.MINIMUM REQUIRED VOLUME = CU. YDS. X TOTAL DRAINAGE AREA (ACRES) 67 CU.YDS X E= ACRES= CU. YDS.( CU. FT.) OLUM25348 FT.2AVAILABLE BASIN V5 (FROM STORAGE -ELEVATION CURVE) 3. EXCAVATE 599.83 CU.YDS.TO OBTAIN THE REQUIRED VOLUME' 'ELEVATION CORRESPONDING TO REQUIRED VOLUME= INVERT OF THE DEWATERING ORIFICE. 536.E FT. 4. AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED. 33 CU.YDS X 72/ ACRES= ®CU.YDS ( 6450.86 CU. ET.) 5. ELEVATION CORRESPONDING TO CLEAN OUT LEVEL 1 533.66 FT. 6. DISTANCE FROM INVERT OF THE DEWATERING OFFICE TO CLEAN OUT LEVEL 1.1 FT. (MIN. =1.0 FT.) DRY STORAGE: 7. MINIMUM REQUIRED VOLUME = 67 CU. YDS. X TOTAL DRAINAGE AREA (ACRES 67 CU.YDS X 7.24 ACRES= 485.08 CU.YDS.( 13097.16 CU. FT.) 8. TOTAL AVAILABLE BASIN VOLUME AT CREST OF RISER'= 070.16 CU.YDS( 26194.32 CU.ET) AT ELEVATION 535.75 FT.(FROM STORAGE- ELEVATION CURVE) ' MINIMUM = 134 CU.YDS /ACRE OF TOTAL DRAINAGE AREA, 9. DIAMETER OF DEWATERING ORIFICE= 1 ---7 0_____jin. (PART III-107) 10' DIAMETER OF FLEXIBLE TUBIING 1 8 in. (DIAMETER OF DEWATERING ORIFICE PLUS 2 INCHES). 11 CREST OF RISER= S$. TOP OF DAM= DESIGN HIGH WATER= sum UPSTREAM TOE OF DAM= 591.60 BASIN SHAPE 12. LENGTH OF FLOW L= 150 FT/ ( 7B38 SF / 150 FT)= 2.87 EFECTNE WIDTH IF> 2, BAFFLES ARE NOT REQUIRED BAFFLES ARE NOT REQUIRED IF<2, BAFFLES ARE REQUIRED RUNOFF 14.025= 18.98 CPS FROM CHAPTER 5 6.77 A = 724 AC. C = 0.6 ) PRINCIPAL SPILLWAY DESIGN 15. WITHOUT EMERGENCY SPILLWAY, REQUIRED SPILLWAY CAPACITY Op=Q25= 29.41 CFS (RISER AND BARREL) 16. WITHOUT EMERGENCY SPILLWAY% ASSUMED AVAILABLE HEAD (h) =1 FT. (USING 02) h = CREST OF EMERGENCY SPILLWAY ELEVATION - CREST OF RISER ELEVATION. 01l 17. RISER DIAMETER (Dr)= IN. ACTUAL HEAD (h) = 2b FT. (FROM PLATE 3.14-8) 18. BARREL LENGTH (L) = ®Fr. HEAD(H) ON BARREL THROUGH EMBANKMENT = ®S FT. 19. BARREL DIAMETER= ®IN. RCP (FROM PLATE 3.14-B [CONCRETE PIPE] OR PLATE 3.14-A [CORRUGATED PIPE]). 20. TRASH RACK AND ANTI -VORTEX DEVICE DIAMETERIN. HEIGHT= 21 IN. (FROM TABLE 3.14-D.) EMERGENCY SPILLWAY DESIGN (NIA) 21. REQUIRED SPILLWAY CAPACITY Qe=Q25-Qp= CPS 21. BOTTOM WIDTH b)- 25 FT. THE SLOPE OF THE EXIT CHANNEL (s)= WA FT./FOOTAND THE MINIMUM LENGTH OF THE EXIT CHANNEL (x) = WA FT. (FROM PLATE 3.14-C.) ANTISEEP COLLAR DESIGN 23. DEPTH OF WATERAT PRINCIPAL SPILLWAY CREST(Y)= 4.25 FT. SLOPE OF UPSTREAM FACE OF EMBANKMENT (Zp 3 :1. SLOPE OF PRINCIPAL SPILLWAY BARREL (Sb)= 1.45% LENGTH OF BARREL IN SATURATED ZONE L$)= 31 FT. 24. NUMBER OF COLLARS READ. 3 DIMENSIONS= 425 (FROM PLATE 3.14-12) FINAL DESIGN ELEVATIONS 25. TOP OF DAM = 539.00 DESIGN HIGH WATER= 536.82 PRINCIPAL SPILLWAY CREST= 535.75 DEWATERING ORIFICE INVERT = 53 66 CLEAN OUT ELEVATION = 533.66 ELEVATION OF UPSTREAM TOE OF DAM OR EXCAVATED BOTTOM OF'WET STORAGE AREA" (IF EXCAVATION WAS PERFORMED)= 531.50 SEDIMENT BASIN FLOW CALCULATIONS BASIN# DA= 7.20 AC. Tc= 8.9 MIN. C= 0.6 Q2 = 19.98 CFS PIPE S VOLUME OF SEDIMENT BASIN DIAM. LENGTH INV.IN INV.OUr SLOPE mi 821 wiml MU25 1.45% TOTALVOLUME ELEV h AREA VOLUME AREA ft fl acres acrbfl acre-R cub" cubic a S.FT. 531.50 0.0 0.0000 0.000 0.000 0 0.00 0.00 532.00 0.5 0.0239 0.006 0.006 260 9.62 103900 533.00 1.0 0.1361 0.080 0.086 3,744 138.N 5929.00 534.00 1.0 0.1598 0.148 0.234 10188 377.34 6960.00 535.00 1.0 0.1850 0.172 0.406 17,697 655.45 805800 536.00 1.0 0.2345 0210 0.616 20.833 993.82 10214.00 537.00 1.0 0.2713 0253 0.869 37,848 1401.79 11818.00 538.00 1.0 0.3107 0291 1.160 50.522 1871.19 13532.00 ma.ml 1.01 0.3528 0.332 1.491 64,969 206.25 16381.00 N.T.S. Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23OW Phone: 804.290.7957 Fax: 804.290.7928 W Ww.dewberry.com z 0~ rn O LO Q O 0 0 O zz_ 100 Ir- D Y 0 Q 0 Q Q z z c7 zoo �> -z() QQz �En J Q LU \ / > > 0 _J OJ W O U U_ w Fn U z LW 7-> zLU Q D rc SEAL O��E( LThj OFLr MARIAN. MWNIC�C PdNo. 040206116n KEY PLAN SCALE REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACID APPROVED BY MNM CHECKED BY MNM TITLE EROSION & SEDIMENT CONTROL DETAILS DEI PROJECT NO: 50100451 SHEET NO. C5m01 N.T.S. N.T.S. 1 STORMWATER NARRATIVE 2 POST -DEVELOPMENT LAND USE 0 HYDROCAD SCHEMATIC 5 Irl Dewberry E ic C I_1 PROJECT DESCRIPTION THIS PROJECT IS LOCATED AT THE BIRDWOOD GOLF FACILITY ADJACENT TO THE BOAR'S HEAD SPORTS CLUB IN THE COUNTY OF ALBEMARLE, VIRGINIA. THE PROJECT INCLUDES THE DEVELOPMENT OF A CHAMPIONSHIP TENNIS COMPLEX THAT INCLUDES NEW COURTS, STANDS, AND TENNIS BUILDING, AS WELL AS, AN UPDATED BIRDWOOD GOLF CLUBHOUSE PARKING AREA. THE SITE IS LOCATED SOUTH OF BERWICK ROAD, WEST OF THE BIRDWOOD CLUBHOUSE, AND EAST OF THE SPORTS CLUB FACILITY. THE PROJECT AREA IS APPROXIMATELY 9.33 ACRES AND WILL DISTURB APPROXIMATELY 9.33 ACRES. THIS PROJECT WILL INCREASE THE IMPERVIOUS SURFACE WITHIN THE PROJECT AREA BY 3.13 ACRES. THE POST DEVELOPMENT SITE AREA IS 50% PERVIOUS AND 50% IMPERVIOUS. THIS AREA DRAINS INTO MOORE'S CREEK AND THEN INTO THE RIVANNA RIVER. SOILS FOR THE PROJECT WERE MODELED AS TYPE C CLASSIFIED SOILS BASED ON HISTORIC DATA AND SOILS MAPPING FOR THE AREA. STORMWATER MANAGEMENT METHODS (QUALITY THE VIRGINIA RUNOFF REDUCTION METHOD WATER QUALITY CALCULATIONS IN SHEET C6.04 INDICATE THE REQUIRED PHOSPHORUS LOAD REMOVAL FOR THE SITE BASED ON THE EXISTING AND PROPOSED IMPERVIOUS AREA WITHIN THE SITE'S DRAINAGE AREA. IT IS REQUIRED TO REMOVE 6.60 LBS/YEAR OF PHOSPHOROUS FOR THIS SITE. THIS WAS ACCOMPLISHED THROUGH THE PURCHASING OF STORMWATER CREDITS AND THE USE OF 0.8 LB/YR OF CREDITS FROM THE GOLF COURSE PROJECT (WP0201800016). STORMWATER MANAGEMENT METHODS (QUANTITY THE CALCULATIONS COMPLETED FOR THIS REPORT ANALYZED THE 1-YEAR, 2-YEAR, AND 10-YEAR STORM EVENTS. THE SUMMARY TABLE BELOW SHOWS THE COMBINED PRE AND POST -DEVELOPED RUNOFF FOR THESE EVENTS FROM THE COMBINED SITE AT THE PROJECTS OUTFALL. ADDITIONAL AREA FROM OUTSIDE THE LOD THAT DRAINS TO THE STORMWATER CONVEYANCE SYSTEM IS INCLUDED IN THE