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HomeMy WebLinkAboutSDP201700028 Plan - Submittal (First) Initial Site Plan 2017-05-08DRAWING INDEX GENERAL T1..01 COVER SHEET CIVIL Is APPROVAL ❑ REVISION - CO.01 GENERAL NOTES C0.02 EROSION AND SEDIMENT CONTROL NOTES C0.03 SITE OVERVIEW CO.04 SOILS MAP C1.01 EXISTING SITE CONDITIONS HO DEMOLITION AND E&S CONTROL PHASE I PLAN C3.01 SITE PLAN C3.02 -C3.03 GRADING, DRAINAGE, AND E&S CONTROL PHASE II PLAN C3.04 UTILITY PLAN C4.01 -C4.03 UTILITY PROFILES C5.01EROSION AND SEDIMENT CONTROL DETAILS C5.02-05.05 CONSTRUCTION DETAILS C6.01 SWM NARRATIVE AND CALCULATIONS C6.02 PRE AND POST DEVELOPED DRAINAGE AREA MAPS C6.03 WATER QUALITY NARRATIVE AND CALCULATIONS C6.04 PRE AND POST DEVELOPED LAND COVER MAPS C6.05 RUNOFF REDUCTION & STORM STRUCTURES MAP C6.06 WATER QUANTITY NARRATIVE AND CALCULATIONS C6.07 DRAINAGE WAY CALCULATIONS & NARRATIVE ARCHITECTURAL A2.01 GROUND FLOOR PLAN A2.02 FIRST FLOOR PLAN A2.03 MEZZANINE FLOOR PLAN A2.04 EXTERIOR ELEVATIONS A2.05 OVERALL EXTERIOR ELEVATION LANDSCAPE LL01 LANDSCAPE PLANTING PLAN ELECTRICAL E1.01 ELECTRICAL SITE PLAN PROJECT ZONING DATA ALBEMARLE COUNTY ZONING CLASSIFICATION: C1 -COMMERCIAL PROPOSED BUILDING MAXIMUM HEIGHT: 33'-9 PROPOSED BUILDING MAXIMUM FOOTPRINT: 8,200 SQ FT. 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 CODES VIRGINIA UNIFORM STATEWIDE BUILDING CODE - 2012 DEPARTMENT OF ENVIRONMENTAL QUALITY VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK - 1992 NATIONAL ELECTRICAL CODE - 2011 ADA STANDARDS - 2010 LOCATION MAP UUINIAuIJ OWNER: ENGINEER: University of Virginia Foundation Dewberry Engineers Inc. OWNER'S REPRESENTATIVE: Devin M. Keeler, P.E. Christopher D. Schooley 4805 Lake Brook Drive Suite 200 Real Estate Project Manager Glen Allen, Virginia 23060 One Boars Head Pointe PH. (804) 290-7957 PH. (434) 982-3777 FAX (804) 290-7928 cds7c@eservices.virginia.edu dkeeler@dewberry.com SUBMITTAL SET NUMBER CR PRELIMINARY ❑ CONSTRUCTION PLANNING/ZONING Is APPROVAL ❑ REVISION - - ❑ BIDDING E RECORD DEPARTMENT OF FIRE RESCUE UNIVERSITY OF VIRGINIA FOUNDATION SQUASH FACILITY AT BOAR'S HEAD ADDITION ALBEMARLE COUNTY, VIRGINIA VICINITY MAP SCALE: 1" = 250' \ L A� \i �T n� PS "4D 4o�b IP PROJECT AREA APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING/ZONING ENGINEER INSPECTIONS \/ DEPARTMENT OF FIRE RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORATION HEALTH DEPARTMENT APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING/ZONING ENGINEER INSPECTIONS ARB DEPARTMENT OF FIRE RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORATION HEALTH DEPARTMENT 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECTTITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION CONSULTANTS CIVIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.290.7957 he 804.290.7928 STRUCTURAL DMWP&V 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 MEP LU + SMITH 11508 Allecingie Parkway Richmond VA 23235 ph: 804-423-6444 fx: 804-423.6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 Charlottesville, VA 22902 ph: (703) 682.4965 KEY PIAN SEE '3 FOR ENLARGEMENT SEAL O�,1ygALTH p M Dc i iUISI+. �i 2 DEVVVIIN M. KEELER PO 7A'L REVISIONS NUMBER DATE DESCRIPTION PROJECTNUMBER 1613 BATE May 8, 2017 SHEET TITLE COVER SHEET SHEET NUMBER T1.01 GENERAL NOTES 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 RESPONSIBILITY FOR REVIEWING AND CHECKING ALL SUCH INFORMATION AND DATA, FOR LOCATING ALL UNDERGROUND FACILITIES SHOWN OR 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 TO THE OWNER. CONTRACTOR SHALL CONTACT "MISS UTILITY" OF VIRGINIA AT 1-800-552-7001 72 HOURS PRIOR TO THE START OF CONSTRUCTION. WORK SHALL BE SUBJECT TO INSPECTION BY THE UNIVERSITY OF VIRGINIA FOUNDATION. THE CONTRACTOR WILL BE RESPONSIBLE FOR APPLYING FOR UVA EXCAVATION PERMIT WITHIN TWO HOURS OF NOTIFYING MISS UTILITY, 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 DAMAGED STRUCTURES SHALL BE AT THE CONTRACTOR'S EXPENSE. 3. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONTRACT DOCUMENTS TO THE ENGINEER. 4, THE LOCATION OF ALL EXISTING UTILITIES ACROSS THE LINES OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS, AND WHERE SHOWN ARE ONLY APPROXIMATE. THE CONTRACTOR SHALL LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY PRIOR TO CONSTRUCTION. 5. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CONSTRUCTION DOCUMENTS. 6. EXISTING CONDITIONS MAPPING: A. BOUNDARY AND TOPOGRAPHIC SURVEY PROVIDED BY KIRK HUGHES & ASSOCIATES SURVEY DATED APRIL 2017. B. UVA DID NOT FIELD LOCATE (I.E. PAINT/FLAGS) UTILITIES WITHIN THE SURVEY AREA. UTILITIES SHOWN BASED SOLELY ON UVA GIS DATA PROVIDED TO DEWBERRY, 7. 95% COMPACTION SHALL BE OBTAINED FOR ALL FILL AREAS, INCLUDING UNDER UTILITIES AND APPURTENANCES. COMPACTION SHALL BE ACHIEVED IN ACCORDANCE WITH ASTM -D698, STANDARD PROCTOR DENSITY. 8. ANY ALTERATIONS AND CONNECTIONS TO ANY UTILITY MUST BE COORDINATED THROUGH THE UNIVERSITY FOUNDATION. 9. CONTRACTOR WORK DAYS AND HOURS SHALL BE FROM 8 AM TO 5PM MONDAY THROUGH FRIDAY. ANY DEVIATION FROM THIS SCHEDULE SHALL BE APPROVED BY THE UNIVERSITY FOUNDATION. SHUTDOWNS WILL BE PERFORMED AT NIGHT AND WEEKENDS WITH 10 DAYS WRITTEN NOTICE. CONTRACTOR TO CONFIRM WORK BLACKOUT DAYS WITH OWNER PRIOR TO CONSTRUCTION. 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. 11. ALL LINES EXISTING AND PROPOSED, SHALL NOT HAVE A DEAD-END IN EXCESS OF 5 FEET LENGTH FROM ANY CONNECTION, AND SHALL HAVE A THRUST BLOCK ADJACENT TO THE CAPPED PIPE. IF THERE IS A VALVE IN THE DEAD-END SECTION, IT SHALL BE RODDED TO THE MAIN AND THRUST BLOCKS PUT AT END CAP. 12. ALL WATERLINE, PIPES, TEES, BENDS, VALVES AND FITTINGS SHALL HAVE FLEXIBLE RESTRAINED JOINTS. 13. CONTRACTOR SHALL VERIFY DEPTHS OF ALL UTILITY CROSSINGS PRIOR TO CONSTRUCTION 14. CONTRACTOR SHALL PROVIDE CONSTRUCTION SIGNAGE AND FLAGMEN AS NECESSARY. 15, CONTRACTOR SHALL PROVIDE A PEDESTRIAN AND VEHICULAR MAINTENANCE PLAN TO THE UNIVERSITY FOUNDATION FOR APPROVAL PRIOR TO CONSTRUCTION. 16. ALL CONTRACTOR LAYDOWN AREAS SHALL BE LOCATED WITHIN THE LIMITS OF DISTURBANCE LINE AS SHOWN ON THE SITE PLAN, 17. CONTRACTOR SHALL SECURE ALL OPEN EXCAVATIONS AT THE COMPLETION OF EACH WORK DAY WITH FENCING, BACKFILLING OR OTHER METHOD OF COVERING TO PREVENT VEHICULAR OR PEDESTRIAN ACCESS. 18, THE GENERAL CIVIL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS AND SPECIFICATIONS. SHOULD CONFLICTS EXIST BETWEEN THE DRAWINGS, SPECIFICATIONS, AND GENERAL CIVIL NOTES, THE STRICTEST PROVISION SHALL GOVERN. 19. FIRE ACCESS TO EXISTING BUILDINGS SHALL BE MAINTAINED THROUGHOUT THE PROJECT AND COORDINATED WITH THE LOCAL FIRE DEPARTMENT. 20. FINAL APPROVAL IS SUBJECT TO THE CONDITIONS LISTED IN THE SPECIAL USE PERMIT (SP2015-19 UREF) DATED SEPTEMBER 2, 2015. THE SPECIAL USE PERMIT IS FOR THE EXPANSION OF THE BIRDWOOD GOLF COURSE FACILITIES WITHIN CURRENT GOLF COURSE BOUNDARIES. SEE SP -2015.0019 UVA INDOOR GOLF PRACTICE FACILITY CONDITIONS ON THIS SHEET. AS -BUILT PLANS SHALL BE PROVIDED FOLLOWING CONSTRUCTION. 21. EXISTING WOODED AREAS ON SITE ARE PRIMARILY COMPOSED OF EVERGREEN. 22. FIRE HYDRANT FLOW TESTS WERE PERFORMED BY ALBEMARLE COUNTY SERVICE AUTHORITY AT THE EDNAM LOCATION DATED JUNE 3, 2015. FLOW HYDRANT 12579 PRODUCED A PITOT PRESSURE OF 37 PSI AND A TEST FLOW OF 850 GPM. FLOW HYDRANT 12552 PRODUCED A PITOT PRESSURE OF 38 PSI AND A TEST FLOW OF 861 GPM. 23, CONTRACTOR TO PROVIDE A DETAILED POLLUTION PREVENTION PLAN FOR APPROVAL PRIOR TO CONSTRUCTION. 24. CONTRACTOR MAY ONLY COMPLETE TREE CLEARING ACTIVITIES FROM SEPTEMBER 16TH, 2017 TO APRIL 14TH, 2018, IF THE CONTRACTOR 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. PLANT PROTECTION 1. TREES AND VEGETATION ADJACENT TO THE ACTUAL WORK AREA OR BORROW AREA ARE TO BE PROTECTED WITH TEMPORARY FENCING (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 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. 3. THE PARKING OF VEHICLES AND STORAGE OF ANY CONSTRUCTION EQUIPMENT OR MATERIALS SHALL NOT OCCUR UNDER THE DRIP LINE OF TREES TO BE PROTECTED. GENERAL DEMOLITION NOTES 1. SAW CUT AND REMOVE ALL ASPHALT AND CONCRETE TO LIMITS REQUIRED FOR PROPOSED WORK. 2. REMOVE VEGETATION, GRASS, & ROOTMAT IN AREAS TO RECEIVE NEW ASPHALT AND CONCRETE PAVEMENTS. 3. ALL PRIMARY UTILITIES DISCOVERED DURING DEMOLITION OPERATIONS THAT SERVE OTHER ACTIVITIES, SHALL BE PROPERLY PRESERVED AND PROTECTED. 4, THE CONTRACTOR SHALL IMMEDIATELY REPORT TO THE OWNER ANY UNFORESEEN OR ADVERSE CONDITIONS DISCOVERED DURING DEMOLITION OPERATIONS. 5. CONTRACTOR SHALL PROTECT EXISTING PLANT MATERIAL NOT DESIGNATED FOR REMOVAL OR RELOCATION FROM DAMAGE DURING CONSTRUCTION. 6. CONTRACTOR SHALL KEEP ALL SURROUNDING PUBLIC ROADWAYS AND DRAINAGE SYSTEMS FREE FROM DIRT, MUD, AND CONSTRUCTION DEBRIS AT ALL TIMES. 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. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR OF ANY ITEMS DAMAGED DURING THE CONSTRUCTION. 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. RWSA GENERAL WATER & SANITARY SEWER NOTES 1. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL COMPLY WITH THE LATEST VERSION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY ON JANUARY 15, 1998, EXCEPT AS MODIFIED BELOW OR MODIFIED IN SPECIAL NOTES. 2, RWSA SHALL APPROVE ALL CONSTRUCTION MATERIALS AND METHODS OF CONSTRUCTION. A PRECONSTRUCTION CONFERENCE SHALL BE HELD WITH RWSA PRIOR TO THE START OF ANY WORK, 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552- 7001). 4. RWSA ENGINEER (VICTORIA FORT AT (434) 977-2970 EXT. 205) SHALL BE NOTIFIED THREE BUSINESS DAYS PRIOR TO THE START OF CONSTRUCTION. 5. ALL WORK IS SUBJECT TO INSPECTION BY RWSA STAFF. NO TIE-INS TO THE EXISTING SYSTEM SHALL BE MADE WITHOUT COORDINATION WITH AND THE PRESENCE OF RWSA STAFF. NO WORK SHALL BE CONDUCTED ON RWSA FACILITIES ON WEEKENDS OR HOLIDAYS WITHOUT SPECIAL WRITTEN PERMISSION FROM RWSA. 6. FOR SANITARY SEWER LINE CONSTRUCTION: RWSA MAY REQUIRE BYPASS PUMPING FOR TIE-INS TO THE EXISTING SYSTEM. ALL DOGHOUSE MANHOLES MUST BE PRESSURE -TESTED BEFORE A CONNECTION IS MADE TO THE SYSTEM. 7. THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THE PLANS IS FROM DATA AVAILABLE AT THE TIME OF DESIGN AND IS NOT NECESSARILY COMPLETE OR ACCURATE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE VERIFICATION OF THE LOCATION, SIZE AND DEPTH OF ALL EXISTING UTILITIES, BOTH SURFACE AND SUBSURFACE. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER OF ANY DISCREPANCIES BETWEEN THE PLANS AND FIELD CONDITIONS. THE CONTRACTOR SHALL USE DUE DILIGENCE TO PROTECT ALL UTILITIES AND STRUCTURES FROM DAMAGE AT ALL TIMES, WHETHER SHOWN ON THE PLANS OR NOT. DAMAGE TO ANY EXISTING UTILITIES SHALL BE REPAIRED BY THE CONTRACTOR TO THE ORIGINAL CONDITION AT NO ADDITIONAL COST TO THE OWNER. 8. EROSION AND SEDIMENT CONTROL FACILITIES SHALL NOT BE PERMITTED IN THE RWSA EASEMENT WITHOUT SPECIAL WRITTEN PERMISSION FROM RWSA. NO GRADING SHALL BE PERMITTED IN THE RWSA EASEMENT UNLESS PERMITTED OTHERWISE BY RWSA IN WRITING. 9. NO BLASTING SHALL BE PERMITTED WITHIN 100 FEET OF RWSA FACILITIES WITHOUT WRITTEN PERMISSION AND RWSA APPROVAL OF THE BLASTING PLAN. GROUND MONITORING DURING BLASTING AND A PRE -BLAST SURVEY MAY BE REQUIRED. FOR BLASTING WITHIN 100 FEET OF ANY OPERATIVE RWSA SEWER LINES, BYPASS PUMPING AND/OR PRE- AND POST -CCTV MAY BE REQUIRED. RWSA MAY ALSO REQUIRE CERTIFICATION FROM A LICENSED PROFESSIONAL ENGINEER STATING THAT THE PROPOSED BLASTING WILL NOT DAMAGE ANY RWSA FACILITIES. DAMAGE TO ANY UTILITIES DUE TO BLASTING SHALL BE REPAIRED BY THE CONTRACTOR TO THE ORIGINAL CONDITION AT NO ADDITIONAL COST TO THE OWNER. 10. THE CONTRACTOR SHALL OBSERVE MINIMUM SEPARATION REQUIREMENTS FOR UTILITY CROSSINGS. WHEN A CROSSING IS MADE UNDER AN EXISTING FACILITY, ADEQUATE STRUCTURAL SUPPORT SHALL BE PROVIDED FOR THE EXISTING PIPE. THE AREA OF THE CROSSING SHALL BE BACKFILLED WITH COMPACTED 57 STONE TO THE SPRINGLINE OF THE EXISTING PIPE. 11. NEW WATER MAIN INSTALLATIONS SHALL BE PRESSURE TESTED, CHLORINATED, FLUSHED AND HAVE WATER SAMPLES APPROVED PRIOR TO MAKING ANY PERMANENT CONNECTION TO THE PUBLIC WATER SYSTEM. APPROVED METHODS OF FILLING AND FLUSHING NEW WATER MAINS WILL BE REQUIRED TO PREVENT ANY CONTAMINATION OF THE PUBLIC WATER SYSTEM. 12. ALL EASEMENTS FOR NEW RWSA FACILITIES SHALL BE RECORDED PRIOR TO PLACIMG THE NEW FACILITIES INTO SERVICE. 