CALCULATIONS. OUTFALL ONE LEAVES THE SITE FROM THE PROPOSED STORM SYSTEM THEN FLOWS TO SWALES WHICH LEAD TO A STREAM THAT OUTFALLS TO MOORE'S CREEK AND THEN INTO THE RIVANNA RIVER. OUTFALL 1 PRE -DEVELOPMENT (CFS) DETAINED (CFS) 1-YEAR STORM 12.18 0.51 2-YEAR STORM 17.35 2.62 10-YEAR STORM 33.74 29.02 IN ORDER TO ACCOMMODATE INCREASED FLOW PRODUCED BY THE SITE, A DETENTION BASIN WAS DESIGNED TO DETAIN FLOW FROM THE SITE GOING TO OUTFALL 1 FOR THE 1, 2 AND 10 YEAR STORM EVENTS PRIOR TO OUTFALL 1. DETAILED DESIGN OF THE DETENTION BASIN CAN BE SEEN ON SHEETS C6.08, C6.09 AND C6.10. CHANNEL PROTECTION FOR A MANMADE CONVEYANCE SYSTEM (9VAC25-870-66.1) WAS MET AT OUTFALL 1 BY USING THE ENERGY BALANCE EQUATION, SEE COMPUTATIONS THIS SHEET. FLOOD PROTECTION REQUIREMENTS FOR THE OUTFALL WAS MET BY DECREASING THE SITE PEAK FLOW RATE FOR THE 2-YEAR 24-HOUR STORM AND 10-YEAR 24-HOUR STORM FROM PREDEVELOPMENT TO POSTDEVELOPMENT CONDITIONS. THE TABLE BELOW DETAILS THE ALLOWABLE DISCHARGE FROM THE ENERGY BALANCE EQUATION FOR THE 1-YEAR STORM COMPARED TO THE POSTDEVELOPMENT 1-YEAR DISCHARGE FROM THE SITE. OUTFALL 1 ALLOWABLE (CFS) DETAINED (CFS) 1-YEAR STORM 6.53 0.51 Qdeveloped = I.F. * (Qpre-developed*RVpre-developed)/RVdeveloped Qdeveloped = 0.8 * (12.18*0.686)/1.024 = 6.53 Qpre-developed = 12.18 cfs RVpre-developed = 0.686 of RVdeveloped = 1.024 of I.F.= 0.8 NOTE: AS PART OF PHASE IIA (EXHIBITION COURT) DESIGN, MAPS HAVE BEEN UPDATED TO SHOW POST DEVELOPMENT MANAGED TURF & IMPERVIOUS AREA PROJECTIONS OF 4.79 AC & 4.54 AC, RESPECTIVELY. THE IMPERVIOUS AREA IS 0.10 AC LESS THAN PROJECTED IN THE PREVIOUSLY APPROVED SITE PLAN DATED 4/22/2020. THEREFORE, THE UPDATED DESIGN MEETS THE PREVIOUSLY APPROVED CALCULATIONS. UPDATED STORM SEWER & STORMWATER MANAGEMENT CALCULATIONS ARE NOT PROVIDED. Dewberry Figure 2.1- Pre -Development Curve Number Value Calculation TR-55 Curve Number Values for Urban Areas CN'S FOR RUNOFF IN URBAN AREAS COVER DESCRIPTION AVG. PERCENT IMPERV AREA CN FOR SOIL GROUP: A B C D COVER TYPE OPEN SPACE: (LAWNS, PARKS, ECT.) GRASS COVER < 50% 68 79 86 89 GRASS COVER 50% TO 75% 49 69 79 84 GRASS COVER>75% 39 61 74 80 IMPERVIOUS AREAS: PAVED PARKING LOTS, ROOFS, DRIVEWAYS, ECT. 98 98 98 98 STREETS AND ROADS: PAVED; CURBS AND STORM SEWERS 98 98 98 98 PAVED; OPEN DITCHES 83 89 92 93 GRAVEL 76 85 89 91 DIRT 72 82 87 89 URBAN DISTRICTS: COMMERCIAL AND BUSINESS 85% 89 92 94 95 INDUSTRIAL 72% 81 88 91 93 VRRM DRAINAGE AREA A CN SOILTYPE ACRES PRODUCT OPEN SPACE 74 C 7.80 577.2 IMPERVIOUS AREAS 98 C 1.53 149.94 URBAN DISTRICTS TOTAL AREA 9.33 TOTAL PRODUCT 727.14 COMPOSITE CN 1-YR 2-YR I10-YR CALC 78 1 78 1 78 1 78 POST -DEVELOPMENT LAND USE It Dewberry Figure 2.2 - Post -Development Curve Number Value Calculation TR-55 Curve Number Values for Urban Areas CN'S FOR RUNOFF IN URBAN AREAS COVER DESCRIPTION AVG. PERCENT IMPERV AREA CN FOR SOIL GROUP: A B C D COVER TYPE OPEN SPACE: (LAWNS, PARKS, ECT.) GRASS COVER < 50% 68 79 86 89 GRASS COVER 50% TO 75% 49 69 79 84 GRASS COVER >75% 39 61 74 80 IMPERVIOUS AREAS: PAVED PARKING LOTS, ROOFS, DRIVEWAYS, ECT. 98 98 98 98 STREETS AND ROADS: PAVED; CURBS AND STORM SEWERS 98 98 98 98 PAVED; OPEN DITCHES 83 89 92 93 GRAVEL 76 85 89 91 DIRT 72 82 87 89 URBAN DISTRICTS: COMMERCIAL AND BUSINESS 85% 89 92 94 95 INDUSTRIAL 72% 81 88 91 93 VRRM DRAINAGE AREA A CN SOILTYPE ACRES PRODUCT OPEN SPACE 74 C 4.69 347.06 IMPERVIOUS AREAS 98 C 4.64 454.72 URBAN DISTRICTS *1, 2, 10 Year Values from VRRM TOTAL AREA 9.33 TOTAL PRODUCT 801.78 COMPOSITE CN* 1-YR 2-YR I 10-YR CALC 86 1 86 1 86 1 86 5S DA Pre (to outfall) POSt SWM DA Post 1-YEAR STORM SUMMARY Detentio Basin 5R Outfall HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 1 Rainfall=3.04" Prepared by DEWBERRY Printed 2/5/2020 HydroCAD@ 10.00-24 s/n 05760 © 2018 HydroCAD Software Solutions LLC Page 1 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment5S: DA Pre (to outfall) Runoff Area=7.110 ac 0.00% Impervious Runoff Depth=1.16" Tc=10.9 min CN=78 Runoff=12.18 cfs 0.686 of SubcatchmentPost: SWM DA Post Runoff Area=7.240 ac 0.00% Impervious Runoff Depth=1.70" Tc=13.7 min CN=86 Runoff=16.60 cfs 1.024 of Reach SR: Outfall Inflow=0.51 cfs 0.528 of Outflow=0.51 cfs 0.528 of Pond 1 P: Detention Basin Peak Elev=536.53' Storage=32,519 cf Inflow=16.60 cfs 1.024 of Outflow=0.51 cfs 0.528 of 2-YEAR STORM SUMMARY HydroCAD - UVAF Tennis Facility (Detention Pond) Type 1124-hr 2 Rainfall=3.68" Prepared by DEWBERRY Printed 2/5/2020 HydroCAD@ 10.00-24 s/n 05760 ©2018 HydroCAD Software Solutions LLC Page 7 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment5S: DA Pre (to outfall) Runoff Area=7.110 ac 0.00% Impervious Runoff Depth=1.64" Tc=10.9 min CN=78 Runoff=17.35 cfs 0.969 of SubcatchmentPost: SWM DA Post Runoff Area=7.240 ac 0.00% Impervious Runoff Depth=2.26" Tc=13.7 min CN=86 Runoff=21.98 cfs 1.363 of Reach SR: Outfall Inflow=2.62 cfs 0.866 of Outflow=2.62 cfs 0.866 of Pond 1P: Detention Basin Peak Elev=536.63' Storage=33,592 cf Inflow=21.98 cfs 1.363 of Outflow=2.62 cfs 0.866 of 10-YEAR STORM SUMMARY HydroCAD - UVAF Tennis Facility (Detention Pond) Type 1124-hr 10 Rainfall=5.56" Prepared by DEWBERRY Printed 2/5/2020 HydroCADO 10.00-24 s/n 05760 © 2018 HydroCAD Software Solutions LLC Page 13 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment5S: DA Pre (to outfall) Runoff Area=7.110 ac 0.00% Impervious Runoff Depth=3.19" Tc=10.9 min CN=78 Runoff=33.74 cfs 1.892 of SubcatchmentPost: SWM DA Post Runoff Area=7.240 ac 0.00% Impervious Runoff Depth=3.99" Tc=13.7 min CN=86 Runoff=38.07 cfs 2.409 of Reach SR: Outfall Inflow=29.02 cfs 1.911 of Outflow=29.02 cfs 1.911 of Pond 1 P: Detention Basin Peak Elev=537.19' Storage=40,065 cf Inflow=38.07 cfs 2.409 of Outflow=29.02 cfs 1.911 of Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z OOJ O 00 O z z �Y 0- O Cr 3: LL Q Q Q 0- z z Z zoo �Ir > - z U) 0- Q W >�X >_j LLJW OV O = �� Q LL z VJ VJ CWC G z L.L1 z W 2 z Q SEAL O' 441eX ,T11(5 U AN. MINI4ICK Lic No.0402061632 KEY PLAN SCALE REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY I Description DRAWN BY APPROVED BY CHECKED BY TITLE SWM NARRATIVE AND OUTFALL CALCULATIONS DEI PROJECT NO: 50100451 SHEET NO. C6m01 1 PRE -DEVELOPMENT STORM CALCULATIONS 2 1 3 POST -DEVELOPMENT STORM CALCULATIONS 0 OUTFALL STORM CALCULATIONS 5 V1 Dewberry° E C A HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 1 Rainfall=3.04" Prepared by DEWBERRY Printed 2/5/2020 HydroCAD@ 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 5S: DA Pre (to outfall) Runoff = 12.18 cfs @ 12.03 hrs, Volume= 0.686 af, Depth= 1.