13. NO PERMANENT STRUCTURAL FACILITIES WILL BE PERMITTED IN THE RWSA EASEMENT. THIS INCLUDES BUILDING OVERHANGS, RETAINING WALLS, FOOTERS FOR ANY STRUCTURE, DRAINAGE STRUCTURES, ETC, 14. TREES ARE NOT PERMITTED IN THE RWSA EASEMENT. ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR EROSION & SEDIMENT CONTROL PLANS 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9, THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:00AM TO 9:00 PM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, IN ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND (IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80 LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH, AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90 LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000 LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180 LBS/ACRES AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80 LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 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 VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DIKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WITHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-2040) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) LEGEND ------ -- --- - - �-!`_%r------ ------- - EXISTING UNDERGROUND ELECTRICAL LINE -- -- - - 0 1E --- EXISTING OVERHEAD ELECTRICAL LINE - ---- --- ----- G ----- EXISTING GAS LINE ------- - - - -- -- ----- EXISTING SANITARY LINE --- --- ----- - - -- J! � ` `' - -- EXISTING STORM LINE ---- -- ---- U "T ----- EXISTING TELEPHONE -- - --- --- - ------ T -- EXISTING OVERHEAD TELEPHONE {gyp EXISTING TREELIKE ----- - - - - - b EXISTING WATERLINE - - - - - 6 -18 EXISTING CONTOUR Q EXISTING POWER POLE TS 3.32 PERMANENT SEEDING EXISTING ELECTRICAL GENERATOR 3.35 EXISTING SITE LIGHT 3.39 DUST CONTROL is EXISTING WATER VALVE ii; EXISTING STORM INLET J (-,) �!\ 1 4 J J EXISTING MANHOLE ` / EXISTING FIRE HYDRANT EXISTING WATER METER ---- - ----------- -=fi-- - -- -- - - - - EXISTING FENCE EXISTING SIGN EXISTING TREE O ) EXISTING SANITARY CLEANOUT I � I EXISTING STEEP SLOPES DOORWAY ACCESS VIRGINIA UNIFORM CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL PRACTICES 3.01 SAFETY FENCE SA 4 3.02 CONSTRUCTION ENTRANCE 3.05 SILT FENCE SF 3.07 INLET PROTECTION 3.09 DIVERSION DIKE {gyp 3.13 SEDIMENT TRAP ST 3.18 OUTLET PROTECTION OP 3.31 TEMPORARY SEEDING TS 3.32 PERMANENT SEEDING I'S 3.35 MULCHING 3.39 DUST CONTROL PROPOSED LIMITS OF DISTURBANCE HARDSCAPE TO BE DEMOLISHED f, .. `. 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 SS PROPOSED SANITARY LINE PROPOSED STORM LINE PROPOSED STORMSEWER STRUCTURE ® PROPOSED SANITARY SEWER STRUCTURE PROPOSED CLEANOUT �- PROPOSED 11.25 BEND PROPOSED 22.5 BEND PROPOSED 45 BEND �i PROPOSED 90 BEND PROPOSED CAP PROPOSED TEE O PROPOSED POST INDICATOR VALVE (PIV) PROPOSED FIRE HYDRANT ASSEMBLY (�4 PROPOSED WATER METER H PROPOSED GATE VALVE • PROPOSED FIRE DEPARTMENT CONNECTION (FDC) PROPOSED LIGHT POLE PROPOSED ASPHALT PAVEMENT PROPOSED CONCRETE PAVEMENT PROPOSED BIORETENTION PROPOSED RETAINING/SEAT WALL CG -6 CG -6 CG -6R ACSA GENERAL WATER AND SEWER CONDITIONS PROPOSED ROAD CENTERLINE PROPOSED CURB & GUTTER PROPOSED CG -6 TRANSITION FROM CG -6 TO CG -6R 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF WORK. 2. 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. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILITY" (1-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3.5 FT. OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATERLINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEAD-END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION CONSULTANTS CIVIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.290.7957 fx: 804.290.7928 STRUCTURAL DMWP&V 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 MEP LU + SMITH 11508 Allecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fx: 804-423-6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 Charlottesville, VA 22902 ph: (703) 682-4965 KEY PLAN ! SEE C0.03 FOR ENLARGEMENT SEAL p,LTIY pPL Gf : T 2 DEVIN M. KEELER � .46506 SSr�IVA1..�G REVISIONS NUMBER DATE DESCRIPTION PROJECT NUMBER 16 13 DATE May 8, 2017 SHEET TITLE GENERAL NOTES SHEET NUMBER 00001 EROSION & SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION THIS PROJECT INCLUDES CONSTRUCTION OF AN EXPANSION OF THE EXISTING SQUASH FACILITY AT BOAR'S HEAD. THIS INCLUDES UTILITY INFRASTRUCTURE, PARKING, AND ACCESS ROADS TO SERVICE THE PROPOSED FACILITY. THE UTILITY INFRASTRUCTURE INCLUDES THE INSTALLATION OF WATER, SANITARY SEWER, AND ELECTRICAL LINES. THE PROJECT AREA IS APPROXIMATELY 1.40 ACRES AND WILL DISTURB APPROXIMATELY 1.40 ACRES. 0.41 ACRES OF IMPERVIOUS AREA IS BEING ADDED. EXISTING SITE CONDITIONS THE EXISTING SITE CONSISTS OF THE PARKING LOT AND ACCESS ROAD NEAR THE BOAR'S HEAD SPORTS COMPLEX AND SQUASH CLUB EXPANSION BUILDING. THE EXISTING SITE ALSO CONSISTS OF TREES AND GRASSY AREAS. SOILS SEE SHEET CO.03 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 SOUTH OF BERWICK ROAD, EAST OF WELLINGTON DRIVE, AND WEST OF GOLF COURSE DRIVE, NO WORK WILL BE DONE ON ADJACENT PROPERTIES. 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 STORM WATER PLANS, SHEETS C6.01 -C6.08. CRITICAL AREAS THERE ARE EXISTING AREAS OF STEEP SLOPES ON SITE, PLEASE REFER TO THE EXISTING SITE CONDITIONS (C1.01) FOR LOCATIONS OF STEEP SLOPES. 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 SAFETY FENCE (VESCH STD. & SPEC. 3.01): A PROTECTIVE BARRIER INSTALLED TO PREVENT ACCESS TO AN EROSION CONTROL MEASURE. SAFETY FENCE PROHIBITS THE UNDESIREABLE USE OF AN EROSION CONTROL MEASURE BY THE PUBLIC. FOR USE IN AREAS POTENTIALY UNSAFE FOR THE PUBLIC. 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 TRAP (VESCH STD. & SPEC. 3.13): A TEMPORARY PONDING AREA FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT WITH A STONE OUTLET. TEMORARY SEDIMENT TRAPS DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS LONG ENOUGH TO ALLOW THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. 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 R'OADBANKS, 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 I 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. 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. 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. 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). THE PROJECT IS MORE THAN 10,000 SF AND WILL REQUIRE EROSION AND SEDIMENT REVIEW APPROVAL 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 OCCURED, 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. SAFETY FENCE SAFETY FENCE SHALL BE CHECKED REGULARLY FOR WEATHER-RELATED OR OTHER DAMAGE. ANY NECESSARY REPAIRS MUST BE MADE IMMEDIATELY. CARE SHOULD BE TAKEN TO SECURE ALL ACCESS POINTS (GATES) AT THE END OF EACH WORK DAY. ALL LOCKING DEVICES MUST BE REPAIRED OR REPLACED AS NECESSARY. 2. 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 WVTH 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. 3. 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. 4. SEEDING THE SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED. 5. STORM DRAIN INLET PROTECTION SEDIMENT DEPOSITS SHALL BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALF THE DESIGN DEPTH OF THE TRAP. 6. TEMPORARY SEDIMENT TRAP A. SEDIMENT SHALL BE REMOVED AND THE TRAP RESTORED TO ITS ORIGINAL D{MENS{ONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE HALF THE DESIGN VOLUME OF THE WET STORAGE. SEDIMENT REMOVAL FROM THE BASIN SHALL BE DEPOSITED IN A SUITABLE AREA AND IN SUCH A MANNER THAT IT WILL NOT ERODE AND CAUSE SEDIMENTATION PROBLEMS. B. FILTER STONE SHALL BE REGULARLY CHECKED TO ENSURE THAT FILTRATION PERFORMANCE IS MAINTAINED. STONE CHOKED WITH SEDIMENT SHALL BE REMOVED AND CLEANED OR REPLACED. C. THE STRUCTURE SHOULD BE CHECKED REGULARLY TO ENSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. THE HEIGHT OF THE STONE OUTLET SHOULD BE CHECKED TO ENSURE THAT ITS CENTER IS AT LEAST 1 FOOT BELOW THE TOP OF THE EMBANKMENT. 7. DIVERSION DIKE THE MEASURE SHALL BE INSPECTED AFTER EVERY STORM AND REPAIRS MADE TO THE DUKE, 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. 8. 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 NECESSERY TO REDUCE DUST EMISSIONS. 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 -11: 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.ospxi. 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 SEDfMENT 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 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 MANNER FF -SI PROPERTY. WIN STREAMS OR OFF-SITE DER AFFECT FLOWING S R THAT DOES NOT ADVERSELY SELY DISCHARGED IN A 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 30 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 WEEPAGE HTTP: WLIS VIRGINIA GOV CGI-BINZLEGP604 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 ALL TEMPORARY EROSION AND SEDIMENT PHASE I CONTROLS. 5. CONTRACTOR TO STABILIZE SITE. 6. CONTRACTOR TO INSTALL EROSION AND SEDIMENT PHASE II CONTROLS. 7, CONTRACTOR TO REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROLS. 8. ALL BIORETENTION AREAS SHALL BE PROTECTED FROM SOIL LADEN RUNOFF. CONTRACTOR SHALL BEGIN CONSTRUCTION OF THE BIORETENTION AREAS ONLY ONCE ALL UPSTREAM AREAS OF THE SITE HAVE BEEN FULLY STABILIZED. BIORETENTION INSTALLATION NOTES: 1, STABILIZE ENTIRE CONTRIBUTING DRAINAGE AREA WITH VEGETATION. BLOCK CURB CUTS AND OTHER INLETS AS NECESSARY. ENSURE NO UTILITIES SHALL INTERFERE WITH THE INSTALLATION. 2. HOLD A PRECONSTRUCTION MEETING WITH THE ENGINEER, OWNER AND CONTRACTOR. ANY CHANGES DURING THIS MEETING SHALL BE DOCUMENTED AS PART OF THE AS -BUILT SUBMISSION OF THE FACILITY. 3. EMPLOY EROSION AND SEDIMENT CONTROLS AS NECESSARY TO DIVERT STORMWATER AWAY FROM THE BIORETENETION FACILITY UNTIL INSTALLATION IS COMPLETE. 4. EXCAVATE PRE-TREATMENT CELLS FIRST, AND SEAL THEM TO TRAP SEDIMENT. 5. WHEN POSSIBLE, UTILIZE EXCAVATORS AND BACKHOES FROM THE SIDES OF THE BIORETENTION AREA TO AVOID COMPACTING OF SUBGRADE AND TO ENSURE APPROPRIATE DESIGN DEPTH AND DIMENSIONS. 6. RIP THE SUBGRADE SOILS 6"-12" TO PROMOTE GREATER INFILTRATION. 7. PLACE A GEOTEXTILE FABRIC ON THE VERTICAL SIDES OF THE BIORETENTION CELL WITH A 6" OVERLAP BETWEEN FABRIC EDGES. PLACE THE BOTTOM STORAGE LAYER. INSTALL THE UNDERDRAIN. PACK THE STONE. ADD CHOKER LAYER ABOVE. 8. APPLY THE BIOFILTER SOIL MEDIA FROM A QUALIFIED VENDOR IN 12" LIFTS TO THE DESIRED ELEVATION OF THE BIORETENTION. ALLOW FOR A FEW DAYS OF SETTLEMENT, THEN ADD ADDITIONAL SOIL MEDIA TO DESIRED ELEVATION. ENSURE SOIL MEDIA IS KEPT AWAY FROM POTENTIAL POLLUTANTS INCLUDING SEDIMENT. 9. PREPARE PLANTING HOLES AND WATER ACCORDINGLY. 10. PLACE THE SURFACE COVER OF THE CELLS PER THE DESIGN. 11, INSTALL THE PLANT MATERIAL AND WATER PER THE LANDSCAPING PLAN. 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. 3. CONTRACTOR SHALL PROTECT BMP FROM ANY DUST OR DEBRIS THROUGHOUT CONSTRUCTION, INCLUDING UNTIL THE OWNER HAS SIGNED OFF ON THE TURNOVER OF THE FACILITY. 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION CONSULTANTS CIVIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.2907957 fx: 804.290.7928 n�nunrunw■ 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 MEP LU + SMITH 11508 Allecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fx: 804-423-6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 Charlottesville, VA 22902 ph: (703) 682-4965 SEAL REVISIONS NUMBER DATE DESCRIPTION 1613CT NUMBER DATE May 8, 2017 SHEET TITLE US NOTES N III SHEET NUMBER T x"I t t 1; \ � q i-_ N I _,' " 7 _, J I / ' � / i, 1\ i :, _ 111 Ir J , -- ' / I / _ �. . !' i . i ! . i u _ _Ir $ / / ( I , ( F / i ,I / t _ _ - �y , ,^ - _ ---- - . 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F _ , _ --g- , .rf , l 1 -- sr West Franklin / - f / / ' -' ` �,' - - - ---- - - --- -- , r_ --X1-------- - -- Richmond, Virginia 23220 - , , _- _ _ ,. / 11� - --- -,. ph $04 344-4405 11 �' i - ' / // / i , / f ( ..--t ,1 / � / / `, _r-� --� r' -- / ;,-�_ , o i 1 11 I'f (' - -- `---'- _ / " -' . - y _ . _ -° x. 804-344-4406 1 , l �' = / - / -_ .�. \ \ l '' , - jI I'll, ,` \ i — I I I I. t 1 1 Imo„ /-- / 1.� Ix PROJECT TITLE - ,-iI 1- -1 . �I i ', i .{'11, -,r ; / % \ t ' :_ \ I ( - ,_ !" 