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1 Rainfall=3.04" Area (ac) CN Description * 7.110 78 7.110 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fusec) (cfs) 10.9 Direct Entry, Subcatchment 5S: DA Pre (to outfall) Hydrograph r__r__r__,__,__r__I Ir__r__r is I I I I 1 I 1 1 1 1 1 O RunaN _-_-_LLrLLrII1IIIIII -_-___-LI1Lr11IIILLIIr_- __-__-_-___-JJyJJYIIIIIIIIIII __-__-_-___-JJrJJyII1111IIIII __-__-_-___-11r1J{II111IIIII _- ___ -R_- _-___-fbIII1IIILLIIF_n__#z-__-sIIIIIIILLIIF_ fa-_F__-II�I;;IIIIIIII r_DT_ e-J TJyJIIIIIIap=_3___-ij1Jy7II1IIII h-_6._�_-1.t;+{IIIyhII 7 12{_14Ijl+r'IIIII n C-LLIa � l✓LIIrIFh � r' --1I--+ Rainfal�30Lr I I . . . I 1 1 I I on 1_4ai Vl01 •�0;080 7 I__ -I_ --I--,- + rr -,- r --1_--r--= 2 -_ - - _ -I 1 12 14 16 18 20 22 24 26 28 Time (hours) HydroCAD - UVAF Tennis Facility (Detention Pond) Type 1124-hr 2 Rainfall=3.68" Prepared by DEWBERRY Printed 2/5/2020 HydroCAD@ 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 5S: DA Pre (to outfall) Runoff = 17.35 cfs @ 12.03 hrs, Volume= 0.969 af, Depth= 1.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2 Rainfall=3.68" Area (ac) CN Description 7.110 78 7.110 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fVsec) (cfs) 10.9 Direct Entry, Subcatchment 5S: DA Pre (to outfall) Hydrograph _,__,__,__r--r--r-r--I--,--T--,--r--r--r--r--I--,--r-----T--r-- ' , 150111 rt 117 __r__ r__r__r__,__,__r __�__r__r__r__r __, III �r •+I rP , ' ---------- 14 13 _I - zRla��tf�rr �I;s1 II , __I_ I T ,--I- I I I I I I I I I I I I I �II- I I I I I JAI _ I__ ------ _ 11 - -r - -r I I I - , ------ _ ttt�isfflDep h1.1641 r_ ____ - _r__r__r__,__�__r ' ITQI 1 V.ti/-�lit�T 6 --I --- _ _____ r__ ' \LN=� __Ir_JI__�__n__7 __r__r__r_,__�__r __�__r__r__r__r __i _�__r_ r_ _ I I I I I I I I I I I I I I I I I I I I I 4 -----r--I--,--7 --r--r--r--I--,--,--,--r--r --r-----I--,-, -r--r--r-- __r__I__�__n__7 2 . --1 __I___,__i__r ___r__r__,__�__r HydroCAD - UVAF Tennis Facility (Detention Pond) Type 1124-hr 10 Rainfall=5.56" Prepared by DEWBERRY Printed 2/5/2020 HydroCAD@ 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 5S: DA Pre (to outfall) Runoff = 33.74 cfs @ 12.03 hrs, Volume= 1.892 af, Depth= 3.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Type II 24-hr 10 Rainfall=5.56" Area (ac) CN Description * 7.110 78 7.110 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 Direct Entry, Subcatchment 5S: DA Pre (to outfall) Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 34 ' _-_�, _TFR0 124-hr , , , T r 1r �T r11R�a __r__r_-156- ryyJJJJJIIII __r__r__IrrLILLILLII ______________ ryJJJJIIII _______rrLLLLIII '� rR(InfAFe#=7.f1II ji �ILLII _ __r__r__,__y__nfI + 20 :De is , I _ __I__ __I I I I I_ _- I_ HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 1 Rainfall=3.04" Prepared by DEWBERRY Printed 2/5/2020 HydroCAD@ 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment Post: SWM DA Post Runoff = 16.60 cfs @ 12.06 hrs, Volume= 1.024 af, Depth= 1.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1 Rainfall=3.04" Area (ac) CN Description * 7.240 86 7.240 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fusec) (cfs) 13.7 Direct Entry, Subcatchment Post: SWIM DA Post Hydrograph i I I -I _-I _y _+ _♦ _i _4 _F _L _I _y _y _+ _i _L 17 1ppyy 1 1 1 1 //� �.L 1 1 1 1 1 1 1 T�ply_Wi4-Ni _ I I 1 I I 1 1 I I 1 1 I I 1 1 I QI _ 11_Rainfall=.7L1)4"'-- 1 1 1 �--'--L--J--J--J-----'---'--J--J--� - -RWnti AreA=7.244Jac_ I I I 1 1 I I 1 R npff', Vplu_ me=1.024 afi 1 1 1 1 ' __I___I__�__n__7__r__r__,____r__r__7__r__Oa#;D��FYT1„d-OF�- ' 1 1 I 1 1 I 1 1 1 I 1 e` 1 1 I 1 1 I 1 1 +J I . 1 un __y__r__r__r__r__r__r__r __I�y-1 4 y F 7-----------� --I --I ------------ --I --1 --I---�--� I_ -r1141=86,_ - 1 1 16 Time (hours) HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 2 Rainfall=3.68" Prepared by DEWBERRY Printed 2/5/2020 HydroCAD@ 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment Post: SWM DA Post Runoff = 21.98 cfs @ 12.06 hrs, Volume= 1.363 af, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2 Rainfall=3.68" Area (ac) CN Description * 7.240 86 7.240 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fVsec) (cfs) 13.7 Direct Entry, Subcatchment Post: SWM DA Post Hydrograph '_______J__J__1__L__L__L__I__J__J__1__J__L__L__L__L __I__J__J__1__L__L__ ■Ruaar 2 21 22 TXe=r�4=tip= _ 2=Rathf�ICs�H8Lr__ ' RO is I I I I I I I I I I I I I I I I I I I I ke=74IIaf�- ' 17 , 1 , � •+ i4- - I eReYo#'D��IYY - _J_/J� _1_/S�_1 _Ly�_L --I_-LI 76=1 V34i ll� � 11 � __I___I__�__r__r __r__r__,__r__r__r __r__r__r__r__r __,_ 7 I I I I I I I I I I I I I I I I I I NI A I I I I I I I I I I I I I I I I I I I 10. --Ir --I--,--,--,-r--r--r--r-,--,-,--r--r--r--r --1--,--,-r--r--r-- 7 __I --- I__�__n__7 I I I I 4 __I___I__�__�__r_r__r__,__y__-__r__4__r__r__r__r __,__-__4__r__r__r__ I I I I I I I I I I I I I I I I I I I I _I _I _y _y _.1 _F _I _y _y _+ _y _} _♦ _F _I _I _y _y _+ _+ _F HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 10 Rainfall=5.56" Prepared by DEWBERRY Printed 2/5/2020 HydroCAD@ 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment Post: SWM DA Post Runoff = 38.07 cfs @ 12.05 hrs, Volume= 2.409 af, Depth= 3.