1 - - - ! ``� — � l s I ,' ,, a _- - "- _; !' _ _- — UVA SQUASH FACILITY -------------------- -- ---- ----------- --- ---- --- - ------- _ ,- -- -, A>. , \ / ( „; 3.f =1 ? , _ _ ), - — r. l r 1 I 9 5 I I I A, __ - - ----j----------- AT B OAR' S HEAD i - 1 I y _ ' � �' I , ,I 3ADDITION ------------------------ ----------- -- _ -,r:,' , I ( \\;\ t . -- — i - / /' —1 I - -- - f 't ) _ _ _ _ -_--- — I : ` / / " f / I / / / 1 -, -.,,a I I --- -- '- - \ 7- -''` ` ( )-, = ' , , -- --- -- u I I / / / / 1 1� a f--. 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" 15"C' N4805 l l DEWBERRY DEWBERRY Lake Brook Drive .r ... + Z I 5,A IN=5 5' : ;I' t Ji 18" N \ i<;. (/ + Q X7152 �� Suite 200 Glen Allen, VA 23060 .3 U, ph. $04.290.7957 r / /•/ �' �� o AG �/� ' ,I TMP 59D2-1-15 fx: 804.290.7928 STRUCTURAL I =5'4 • z l ,' /.� �;" �T I I QVC l V.:I 1-531.2 BOARS UNIVERSITY OF VIRGINIA HOST PROPERTIES, INC. HEAD SPORTS CLUB D.B. 2933, PG. 80, 85 (PLAT) DMWP&V 720 Moorefield Park Drive, Suite 301 , ,:..!// //; / �, /r %f i 6 FAV .I�V." o T 311 1 I / �m' j r I D.B. 2056, PG. 87 D.B. 1122, PG. 487 ph: 804 323 0656 fx: 804 272 3916 N<<,/ �� 0 GPIN: 471686904636 MEP Lf ZONING: LU + SMITHCODMERCIALN/ 11508 Allecingie Parkway II / lot Richmond, VA 23235 ph: 804-423-6444 fx: 804-423-6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 /% / /;�\ / �/ ' I I \ FF549.71 H s --STORM STORM — — — — — — — Charlottesville, VA 22902 ph: (703) 6$2-4965 s�/ �� 8' PE + 9 / S� / / ;:. i. �. / INV. IN-537. ' \ �- c1\; / ' \ NV. o�UT 5 E `°� KEY PLAN -P \ McARTHUR SQUASH CENTER / �` \ \ \ \ �'%'r�qF MH 5 610 SEE C0.03 FOR ENLARGEMENT . � \ �'� I ,� \T RIM--55.0' INV. IN=5 7' INV. OU =542:5' SEAL MH-1 SS s RIM 555 30" NYLOPLAST BASTE RIM=567.75' INV. 1N_546. + IqV. IN-546. ELEC. INV. IN=561.6' INV. OUT 561.6' ' x► U MH-1�— 24 HpPE\ — \; RIM=554.62' INV. �T= I I METER 24 \ SIAMESE G \ HYD. 30" NYLOPLAST BASIN RIM=565.24' � - INV. OUT 559.2' i DEVIN M. KEELER ,. . a .46506 • 7 / INC OUT- ''\;' INV. / oo INV. IN=546.1' co = -- OUT=54 \ —� My / S S�C►NAI ,� ^�b°� �� �� �v� n° h h h> ,u, 1 x i 6„ ' �; � ATERLINE�cr� .9� DIP �I s G �6, REVISIONS / `I< ��� 0\ - - s NUMBER GATE DESCRIPTION NV. OUT541 4--'C; ,.'°�/ ` ° �\\.. . 1 ,\ f.\' / aP � I — I// cA J L W Ln 20' A.C.S.A. ESM T. 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OUT=558.5 _�- .,' / D.B. 27 2 G. 3 5 X - SHEET TITLE / 0. 1 55, PG. 71 I / —_ D. 7 0, G. 72 D.B�5yPJ85 (PLA) \ �\ / / 42 6 E 59.80 / \\ _ \ ( / i / / / EXISTING BIRDW00 OLF/�OURSE"/ 544.' 0± A ,RES i I / s / s� \ :,., % ; SITE CONDITIONS \ + i + r/ o_- / ' �, SHEET NUMBER D _j "Y' 4 C A lb SAW' D'DEMO'EXISTING PAV ASPHALT EMENT," 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 -344-4406 fx: 804 0' 20' 40' (C E SCALE: 1 20' Cl P)i,ji REMOVE I-EXISTI PROJECT TITLE VEGETATIQN_�AS NE`CESSARY, REMOVE EXISTING UVA SQUASH FACILITY RETAINING WALL AT BOARS HEAD ADDITION REMOVE EXISTING VEGETATION T E PROTECT EXISTING S E PROTECT EXISTING YARD DROP SLOP`ESI (TYP) INLET STORM STRUCTURE CIVIL DEWBERRY PROTECT EXISTING 18" HDPE 4 805 Lake Brook Drive Suite 200 PROTECT EXISTING 15" PVC Glen Allen, VA 23060 SANITARY SEWER ph: 804.290.7957 X: 04.290,7928 PROTECT EXISTING TRIC f1LINE DMWII 7 F PROTECT EXISTING 20 Moorefield Park Drive, Suite 301 _R _P,R'0,TECT EXISTING" 18" SANITARY STRUCTURE A FVC SANI,T RY U E, f PROTECT EXISTING ph: 804 323 0656 SANITARY LINE fx: 804 272 3916 PROTECT EXISTING T SANITARY STRUCTURE MEP i_-� 4 NO LU + SMITH DEMO EX�ISTI -1- r DEMO EXISTING EXISTING GAS!�ILINE, F-1 11508 Allecingie Parkway SANITARY LINE E _FI VEGETATION Richmond, VA 23235 DEMO EXISTING SANITARY LINE STING ph: 804-423-6444 :PROTECT E X I S,T I N Q DEMO EXISTING VEGETATION —6 CURB AND CUTTER T4 GO -423-6445 fx: 804 REMOVE, PROTECT, PROTECT EXISTING 8" STORE, AND RELOCATE Landscape Design: �4 EXISTING LIGHT POLE DEMO EXISTING WATER AECOM Charlottesville ISTING ��CQN CRETE� DEMO' E VALVES REMOVE, PROTECT, 455 Second Street SE PAVEMENT: STORE AND RELOCATE PROTECT EXISTING DI -7 Suite 100 STORM STRUCTURE GENERATOR. DEMO Charlottesville, .-CONCRETE PAD -4965 ph: (703) 682 --- -- ----- 11 P DE� 'WER LINE M -,-SE R METER AND VALVE EX 1 1 ISTIN 4 ifGUARDRAIL IFDEMO LAI�,IIINU REMOVE, PROTECT, STORE, AND RELOCATE r! SANITARY STRUCT,6RE EXISTING LIGHT POLE L DEMO EXISTING STAIRWELL KEY PLAN I F FTI DEMO EXISTING RETAINING WALL T GRAV�I P RU IIL�l Lxl�), I I'No F L ROAD L II f I I --r j- _�[__F DEMO EXISTING IMO EXISTI [ING WATER LINE E ELECTRIC,, LIN PROTECT EXISTING E CQMMUN UCTBANK I I-- F T ICAfIONS DI F7 SANITARY STRUCTURE WI -T DEMO EXISTING SANITARY 'REMOVE EXISTING < SEE CO.03 FOR ENLARGEMENT VEGETATION 1 7- - LINE AND CLEANOUT �REMOVE PRO I -T 44� SAW CUT, DEMO EXISTING STORE, A,ND __.REL,0CA,1 E CONCRETE SIDEWALK -DEMO EXISTING,, LIGH POLES 'EXISTING RIP PAP SEAL DEMO EXISTING DI -1 0 STORM STRUCTURE OP DEMO EX I -STING- �4" DEMO EXISTING 15" HDPE HQFE STORM --SEWER PROTECT EXISTING 124" ISTORM SEWER DEMO EXISTING, STORM 4P -CULVERT PVC STORM > E ALL )EVIN M. KEELER II T- BIORETENTION SOIL MEDIA STRUCTURE T 4 INCLUDING GRAVEL LAYERS .46506 I--- ---- PROTECT EXISTING STORM 0 qL STRUCTURE DEMO EXISTINGSTORM DEMO EXISTING 6" AND,,' AL E� STRUCTURE 12" PVC�'UNDER� DRAINS S WEP REVISIONS PROTECT EXISTING, COMMUNICATIONS DEMO, RELOCATE EXISTING 1 7 - ----- NUMBER DATE DESCRIPTION -MAN H LE A FH A5SEMBLY' 0 ND DUCTBANK" fr "EXI,STING 6," PROTECT EXISTING- MO Fir DE COMMUNICATI/ONS,, DUCTBAK Vi T�R El I E, LI I LO DEMO� EXISTING RIP,,—RAP DEMO EXISTING EW STORM' --REMOVEI PROTECT FOREBAY LO STRUCTURE STORE', AND Q0 �',:EXISTING TREE--` -DEMO. EXIST ING 15" REW'CATE, 0 LID H.DPE STORM. --SEWER, EXI '�l C'H STIN ICID 4 i r T-1 4 1 IF", ILIE, REMQVE. SIGN _T_F 1!-, , +1 T REMOVE EXISTING VEGETATION 1 +4 1 LO -SAW CUT",,-'--D,EMO EXISTINGi -EXISTING BIORETENTION L! I I IT -F -ASPHALT "PAVEMENT -- C\1 DEMO fH OVERFLOW/ STRUCTURE M REMOVE EXISTI NG 15 H 1 PROJECT NUMBER 1613 DATE PROTECT EXISTING 6" May 8, 2017 WATER LINE DEMO EXISTIN'G' RIPL.�RAP WL EXCA�TE,_AND REMOVE ALL FOREBAY,' SA CUT, DEMO EXISTING CG -6 CURB AND CUTTER SHEET TITLE BIORETENTION SOIL MEDIA - ----- U INCL DING GAVEL L AYE R S HDPE DEMOLITION AND STORM SEWER DEM -0 FXISTING­6"' E&S PHASE I PVG` PROTECT EXISTING LIGHT UNDER DRAI'NS POLE PLAN DEMO EXISTING FENCE SHEET NUMBER C101 OD,6 850 ft (D -4 /1 C,) c A8 f BIORETENTI NST 4' IP � CY) 521, CY) CN NUMBER DATE D R ,T �f0.80II Sl 2 T55 2 TO 56 NUMBER DATE D R ,T �f0.80II Sl VERTICAL SCALE SCALE: 1 " = 4' VERTICAL SCALE SCALE: 1 " = 4' PROPOSED ACSA WATER MAIN EXTENSION 560 560 525 z SAN 1u;: — M' SAN C01 Z10 clJ Z11 X. Z 525 535 N O� w co _ _ w w Ln w Ln o 550 w 11 550 w J c COMPACTED 545 o- CD U FILL o �\ ' e' =..: Q - _— 545 Q0 Co CD z _ �� x �m J .- _ �-x '0x _� x 00 i•. CD + o rn +x o0 � +o 525 ,x SAN M' SAN C01 Z10 clJ Z11 X. Z 525 535 N O� w co _ _ w w Ln w Ln o 550 w 11 550 w J J 12_@ 2 08% 0 o- CD U o �z Q - N � - Co CO� Q0 Co CD z _ �� x �m J .- _ �-x '0x _� x 00 Li CD + o rn +x o0 � +o r + x + -cc) co x + 00�- x +� n oU � 530 N N co r7 U _ j 530 Q _ < l Q v l 520 Q n o < I 520 9+8810+00 10+50 11+00 11+50 12+00 PROPOSED ACSA SANITARY ERE 555 12+50 13+00 555 9+75 10+00 10+50 11+00 11+50 12+00 12+25 13+50 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD IIIADDITION CONSULTANTS CIVIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.290.7957 fx: 804.290.7928 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 MEP LU + SMITH 11508 Allecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fix: 804-423-6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 Charlottesville, VA 22902 ph: (703) 682-4965 4R Lt, 4 P Tr DEVIN M. KEELER Zw 46!D6 0 x+IL +16 t--S_X4 NAS ' _ [REVISIONS NUMBER RATE DESCRIPTION PROJECT NUMBER 1613 DATE May 8, 2017 SHEET TITLE UTILITY PROFILES SHEET NUMBER C4m0l SAN SAN SAN SAN C01 Z10 Z11 X. Z II— 535 N O� co _ _ c"i Ln Ln Ln LO 550 c 11 550 9+75 10+00 10+50 11+00 11+50 12+00 12+25 13+50 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD IIIADDITION CONSULTANTS CIVIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.290.7957 fx: 804.290.7928 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 MEP LU + SMITH 11508 Allecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fix: 804-423-6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 Charlottesville, VA 22902 ph: (703) 682-4965 4R Lt, 4 P Tr DEVIN M. KEELER Zw 46!D6 0 x+IL +16 t--S_X4 NAS ' _ [REVISIONS NUMBER RATE DESCRIPTION PROJECT NUMBER 1613 DATE May 8, 2017 SHEET TITLE UTILITY PROFILES SHEET NUMBER C4m0l o - 535 535 6" PVC 12_@ 2 08% LLJ 6" PVCCNI - _� 39' @ 208 x � 530 m j 530 x o I 0 INTERNAL DROP ! f MANHOLE 525 525 520 co IL 520 L�j J JLLJ- J CO `� J CO `� J J O n o Ord O� O Ln CD _CCD Q Ln � LLn Q ro Q Q Q0 d - -{- > I I + %- n Q0 + Ln >_ '-n CD + >-- Ln o< �Qo 5 o� Qz o Qz o N �Qz o 515 �U z z z �� z z �z z 515 c~cUD 9+75 10+00 10+50 11+00 11+50 12+00 12+25 13+50 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD IIIADDITION CONSULTANTS CIVIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.290.7957 fx: 804.290.7928 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 MEP LU + SMITH 11508 Allecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fix: 804-423-6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 Charlottesville, VA 22902 ph: (703) 682-4965 4R Lt, 4 P Tr DEVIN M. KEELER Zw 46!D6 0 x+IL +16 t--S_X4 NAS ' _ [REVISIONS NUMBER RATE DESCRIPTION PROJECT NUMBER 1613 DATE May 8, 2017 SHEET TITLE UTILITY PROFILES SHEET NUMBER C4m0l STONE CONSTRUCTION ACCESS (VDOT #1 COURSE AGGREGATE) 2% 70' MIN, 3" SM -2A ASPHALT TOP COURSE 2% EXISTING GROUND 6" MIN. 21A AGGREGATE BASE PROFILE VIEW STONE CONSTRUCTION ACCESS (VDOT #1 COURSE AGGREGATE) 70' MIN. rA EXISTING PAVEMENT ASPHALT PAVED WASHRACK o� ov oU o* 2% 2% 2% 12" MIN. * MUST EXTEND FULL WIDTH LA -POSITIVE DRAINAGE TO SEDIMENT OF INGRESS AND EGRESS OPERATION t TRAPPING DEVICE PLAN VIEW 12' MIN. 2% EXISTING PAVEMENT POSITIVE DRAINAGE TO SEDIMENT TRAPPING DEVICE I ILI LI\ ULV I I I SECTION A -A cE 3.02: STONE CONSTRUCTION ENTRANCE N.T.S. TABLE 3.32-D (REVISED JUNE 2003) 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://sudon.cses.vt.edu/html Turf/turf/publications/publiccitions2.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.) N OTE: 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 3.32: PERMANENT SEEDING SPECIFICATIONS Ps FOR PIEDMONT AREA TABLE 3.31-B SOURCE: VA. DSWC (REVISED JUNE 2003) SEED SEED' SPECIES APPLICATION RATES NOTES LAND USE SPECIES APPLICATION PER ACRE MINIMUM CARE LAWN TALL FESCUE' FREE FROM WEEDS AND COARSE 95-01 ANNUAL RYEGRASS (LOLIUM (COMMERCIAL OR PERENNIAL RYEGRASS MULTI-FLORUM) 5% _ RESIDENTIAL) KENTUCKY BLUEGRASS' TOTAL: 175-200 LBS. HIGH -MAINTENANCE TALL FESCUE' TOTAL: 200-250 WET LBS. LAWN FIBER MINIMUM 1,500 WINTER COVER OR DURING HOT, GENERAL SLOPE TALL FESCUE 35 lbs. 128 LBS. (3:1 OR LESS) RED TOP GRASS OR CREEPING RED SLURRY. 2 LBS. EXCAVATED FESCUE 2 CORN OUTLET TOP LENGTHS. AIR DRIED. DO NOT SEASONAL NURSE CROP 4-6 TONS 20 LBS. WET (yd3) DRY (yd3) TOTAL: 150 LBS. LOW MAINTENANCE TALL FESCUE HAND. 128 LBS. SLOPE RED TOP GRASS OR CREEPING LENGTH 2 LBS. (STEEPER THAN 3:1) FESCUE 2 4-6 TONS 185-275 lbs. NITROGEN PER TON. DO NOT USE CHIPS SEASONAL NURSE CROP 338.15 20 LBS. 30 Ft CROWNVETCH 3 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://sudon.cses.vt.edu/html Turf/turf/publications/publiccitions2.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.) N OTE: 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 3.32: PERMANENT SEEDING SPECIFICATIONS Ps FOR PIEDMONT AREA TABLE 3.31-B SOURCE: VA. DSWC (REVISED JUNE 2003) SEED APPLICATION DATES SPECIES APPLICATION RATES NOTES 50/50 MIX OF ANNUAL RYEGRASS PER 1,000 sq. ft. SEPT. 1 - FEB. 15 (LOLIUM MULTI-FLORUM) & CEREAL 50-100 (Ibs./acre) 12-2 TONS (WINTER) RYE (SECALE CEREALE) FREE FROM WEEDS AND COARSE FEB. 16 - APR. 30 ANNUAL RYEGRASS (LOLIUM 60-100 (Ibs./acre) MATTER. MUST BE ANCHORED. MULTI-FLORUM) FOR WINTER 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 SO. 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.stcte.va.us/sw/e&s.htm#pubs 3.31 :TEMPORARY SEEDING SPECIFICATIONS O QUICK REFERENCE FOR ALL REGIONS MU TABLE 3.35-A * 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 COMPACTED SOIL �D TEMPORARY DIVERSION DIKE N.T.S. FLOW CONSTRUCTION OF A SILT HENCE (WITHOUT WIRE SUPPORT) 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH. P.1 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. SHLLI FLUW INSIALLAIION (PERSPECTIVE VIEW) FLOW POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) sF 3.05: SILT FENCE N.T.S. ORIGINAL GROUND ELEV. 67 CU. YD./ACRE 7/PE OUTLET TO FLAT IREA WITH NO DEFINED HANNEL L a 0 % IIIA IIII d SECTION A -A FILTER CLOTH KEY IN 6"-9' RECOMMENDED FOR ENTIRE PERIMETER 3d a (MIN.) 'IPE OUTLET TO WELL DEFINED CHANNEL SECTA FILTER CLOTH y d 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. oP PIPE OUTLET CONDITIONS N.T.S. 67 CU. CLEANOUT YDD> ACRE 4' (EXCAVATED) MAX. FILTER CLOTH ** COARSE AGGREGATE CROSS SECTION OF OUTLET CLASS I RIPRAP 3'* ORIGINAL GROUND ELEV. CLASS I RIPRAP LENGTH (IN FEET) _ 6 X DRAINAGE AREA (IN AC.) DIVERSION �DII<E 77- J )**COARS RECrATE(, ` EXCAVATED AREA FILTER CLOTH ** COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) SFIIIRA FNTTRA P r.AI ra If ATinNq RATES MULCHES NOTES PER ACRE PER 1,000 sq. ft. 12-2 TONS H- FREE FROM WEEDS AND COARSE STRAW OR (MINIMUM 2 TONS ARE MATTER. MUST BE ANCHORED. HAY FOR WINTER 70-90 Ibs. SPREAD WITH MULCH BLOWER OR TOTAL COVER) VOLUME BY HAND WET WET WET DO NOT USE AS MULCH FOR FIBER MINIMUM 1,500 WINTER COVER OR DURING HOT, MULCH Ibs. 35 lbs. DRY PERIODS.* APPLY AS REQUIRED VOLUME PROVIDED SLURRY. VOLUME EXCAVATED EXCAVATED CUT OR SHREDDED IN 4-6" CORN OUTLET TOP LENGTHS. AIR DRIED. DO NOT STALKS 4-6 TONS 185-275 Ibs. USE IN FINE TURF AREAS. APPLY WET (yd3) DRY (yd3) REQUIRED WITH MULCH BLOWER OR BY DRY PROVIDED DEPTH HAND. WIDTH BERM HEIGHT FREE OF COARSE MATTER. LENGTH HEIGHT (ft') WEI AIR-DRIED. TREAT WITH 12 Ibs. WOOD 4-6 TONS 185-275 lbs. NITROGEN PER TON. DO NOT USE CHIPS 168.15 338.15 IN FINE TURF AREAS. APPLY WITH 60 Ft 30 Ft 3.00 Ft MULCH BLOWER, CHIP HANDLER, 2.5 Ft Pipe Oulet 2740 OR BY HAND. FREE OF COARSE MATTER. BARK AIR-DRIED. TREAT WITH 12 lbs. 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 COMPACTED SOIL �D TEMPORARY DIVERSION DIKE N.T.S. FLOW CONSTRUCTION OF A SILT HENCE (WITHOUT WIRE SUPPORT) 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH. P.1 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. SHLLI FLUW INSIALLAIION (PERSPECTIVE VIEW) FLOW POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) sF 3.05: SILT FENCE N.T.S. ORIGINAL GROUND ELEV. 67 CU. YD./ACRE 7/PE OUTLET TO FLAT IREA WITH NO DEFINED HANNEL L a 0 % IIIA IIII d SECTION A -A FILTER CLOTH KEY IN 6"-9' RECOMMENDED FOR ENTIRE PERIMETER 3d a (MIN.) 'IPE OUTLET TO WELL DEFINED CHANNEL SECTA FILTER CLOTH y d 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. oP PIPE OUTLET CONDITIONS N.T.S. 67 CU. CLEANOUT YDD> ACRE 4' (EXCAVATED) MAX. FILTER CLOTH ** COARSE AGGREGATE CROSS SECTION OF OUTLET CLASS I RIPRAP 3'* ORIGINAL GROUND ELEV. CLASS I RIPRAP LENGTH (IN FEET) _ 6 X DRAINAGE AREA (IN AC.) DIVERSION �DII<E 77- J )**COARS RECrATE(, ` EXCAVATED AREA FILTER CLOTH ** COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) SFIIIRA FNTTRA P r.AI ra If ATinNq sT 3.13: TEMPORARY SEDIMENT TRAP N.T.S. RUNOFF WATER W/ SEDIMENT GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER 18" MIN. /-GRAVEL (12" MIN. DEPTH) SPECIFIC APPLICATION FILTERED WATER II- \ -WIRE MESH 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: I. CAP NYLOPLAST INLETS UNTIL SITE IS STABILIZED. �P 3.07: INLET PROTECTION N.T.S. II �I r ' 1 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION CONSULTANTS CIVIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.290.7957 fx: 804.290.7928 STRUCTURAL DMWP&V 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 MEP LU + SMITH 11508 Ailecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fx: 804-423-6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 Charlottesville, VA 22902 ph: (703) 682-4965 KEY PLAN 5EE U0.0 FOR ENLARGEMENT SEAL H p�,, L G,, Z ae r '�` DEVIN M. KEELER40 .46506'All '. _NAI, _ REVISIONS NUMBER BATE DESCRIPTION PROJECT NUMBER 1613 DATE May 8, 2017 SHEET TITLE EROSION AND SEDIMENT CONTROL DETAILS SHEET NUMBER 05.01 H- Ho- ARE VOLUME VOLUME TOTAL VOLUME VOLUME TOTAL WET WET WET HEIGHT WEIR W_ BERM ELEV]Ft AREA TO REQUIRED REQUIRED VOLUME PROVIDED PROVIDED VOLUME EXCAVATED EXCAVATED EXCAVATED OF OUTLET TOP L WEIR OUTLET TOP TRAP i TRAP WET (yd3) DRY (yd3) REQUIRED WET DRY PROVIDED DEPTH LENGTH WIDTH BERM HEIGHT WIDTH LENGTH HEIGHT (ft') WEI 1 2.36 ac 159 159 318 170.00 168.15 338.15 3.00 Ft 60 Ft 30 Ft 3.00 Ft 2.00 Ft 2.5 Ft Pipe Oulet 2740 528.00 sT 3.13: TEMPORARY SEDIMENT TRAP N.T.S. RUNOFF WATER W/ SEDIMENT GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER 18" MIN. /-GRAVEL (12" MIN. DEPTH) SPECIFIC APPLICATION FILTERED WATER II- \ -WIRE MESH 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: I. CAP NYLOPLAST INLETS UNTIL SITE IS STABILIZED. �P 3.07: INLET PROTECTION N.T.S. II �I r ' 1 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION CONSULTANTS CIVIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.290.7957 fx: 804.290.7928 STRUCTURAL DMWP&V 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 MEP LU + SMITH 11508 Ailecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fx: 804-423-6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 Charlottesville, VA 22902 ph: (703) 682-4965 KEY PLAN 5EE U0.0 FOR ENLARGEMENT SEAL H p�,, L G,, Z ae r '�` DEVIN M. KEELER40 .46506'All '. _NAI, _ REVISIONS NUMBER BATE DESCRIPTION PROJECT NUMBER 1613 DATE May 8, 2017 SHEET TITLE EROSION AND SEDIMENT CONTROL DETAILS SHEET NUMBER 05.01 + balt :architecturebartzen design and planning 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 5" TOP SOIL IN CONCRETE SIDEWALK AND UNPAVED AREAS BASE COURSE Iil /ii/ Iii-1 T PROJECT TITLE II ° 1 UVA SQUASH FACILITY ETECTABLE \ a IIII a%�� MARKING TAPE AT BOAR'S HEAD IIS zj a ^ ACKEILL (B.F.) ADDITION -III WIDEN TRENCH o z ,I a a\\\ AS NEEDED �\ _ / m = ABOVE PIPE a 4 < a VDOT #9 BEDDING N a CONSULTANTS j a CIVIL "i. DEWBERRY Ill 4805 Lake Brook Drive CONCRETE SHALL INCLUDE AIR ENTRAINMENT, _ -'- - - Suite 200 BROWN SAND, AND SOLOMAN COLORS, INC. D 6" MIN. Glen Allen, VA 23060 5" MIN. THICK CONC. #306 COLORFLO LIQUID COLOR (CANVAS) AT WALK 3500 PSI MIN. A RATE OF 6.4 LBS LIQUID COLOR PER D +2'-o" ph: 804.290.7957 28 DAY STRENGTH CUBIC YARD OF CONCRETE OR APPROVED MAX. fx: 804.290.7928 EQUAL BY UVA. BROWN SAND UNDER UNDERGROUND ELECTRIC STRUCTURAL WWF 6X6-W2.9XW2.9 CONCRETE SHALL HAVE CONSISTENT COLOR DMWP&V W2.9XW2.9 2" BELOW TOP THROUGHOUT PROJECT. MATCH EXISTING DIRECT BURY CONDUIT SURFACE ADJACENT WALKS. 720 Moorefield Park Drive, BEDDING DETAIL VARIESN. T s ph: 804 h 804 323 0656 FINISH GRADE - fx: 804 272 3916 CAT AT,0 PART NUMBERS S MEP 11=III=111 ='. . II (=III=11 --- - -- - ---- -- --- --- PROVIDE 12" #4 BARS - SEE NOTE 2 BELOW LU +SMITH o° o opo 00 o ° o 0 o o ISI o� o0 0 0 00 0 o ;-- - ---- Ij'J AT 12" O.C., DOWELED 1' MIN. 1' MIN. EX. GROUND TYPICAL 11508 Allecingie Parkway 11=III III III III-III-III III= -III-III-IIISI 11N; 6" IN EXISTING H RETSLEEVE Richmond VA 23235 s.r?z GREASE d t" -UNKNOWN ph: 804-423-6444 6" MIN. COMPACTED AGGREGATE BASE, ,Rr,, ,,,.,,.;: FIAT ::>L,.,:. SHALL BE PROVIDED ^ ^ a THICKNESS OF fx: 804 -423-6445 VDOT 21A ON COMPACTED SUBGRADE. IN IN NEW CONCRETE a ASPHALT --- --- PATCH. a as ^ °SIDEWALK Landscape Design: .v_ .L .Ar H 1� i � CONCRETE AECOM Charlottesville N.T.S.,Ir.n^ 6'r ( �_ (THICKNESS UNKNOWN) - 21A SUBBASE (10" 455 Second Street SE 4_ a� ---_ I -_� _ SAW TO NEAT EDGE DEPTH FOR Suite 100 NOTES: J -' I, ,. - , ,, ROADWAYS/6" DEPTH Charlottesville, VA 22902 - T_ r' I _. --___--.--__-._ .=R _;-----------_-_____ PRE-MOLDED FOR PARKING AREAS ph: (703) 682-4965 1. CONTRACTOR TO CONFIRM VEGETATION CHOICE WITH UNIVERSITY i - _-= _� JOINT FILLER AND SERVICE ROADS) OFFICE OF THE ARCHITECT PRIOR TO CONSTRUCTION. -- - ---- 2. SOIL MEDIA HAVE THE FOLLOWING CHARACTERISTICS, PER DEQ i L - GRADED CRUSHED FILTER FABRIC TO SURROUND GUIDELINES: I TRENCH SIDES SHALL BE STONE BACKFILL, SIDES OF GRAVEL DIAPHRAGM -CLAY CONTENT SHALL BE LESS THAN 10% Li: PR11B r-H0 BK SHEETED AS REQ'D TO KEEP - BIORETENTION CELL � o� g� CONCRETE 6"x18" LEVEL AND CLAY (SOIL FINES) CONTENT SHALL BE BETWEEN VDOT# 21A -SILT ; TRENCH WIDTH TO A MIN. PRETREATMENT CELL SPREADER 10% AND 20%L3_:,!: L cL_ 2L 1W 2' GRASS STRIP -SAND CONTENT SHALL BE BETWEEN 80% AND 90% -- - --- ------ z <a COMPACTED VDOT #10 °g �° �g BURIED PIPE KEY PLAN (PLANT WITH SOD) -ORGANIC MATTER 3% - 5% I :IC. ..6: r ti.�, _f.» ,< __... .r I .a -TOPSOIL CONTENT 8% - 12% ----------- ---_----- STONE/ GRAVEL DUST. PEP,< -MULCH: 2 - 3 IN. OF AGED, SHREDDED HARDWOOD BARK MULCH �V __ - -__ ______- ___ CONCRETE PAVEMENT ASPHALT WITH BASE 12" -SOIL pH RANGE: 6.0 TO 7.0 I , y I -- - --- - -- ---- ---- --- --- --- NOTES: FILTER FABRIC TO - 6" PONDING DEPTH - MIXED MEDIA MUST BE PROVIDED BY VENDOR ' 1-O R i t 8 � 1. MINIMUM TRENCH WIDTH SHALL BE THE LARGER OF 2 FT + PIPE O.D. OR 3 FT. EXISTING PAVEMENT, INCLUDING SURROUND SIDES OF PRETREATMENT CELL OQO O O�C� E 10" WIDE FILTER MULCH LAYER -P-INDEX: 5 - 15 mg/kg FOR MEHLICH I, 18 - 40 mg/kg - g/ g g/ g FOR MEHLICH III - ! • L'L 3 8 ,I1JuT _.. _... __._ _._ SUB-BASE, SHALL BE CUT AND REMOVED A MINIMUM OF 1' BEYOND THE PIPE TRENCH WIDTH ON BOTH SIDES AND RECONSTRUCTED AS SHOWN. �� FABRIC STRIP ABOVE j Lbf I E .:.ND . e H _ ✓ PEA GRAVEL AND 36" BIORETENTION SOIL MEDIA -CEC: SHALL BE ABOVE 5 i 2. REPLACE ASPHALT PAVEMENT WITH 3" BM-25.0 + 1.5" SM-9.5A + 10" 21-8 FOR ROADS OR 1 1/2" SM-9.5A PERMEABLE CENTERED ABOVE 3" PEA GRAVEL INFILTRATION RATE: 1-2 IN/HR I - �-E? ::L_ FAF� _,,7 , .�:•:., :ss ALUM, , AL � -A.-' R-S-z '= - - + 6" 21-B FOR PARKING AREAS AND SERVICE ROADS, BUT TOTAL THICKNESS OF ASPHALT OR CONCRETE SHALL SEE CO.03 FOR ENLARGEMENT GEOTEXTILE LINER UNDERDRAIN (1 "-2" v 3. SWALE SHALL BE STABILIZED WITH JUTE MATTING WHILE GRASS NOT BE LESS THAN 1.5 X C. ALONG BOTTOM OF 12" #57 STONE ON EITHER SIDE) v C� c� c� COVER IS ESTABLISHED. I T nT j z L k{fAL; z F - - "" - -" -"-- 3. PROPOSED WATER AND SANITARY SEWER SHALL HAVE A MINIMUM OF 3' OF COVER. PROPOSED DUCTBANK AND SEAL 6" SCH. 40 PVC 4. SWALE MAINTENANCE TO BE PROVIDED BY UNIVERSITY ? _ I'.rv._: F r :_;'m p POWDER JAT ; _>> °; L. R) PRETREATMENT CELL _ _STORM SEWER PIPE SHALL HAVE A MINIMUM OF 2' OF COVER. PROPOSED CHILLED WATER SHALL HAVE A MINIMUM PERFORATED UNDERDRAIN LANDSCAPE DEPARTMENT AND UTILITY SYSTEM DISTRIBUTION I RIPRAP SHALL BE LIGHT FILTER FABRIC TO PIPE (SEE DETAIL) DEPARTMENT..--------- - -- _------------ -- ----------- OF 4' OF COVER. BROWN IN COLOR WITH SURROUND SIDES OF 12" SUMP BELOW UNDER! 5. GEOTEXTILE FABRIC: NON-WOVEN, FLOW RATE > 110 --- --- 4. CONTRACTOR SHALL MATCH EXISTING PAVEMENT TYPE FOR REPAIRS. D ROUNDED EDGES FROM I 5. SUBGRADE SHALL BE COMPACTED TO 100% PER FACILITIES DESIGN GUIDELINES BIORETENTION VARIES DRAIN GAL/MIN/SFI SHENANDOAH ASPHALT 6. CONTRACTOR SHALL COMPLY WITH BIORETENTION CONSTRUCTION t-_ PAVEMENT REPAIR DETAIL =� NOTES ON THE DEQ BIOFILTER CHECKLIST, FOUND IN N.T.S. �►tl #' STORMWATER CALCULATIONS. -° � # 2 DEVIN M. KEELER � BIORETENTION #1 SECTION: LEVEL 2ALL_:',Sslo - --- .46506 '« 1-1/2" SM-9.5A All, N.T.S. 3" BM-25.0 1- v o 0 0 000 0 D� REVISIONS 6" 21 -A AGGREGATE � NUMBER DATE DESCRIPTION NOTES: 1. CONTRACTOR TO CONFIRM VEGETATION CHOICE WITH COMPACTED SUBGRADE TO 95% MAX. UNIVERSITY OFFICE OF THE ARCHITECT PRIOR TO DRY DENSITY STD. PROCTOR PER ASTM CONSTRUCTION. D-698, METHOD D. (12" MIN. BELOW 2. SOIL MEDIA HAVE THE FOLLOWING CHARACTERISTICS, PER *-ALL SIZES REE`REv; �Lt•<TCC7 ARE Nv1+kZli?L*. -� ---- _ ------------ - ------ - _- - ----- -- --- - --- ----- ---- SUBGRADE) STORM PIPE PRETREATMENT CELL BIORETENTION CELL FILTER FABRIC TO SURROUND DEQ GUIDELINES: -CLAY CONTENT SHALL BE LESS THAN 10% -SILT AND CLAY (SOIL FINES) CONTENT SHALL BE .. 