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Type II 24-hr 10 Rainfall=5.56" Area (ac) CN Description * 7.240 86 7.240 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 Direct Entry, Subcatchment Post: SWM DA Post Hydrograph a40 __r__r__r__r__,T P7 H, 24_I,W I I I I I I I I I I I I I I I I(•� __'r_Jr_�__r__7__r__r__r_�__�__r__r__r__r__r_/µ�r J�__r_Lr__rs��_/�_��r _ ____ I__32 _ I__ __I___I__J 11•M .�IM.nf�I�TIV VI I I I I I I I ee IIZVI IV.III-A1i40�- 28 24--r-J-- --'--' -- ---- --J-- -- --'--I_ , r ; I I , r-IZunoff;Deh399�'= _I__J__J__J__J __L____J__J__J__J__J__L_____ _ 20, is __r__r_I_r__,__y__y_N� /� 0_ 14, -I -, -, -, -r -r -I --I -, -, -, -T -r -r -r -I -, -, -T -r -r L__L_J__J__J__J__J I 'r -__ -____ .__ .__ . __. __� HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 1 Rainfall=3.04" Prepared by DEWBERRY Printed 2/5/2020 HydroCAD@ 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 4 Summary for Reach 5R: Outfall Inflow Area = 7.240 ac, 0.00% Impervious, Inflow Depth > 0.88" for 1 event Inflow = 0.51 cfs @ 15.53 hrs, Volume= 0.528 of Outflow = 0.51 cfs @ 15.53 hrs, Volume= 0.528 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 5R: Outfall ____J__1__ I I I I I ( I I I I I I I I I I I I I I I amm.l--J--L--'--J--J--L----J--J--L-J--J--L----J-- �ie6oW ■OWlaw 0.55 ""m InfloWlf Aeea=7 i240a6 0. �r-, r r--I--r -, r--r-, , -r--r I I I I I I I I I I I I I I I I I I I I 0. I -I--y r r__,__y Q. , , __I__J__1__L__I__1 I I I I I I I I I I I I 0•35 • I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ' O I I I I I I I ( I I I I I I I I I I I II I I I I I I I I I I I I I I I I I I 0.2 0.15 0.1 - / ,--I-- , _ I _ r- r- �- __ ;- _i--r- HydroCAD - UVAF Tennis Facility (Detention Pond) Type 1124-hr 2 Rainfall=3.68" Prepared by DEWBERRY Printed 2/5/2020 HydroCAD@ 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 10 Summary for Reach 5R: Outfall Inflow Area = 7.240 ac, 0.00% Impervious, Inflow Depth > 1.44" for 2 event Inflow = 2.62 cfs @ 12.60 hrs, Volume= 0.866 of Outflow = 2.62 cfs @ 12.60 hrs, Volume= 0.866 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 5R: Outfall I i i i i i i i i i i i i i i i i ■Inflow I Aj II o outflow JnfloWAre07:240'ac I IIII I __ r__rr_�I__rr4__r__r_r ri 2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I o I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Time (hours) HydroCAD - UVAF Tennis Facility (Detention Pond) Type 1124-hr 10 Rainfall=5.56" Prepared by DEWBERRY Printed 2/5/2020 HydroCAD@ 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 16 Summary for Reach 5R: Outfall Inflow Area = 7.240 ac, 0.00% Impervious, Inflow Depth > 3.17" for 10 event Inflow = 29.02 cfs @ 12.14 hrs, Volume= 1.911 of Outflow = 29.02 cfs @ 12.14 hrs, Volume= 1.911 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 5R: Outfall 32 __,__r__r__r __I__r__i __r__i _ I I I I I I I I I ❑Inflow ❑ outflow 30 --_,--Cnflii- I I I I _ Aria=7t2-40=a - I I I I I I ,' I I I I I I I I I I I I I I I I I I I I I 21i I I I I I _J _+ _L _I _J _+ _A _L _I _J _+ I I I I I I I I I I I I I I I I I 22 21) , I I I I I I I I I I I I I I I I I I I I I , I I I I I I I I I I I I I I I I I I I I I 1 1 I I L__L__I__J__1__L__I__J__1__L__L__I__J 1 1 I 1 I I 1 I I 1 I I 1 I I I I I I I I I I I I I I I I 1 I I I I 1 I I I I I I I I I I I I I I I 1 1 I 1 1 I 1 I I 1 I I 1 I I 1 I I I I Time (hours) SEE SHEET C6.09 FOR DETENTION POND CALCULATIONS Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z O O LO LO C ZZ 00 �Y 0 O Q LL Q Q r- 7 Z z Z 0 Z 0 O > - Q Z Q C/) Z 0- W QW >FX >0 Ir LLJW 0(.) O = � 1 1 LL 7 L 1_ II I Cr z w z w 2 z I- Z) SEAL EpL'fy Op �O��Gr U MARIA N. MR ICK a Lic No. 040�20,r61632 ADO_ KEY PLAN SCALE REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY APPROVED BY CHECKED BY TITLE OUTFALL CALCULATIONS DEI PROJECT NO: 50100451 SHEET NO. C6mO2 Time 12 Time 1 i 2 1 3 4 I 5 f. Dewberry E PRE -DEVELOPMENT DRAINAGE AREA MAP POST -DEVELOPMENT DRAINAGE AREA MAP G KD o z\ i ��,,"� 11/�l z � Go f101 1 G" BOAR'S HEAD SPORTD Lill BOAR'S HEAD SPOR N:JVKV T o� McARTHUR SQUASH T / \ / \` °`p�� oQ `Lp <p - a\��P� 5610 / " R rOn� I / I I II Q��O�o�� ry NF 0 01 SQt T 0 \� D:B/4�6b2,7PG. 57� I �yJ O' •�. ° J� / / \\�,\ 0 p0\ems• \� / _ 23 .D9B. 27 Gg G' 1 0 1 I IIII I �, �� o oQ o L - 51�3 1055\ \ mll Il��la II II / �1\ J� p�� S = 3.0 /o 1 &4 2 \ ti DIA. = 15 in. / ` I IYE. 3,� � LAT)�IIIII 11 I (� / ��\ Tc = 1.39 Min. Jc� fl BIRD 500. G RES SE °I BOAR'S HEAD SPO CLUB // \\ \ \ 1 \\ 1 \\\ V\ BOAR\� 'S HEAD SPO CLUB D.X.4 -2,- PG. '. 93, PG. MOW 1�::,'�`�;,r�v' '-� .. �•,� `?�„/'� � �Ya\ � \ t� . �"'�%�/��v .- Y - �� .,,%,�%/All�lllllli�� j. '•" , /Gi. �, a �i �.+ - ,•• i�4�/�� R /�� y /� ♦ - - - ��? �� . �- ��li • -�� "' � �� . t, �I�I" �� Imo! .�PC ._Elm � \ "'•'•1 0 ,'fie+l� , A � � �°� 1p �`� �\��/, \ � 1 07 INS LL 1 . 1 I Ilq IIII I Y 1 ♦ r � � 1 11 , „ coefficient i.• length (ft) (Lands = slope of hydraulic grade line slope, V — 1.49r3s2 [eq. 34] n where: V = average velocity (ft/s) r = hydraulic radius (ft) and is equal to a/pw a = cross sectional flow area (ft2) pw = wetted perimeter (ft) s = slope of the hydraulic grade line (channel slope, ft/ft) n = Manning's roughness coefficient for open channel flow. V) Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m Z O cr) O C G Z Z T 00 a_ LL <Z z z 2 En LU cl)r- XN �� o f LU O `L z w � Z w —w SEAL pLTH OpG \ ` I \ \ \\ \ IV` I I I U, MARIA N. MINMCK \\ \ N V \ Lic No. 0402061632 SS/ONAI FNG KEY PLAN 0 \ I I SCALE \ \ \ \ 060' 120' \ I \ 1 \ \ SCALE: 1" = 60 ,fir �// Tom?EJ� Z�J��sIIR ��:. 1 � i� ✓pia. 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description APPROVED BY ANIA lrTITLE PRE AND POST DEVELOPED TIME OF CONCENTRATION .