0" Mawo ^^*^^-■� 0" •~MW . r �■ WNgftI PARKING AND SERVICE ROAD 2L IW SIDES OF 2' GRASS STRIP BETWEEN 10% AND 20% LIGPI'I'ING P.RODUC I'S, IN(-.. GRAVEL (PLANT WITH SOD) -SAND CONTENT SHALL BE BETWEEN 80% AND 90% 150PF- PF-WIT-,N1Irit(TrON,UG19804-3535 PAVEMENT SECTION DIAPHRAGM -ORGANIC MATTER : 3% - 5% I (3t1�1 ��- �r�c13 r-(:�4r2) 892-9005 I �- - 2-. -TOPSOIL CONTENT 8% - 12% ,"��'rv.1'Iti40'UIICiH'I'IN(�.t=`{Jh3 I N.T.S. -MULCH: 2 - 3 IN. OF AGED, SHREDDED HARDWOOD 12" BARK MULCH FILTER FABRIC TO o - 6 PONDING DEPTH -SOIL pH RANGE: 6.0 TO 7.0 SURROUND SIDES OF 000a000ao� 10" WIDE FILTER-� MULCH LAYER -MIXED MEDIA MUST BE PROVIDED BY VENDOR PROJECT NUMBER PRETREATMENT CELL o o>� FABRIC STRIP ABOVE -P-INDEX: 5 - 15 mg/kg FOR MEHLICH I, 18 - 40 1613 PEA GRAVEL AND 24" BIORETENTION SOIL MEDIA mg/kg FOR MEHLICH III PERMEABLE CENTERED ABOVE v 3" PEA GRAVEL -CEC: SHALL BE ABOVE 5 -INFILTRATION RATE: 1-2 IN HR IN/HR DATE GEOTEXTILE LINER ALONG BOTTOM OF UNDERDRAIN (1"-2" #57 STONE ON EITHER SIDE) o�o�o c� 3. SWALE SHALL BE STABILIZED WITH JUTE MATTING WHILE May 8, 2017 PRETREATMENT CELL 6" SCH. 40 PVC GRASS COVER IS ESTABLISHED. PERFORATED UNDERDRAIN 4. SWALE MAINTENANCE TO BE PROVIDED BY UNIVERSITY SHEET TITLE RIPRAP SHALL BE LIGHT FILTER FABRIC TO PIPE (SEE DETAIL) LANDSCAPE DEPARTMENT AND UTILITY SYSTEM BROWN IN COLOR WITH ROUNDED EDGES FROM SURROUND SIDES OF 12" SUMP BELOW UNDER BIORETENTION f -.- VARIES ►- DRAIN 5. DISTRIBUTION DEPARTMENT. GEOTEXTILE FABRIC: NON-WOVEN, FLOW RATE > 110 CONSTRUCTION SHENANDOAH ASPHALT GAL/MIN/SF DETAILS 6. CONTRACTOR SHALL COMPLY WITH BIORETENTION CONSTRUCTION NOTES ON THE DEC BIOFILTER CHECKLIST, FOUND IN STORMWATER CALCULATIONS. BIORETENTION #2 SECTION: LEVEL 1 SHEET NUMBER N.T.S. 5nO2 PRECAST MANHOI RISER GROUT JOINT GASKET (SEE SPECS) A 0 r-Ar'TnDV Anni IM )TES: JOINTS FOR ALL \NHOLES, YARD INLETS, AND )ECAST STRUCTURES SHALL BE )NSTRUCTED ACCORDING TO ]IS DETAIL. GROUT JOINT FIELD APPLIED BITUMASTIC OVER GROUT MANHOLE JOINT DETAIL N.T.S. NOTES: 1. FRAME AND COVER SHALL BE HEAVY DUTY RATED FOR HS -20 LOADING. 2. COVER SHALL HAVE NON -PENETRATING PICK HOLES. A 25 3/4" ) 0 4" 0 1 1/8 5 24" 5" MINIMUM 4-1 "0 BOLT HOLES TOP SECTION A -A STORM FRAME & COVER N.T.S. APPLY 2 BEADS OF POLYURETHANE ELECTROMETRIC SEALANT/ADHESIVE (SIKAFLEX-11 OR EQUAL) AROUND ENTIRE CIRCUMFERENCE OF RISER RINGS. THERE SHALL BE A MINIMUM OVERLAP OF 2". HEAVY DUTY MODIFIED FRAME & COVER HS -20 RATED WITH 24" CLEAR OPENING STAINLESS STEEL THREADED ROAD AT 4 LOCATIONS. FIELD CUT RODS 1" ABOVE TOP OF NUT. ROUGH EDGES SHALL BE GROUND SMOOTH\ cc NUT, STAINLESS STEEL--' WASHERS, AND NEOPRENE WASH FIELD APPLY BITUMASTIC ON I c I I OUTSIDE OF RISER o RINGS. OVERLAP PRECAST MANHOLE BY 0 6" MINIMUM SEAL JOINT (TYP), SEE SPECS A SE FO 4 TOP OF CONCR BASE UNDER HARDSCAPE CONCRETE SLAE BRASS COVER FINISHED GRADE FINISHED HARDSCAPE-_. (SEE SITE PLAN) IN HARDSCAPE AREAS BE CONCRETE SHALL FLUSH WITH TOP OF CONCRETE SLAB 1/4" NO. 57 STONE SANITARY COVER NOTE: 12" OF ADJUSTING RINGS MAX. iADJUSTING RINGS REO'D WHEN NECESSARY TO MATCH GRADE. MIN. 2 BOLTS REQ'D TO SECURE ADJUSTMENT RINGS TO MH (TO PREVENT HORIZONTAL MOVEMENT). BOLTS TO GO THRU RINGS AND FRAME. DO NOT GROUT FRAME PRECAST RISER RINGS. DO NOT USE BRICKS HIGH STRENGTH EPDXY ANCHOR SYSTEM 2 PRECAST MANHOLE 4 COATED STEPS CAST -IN- PLACE 4,_0,> BEVEL 45' PRECAST REINFORCED------', CONCRETE SECTIONS I WITH "0" RING SEALS 0 A FILLETED INVERT FOR A SMOOTH TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE PROVIDED 4 4 FLEXIBLE BOOT 0 aup 0 01 (�Q_% 00 CONNECTION (TYR) S�c 00 CONCRETE FOOTING 011V 0� 11 I'�-6'96VIrovil�V910(3&(r.01011(ro,-,I MIN. 6" BEDDING DIAMETER= 4'-8"+ (2 x WALL THICKNESS) WITH N0.68 STONE SECTION B -B HALF SECTION A -A PRE -CAST CONCRETE STORM SEWER MANHOLE DETAIL (WITH FRAME AND COVER REMOVED) N.T.S. 4" 9/16" 3 3/4" LETTER SIZE LIMITS OF CONCRETE AT BOTTOM OF BASE IN LANDSCAPE AND ASPHALT AREAS CONCRETE VISIBLE AT SURFACE ;OVER DETAIL FOR DIMENSIONS AND LETTERING IN LANDSCAPE AND ASPHALT AREAS CONCRETE SHALL BE 411 1 FFLUSH WITH FINAL GRADE MIN.13 MAX. 1/4" 10" 8 MIN. SWEEP WYE OR SANITARY WYE & 45- ELL (SEE PLAN FOR SIZE) SERVICE LINE FLOW 2% SLOPE MINIMUM STORM COVER 4" NOTES : 1. MATERIALS SHALL BE AS SPECIFIED IN DOCUMENTS OR AS SHOWN ON PLAN (SEWER SERVICE) ? DEPTH OF SERVICE SHALL BE HELD TO A MINIMUM BUT SHALL PROVIDE FOR CONNECTION TO SERVICE MAIN 3. ALL COVERS SHALL BE HS -20 TRAFFIC RATED 4. CONCRETE SHALL INCLUDE AIR ENTRAINMENT, BROWN SAND, AND SOLOMAN COLORS, INC. #306 COLORFLO LIQUID COLOR (CANVAS) AT A RATE OF 6.4 LBS LIQUID COLOR PER CUBIC YARD OF CONCRETE OR APPROVED EQUAL BY UVA. BROWN SAND UNDER CONCRETE SHALL HAVE CONSISTENT COLOR THROUGHOUT PROJECT, MATCH EXISTING ADJACENT WALKS. 9/16" 2" X 3 3/4" LETTER SIZE CLEAN OUT DETAIL N.T.S. 7 1/2" 2" COVER DETAIL BOTTOM VIEW OF COVER NOTES: 1.) PRECAST CONCRETE SHALL HAVE A MINIMUM STRENGTH OF 4,000 PSI. 2.) ALL JOINTS, LIFT HOLES, INLETS, AND OUTLETS SHALL BE SEALED WITH NON -SHRINK GROUT INSIDE AND OUT. THE EXTERIOR SURFACE OF THE MANHOLE SHALL BE WATERPROOFED USING BITUMASTIC WATERPROOFING. 3.) MINIMUM ELEVATION DIFFERENCE ACROSS THE MANHOLE FROM INLET TO OUTLET SHALL BE 0,1 FEET FOR STRAIGHT RUNS AND 0.25 FEET FOR CHANGES IN DIRECTION. 4.) PRECAST MANHOLE SHALL BE DESIGNED IN ACCORDANCE WITH ASTM C890 FOR HS -20 LOADING AND SHALL CONFORM TO ASTM 478. 5.) COATED STEPS ARE REQUIRED FOR MANHOLE DEPTHS GREATER THAN 4 FEET. 6.) CONTRACTOR SHALL LEAVE TOP OF PRECAST MANHOLE, RISER RINGS, AND FRAME UNEXCAVATED FOR REVIEW BY UVA DURING VACUUM TEST. HALF PLAN VIEW FRAME & COVER (SEE FIG. S-I-D,E) SLOPED AREA STREET SURFACE OR NON -PAVED AREA 1'-0" MAX SHOWING BRANCH TIE-IN N. T. S FIG. S -I -A TD -25 SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% (1 /4" PER FOOT 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. MAIN LINE 2' MIN SALT TREATED FINISHED GROUND 2 x 4 MARKER SEWER SERVICE LATERAL CONNECTION (4) 1 " (25mm) DIA HOLES ON 32 3/4" (834mm) DIA BOLT CIRCLE. 2" (51 mm) LETTERS (RECESSED FLUSH) ill r [25MM] (2) CORED FICKBARS 1 1/8" (29mm) DIA BOSS 27 1/2" DIA 1 1/2"[38mm] [699mm] 7" 26 1/4" DIA [178mm] [667MM] 26" DIA 1 1/2" [660mm] M] VIA 1/4" (6mm) DIA 3 1/8" 24" DIA NEOPRENE GASKET [79mm [606mm] 28 7/16- DIA I 5/8ll L722mmj [1f -mm] 23" DIA ...... j [b84mm] 36" DIA 25" DIA [914mm] 635mm O.D. OF GASKET GROOVE FRAME SECTION SECTION TYPICAL MANHOLE FRAME & COVER N.T.S TD -29 FIG S+D END -SECTION 12" - "A ALTERNATE END -SECTION 12" 60" PIPE -H1113 END ON OUTLET END -SECTIONS SOI OT END ON VLET END -SECTION RUBBER COATED STEEL HU9 END ON OUTLET END,SECTICINS END SMOT END ON INLET END -SECTION _T X - - - - -------- flo rRFTE W BE 4OC"O PSI MINIMUM STEPS CAST IN PLACE I- - - -_ 3'- 1 3'-0" MIN PRECAST REINFORCED PLAN PLAN CONCRETE SECTIONS BAR ON SIEE 1111ffff � FABRIC 7 - 12 MIN OF 77 ��SIEEL FABRIC REINFORCEMENT ------- 0" RING SEALS 4 MAX D SECTION X -X MINIMUM ELEVATION .1-16" t?_ END SECTION DIMENSIONS DIFFERENCE ACROSS M.H. 5" -*w- 4'-0" 5 PIPE DIAMETER A 5 FROM INLET TO OUTLET PIPE €DIAMETER A j B C i) E SHALL BE 0.20 FEET. ?P'O.1 41-01, 2'-0" IZ' 44c 21-011 4,-,- 6*-],* 21.011 CONCRETE-----,-,,-- 2'- 3- 11-91, 2`1" VARIES DEPTH OF FLOW FILLETS .4 CHANNEL TO BE r,'_p 11-1a 3/4 DIAMETER OF 3-7" 2'j" 11_1,� 444 24" IO.. 31-7" 2'-6" 131-31. 17`10 41-01, 2'-1" 6.-11. 4'-6" CONTRIBUTING 10 2" 4'-0" 1'_4" 4'-6" .,_y 1111 SEWER. 2-314" C. 4 A 4 12" A FILLETED INVERT FOR A SMOOTH 36" 100H TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE PROVIDED. MIN. BEDDING NOTE W/ NO. 68 STONE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3, ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. -3" 51-5,1 f 2• -IV" 1 8'4 ` " 76' TYPICAL MANHOLE SECTION SHOWING BRANCH TIE-IN N. T. S FIG. S -I -A TD -25 SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% (1 /4" PER FOOT 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. MAIN LINE 2' MIN SALT TREATED FINISHED GROUND 2 x 4 MARKER SEWER SERVICE LATERAL CONNECTION (4) 1 " (25mm) DIA HOLES ON 32 3/4" (834mm) DIA BOLT CIRCLE. 2" (51 mm) LETTERS (RECESSED FLUSH) ill r [25MM] (2) CORED FICKBARS 1 1/8" (29mm) DIA BOSS 27 1/2" DIA 1 1/2"[38mm] [699mm] 7" 26 1/4" DIA [178mm] [667MM] 26" DIA 1 1/2" [660mm] M] VIA 1/4" (6mm) DIA 3 1/8" 24" DIA NEOPRENE GASKET [79mm [606mm] 28 7/16- DIA I 5/8ll L722mmj [1f -mm] 23" DIA ...... j [b84mm] 36" DIA 25" DIA [914mm] 635mm O.D. OF GASKET GROOVE FRAME SECTION SECTION TYPICAL MANHOLE FRAME & COVER N.T.S TD -29 FIG S+D END -SECTION 12" - 60" PIPE ALTERNATE END -SECTION 12" 60" PIPE -H1113 END ON OUTLET END -SECTIONS SOI OT END ON VLET END -SECTION HU9 END ON OUTLET END,SECTICINS END SMOT END ON INLET END -SECTION _T X - - - - -------- flo rRFTE W BE 4OC"O PSI MINIMUM X X CONCRETE ro BE PSI MINIMUM ---------- I- - - -_ ___L PLAN PLAN PLAN PLAN I DIAMETER BAR ON SIEE 1111ffff � FABRIC 7 - F PIPE I OF 77 ��SIEEL FABRIC REINFORCEMENT ------- 2-d T_ 1 D SECTION X -X END VIEW E END VIEW SECTION X -X END SECTION DIMENSIONS END SECTION DIMENSIONS PIPE DIAMETER A 5 11 D E PIPE €DIAMETER A j B C i) E i2l, 4" ?P'O.1 41-01, 2'-0" IZ' 44c 21-011 4,-,- 6*-],* 21.011 2'- 3- 11-91, 2`1" 151, 2'4' Vi 61-11, 21-15, all 9.1 2'-3" 31_#011 r,'_p 11-1a 3-7" 2'j" 11_1,� 444 24" IO.. 31-7" 2'-6" 131-31. 17`10 41-01, 2'-1" 6.-11. 4'-6" 10 2" 4'-0" 1'_4" 4'-6" .,_y 1111 131, 1­71xy, 2-314" 331, 4`10'/2" 36" 100H 361, 42' 51-311 2'-71"- 12" �8" 7' 54' 21-31, 51-51, 1 2 1-9141 1 31-/1411 71w6l" -3" 51-5,1 f 2• -IV" 1 8'4 ` " 76' -3 1 3 f 24" 5--D" `3" W-3` L_NGIH OF PIPE PAY LME NOTES: PPF LENGTHS $HOWN ON PLANS ARF P EASED OR 'VO -SECTION DESIGN SHOWN ON THE LEFT, IF RHE CONTRACTOR ELECTS TO USE TPr ALTERNATE OFSICN SHOWN ON rCIJLVERT� THE RIG�fT'LFN'OTHS WILL BE REDUCED BY THE DIFFERENCE M DIMENSION "0", SLOPE DETAIL EEREYI FLARED END SECTION '\VOC)7r ROAD NfD BR)DOE STNqDMOS 302 12" - 60" CONCRETE PIPE CULVERTS REVISK-N DATE I �_-,HFET I OF I VIRGINIA, DF-PARTIVENT OF TRANSFORTATION EMB SPRY 0 NO, 68 REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5" IN ANY DIMENSION -INTIAL BACKFILL* (6" LIFTS) THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER -HAUNCHING -BEDDING 6" max 4" min -FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE HALL PIPE) NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED' 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL SEWER PIPE INSTALLATION IN TRENCH 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION CONSULTANTS CIVIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.290.7957 fx: 804.290.7928 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 MEP LU + SMITH 11508 Allecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fx: 804-423-6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 Charlottesville, VA 22902 ph: (703) 682-4965 ti 0 DEVIN M. KEELER 46506 • WAO IL 0 'v IL REVISIONS NUMBER DATE DESCRIPTION PROJECT NUMBER 1613 DATE May 8, 2017 SHEET TITLE CONSTRUCTION DETAILS NTS SHEET NUMBER TD -31 TD -32 05.03 DRILL 3" DIA, BY 5" DEEP 1" COMPRESSION x 3/4" MALE PIPE COUPLING HOLE INTO CONCRETE OR APPROVED EQUAL AND SET HANDRAIL POSTS ° 4 'a 4.. ' ., a' <a . , d IN HIGH STRENGTH EPDXY ' DOWELING SYSTEM (TYP.) RAILING (SEE DETAIL 1) a O 0 SOFT COPPER CHEEK WALL FOR USE ON ATTACHED SINGLE FAMILY OR DUAL RESIDENTIAL a 9 RESIDENTIAL SERVICES AND IRRIGATION SERVICES. 1"x1"x1" TEE VARIES VALVE BOXSTAIR 4 O ® J STAIR RAILING NOTES: SLAB 1. ALL JOINTS SHALL RECEIVE Q 44" MIN. 414 West Franklin Street _ TO METER BOX (SEE FIG. W -6A (SEE DETAIL 1 FOR �a • CONTINUOUS WELDS AND Richmond, Virginia 23220 LO THRU W -7E). -•-I THICKNESS AND °a ° WELDS SHALL BE ROUNDED �'�'� �, ph: 804-344-4405 0 NOTE: NO SWEATED FITTINGS r 6" MIN. IF-' 17.5" � (22.5" FOR COMPOUND METER) 6" MIN' ° . REINFORCING) ' SMOOTH. ° a • 2 C M . 2. CONTRACTOR SHALL SUBMIT TYP. SHOP DRAWINGS TO ENGINEER fx: 804-344-4406 ' °. A #4 DOWEL AT 12" O.C. FOR REVIEW PRIOR TO DUAL SERVICE °' ° '� °. 4. a ad WITH 90° NOOK AND CLASS • FABRICATION. PROJECT TITLE ; ° _ a a. a� .a a +a" a ° a "B" (6)4 CONT. �IN 3. RAILINGS SHALL BE PRIMED 1" COMPRESSION x 3/4" MALE PIPE COUPLING OR APPROVED EQUAL VARIES 2" COPPER °''°'Q., 60" LAP INTO STAIR SLAB $ AND PAINTED TO BE UVA SQUASH FACILITY SOFT COPPER M.J. FITTING 2" CORP. STOP DETAIL 2 t CHARLESTON GREEN. AT BOARS HEAD WATER MAIN r, 36" 4" DIP 4" PLUG THREADED FOR 14CLOSED #3 TIE AT 12" O.C. ADDITION a° 2" COMPRESSION FITTING a, d 4 FOR USE ON DETACHED SINGLE FAMILY a SEE HANDRAIL SECTION DETAIL RESIDENTIAL SERVICE WHERE AN IRRIGATION RESTRAINED JOINT FITTINGS METER IS NOT PROVIDED. ' (22.5" FOR COMPOUND METER) <_ 18' MIN. A }-�- --17.5"--•-) 1 -� 911, _ ---� 2 CONSULTANTS SINGLE SERVICE d HANDRAIL SHALL BE 1-1 /4" NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE. NOTES: ;° 37" MIN. DIA. SCH. 40 STEEL PIPE CIVIL ' (ACTUAL O.D.