• DEI PROJECT NO: 50100451 SHEET NO. C6mO3 %TM T � Dewberry° Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z I— O O LO LO V O z z co Z)Y 0 OQ 3:Q LL Q 0— z z z zoo Ir > —z(n ii L Q W >�X >j LLJW OV O = � a z LL z W C/) C/) Cr z z zz W 2 H Q Z) SEAL 4,eXLT H(;;7000 0�Gi U MARIA N. MINNICK Lic No.0402061632 KEY PLAN SCALE REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY APPROVED BY CHECKED BY TITLE WATER QUALITY NARRATIVE AND CALCULATIONS DEI PROJECT NO: 50100451 SHEET NO. C6mO5 2 I 3 5 0. Dewberry° STRUCTURE DRAINAGE AREA MAP E 'D UNDETAINED ONSTIE� U ORF�`e�' DA c = 0.48 w �, DA 0.03 AC. - c - 0.90 DA = 0.26 AC.. . Y. VImJJt — t � I / DA = 0.64 AC. 191 W1 ti 1, UNDERINED ONSITE RUNOFF 0.67 DA = 0.03 AC. DA . OS15 , ') 1� ii' l STN?01 DA = 0.36 AC. 1 T 06NWA TO 13 w - 0.36 AC. = 0.26 . 0.9 DA RUNOFF REDUCTION & DRAINAGE MAP j \\ ll r\ \ \ \\\\ \\\ \\\ \\ DA = 0.07 AC. \ \\ \\\ Im 14 2 1 43 \\ \ \\\\\ t \\� DA - 0.10 AC. a c=0.79 \ l L — H STM 47 1 � AC. QI II I c _0'88 I — \ STM at \ 1 �qN �+ 1111��4;11l0�:� SIM 29 C = 0.19 AC. c - 0.81 DA - 0.17 AC. UNDETAINED ONSrrE RUNOFF -� DA - 1.23 AC. o c = 0.60 f 0 NOTE: UN —DETAINED AREAS DO NOT INCREASE SHEET FLOW RUNOFF, OR CAUSE EROSIVE FLOWS. EX. STM DA - 0.13 AC. c = 0.86 7 A X'7, *NOTE: MAP REFLECTS CONDITION FOLLOWING PHASE IIA DESIGN. SEE NOTE ON SHEET C6.01. I Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com O -1 Q0 o o c� CD z z 00 �Y o o� a_ Q<z z zoo �> —zcn L C � > ^< Cl) O O J W O lLL w u)U z LUz w �~ Q SEAL pLfH 0 MARIA N. MINMCK Lic No. 0402061632 ONAL KEY PLAN SCALE 0' 80, 160' SCALE: 1" = 80 REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACID APPROVED BY MNM CHECKED BY MNM TITLE DRAINAGE AREA MAPS DEI PROJECT NO: 50100451 SHEET NO. C6m06 j � Dewberry° Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z I— O O LO LO V O z z co DY 0 OQ 3:Q LL Q 0— z z z zoo Ir > —z(n n L Q W >�X >j LLJW OV O = � a z LL z W C/) C/) Cr z z zz W 2 H Q Z) SEAL O�000 �EALTH OpGr U, MARIA N. MINNICK Lic No. 0402061632 Ado_ 5/7/ZOZ/ .440� KEY PLAN SCALE REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY APPROVED BY CHECKED BY TITLE STORM SEWER CALCULATIONS DEI PROJECT NO: 50100451 SHEET NO. C6mO7 0 5 � Dewberry° E C 191 F., 546 548 - \ 5457 TOP OF DAM ELEV = 335.50 544 546 \ 545 HDPE TRASH RACK 546 52 \ / 545 SA 543 - \ \ 544 3 .7 / \ 54542 5 \ \ V / RISER CREST / / / / \ ELEV = 536.50 :. TRASH RACK r.. z \ 53 0 535 / �, \ OVERHANG BY 1.0' J o \ ®�536 "� / 60" DIAMETER !' w v \ 535 - - - / CONCRETE RISER 534 HDPE TRASH RACK aw 00 1.5" ORIFICE INV. = 531.50' �\ \ �\ �. \ .I ss�' 1 STORY MAINTENANCE '.. 1v. I 1 I ss�� 9 _ �� BUILDING , DETENTION BASIN 550 SECTION A - EX. VAR ABLE WIDTH E / / / MANAGEMEN- / / � / D.B. 05197 PG. i 1000, L EX. VARIABLE V91DTH STORW VA R / MANAGEMENT ASEMEIe D.B. 05197 F)G. 9A-77-0685 41� 0/ i 550 545 545 540 \ \ 540 j \ L .I > 535 535 530 - 530 525 525 524 524 0+00 0+50 STAGE -STORAGE CALCULATIONS V = h/3 * [Al + A2 + SQRT(A7 *A2)] POND 1 1+00 Area Elevation Area Incr. Depth Inc. Volume TOTAL VOLUME (sq. ft.) ft (acres) (ft) (acre-ft) (acre-ft) (cu.ft) 0 531.5 0.00 0.00 0.00 0.00 0.00 1039 532.0 0.02 0.50 0.00 0.00 173.17 5929 533.0 0.14 1.00 0.07 0.08 3323.16 6960 534.0 0.16 1.00 0.15 0.22 9760.78 8058 535.0 0.18 1.00 0.17 0.40 17263.08 10214 536.0 0.23 1.00 0.21 0.61 26377.80 11816 537.0 0.27 1.00 0.25 0.86 37383.08 13532 538.0 0.31 1.00 0.29 1.15 50047.39 15361 539.0 0.35 1.00 0.33 1.48 64484.23 FORERAY1 Area Elevation Area Incr. Depth Inc. Volume TOTAL VOLUME (sq. ft.) ft (acres) (ft) (acre-ft) (acre-ft) (cu.ft) 1009 536.0 0.02 0.00 0.00 0.00 0.00 1407 537.0 0.03 1.00 0.03 0.03 1202.50 1862 538.0 0.04 1.00 0.04 0.07 2831.70 2373 539.0 0.05 1.00 0.05 0.11 4944.04 1+50 2+00 2+50 DETENTION BASIN OUTLET STRUCTURE DRAINAGE TOP OF DESIGN DESIGN FREEBOARD WATER TABLE TOP OF SWIM AREA DAM 10-YR WSE 100-YR WSE 100-YR WSE PRE-TREATMENT ELEV. STRUCTURE STRUCTURE METHOD TYPE (AC) (FT) (FT) (FT) (FT) (FT) (FT) 1 7.24 539.00 537.19 537.68 1.3 FOREBAY N/A SWM-1 536.50 POST -CONDITIONS DISCHARGES: 1 YEAR = 0.51 CFS 2 YEAR = 2.62 CFS 10 YEAR = 29.02 CFS 100 YEAR = 64.62 CFS ., >. OUTLET °1 36" RCP ,:. •:;. e,'`;4.t.,.•�;;, ;. INV OUT = 527.46 l STORMWATER MANAGEMENT BASIN RISER (SIDE VIEW) NOT TO SCALE .AIII �, I + 1.5 STORMWATER MANAGEMENT BASIN RISER (PLAN VIEW) NOT TO SCALE NOTE: REPLACE TEMPORARY RISER WITH THIS PERMANENT CONFIGURATION H TOP OF DAM SETTLED HEIGHT 13 31 EMBANKMENT FILL SHALL CONSIST OF MATERIAL CLASSIFYING CL, OR ML PER ASTM D-2487. EMBANKMENT AND FILL POND SHALL BE PLACED AND COMPACTED AS PER THE SPECIFICATIONS. \ PROPOSED GROUND EXISTING GROUND EMBANKMENT CUTOFF TRENCH SHALL 41 MIN. BELOW EXISTING GRADE OR CONSIST OF MATERIAL CLASSIFYING CL, BELOW PIPE, WHICHEVER IS DEEPER. OR ML PER ASTM D-2487. EMBANKMENT SUBGRADE AND FILL THE TRENCH MUST EXTEND AT LEAST 1 SHALL BE PLACED AND COMPACTED FOOT INTO A STABLE, IMPERVIOUS LAYER AS PER THE SPECIFICATIONS. OF SOIL AND HAVE A MINIMUM DEPTH OF 2 FEET. CROSS-SECTION B-B NOT TO SCALE STORMWATER BASIN EMBANKMENT SECTION NOTES: 1. FILTER FABRIC SHALL BE MIRAFI 140N OR APPROVED EQUAL. 