=1.625") DEWBERRY CAST IRON LID + GATE VALVE WILL BE 4" UNLESS OTHERWISE SPECIFIED BY THE ACSA. ° 4805 Lake Brook Drive _ FINISHED GRADE 11k-� ;,�„i �,il�l I Illi, ii� l� ;,I�I II= . SERVICE LINE TO CONNECT AT MAIN WITH X"x4" TEE. 12" MIN. WINGNUT LOCKING ASSEMBLY 1'-0" :' TYP Suite 200 10"-15" L + REFER TO FIG. W-3 FOR THRUST BLOCK DETAILS ON TEE. Glen Allen, VA 23060 TREAD LOCKWING �I METER BALL -11 'I Box REFER TO FIG. W-5 FOR THRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE. ' CHEEK WALL BEYOND. LENGTH o EXPOSED SURFACES OF J. ph: 804.290.7957 (INLET & �II II{ OUTLET) - I=) • NO CONCRETE SHOULD BE POURED ON ANY PART OF THE RESTRAINED JOINT, USE PLASTIC SHEETING AS BYPASS I = 1 -0" END OF HANDRAIL 42 CHEEK WALL SHALL RECEIVE fx: 804.290.7928 36" MIN. 171111 COPPERSETTER PROTECTION FOR BOLTS. PIPE TO BE FLAT 1 " RADIUS SMOOTH -RUBBED FINISH. STRUCTURAL 1/8 BEND COUPLING mss° 11 I9 USE 2500 P.S.I. CONCRETE. DMWP&U - NOTES: POST SHALL BE SOLID 720 Moorefield Park Drive, METER 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. 1-1/2" SQ. BAR Suite 301 CORPORATION STOP BRICK AS 2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN-PLACE VAULTS SHALL BE 4". 0 ° „ (4) G RISERS 7/1 G °' ph: 804 323 0656 NECESSARY MINIMUM WALL THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE 8". TVP. fx: 804 272 3916 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED TERM_ INSTALLATION TYPICAL SERVICE LATERAL WATER PROOFING COMPOUND. 1/2" EXPANSION JOIN 16 �° ' ° 0 a� MEP MATERIAL, TYP. a ° a LU + SMITH (5/8 8c 1 " METERS) a 11508 Allecingie Parkway LARGE METER SERVICE LINE TYPICAL METER VAULT (2" Q �o a METER) ' Richmond, VA 23235 NTS 4• °; a #YP NOSE BA o, ph: 804-423-6444 FIG. W-6A S NTS NTS �° Q o TYP. ° ' °° fx: 804-423-6445 FIG FIG. W -7c 0 6„ a ° TD -10 TD -12 TD -16 ° ° ° Landscape Design; O • C, 4" #57 VDOT STONE BASE AECOM Charlottesville SIDEWALK, TYP. EE 0 4 NOTES: CIVIL) • °455 Second Street SE 1.) ANCHORS SHALL BE INSTALLED ON GRAVITY ANCHOR EXTENDS INTO SIDE of DITCH 3" CLEAR #4 AT 12" O.C. Suite 100 SEWERS WITH SLOPES ABOVE 20%. o • Charlottesville, VA 22902 2.) FOR STORM SEWER APPLICATIONS, a CONTRACTOR SHALL UTILIZE BELL AND SPIGOT REINFORCED CONCRETE PIPE. DITCH 12" MIN. LINE - ph: (703) 682-4965 m VARIES PIPE ° DETAIL 1 3000 PSI CONCRETE' ' 1 PLAN SITE STAIR KEY PLAN MANHOLE WALL N.T.S. 48X48 CLASS 5 SPACING SPACING 'SPACING - BOX CULVERT 8" THICK WALL (TYP) @ 0.5% ° SWM -DR Y2 -"X4" 5.78 -f---FLOW ,° a ADHESIVE BOLT, SELF-LOCKING HEX. NUT, P A PIPE FLAT WASHER. 1. COST OF DEBRIS RACK, METAL PLATE, AND DEBRIS SEE C0.03 FOR ENLARGEMENT N /'/14�-23/4" y4" RACK HOLDER TO BE INCLUDED IN THE BID PRICE o ANCHOR N0. 1 AT FIRST JOINT ABOVE %2"x14" 1%� FOR THE SWM DRAINAGE STRUCTURE. I I� 3/4" 2. DEBRIS RACK MAY BE FABRICATED FROM WELDED SEAL GRADE SPACING O/pF MANHOLE. DIA. BOLT If IIf II ��� If' ' HOLE 3/8" DIAMETER STAINLESS STEEL BARS OR 1 /2" THICK HIGH DENSITY POLYETHYLENE. "g,ALTHIOP L► MANHOLE BF00/N 20% TO 35% NOT OVER 36' 35% TO 50% NOT OVER 24' G WALL Y4" 3. DEBRIS RACK TO BE HINGED AS SHOWN OR - WEIR WALL 50% OR GREATER NOT OVER 16' 12" MIN. o z METL CONTRACTOR MAY SUBSTITUTE A COMPARABLE PLATE DESIGN AS APPROVED BY THE ENGINEER. * '� TOP=541.57 S< a OAF R y4>> 4. THE LOCATION OF THE DEBRIS RACK HOLDER' 40 DEVIL M. KEELER ° MAY BE ADJUSTED FOR VARIABLE CONDITIONS.40 HOLDER BOLT IS LOCATED ON THE METAL s m2" PROFILE MIN.7j 1)/4" PLATE PLATE THE 1/2" DIA. BOLT LENGTH IS TO BE ,1 : 10 ✓*, SIDE VIEW OF BOLT WELDED REDUCED 1/4 LG. AND WELDED TO THE PLATE. ON TO METAL PLATE DEBRIS RACK HOLDER AND ALL HARDWARE IS SIDE VIEW FRONT VIEW TO BE GALVANIZED.��r�NA1.'G � PLAN VIEW DETAIL_ FOR DEBRIS RACK HOLDER REVISIONS ANCHOR DETAIL FOR STEEP NUMBER DATE DESCRIPTION SLOPE GRAVITY SEWERS ❑ ❑ ❑❑ ❑ ❑ ❑ 0 N.T.S. z ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 8" THICK SLAB (TYP) FINISHED GRADE 00 co 1:11:11:1111:11:1 El 1:11-11:11:1 El 1111 El El [I ❑ ❑ ❑ ❑ ❑ ❑ ❑ R 1:11:111 FINISHED GRADE TOP VIEW ❑❑❑❑❑❑❑ 24 X2 ORIFICE x o TOP BE WATER ORIFICE 0.50 TOP OF WEIR INV = 539.80 ACCESS QUALITY (SEE HOLDER DETAIL ABOVE) TOP TO BE HINGED TO ALLOW = 541.57 Q ACCESS TO WATER QUALITY ORIFICE (SEE NOTE 3) 2.75' 48x48" CLASS 5 24"x3.7" ORIFICE GROUND LINE Pte. 2.25' BOX CULVERT 4.33 , ., INV - 537.82 - ❑ 1613 -7;7- @ 0.5% sv, STAINLESS STEEL z ❑ ❑ DATE - FLOW z 3/8" DIA. BARS TIM ❑ ❑ ❑ .- ❑ ❑ ❑ ❑ 25/a SQUARE 0 R 3" DIA. HOLES May 8, 2017 _ 5.78 SLOPE GROUT @ 1.00 ❑❑❑❑❑ MAX. (SEE NOTE 2) SHEET TITLE INV. OUT = 537.15 5.50' 1:1 ❑ El El 1:1❑ CONSTRUCTION � I 1'-0" MIN. VDOT SWM -DR DEBRIS RACK \ DETAILS SECTION A SECTION B Ir 1'-OY2" MIN. FRONT VIEW HIGH DENSITY POLYETHYLENE SIDE VIEW DETAIL FOR DEBRIS RACK METAL POST INDICATOR VALVE (FOR WATER QUALITY ORIFICE) SHEET 2 OF 5 SHEET NUMBER N.T.S. SPECIFICATION STORMWATER OUTLET CONTROL WEIR DETAIL - STRUCTURE S13 REFERENCE STORMWATER MANAGEMENT (SWM) DETAILS DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE 302 (FOR SWM DRAINAGE STRUCTURES, SWM RISER PIPES AND SWM DAMS) REV. 3/03 VIRGINIA DEPARTMENT OF TRANSPORTATION 116.05 .0� FINISHED GRADE ELECTRIC METER ASPHALT 1,5 TIMES UNPAVED SURFACE ? PAVED SURFACE ` Is. EXISTING PAVEMENT MIN. 2" WEAR COURSE .urrw r wriucaverrr BfiUMINUS AND 4" BINDER COURSE _ GM mom WAPATCH car mss ► , - " o - - � LOAM AND SEED , AS SPECIFIED `�� PAVEMENT f r ..:. f ADJUSTABLE VALVE BOX W/ COVER AND ROUND BASE BINGHAM & TAYLOR FIG. NO. 4905 'IEC OR APPFt01fE U (2 E); D EQUAL "GAS" TACK AND SEAL TACK AND SEAL _ _ °�, ,� 1 �j,.\ 414 West Franklin Street Richmond, Virginia 23220 ' a — `f -- ' D COVER MARKED .,,, {'804-344-4405 � � �s w y ISTI+SA � � s h 'DEMENT ph elm 40 WK COMMON FILL - ,. x '24' MII+��; �` �` L . „ , ,._ fx: 804-344-4406 a f: ,_G:'`,tit-..-' �b�e x -r y -s - .,i t�'4 a.r k � # 2 24" MIN , } +«+ � i - - - � STONE SUE ASE ....,m....«».-.e...�„�..-.�..�...........-,.e-u.,,�... .__._ _...-�.L...,.»......:_ -_.....»e......,.,.-�.,.._..:...._.,....._ a.....ter...,,......,«......®.,._,_ ROCK FREE SOIL OR VDOT - SEE NOTE 1 FINE AGGREGATE, GIME F• � � ,�.. SEE NOTE ;""" VALVEUVA {e} tx+-1 4 4,°.. « ... PROTECT TITLE SQUASH FACILITY AMMMMAKEORf GAS q�y� �pN��, ���i. i AT BOAR'S HEAD e5�F; L a MIN .BEDDING CMU BRICKADDITION COMPACTED n BELCtW OUTSIDE UNDISTURBED EARTH - DIA OF PIPE --�-� /`� TYP _ VDOT #21A imam TO tauhm," SEE NOTE 4 • ,,, .. ! .�-- �«a�rrn�. ---�: ELECTM ! m.......c W04" — PE and STEEL PIPE GAS MAIN CONSULTANTS CIVIL TMT Opea - v�rr I ,_ BEDDING AND � I a PE , ` INITIAL BACKFILL DEWBERRY aa�an�, . COMPACTED ROC RE SOIL OR VDOT 4 Brook Drive Suite 200 r,eWR �� FINE SEE I� AGGREGATE, GRADE F Glen Allen, VA 23 060 ph: 804.290,7957 fx: 804.290.7928 =rr `.,l I t- ' NOTES: BEDDING and INITIAL BACKFILL STRUCTURAL Y= ROCK FREE SAIL OR DMWP&V 1. MAINTAIN VERTICAL TRENCH WALLS FROM BOTTOM OF TRENCH TO 24" ABOVE VDOT FINE AGGREGATE, GRADE F CROWN OF PIPE, SEE NOTE 5 720 Moorefield Park Drive, WM AIRWAMa � aaa ,fir ra�r'°*°YU °" Z FOR EXCAVATIONS OVER b FT. DEEP, SLOPE TRENCH WALLS AS REQUIRED AND/OR NOTES: Suite 301 PROVIDE OTHER SAFETY MEASURES IN ACCORDANCE WITH OSHA GUIDELINES, NOTE:. 1. PAVEMENT CUTS SHALL BE STRAIGHT AND VERTICAL, ph: 804 323 0656 3r ALL BACKFILL. SHALL BE PLACED IN �6" LIFTS COMPACTED TO 95% MAXIMUM DENSITY 1. IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX INCHES ABOVE FINISHED GRADE. � � 2. REMOVE TEMPORARY PATCH IF PRESENT. EXCAVATE COMPACTED BACKFILL fx: 804 272 3916 PER ASTM D696. 2, BRICK COURSES SHALL BE LOCATED RADIALLY AROUND CIRCUMFERENCE OF VALVE BOX BASE. AS REQUIRED TO INSTALL NEW BITUMINOUS ASPHALT, RE -COMPACT SURFACE MEP v�rts Service raDuiators with lyderrrai reNef must have a vent � � wIE ade�ai�ely provide for �nD ft gas born ft 4. BEDDING MAY BE OMITTED WHERE A FIRM, EVEN TRENCH BOTTOM E?�IST, 3. DEPICTED BURIED VALVE INSTALLATION 1S TYPICr41. FOR ALL BURIED VALVE TYPES. OF BACKFILL. PRIOR TO INSTALLATION OF PATCH. LU +SMITH r�i case In the event of hwall r atorfallure, A om man breather and MW may be used. For outer moons the vent maybe dlreolly meted to a prod vent amp. Ment steal be bug proof an d shal riot peranft rein or wvow toenter the 5. LOCALLY AVAILABLE "ROCK DUST" MAY BE SUBSTITUTED FOR MOOT FINE AGGREGATE 4. NUMBER OF BRICK COURSES REQUIRED IS DEPENDENT ON LINE SIZE AND VALVE TYPE, 3. LOCALLY AVAILABLE "ROCK DUST" MAY BE SUBSTITUTED FOR VDOT FINE AGGREGATE WITH PRIOR APPROVAL CIF PUBLIC UTILITIES -GAS. 11508 Allecin le Parkway g Y vend lines. The *c twp point of rektor or relief valve vents si�alt not be placed under w m, v�ea�llator duras, or any source of WITH PRIOR APPROVAL OF PUBLIC UTILITIES - GAS,. b. LOCALLY AVAILABLE "ROCK DUST" MAY BE SUBSTITUTED FOR VDOT FINE AGGREGATE Richmond, VA 23235 ignition.. The discharge point shall be a minimum of 3 feet hoahmt* or move any point wtrera escaping Des may undue WITH PRIOR APPROVAL. OF PUBLIC" UTILITIES - GAS. ph: 804-423-6444 lents. fix: 804-423-6445 Recommended i'Il1iI11La11'1 Clearances for City of Charlottesville, Virginia DRAWING City of Charlottesville, Virginia Pipe Trench and Bedding �- Typical DRAWING Outside Gas Meter Installations � � �� City of Charlottesville, Virginia Buried Valve i�IStailaflon — Typical DRAWING City of Charlottesville, Virginia Permanent Pavement RepairDRAWING Landscape Design: AECOM Charlottesville Department of Public Works G 1,0 Deprartr nt of Public Works G 1.0 Nolo e Deipar ment of Public Works G 2'0 �iot#rsrelu Department of Public Works i�iat�Sraik �� '.{} 455 Second Street SE to Scale - Suite 100 Charlottesville, VA 22902 ph: (703) 682-4965 �., PLACE 5' GALVANIZED "WITNESS CAPPED ENDS PAINTED BLUE IN "POST WITH REMOTE AREAS GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL r- 2" SCREENED o AS DIRECTED. MARKER LOCATION MAY BE SUBJECT STEEL VENT o[ TO HIGHWAY DEPARTMENT APPROVAL. m T I FINISHED GRADE � 24" IN 24' MIN KEY PLAN �� NOTE: HYDRANT MUST BE 8„ 8„ INITIAL BACKFILL 8,> 6„ * 42" _ I EQUIPPED WITH CHARLOTTES— VILLE THREADS WHICH IS MIN. MIN. MIN, MIN. I � '� THE LOCAL STANDARD. � a - _ Pavemeni t, =r a - - ,, .. , :::::: , 6" BEDDING '�'`''' `' i ADJUSTABLE VALVE LENGTH OF BRANCH VARIES BOX W/ LID 6' MIN 2' TO 10' (270') i'' #68 STONE STABLE SOIL ROCK`, 6" MINz 38" MIN CARRIER PIPE -�- STEEL CASING u 1' 7 CU. FT. 18"-22"VALVE BOX *SCRAPE THE BOTTOM OF THE TRENCH, REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND . SEE C0.03 FOR ENLARGEMENT TYP tt- '- #68 STONE LL - - - - f 42"MIN I o TE " THEN COMPACT THE SOIL OR PROVIDE A 4BEDDING OF #68 STONE. SEAL LTA L_ r TYP TYP 8" x 6" r ". °o FOUNDATION IN POOR SOIL UNDER—CUT CONDITION: — CASING INSULATOR TYP — M.J. GATE o TEE VALVE ° ° ° DEVII+3 M. KEELER ; 3 CL W INSULATOR SPACING f µ _ ( � 1 (PE �Pipe) — — — — — _m - - - - - W�Pi 2500 P.S.I. CONCRETE « ° , BASE AND THRUST : "° r oa.. `�e ° •' BUNDISTURBEDLOCK ISSTABLE INITIAL BACKFILL --\4' ` Ll .46506 i C) SI 9 9 ,"LT END SEAL Pip ,Size lu-` d MODEL S, BY PIPELINE SEAL` AND INSULATOR, INC. 3/4",1"1ti ft. OR APPROVED EQUAL — Slz i d �3" or lessv 5 ft" SOIL. STEEL PILE -r ( RESTRAINED JOINT FITTINGS 4' MI Ml UNSTABLE 8" 8„ 8„ SOI L MIN. MIN. MIN IN. Sj REVISIONS = _ 1 1/4" - 2" 12 ft. C-61 1 9' ft, m WHEN THE SOIL IS DISTURBED OR WHEN -_ 68 STONE T' ft, A HYDRANT IS LOCATED IN A FILL, IN ADDITION =� —_ = TYPICAL EACH 12 �, larger �;::;;..:: # CL .END > 2" -18 i3" or 12 .... : 7`RANULAR FILL AS : ID WATER LINE TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. APPROVED BY ACSA SOIL0 "OR NUMBER DATE DESCRIPTION is 'I I STABLE" R�OCSTABLE' SOIL ROCK NOTE: 1. STEEL CASING TO EXTEND TO BACK OF !CURB, DITCH:, SIDEWALK, ETC, OR A MINIMUM OF S' BEYOND THE 2500 P.S.I. NOTE NOTE G) v EDGE OF PAVEMENT, WHICHEVER IS +GREATER 2. REFERENCE DRAWING GG 3.2 FOR MINIMUM STEEL CASING SIZE AND WALL THICKNESS. CONCRETE a 2'x 2' BEARING AREA. 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. THRUST BLOCK 4 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT �, NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. a. ( INCLUDING DITCHES ) 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND ABOVE THE INITIAL BACKFILL. A 4. THLE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. - a a IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP 4, NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF IN THE TRENCH. REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. PROJECT NUMBER NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. 