2. FOREBAY WALL SHALL CONSIST OF MATERIAL CLASSIFYING CH, MH CL, OR ML PER ASTM D-2487. FILL SHALL BE PLACED AND COMPACTED AS PER SPECIFICATIONS CLASS I RIP -RAP [ 0,,_,/MIN. DEPTH= 3.3' (PERPENDICULAR BERM) M TOP OF BERM ELEV. = 539.00' FILTER FABRIC NOT TO SCALE SEDIMENT FOREBAY BERM SECTION Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com O� O LO Q O V co ZZ �Y o O Cr 0- LL Q Q Q0-Z z z Z o - > - Z(n n Lu Q W >�X >0 LLJW O O = V y Q L�� z C / C / 5 L Cr Z LU Z -W 2 Q z SEAL 0 O��EA1 TH MARIA N. MTNNICK Lic No. 0402061632 NAL KEY PLAN SCALE 0' 4' 8' VERTICAL SCALE 1"=4' 0' 20' 40' HORIZONTAL SCALE 1"=20' REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 [N11/04/19 ACO MINOR AMENDMENT o. DATE BY Description DRAWN BY APPROVED BY CHECKED BY TITLE DETENTION POND CALCULATIONS DEI PROJECT NO: 50100451 SHEET NO. C6m08 2 1 3 STORMWATER NARRATIVE WATER QUANTITY NARRATIVE DETENTION POND STORM CALCULATIONS (CONT'D) 0 5 DETENTION POND STORM CALCULATIONS (CONT'D) Dewberry af. E ic C A WATER QUANTITY CONTROL: IN ORDER TO ACCOMMODATE THE ADDITIONAL FLOW GENERATED BY THE ADDITION OF IMPERVIOUS AREA ON THE SITE, A DETENTION BASIN WITH FOREBAY WAS DESIGNED. THE OUTFALL FOR THE DETENTION BASIN WILL IMPLEMENT AN OUTFALL STRUCTURE THAT HAS ONE (1) 1.5" DIAMETER ORIFICE AT 531.50' AND A TOP AT ELEV. 536.50'. THROUGH THIS DETENTION, THE FLOW RATES OF WATER LEAVING THE COMBINED SITE WERE REDUCED TO BE LOWER THAN THE PRE -DEVELOPED FLOW RATES. CHANNEL PROTECTION REQUIREMENTS FOR A MANMADE CONVEYANCE SYSTEM (9VAC25-870-66.1) WERE MET WITH THE ENERGY BALANCE EQUATION AND FLOOD PROTECTION REQUIREMENTS WERE MET BY REDUCING PEAK FLOW RATE FOR THE 2-YEAR 24-HOUR STORM AND 10-YEAR 24-HOUR STORM. THE CHART BELOW SUMMARIZES THE PRE -DETENTION AND POST -DETENTION FLOW RATES FROM THE SITE. THE POST DEVELOPMENT SITE AREA IS 50% PERVIOUS AND 50% IMPERVIOUS. THE HYDROCAD CALCULATIONS ON THIS SHEET AND SHEET 6.10 SHOW THE ROUTING OF THE DETENTION BASIN FOR THE 1, 2, 10 AND 100 YEAR STORMS. OUTFALL 1 PRE -DEVELOPMENT (CFS) DETAINED (CFS) 1-YEAR STORM 15.85 0.51 2-YEAR STORM 22.59 2.62 10-YEAR STORM 43.96 29.02 DETENTION POND STORM CALCULATIONS HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 1 Rainfall=3.04" Prepared by DEWBERRY Printed 2/5/2020 HydroCADO 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 5 Summary for Pond 1 P: Detention Basin Inflow Area = 7.240 ac, 0.00% Impervious, Inflow Depth = 1.70" for 1 event Inflow = 16.60 cfs @ 12.06 hrs, Volume= 1.024 of Outflow = 0.51 cfs @ 15.53 hrs, Volume= 0.528 af, Atten= 97%, Lag= 208.2 min Primary = 0.51 cfs @ 15.53 hrs, Volume= 0.528 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 536.53' @ 15.53 hrs Surf.Area= 11,070 sf Storage= 32,519 cf Plug -Flow detention time= 861.5 min calculated for 0.528 of (52% of inflow) Center -of -Mass det. time= 744.1 min ( 1,572.9 - 828.8 ) Volume Invert Avail.Storage Storage Description #1 531.50' 64,969 cf Detention Basin (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 531.50 0 0 0 532.00 1,039 260 260 533.00 5,929 3,484 3,744 534.00 6,960 6,445 10,188 535.00 8,058 7,509 17,697 536.00 10,214 9,136 26,833 537.00 11,816 11,015 37,848 538.00 13,532 12,674 50,522 539.00 15,361 14,447 64,969 Device Routing Invert Outlet Devices #1 Primary 527.46' 36.0" Round Culvert L= 85.7' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 527.46' / 526.17' S= 0.0151 T Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #2 Device 1 531.50' 1.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 536.50' 15.7' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.46 cfs @ 15.53 hrs HW=536.53' (Free Discharge) tCulvert (Passes 0.46 cfs of 93.67 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.13 cfs @ 10.74 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 0.33 cfs @ 0.61 fps) HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 1 Rainfall=3.04" Prepared by DEWBERRY Printed 2/5/2020 HydroCAD@ 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 6 Pond 1P: Detention Basin Hydrograph h1 A e ■ hHbw 16�I �_FIII �.4_=I 7_Lq_ �iI,f ��lf ■xY�_�T■__-��r�I1F _y�y_iIiI -_ ■Pnmary 17 - I IQMn 1j ,a 1 _� 13 12 ii fs1* I , -I -♦ -i -f -I -♦ -f -F-y -y -y -F -I -y -} -F -I -y -y -f -F -I 10 I LL 8 I I I I I I I I I I I I I I I I I I I I I I -I _y _y -r -1 -♦ -r -r-y -y -T -r -I -y -T _r -1 _y _y -r -r -I 7 I I 6 , I I I 5' I I ai I I I I I I I I I I I I I I I I I I I I I I 3 2 HydroCAD - UVAF Tennis Facility (Detention Pond) Type 1124-hr 2 Rainfall=3.68" Prepared by DEWBERRY Printed 2/5/2020 HydroCADO 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 11 Summary for Pond 1 P: Detention Basin Inflow Area = 7.240 ac, 0.00% Impervious, Inflow Depth = 2.26" for 2 event Inflow = 21.98 cfs @ 12.06 hrs Volume= 1.363 of Outflow = 2.62 cfs @ 12.60 hrs, Volume= 0.866 af, Atten= 88%, Lag= 32.5 min Primary = 2.62 cfs @ 12.60 hrs, Volume= 0.866 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 536.63' @ 12.60 hrs Surf.Area= 11,224 sf Storage= 33,592 cf Plug -Flow detention time= 582.3 min calculated for 0.866 of (64% of inflow) Center -of -Mass det. time=475.2 min ( 1,295.9 - 820.7 ) Volume Invert Avail.Storage Storage Description #1 531.50' 64,969 cf Detention Basin (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 531.50 0 0 0 532.00 1,039 260 260 533.00 5,929 3,484 3,744 534.00 6,960 6,445 10,188 535.00 8,058 7,509 17,697 536.00 10,214 9,136 26,833 537.00 11,816 11,015 37,848 538.00 13,532 12,674 50,522 539.00 15,361 14,447 64,969 Device Routing Invert Outlet Devices #1 Primary 527.46' 36.0" Round Culvert L= 85.7' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 527.46' / 526.17' S= 0.0151 T Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #2 Device 1 531.50' 1.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 536.50' 15.7' long Sharp -Crested Rectangular Weir 2 End Contraction(s) �rlmary OutFlow Max=2.55 cfs @ 12.60 hrs HW=536.63' (Free Discharge) FCulvert (Passes 2.55 cfs of 94.26 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.13 cfs @ 10.84 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 2.42 cfs @ 1.18 fps) HydroCAD - UVAF Tennis Facility (Detention Pond) Type 1124-hr 2 Rainfall=3.68" Prepared by DEWBERRY Printed 2/5/2020 HydroCADO 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 12 Pond 1P: Detention Basin Hydrograph r I __I__,__r__r__r_l__ T__ r__r_,__,--r_-rI__ I_ ■InOow I-- �__-_i__i__r__--__ :__i__r__--__ BPnme - r L 1Fleazzr3, ft* _ _ _ _I_ L L ----i- -i --i --r i- i- i _T__r__r_--__T__r__r__I__-__r__r__r __r __r__r__i__ _J _J _L _L_J I _y__r__r_y__y__r__r__I__y__r__r__I__y__y__r __r__I__ _J__L__L_J__J__L__ L__1__ J__1__L_J__J__1 1 _T__r__r_-I__T__r__r__i__-I__r__Ir__I__�__r__r__r__1__ I I I I I I 1 I I I I I I I I I I I 1 I I 1 I 1 1 I 1 I I 1 I I 1 - ------------------- --- --- ------------------- Time (hours) HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 10 Rainfall=5.5 i" Prepared by DEWBERRY Printed 2/5/2020 HydroCADO 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 17 Summary for Pond 1 P: Detention Basin Inflow Area = 7.240 ac, 0.00% Impervious, Inflow Depth = 3.99" for 10 event Inflow = 38.07 cfs @ 12.05 hrs, Volume= 2.409 of Outflow = 29.02 cfs @ 12.14 hrs, Volume= 1.911 af, Atten= 24%, Lag= 5.2 min Primary = 29.02 cfs @ 12.14 hrs, Volume= 1.911 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 537.19' @ 12.14 hrs Surf.Area= 12,134 sf Storage= 40,065 cf Plug -Flow detention time= 309.8 min calculated for 1.911 of (79% of inflow) Center -of -Mass det. time= 227.6 min ( 1,032.1 - 804.5 ) Volume Invert Avail.Storage Storage Description #1 531.50' 64,969 cf Detention Basin (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 531.50 0 0 0 532.00 1,039 260 260 533.00 5,929 3,484 3,744 534.00 6,960 6,445 10,188 535.00 8,058 7,509 17,697 536.00 10,214 9,136 26,833 537.00 11,816 11,015 37,848 538.00 13,532 12,674 50,522 539.00 15,361 14,447 64,969 DeviceRouting Invert Outlet Devices Devices #1 Primary 527.46' 36.0" Round Culvert L= 85.7' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 527.46' / 526.17' S= 0.0151 T Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #2 Device 1 531.50' 1.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 536.50' 15.7' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=28.98 cfs @ 12.14 hrs HW=537.18' (Free Discharge) t1=Culvert (Passes 28.98 cfs of 97.61 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.14 cfs @ 11.42 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 28.84 cfs @ 2.71 fps) HydroCAD - UVAF Tennis Facility (Detention Pond) Type 1124-hr 10 Rainf611=5.56" Prepared by DEWBERRY Printed 2/5/2020 HydroCADO 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 18 Pond 1P: Detention Basin Hydrograph ____ I__ I__I __I __I__ --'--*--*----'-----*---------}--------}--------*------'-- ■Inflow 4 __r_T__r__r yrpr�ry__-__-__r__r__r__i__ ®Pnmary I I I I I I I I I I I I I 'A7_' %1'All; _J _L _L_J _J _L_I _L Y_ I I I I I I I I I I I I I I��I •y I I `Y`I I IO r_T__r __r __� WF T r-49, -----'--' - '- --'--'------'--'------y`�,I , 24, ' i__r__r_ _7__r__r__4__r__r __r_I__r__r--r_ �__7 __ 1, -1r22 -J--J--J--L- -J--L--L-J--J--L--L--'--J--L--L-J--J--J--L--L-J-- LL to16 _ --r- �-- I--r- - �--r--r--I-- �--r--r--r--I--r--r--r--I-- �--r--r--I-- 14, J I I I I I I I I I I I I I I I I I I I I I iG , '---L_ --------------------- HydroCAD - UVAF Tennis Facility (Detention Pond) Type If 24-hr 100 Rainfall=9.13" Prepared by DEWBERRY Printed 2/5/2020 HydroCADO 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 23 Summary for Pond 1 P: Detention Basin Inflow Area = 7.240 ac, 0.00% Impervious, Inflow Depth = 7.43" for 100 event Inflow = 68.58 cfs @ 12.05 hrs, Volume= 4.483 of Outflow = 64.62 cfs @ 12.09 hrs, Volume= 3.984 af, Atten= 6%, Lag= 2.4 min Primary = 64.62 cfs @ 12.09 hrs, Volume= 3.984 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 537.68' @ 12.09 hrs Surf.Area= 12,975 sf Storage= 46,222 cf Plug -Flow detention time=180.3 min calculated for 3.984 of (89% of inflow) Center -of -Mass det. time= 125.1 min ( 912.4 - 787.3 ) Volume Invert Avail.Storage Storage Description #1 531.50' 64,969 cf Detention Basin (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 531.50 0 0 0 532.00 1,039 260 260 533.00 5,929 3,484 3,744 534.00 6,960 6,445 10,188 535.00 8,058 7,509 17,697 536.00 10,214 9,136 26,833 537.00 11,816 11,015 37,848 538.00 13,532 12,674 50,522 539.00 15,361 14,447 64,969 Device Routing Invert Outlet Devices #1 Primary 527.46' 36.0" Round Culvert L= 85.7' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 527.46' / 526.17' S= 0.0151 T Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #2 Device 1 531.50' 1.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 536.50' 15.7' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=64.58 cfs @ 12.09 hrs HW=537.68' (Free Discharge) t culvert (Passes 64.58 cfs of 100.48 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.15 cfs @ 11.90 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 64.44 cfs @ 3.55 fps) HydroCAD - UVAF Tennis Facility (Detention Pond) Type 1124-hr 100 Rainfall=9.13" Prepared by DEWBERRY Printed 2/5/2020 HydroCADO 10.00-24 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 24 Pond 1P: Detention Basin Hydrograph i i . I I g Inflow 7 * cx.e I__t I__"I_ _ * _II_ __`_ i.. ❑Pnmary 7 � , I I I I I R-0* F-I4- L-C�7r/}/\Ir __1__L__L_J__J__L __L_J _ `-I/-iT"-4-- 1��j�"I I I I I I I I I I I , , I I _L _I I I I I I I I I I I I I I I I I I I I I I ' --r-,--,--r- --,--r--r-,--,--r--r--r-,--r--r--r-,--,--r-r--r- 411 , ' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 35 , I I I I 1I I I I I I I I I I I I I I I I- LL , I I I I I I I I I I I I I I I I I I I I I -I -y -} -r -♦ -r -r-y -y -T -r -I -y -r -r -1 -y -} -r -r -I 30 25 , I _L I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 20 1 , ' --r-,--r-r Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com O LO Q O �J1R/\ V O z z r- ::) Y O Er 0 3: LL Q Q Q EL z z z 0 zoo �> -zcn a- W Q C W > X ; O Ir L.L Ov J W O � LLLL z VJ ^ VJ CLCU G Irz > z w z Q SEAL f�] TF► ct p U MARIA N. MINNICK Lic No.0402061632 KEY PLAN SCALE REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE DETENTION POND CALCULATIONS DEI PROJECT NO: 50100451 SHEET NO. C6m09 j 0 Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.00m z O O cr) to C V C z z r° ::) Y OQ 0 LL Q QELz zz zoo > — Q zcn <Q n a- L LU LU > X j g LL Ov J w 0 H z w U)U w z o >z w LU z Q SEAL �o��E(�LTy OpGr x U MARIA N. MINNICK Lic No. 0402061632 AL KEY PLAN SCALE REVISIONS 5/07/21 ACO REVISION 