1613 DUCTILE IRON WATER TYPICAL GATE VALVE TYPICAL FIRE HYDRANT ASSEMBLY DETAIL PIPE INSTALLATION 8c BEDDING DATE NTS N.T.S. May$ 2017 ' FIG. W-5 FIG. W-4 NTS FIG. W- 2 SHEET TITLE TD -9 TD -8 TD -2 CONSTRUCTION DETAILS SHEET NUMBER C5s05 �I � 1� = = M 21:1111 IN= I I I - 1 :4 awl, PROJECT DESCRIPTION THIS PROJECT IS LOCATED AT THE BOAR'S HEAD SPORTS CLUB IN THE COUNTY OF ALBEMARLE, VIRGINIA. THE PROJECT INCLUDES CONSTRUCTION OF A NEW SQUASH FACILITY FOR THE UNIVERSITY OF VIRGINIA. THE SITE IS LOCATED SOUTH OF BERWICK ROAD, EAST OF WELLINGTON DRIVE, AND WEST OF GOLF COURSE DRIVE. THE PROJECT AREA IS APPROXIMATELY 1.40 ACRES AND WILL DISTURB APPROXIMATELY 1.40 ACRES. THIS PROJECT WILL INCREASE THE IMPERVIOUS SURFACE WITHIN THE PROJECT AREA BY 0.41 ACRES. 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 C6.03 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 1.41 LBS/YEAR OF PHOSPHOROUS FOR THIS SITE. THIS WAS ACCOMPLISHED THROUGH THE USE OF TWO BIORETENTION BASINS. THE TWO BASINS ACCOUNTED FOR 0.07 ACRES OF THE SITE, WHILE THE TWO BASINS COMBINED FOR A TREATMENT AREA OF 2.34 ACRES. THESE BMP'S WERE DESIGNED USING VA DEQ DESIGN SPECIFICATION NO. 7 AND NO. 9. DETAILED INFORMATION ON THE FACILITIES CAN BE FOUND IN SHEETS 06.03, C6.04 AND C6.05. 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 PRE AND POST -DEVELOPED RUNOFF FOR THESE EVENTS. IN ORDER TO ACHIEVE ADDITIONAL FLOW LEAVING THE SITE, AN OVERSIZED DETENTION PIPE WITH A WEIR WALL WAS DESIGNED TO ACCOMMODATE THE ADDITIONAL FLOW AND DETAIN IT ONSITE. PRE -DEVELOPMENT (CFS) POST -DEVELOPMENT (CFS) 1 -YEAR STORM 2.88 3.44 2 -YEAR STORM 4.04 4.66 10 -YEAR STORM 7.69 8.54 IN ORDER TO ACHIEVE ADDITIONAL FLOW LEAVING THE SITE, AN OVERSIZED DETENTION PIPE WITH A WEIR WALL WAS DESIGNED TO ACCOMMODATE THE ADDITIONAL FLOW AND DETAIN IT ONSITE. CHECKLISTS: CHECKLISTS FOR THE DESIGN OF THE BMP FACILITIES, AS WELL AS THE MAINTENANCE AND INSPECTION OF THEM, CAN BE FOUND IN SECTION 6 OF THE STORMWATER REPORT. 19. 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 PRE -DETENTION (CFS) POST-DETENT1ON (CFS) 1 -YEAR STORM 3.44 3.07 10 -YEAR STORM 4.66 4.00 100 -YEAR STORM 8.54 7.67 CHECKLISTS: CHECKLISTS FOR THE DESIGN OF THE BMP FACILITIES, AS WELL AS THE MAINTENANCE AND INSPECTION OF THEM, CAN BE FOUND IN SECTION 6 OF THE STORMWATER REPORT. 19. 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 URBAN AREAS CN SOIL TYPE COVER DESCRIPTION AVG. PERCENT IMPERV AREA CN FOR SOIL GROUP: C `T.m_ 2 82.88 A B C D COVER TYPE 03�1. 30.38 URBAN DISTRICTS 1.43 123.1 1 -YR 2 -YR I 10 -YR I CALC 83 1 83 ;4 16 OPEN SPACE: (LAWNS, PARKS, ECT.) OPEN SPACE: (LAWNS, PARKS, ECT.) TOTAL AREA TOTAL PRODUCT COMPOSITE CN 1.43 113.26 1 -YR 2 -YR 10 -YR I CALC 79 1 79 79 1 79 GRASS COVER < 50% GRASS COVER < 50% 68 79 86 89 GRASS COVER 50% TO 75% GRASS COVER 50% TO 75% 49 69 79 84 GRASS COVER >75% GRASS COVER >75% 39 61 74 80 IMPERVIOUS AREAS. IMPERVIOUS AREAS: PAVED PARKING LOTS, ROOFS, DRIVEWAYS, ECT. PAVED PARKING LOTS, ROOFS, DRIVEWAYS, ECT. 98 98 98 98 STREETS AND ROADS: STREETS AND ROADS: PAVED; CURBS AND STORM SEWERS PAVED; CURBS AND STORM SEWERS 98 98 98 98 PAVED; OPEN DITCHES PAVED; OPEN DITCHES 83 89 92 93 GRAVEL GRAVEL 76 85 89 91 DIRT DIRT 72 82 87 89 URBAN DISTRICTS: URBAN DISTRICTS: COMMERCIAL AND BUSINESS 85% 89 92 94 95 INDUSTRIAL 72% 81 88 91 93 DRAINAGE AREA A URBAN AREAS CN SOIL TYPE CN SOIL TYPE ACRES PRODUCT OPEN SPACE 74 C `T.m_ 2 82.88 IMPERVIOUS AREAS 98 C 03�1. 30.38 URBAN DISTRICTS 1.43 123.1 1 -YR 2 -YR I 10 -YR I CALC 83 1 83 ;4 16 OPEN SPACE: (LAWNS, PARKS, ECT.) TOTAL AREA TOTAL PRODUCT COMPOSITE CN 1.43 113.26 1 -YR 2 -YR 10 -YR I CALC 79 1 79 79 1 79 SIR 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 CN SOIL TYPE ACRES PRODUCT COVER DESCRIPTION AVG, PERCENT IMPERV AREA CN FOR SOIL GROUP: 018 72 70.56 URBAN DISTRICTS A B C D COVER TYPE TOTAL AREA TOTAL PRODUCT COMPOSITE CN* 1.43 123.1 1 -YR 2 -YR I 10 -YR I CALC 83 1 83 ;4 16 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 DRAINAGE AREA A CN SOIL TYPE ACRES PRODUCT OPEN SPACE :pfd ,"1 0.71 52.54 IMPERVIOUS AREAS 98 C 018 72 70.56 URBAN DISTRICTS *1, 2, 10 Year Values from VRRM TOTAL AREA TOTAL PRODUCT COMPOSITE CN* 1.43 123.1 1 -YR 2 -YR I 10 -YR I CALC 83 1 83 ;4 16 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION CONSULTANTS CIVIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.290.7957 fx: 804.290.7928 STRUCTURAL. BL1 A1C1AVTj 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 MEP LU + SMITH 11508 Allecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fx: 804-423-6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 Charlottesville, VA 22902 ph: (703) 682-4965 SEAL IIIA REVISIONS IIII NUMBER DATE DESCRIPTION PROM 163 CT NUMBER DATE May e, 2017 SHEET TITLE SWM NARRATIVE & CALCULATIONS I11 SHEET NUMBER 1111 0' 40' 80' SCALE: 1 " = 40 POST -DEVELOPED DRAINAGE AREA MAP 0 0' 40' 80' SCALE: 1 " = 40 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION CONSULTANTS CIVIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.290.7957 fx: 804.290.7928 CTRIIPTIIRAI ulvlvvr&v 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 MEP LU + SMITH 11508 Ailecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fx: 804-423-6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 Charlottesville, VA 22902 ph: (703) 682-4965 SEAL r- " O DEVIN M. KEELER 210 . l . �i6506 • 0 �16;� IL �i REVISIONS H NUMBER DATE DESCRIPTION PROJECT NUMBER 1613 DIKE May 8, 2017 SHEET TITLE PRE AND POST DEVELOPED DRAINAGE AREA MAPS IIII SHEET NUMBER IIII C6.02 PRE -DEVELOPED LAND COVER MAP LEGEND GRASS = 1.09 ACRES IMPERVIOUS COVER = 0.31 ACRES i. TOTAL AREA - 1.40 AC 0' 40' 80' offEMIN—M .. SCALE: 1 40 POST -DEVELOPED LAND COVER MAP 77' 4V/ TOTAL AREA - 1.40 AC AS 0' 40' 80' SCALE: -1 40 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOARS HEAD ADDITION CONSULTANTS CIVIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.290,7957 fx: 804.290.7928 STRUCTURAL DMWP&V 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 MEP LU + SMITH 11508 Allecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fx: 804-423-6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 Charlottesville, VA 22902 ph: (703)1682-4965 KEY PLAN SEAL OP DEVIN M. YCEELER .46506 REVISIONS NUMBER DATE DESCRIPTION PROJECT NUMBER 1613 DATE May 8, 2017 SHEET TITLE PRE AND POST DEVELOPED LAND COVER AREA III SHEET NUMBER III C6.04 RUNOFF REDUCTION & DRAINAGE MAP SEDIMENT TRAP TO BIORETENTION BASIN CONVERSION SEQUENCE 1. AFTER CONSTRUCTION ACTIVITIES HAVE BEEN COMPLETE, CONVERT SEDIMENT TRAP TO BIORETENTION POND. 2. CONVERSION SHALL BE PERFORMED AFTER THE SITE IS STABILIZED AND SWM STRUCTURES ARE PROTECTED FROM SEDIMENTS. 3. CONTRACTOR TO DRAIN POND, REMOVE SEDIMENT AS NECESSARY, AND GRADE BASIN TO 57" BELOW GRADE SHOWN IN THESE PLANS. 4. CONTRACTOR TO INSTALL FILTER FABRIC TO SURROUND SIDES OF BIOTRETENTION AREA. 5. CONTRACTOR TO INSTALL 12" LAYER OF #57 STONE WITH DI -1 STORM STRUCTURE AND 15" PIPE (SEE SHEET C3.02). Dewberry Figure 5.3 - Storm Sewer Piping Design PROJECT UVA Squash Facility LOCATION Albemarle County FROM TO POINT POINT (1) (2) AREA DRAIN. RUNOFF COEF. C A INLET TIME RAIN- FALL RUNOFF Q INVERT ELEVATIONS LENGTH SLOPE DIA. CAPA- CITY VELD- CITY FLOW TIME "Min" PIPE SIZE INCRE- ACCUM- ACRES (3) C (4) MENT (5) ULATED (6) MIN. (7) IN./HR. (8) C.F.S. (9) UPPER LOWER (10) (11) FT. (12) FT./FT. (13) INCHES (14) C.F.S. (15) F.P.S. (16) SEC. (17) INCHES (18) S1 S2 0.460 0.824 0,379 0.379 5.00 6.67 2.53 549.35 548.83 52.00 0.010 15 6.46 5.26 9.88 10.55 EX. MH -1 S2 0.840 0.590 0.496 0.496 5.00 6.67 3.31 555.70 552.55 108.60 0.029 15 11.00 8.96 12.11 9.56 S2 S3 0.320 0.610 0.195 1.070 5.16 6.63 7.09 548.73 543.51 161.10 0.032 15 11.63 9.48 17.00 12.46 S3 S4 0.130 0.815 0.106 1.176 5.45 6.55 7.71 543.41 530.37 63.80 0.204 15 29.20 23.80 2.68 9.10 S4 S5 0.000 0.900 0.000 1.176 5.49 6.54 1 7.69 1 527.49 527.00 24.40 1 0.020 1 15 1 9.15 7.46 3.27 14.05 S8 S9 0.300 0.220 0.066 1.242 5.55 6.53 8.11 522.53 522.00 33.50 0.016 1 15 8.13 6.62 5.06 14.99 S6 S7 0.220 7 0.850 0.187 0.187 5.00 6.67 1.25 545.71 545.50 20.90 0.010 15 6.48 5.28 3.96 8.09 EX. DI -1 S10 0.860 0.864 0.743 0.743 5.00 6.67 4.96 545.76 544.13 81.60 0.020 15 9.13 7.44 10.97 11.93 S10 S11 0.130 0.830 0.108 0.851 5.00 6.67 5.68 544.03 540.74 41.30 0.080 15 18.23 14.86 2.78 9.68 S11 S12 0.050 0.680 0.034 0.885 5.00 6.67 5.90 541.39 540.37 25.40 0.040 15 12.94 10.55 2.41 11.17 S12 S13 0.150 0.690 0.104 1.175 5.00 6.67 7.84 537.40 536.98 85.00 0.005 48 100.97 8.04 10.58 1 18.41 S13 S14 0.000 0.900 0,000 1.175 5.00 6.67 7.84 533.71 522.18 71.70 0.161 15 25.90 21.11 3.40 9.58 S14 S15 0.000 1 0.900 1 0.000 1.175 1 5.00 6.67 7.84 1 522.08 1 522.00 1 15.60 1 0.005 1 24 1 16.20 5.16 3.03 1 18.28 0' 40' 80' SCALE: 1 " = 40 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION CONSULTANTS CIVIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.290.7957 fx: 804.290.7928 CTRI RTIIRRI umvvrocv 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 MEP LU + SMITH 11508 Allecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fx: 804-423-6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 Charlottesville, VA 22902 ph: (703) 682-4965 SEAL o1P 1 DEVIN M. KEELER 46506 J -ONAL REVISIONS NUMBER DATE DESCRIPTION PROJECT NUMBER 1613 DATE May 8, 2017 SHEET TITLE RUNOFF REDUCTION AND STORM STRUCTURE MAPS fiIIII SHEET NUMBER Illlllla C6.05 WATER QUANTITY NARRATIVE WATER QUANTITY CONTROL: IN ORDER TO ACCOMMODATE THE ADDITIONAL FLOW GENERATED BY THE ADDITION OF IMPERVIOUS AREA ON THE SITE, AN OVERSIZED PIPE WITH A WEIR WALL AND TWO ORIFICES WAS DESIGNED TO ACCOMMODATE THE ADDITIONAL FLOW AND DETAIN IT ONSITE. THE 48"08" BOX CULVERT WAS DESIGNED TO BE 85' -FOOT LONG, WITH 2 ORIFICES; ONE 24"x3.7" AT ELEV. 537.82 AND THE SECOND 24"X2" AT ELEVATION 539.80. THROUGH THIS DETENTION, THE FLOW RATES OF WATER LEAVING THE SITE WERE REDUCED TO BE LOWER THAN THE PRE -DEVELOPED FLOW RATES. CHANNEL PROTECTION REQUIREMENTS FOR A MANMADE CONVEYANCE SYSTEM (9VAC25-870-66.1) AND FLOOD PROTECTION REQUIREMENTS WERE MET SINCE THE SITE PEAK FLOW RATE FOR THE 2 -YEAR 24-HOUR STORM AND 10 -YEAR 24-HOUR STORM BOTH DECREASE AS A RESULT OF THE PROPOSED DETENTION PIPE THE CHART BELOW SUMMARIZES THE PRE -DETENTION AND POST -DETENTION FLOW RATES: Pre Drainage Detention Pipe #1 - 1 and 2 YR HydroCAD - UVa Squash Storage Type 11 24 -hr 1 Rainfall=3.04" Prepared by Dewberry Printed 5/4/2017 HydroCAD@ 10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 3S: DA #1 Runoff = 3.44 cfs @ 12.00 hrs, Volume= 0.174 af, Depth= 1.48" 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 1.411 83 1.411 100.00% Pervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 Direct Entry, Subcatchment 3S: DA #1 Hydrograph I I I � i I I I I I I � [7 Runoff .3.4a.-cfs -1 � ' ,Type� II; 24 -hr I - - - - - - -11 Rainfall -x104"- 3 Runoff Area=11.411 at ,. Runoff VQlum'e='0.174 of v Runoff Depth=1;48,•- 2- LL it Tc=8.2 min PW 83 III I I 1- I I I I I I I I I 1 2 4 . 