3 4/22/20 ACO REVISION 2 2/07/20 ACO REVISION 1 11/04/19 ACO MINOR AMENDMENT No. DATE BY Description DRAWN BY ACO APPROVED BY CHECKED BY TITLE DETENTION POND CALCULATIONS DEI PROJECT NO: 50100451 SHEET NO. C6m10 AN Dewberr Y Dewberry Engineers Inc. -: \ \ / \ \ 4805 Lake Brook Drive, Suite 200 Glen Allen, Fax: 804.290.7928 www.dewberry.com BOAR'S HEAD SPORTS C�< \ \\ \ Z rn //- 9°/R j \ \\ \\ \ \ \ \ z \ \ Q J o NO,\\ \\ \ p 0 I /i / \�\ \\ \ \\ \\ \\\ \ \ \ \ I z z CID r ARTHUR SQUASH CEN 5610 130 \\\ \ \ �� \\•'., \ _/ \ I I III 1. / \\ \ \ \\ \ I O �� /ri r/,®� \�\ \ �\ \ ► III I //i ��^ \\\� \ \ \\ \\\\ \ \ �\ \ \ \ ,L Q Q_ S P S \ \ \ \ \ I 1 I I I I \ / / / \ \ \\\ \\ \ \\ \ \ ` n —� z / u \\ �J \ NDS (� I / / \ \ \ \ \ \ \ \ Q li zLq c� �\\�l EARI� II\ I �// \ \\ \\\\\ \\ \\ \ \\\ \ \ \\ \\ — z En o I I 1 I \ \\\\\\ \ \ \ \\ Q Z \\�\ \ \ Q cn LU 0 Ir LU / •' / \ TS PS \ ` PR. \ \ \ V \ \ \ \ \ \\\\\\ \\ \\ \\\\\\\ \ U C) AP \ \ \:: OP�� z w \J / ��R C ERATLC ADI Cl) Cn L z �RE OT ISRFA \ \\\�\ \ \ \ \ \ \ \\ \ \\ \ Z W %�/ > ` ° co�cLU oO'1s \ \\�� \\\ Z Q rttVPOS L G � \° \ \ STA JG \ \ 575 �` \ \\\ \ \ \ \\ SEAL �EALTy Op F \ E e P s \ \ \ \ f \ MARIAN. MQWCK SCAPE V NDSC7�PE vvvv A vA '. • � - PORTA P \ \ A,CILITY A� ST CTI\xo\ \ \ KEY PLAN v o vov C \\I \v\\ \" \\\\\ I v / \ 4 C \/\ + o I \ \ \ \X t � O F44v000 vov vo \ \TENNIS SUPPORT 0 111 mclurc \ \ FA vv.v v v avv ovbvo vv \ \�\\ \ \\ \ I BYO Efd v ovv vvvvvvov oo v \ \ �` / \\ '°•t\o ( / LAI� DCQP E \ \I 11 I \ \ \^� v°v° o°v"v"v v° ° °v v° °v° °v v°v \\ / vvvv vvvv vvvvv \ \\ caxc® 1 SCALE vvv � 00 Ovv00 v Ovv O \ 1 P P �n CDM \ \ \\ LA SCA .]5b �. / °OV RI J \\\\ \ 555 I\ \ 1 v vv v° vv Y \\ vvv vvvvvvv °v vvv \ 1 D 40 SU S EE$ II `\ < 1�8•\\\\ �\ � •� � o v4O° ° "„.. j �`^•sw ,...:; '.' -.�;. ,,"._•^.�`., T .r„� am,_•.. �,.^�• I , vvpby°O vovovv vvv ° vv ov \\ eovo° °vvoovvovvvvovvovvvov°vvvovvvvvo0 vo N TI HORIZONTAL SCA LE — 0 f vvv v vvoov vo vv o vo vvvvvvv ov vov CO / I LOW PoINT p� O "-� / � \vQvv vvvvov I / \ \ \ ,5�\y \/ �\ \�l �\\ v\\\vE\RUrtN r\\a\L \�N�P\E\ \��525J\// �'�/J j/��/ \ w yI�\\ ` \\ \\ .-'. .•, >'S / • � IP �• '�_ \ATIO \ � mum/ �/ �\ / --�� Ivwvvov�vovov v vv \vvvvovo\v v vvoovvvv vvvvvvv vvvvvvovvovvvvvvovvvv vvvvoovv vv vvov •o �iGv\ \ \v \vvvvvvvvv vv vvvvvvvvvvvvvvvgpvvvp1avGvJvvvva7bvvotttv1LLLvveo6pvv�v9�vvQvovovvoovvvvvoowvoo\\ voovv o PI91 vvvv v°o v vvvovvvvvov v vvvvv �avvovvovvvvovvvvoovvvvv v oQ \ %9\ REVISIONSNG v J vvoov vv o v vvoov vvv vv vv vv v vvvvvvvv vv v \\��, i vvvvvvv v v v v vvoov vv vv ov vv vvoov vvvv vvvv v \ \\\ \�\ � \ - s� XNDSGAPE /\ � vvoovv ovv o v vvvv vv vvv ov ovv vvvvvvvvvvvv vo \ /vvvvvvvvvv ovv vv v vvvv ovv v v v v v vovvoovvo v vv \ �� —� �- ' �� -dwvvvvv vv \ v vvoovv ov vo LC vv ov vvvv vvvv vvv vv \ vvv�av°vvv oo vv vvv vvvv vv°° v v av oo vo°vvv°vvv vv ov \ IP \ �� / —\ �' �vvvvo vvvvov v \ o v vvvggqvvv ov vo \ v ov vovvv vvv o vv \ \�N \\ \\ / / �� \ vvvvvvv vvoovv vv \\\ vv vv vvvgvvvvv vv \ vv v vovvoovvo ovv vv .v vvvv vovvv v v o v vov vov vvv vv vv vv vvvv vvoovv vvv \ flENSE THE :vovvv vovvv ov o0 00 \\\ ov ov ov vovvv vo \\ 0 0 vvvvov v ov vo B 1 \`\ \ \\ I�I 1® N \ P \ vvvv va°vvda°vovvv vv° v v vvavv vvvv v°vvvv° v °vvv \ v vvv vvvv vvvv vvv \ \/141 / \—vvvvvvvv vv / J \ I\ I/ d D ` / a-v 1 vovvv vvoov vo v \\ vd�ccvv cvv cv O� vv cvvv\vvvv \\\ \\ // vvv I ov ovv�o vvvvov ov \\\ \vvv v vvapovvoo vov ��i WW\� o v ovvo\vvvv � vvv 1\ v vv vvvo`vv\vRvvv v vv v ov vvV vvvv v vv �/�/A([ v vvvvb vvvv v°Ob�vv°Ovv \ GPSf501 \\\\ ��// —_ \ \ •'\ \ ° oO° vo vv vvvvvvv°vvoov v \vv ° °v v°v gvvv°vvv \ �i vv v vvoovv vvvv ovv o vvv vovvv vv v v v vvv vv o \ vv° vv vv °vyvyvyvvv° vv v ��vvv vv °v vv°v v S vv \ ovv vv vv vv�Q vvvvvvv vv v v v vvvv vovvv v vv \ WM vvvvvvv ovv v vv vvvvva0. �, A S AP D e 4ES \\ vvv°v°vvvv °v°v°vvv °v°vvv°vxfV v vv vvvvvvvvvvvv v v ev v v vvvvvvvv av vv vv 1 VIRGINIA UNIFORM CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL PRACTICES 3.02 CONSTRUCTION ENTRANCE 3.05 SILT FENCE O X X 3.07 INLET PROTECTION IP 3.09 TEMPORARY DIVERSION DIKE � 0 3.14 TEMPORARY SEDIMENT BASIN SB 3.18 OUTLET PROTECTION 3.31 TEMPORARY SEEDING O 3.32 PERMANENT SEEDING 3.35 MULCHING 3.36 SOIL STABILIZATION BLANKETS AND MATTING 3.38 TREE PRESERVATION & ©—TP TP— PROTECTION 3.39 DUST CONTROL MAIN UTO� \ A\\ D SE \ LEGEND PROPOSED LIMITS OF DISTURBANCE — — — — — — — — — — — = INDEX CONTOUR -------------- INTERMEDIATE CONTOUR EXISTING TREELINE EXISTING TREE 620 PROPOSED MAJOR CONTOUR 618 PROPOSED MINOR CONTOUR --- -- — EXISTING PROPERTY LINE PROPOSED ASPHALT PAVEMENT 000000 0 0 0 0 0 o PROPOSED OVERLAY ASPHALT PAVEMENT 000000 PROPOSED CONCRETE PAVEMENT 5/07/21 ACID REVISION 3 4/22/20 ACID REVISION 2 2/07/20 ACID REVISION 1 11/04/19 ACID MINOR AMENDMENT No. DATE BY I Description vvvvovvoovvv ov v ovv v vvvv \ \ vvv vvoov vvvvov o v vv vvv ov v 1\/ \ IABLEvvovvvo/v vvvvv°vv vvv°vvvv vvv0000vv WIT ORMATE\R MEW v 0yvvvvv`vvvvvvvvvvvovavvvvvvvvv v v DRAWN BY ACIDM AG0E1976NGJJNTOW Tp `-'�,(\ 1 vvv vvvvvvvvvvvv vv v v vv v v�9yW�'av ov0vv0ovvv v Nv go vovvvv o v9v v 1 vv o � /\ I z I MNM APPROVED BY vvov voovvvv ov IV CHECKED BY MNMWI ROUN D EDGES FRO vvvvH A DH At)FHALNANCE v vvvvBUILDING vvvvv, ° DENSE TREES TITLEvvoII 4"7VV'--' vv�R POLLUTION //(lI PREVENTION PLAN CLEARING/GRA ING 0 P kBLE WIPSMANAGEMENTASEMGB. 05197 G. O6]J-06E85 a. VARIABLE WIDTH S ORItATER / / / < / Y / \ 1 �C / D $E THEE$ MANAGEMENT FASEMEW D.B. 0517 QWn-0685/`D / r I 1 I I\ � DEI PROJECT NO: 50100451 WSA CZI-I�-I-10A \\ \ // /+ MH RIM=512.0)1 \ \ \ 1 I \ � / SHEET NO. \ \ \ \ \\\\1 I 1 EX. VARIABLE WIDTH T EASEMENT "� / / / / / O \\ \ \ \) 1 I I \ \\ MANAGEMENT EASEMENT \ / 1 / 1 STORY MAINTENANCE / / / / 0 //// l \� / CONC \ \ D.B. 05197 PG. 0677-0685 /) / \ �/°�y� � � BUILDING C\ N. ! 540�' / / // �� DNIX TES\ I / / // C6m1 1 /MH RIM- 32.08