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) HydroCAD - UVa Squash Storage Type 11 24 -hr 1 Rainfall=3.04" Prepared by Dewberry Printed 5/4/2017 HydroCAD@) 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 11 Summary for Pond 4P: Detention Pipe #1 -1 and 2 YR Inflow Area = 1.411 ac, 0.00% Impervious, Inflow Depth = 1.48" for 1 event Inflow - 3.44 cfs @ 12.00 hrs, Volume= 0.174 of Outflow - 3.07 cfs @ 12.04 hrs, Volume= 0.174 af, Atten= 11 %, Lag= 2.3 min Primary - 3.07 cfs @ 12.04 hrs, Volume= 0.174 of Routing by Star -Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 539.04'@ 12.04 hrs Surf.Area= 0.008 ac Storage= 0.008 of Plug -Flow detention time= 0.7 min calculated for 0.174 of (100% of inflow) Center -of -Mass det. time= 0.7 min ( 834.9 - 834.2 ) HydroCAD - UVa Squash Storage Type 11 24 -hr 2 Rainfall=3.68" Prepared by Dewberry Printed 5/4/2017 HydroCADO 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 3S: DA #1 Runoff - 4.66 cfs @ 12.00 hrs, Volume= 0.236 af, Depth= 2.01" 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 1.411 83 1.411 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 Direct Entry, Subcatchment 3S: DA #1 HydroCAD - UVa Squash Storage Type 11 24 -hr 10 Rainfall=5.56" Prepared by Dewberry Printed 5/4/2017 HydroCAD@ 10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 1 S: DA #1 Runoff = 8.54 cfs @ 12.00 hrs, Volume= 0.445 af, Depth= 3.79" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 Rainfall=5.56" Area (ac) CN Description k 1.411 84 1.411 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 Direct Entry, Subcatchment 1S: DA #1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) HydroCAD - UVa Squash Storage Type // 24 -hr 2 Rainfall=3.68" HydroCAD - UVa Squash Storage Type 1124 -hr 10 Rainfall=5.56" Prepared by Dewberry Printed 5/4/2017 Prepared by Dewberry Printed 5/4/2017 HydroCAD@ 10.00-14 s/n 05760 O 2015 HydroCAD Software Solutions LLC Page 19 HydroCADO 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 25 Summary for Pond 4P: Detention Pipe #1 -1 and 2 YR Summary for Pond 1 P: Detention Pipe #1 -10 YR Inflow Area = 1.411 ac, 0.00% Impervious, Inflow Depth = 2.01" for 2 event Inflow = 4.66 cfs @ 12.00 hrs, Volume= 0.236 of Outflow = 4.00 cfs @ 12.04 hrs, Volume= 0.236 af, Atten= 14%, Lag= 2.7 min Primary = 4.00 cfs @ 12.04 hrs, Volume= 0.236 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 539.79'@ 12.04 hrs Surf.Area= 0.008 ac Storage= 0.014 of Plug -Flow detention time= 0.9 min calculated for 0.236 of (100% of inflow) Center -of -Mass det. time= 0.9 min ( 826.3 - 825.4 ) / t n PRE -DETENTION (CFS) POST -DETENTION (CFS) 1 -YEAR STORM 3.44 3.07 10 -YEAR STORM 4.66 4.00 100 -YEAR STORM 8.54 7.67 Pre Drainage Detention Pipe #1 - 1 and 2 YR HydroCAD - UVa Squash Storage Type 11 24 -hr 1 Rainfall=3.04" Prepared by Dewberry Printed 5/4/2017 HydroCAD@ 10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 3S: DA #1 Runoff = 3.44 cfs @ 12.00 hrs, Volume= 0.174 af, Depth= 1.48" 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 1.411 83 1.411 100.00% Pervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 Direct Entry, Subcatchment 3S: DA #1 Hydrograph I I I � i I I I I I I � [7 Runoff .3.4a.-cfs -1 � ' ,Type� II; 24 -hr I - - - - - - -11 Rainfall -x104"- 3 Runoff Area=11.411 at ,. Runoff VQlum'e='0.174 of v Runoff Depth=1;48,•- 2- LL it Tc=8.2 min PW 83 III I I 1- I I I I I I I I I 1 2 4 . 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) HydroCAD - UVa Squash Storage Type 11 24 -hr 1 Rainfall=3.04" Prepared by Dewberry Printed 5/4/2017 HydroCAD@) 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 11 Summary for Pond 4P: Detention Pipe #1 -1 and 2 YR Inflow Area = 1.411 ac, 0.00% Impervious, Inflow Depth = 1.48" for 1 event Inflow - 3.44 cfs @ 12.00 hrs, Volume= 0.174 of Outflow - 3.07 cfs @ 12.04 hrs, Volume= 0.174 af, Atten= 11 %, Lag= 2.3 min Primary - 3.07 cfs @ 12.04 hrs, Volume= 0.174 of Routing by Star -Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 539.04'@ 12.04 hrs Surf.Area= 0.008 ac Storage= 0.008 of Plug -Flow detention time= 0.7 min calculated for 0.174 of (100% of inflow) Center -of -Mass det. time= 0.7 min ( 834.9 - 834.2 ) HydroCAD - UVa Squash Storage Type 11 24 -hr 2 Rainfall=3.68" Prepared by Dewberry Printed 5/4/2017 HydroCADO 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 3S: DA #1 Runoff - 4.66 cfs @ 12.00 hrs, Volume= 0.236 af, Depth= 2.01" 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 1.411 83 1.411 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 Direct Entry, Subcatchment 3S: DA #1 HydroCAD - UVa Squash Storage Type 11 24 -hr 10 Rainfall=5.56" Prepared by Dewberry Printed 5/4/2017 HydroCAD@ 10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 1 S: DA #1 Runoff = 8.54 cfs @ 12.00 hrs, Volume= 0.445 af, Depth= 3.79" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 Rainfall=5.56" Area (ac) CN Description k 1.411 84 1.411 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 Direct Entry, Subcatchment 1S: DA #1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) HydroCAD - UVa Squash Storage Type // 24 -hr 2 Rainfall=3.68" HydroCAD - UVa Squash Storage Type 1124 -hr 10 Rainfall=5.56" Prepared by Dewberry Printed 5/4/2017 Prepared by Dewberry Printed 5/4/2017 HydroCAD@ 10.00-14 s/n 05760 O 2015 HydroCAD Software Solutions LLC Page 19 HydroCADO 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 25 Summary for Pond 4P: Detention Pipe #1 -1 and 2 YR Summary for Pond 1 P: Detention Pipe #1 -10 YR Inflow Area = 1.411 ac, 0.00% Impervious, Inflow Depth = 2.01" for 2 event Inflow = 4.66 cfs @ 12.00 hrs, Volume= 0.236 of Outflow = 4.00 cfs @ 12.04 hrs, Volume= 0.236 af, Atten= 14%, Lag= 2.7 min Primary = 4.00 cfs @ 12.04 hrs, Volume= 0.236 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 539.79'@ 12.04 hrs Surf.Area= 0.008 ac Storage= 0.014 of Plug -Flow detention time= 0.9 min calculated for 0.236 of (100% of inflow) Center -of -Mass det. time= 0.9 min ( 826.3 - 825.4 ) / t n 84 Volume Invert Avail.Storage Storage Description Volume Invert Avail.Storage Storage Description 82 TOTAL AREA Pond 1 P: Detention Pipe #1 -10 YR #1 537.82' 0.031 of 48.0" W x 48.0" H Box Pipe Storage #1 537.82' 0.031 of 48.0" W x 48.0" H Box Pipe Storage Primary 539.80' P. ;- L= 85.0' S= 0.0050T trif low Airea=1:411 ac L= 85.0' S= 0.0050 T - -, - - - - - .I - I!nflow Airea--'1.41 I a:oo;as- I I I I I - 791 Peak leu=539.1 Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices of #1 Primary 537.82' 24.0" W x 3.7" H Vert. Orifice/Grate C= 0.600 #1 Primary 537.82' 24.0" W x 3.7" H Vert. Orifice/Grate C= 0.600 DA #1 Detention Pipe #1 - 10 #2 Primary 541.57' 8.0' long x 0.5' breadth Broad -Crested Rectangular Weir #2 Primary 541.57' 8.0' long x 0.5' breadth Broad -Crested Rectangular Weir i i Head (feet) 0.20 0.40 0.60 0.80 1.00 a 4 Head (feet) 0.20 0.40 0.60 0.80 1.00 YR -- -- Coef. (English) 2.80 2.92 3.08 3.30 3.32 --- I , 3 --- Coef. (English) 2.80 2.92 3.08 3.30 3.32 I #3 Primary 539.80' 24.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 539.80' 24.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 Subcat Reach Pon Link' HydroCAD - UVa Squash Storage Prepared by Dewberry Printed 5/4/2017 HydroCADO 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.411 84 (1S) 1.430 79 (2S) 1.411 83 (3S) 4.252 82 TOTAL AREA Primary OutFlow Max=3.07 cfs @ 12.04 hrs HW=539.04' (Free Discharge) 1=Orifice/Grate (Orifice Controls 3.07 cfs @ 4.97 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) HydroCAD - UVa Squash Storage Type II 24 -hr 1 Rainfall=3.04" Prepared by Dewberry Printed 5/4/2017 HydroCAD@) 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 12 Pond 4P: Detention Pipe #1 -1 and 2 YR Hydrograph I I ' I lI II I I I I I M Inflow I II I I I I I I ! s;aa cfs': I 0 Primary I!nf low Aire! -1.14111 ac 3 3a� ;Peak El StoraE10=539.04'539.04' =0.008 of I III�III I IIID i I I I I I I I I -f IFI I Vi 2- 3 p I I I LL 1 i 1 1 / 142 44 46 48Time (hours) P11 rimary OutFlow Max=3.99 cfs @ 12.04 hrs HW=539.78' (Free Discharge) 1=Orifice/Grate (Orifice Controls 3.99 cfs @ 6.47 fps) 2=Broad-Crested Rectangular Weir( Controls 0,00 cfs) 3=Orifi ce/G rate ( Controls 0.00 cfs) Inflow Area = 1.411 ac, 0.00% Impervious, Inflow Depth = 3.79" for 10 event Inflow = 8.54 cfs @ 12.00 hrs, Volume= 0.445 of Outflow - 7.67 cfs @ 12.03 hrs, Volume= 0.445 af, Atten= 10%, Lag= 2.3 min Primary - 7.67 cfs @ 12.03 hrs, Volume= 0.445 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 541.54'@ 12.03 hrs Surf.Area= 0.008 ac Storage= 0.027 of Plug -Flow detention time= 1.2 min calculated for 0.445 of (100% of inflow) Center -of -Mass det. time= 1.2 min ( 806.5 - 805.3 ) Volume Invert Avail.Storage Storage Description #1 537.82' 0.031 of 48.0" W x 48.0" H Box Pipe Storage L= 85.0' S= 0.0050T Device Routing Invert Outlet Devices #1 Primary 537.82' 24.0" W x 3,7" H Vert. Orifice/Grate C= 0.600 #2 Primary 541.57' 8.0' long x 0.5' breadth Broad -Crested Rectangular Weir Pond 1 P: Detention Pipe #1 -10 YR Hydrograph Head (feet) 0.20 0.40 0.60 0.80 1.00 Hydrograph Coef. (English) 2.80 2.92 3.08 3.30 3.32 #3 Primary 539.80' 24.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=7.66 cfs @ 12.03 hrs HW=541.53' (Free Discharge) 11=Orifice/Grate (Orifice Controls 5.60 cfs @ 9.08 fps) 2=Broad -Crested Rectangular Weir( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 2.06 cfs @ 6.18 fps) HydroCAD - UVa Squash Storage Type lI 24 -hr 2 Rainfall=3.68" HydroCAD - UVa Squash Storage Type 11 24 -hr 10 Rainfall=5.56" Prepared by Dewberry Printed 5/4/2017 Prepared by Dewberry Printed 5/412017 HydroCAD@ 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 20 HydroCAD010.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 26 Pond 4P: Detention Pipe #1 -1 and 2 YR Pond 1 P: Detention Pipe #1 -10 YR Hydrograph Hydrograph , - L 4ss cfs: �1 Inflow 19 Primary ._ ssa cf$ - -' - r- -'- - - - M Inflow El Primary ;- trif low Airea=1:411 ac 9 : - - ,II - - T - -, - - - - - .I - I!nflow Airea--'1.41 I a:oo;as- I I I I I - 791 Peak leu=539.1 . _ --,Peak-Elev=541.54 4 of 0.027Storkqe=0'.014 -af - -Storage I I ---,--, - -- ----, - I- -- -,-- ;--,---------- - ,- -- ---- 6 I , I_ - y 3- r U i i a 4 -- - -- 2- . -- -- --- I , 3 --- t I - I I I i I I I , I I I I 1 • 1 1 �1 �• 1 / 1 • 1 • �1 •. 48 Time (hours) Time (hours) 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION CONSULTANTS CIVIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.290.7957 fx: 804.290.7928 STRUCTURAL DMWP&V 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fix: 804 272 3916 MEP LU + SMITH 11508 Aliecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fx: 804-423-6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 Charlottesville, VA 22902 ph: (703) 682-4965 SEAL M ���►,LT:Fi p�'L CSA zV1 DEVIN M. KEELER D 46506 ZVI 4 11 sso, 'r REVISIONS NUMBER DATE DESCRIPTION PROJECT NUMBER 1613 IIIDATE May 8.201] IIn SHEET TITLE WATER QUALITY NARRATIVE & CALCULATIONS SHEET NUMBER C6.06 DRAINAGE WAY MAP 0' �� 20' 40' Now SCALE: 1 " = 20' DRAINAGE WAY NARRATIVE ONE TRAPEZODIAL; GRASS LINED DRAINAGE WAY IS PROPOSED FOR THIS PROJECT DRAINAGE WAY A -A, THE GRASS LINED DRAINAGE WAY, BEGINS TO THE WEST OF THE BOAR'S HEAD SPORTS CLUB, ALONG SIDE THE BERWICK ROAD ACCESS ROAD. THE DEPTH OF THE DRAINAGE IS PRIMARILY 12" WITH 3H:1V SIDE SLOPES AND A 1' WIDE BOTTOM, THE CHANNEL HAS A TOTAL LENGTH OF 236'. THE DRAINAGE WAY HAS A WATER SHED OF 0.21 ACRES AND DRAINS TO THE EXISTING DI -1 STRUCTURE AND CONTAINS AN AVERAGE SLOPE OF 4.9%. ONE CROSS SECTION WAS STUDIED FOR THE 2 YEAR AND 10 YEAR RAIN EVENTS. THE SUMMARY TABLE BELOW SHOWS THE ANTICIPATED VELOCITY FOR THE 2 YEAR RAIN EVENT, THE ALLOWABLE VELOCITY AND THE ANTICIPATED NORMAL DEPTH FOR THE 10 YEAR RAIN EVENT. SECTION 2 -YR VELOCITY (FPS) 10 -YR VELOCITY (FPS) 10 -YEAR DEPTH (FT) DESIGN DEPTH OF DRAINAGE WAY (FT) A -A 2.31 2.59 0.17 1.00 Bentley Systems, Inc. Haestad Methods SoIE*odeCy~Master V8i (SELECTseries 1) [08.11.01.031 5/4/2017 4:40:25 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 UVA Squash Swale Report- Section A -A (1OYR) UVA Squash Swale Report - Section A -A (2YR) t D" ' oe c esc rIp tion pi0q, Method Manning Formula Solve For Normal Depth Normal Depth In`p ut Dat" a p ata. Roughness Coefficient 0.030 Roughness Coefficient Channel Slope 0.04920 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 1.00 ft Discharge 0.50 ft3/s R 'U s" 1.00 Normal Depth 0.14 ft Flow Area 0.20 ft2 Wetted Perimeter 1.90 ft Hydraulic Radius 0.11 ft Top Width 1.85 ft Critical Depth 0.17 ft Critical Slope 0.02719 ft/ft Velocity 2.47 ft/s Velocity Head 0.09 ft Specific Energy 0.24 ft Froude Number 1.32 ft Flow Type Supercritical 0.02558 ,,_F u Dat '. GV It' n a Velocity Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 0.30 VF Ou D G t "ut at a p Froude Number Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.14 ft Critical Depth 0.17 ft Channel Slope 0.04920 ft/ft Bentley Systems, Inc. Haestad Methods SoIE*odeCy~Master V8i (SELECTseries 1) [08.11.01.031 5/4/2017 4:40:25 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 UVA Squash Swale Report- Section A -A (1OYR) Pra'ect Descri tion:" J p. Friction Method Manning Formula Solve For Normal Depth p ata. Roughness Coefficient 0.030 Channel Slope 0.04920 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 1.00 ft Discharge 0.76 ft3/s Resu is"', Normal Depth 0.18 ft Flow Area 0.27 ft2 Wetted Perimeter 2.12 ft Hydraulic Radius 0.13 ft Top Width 2.06 ft Critical Depth 0.21 ft Critical Slope 0.02558 ft/ft Velocity 2.80 ft/s Velocity Head 0.12 ft Specific Energy 0.30 ft Froude Number 1.36 Flow Type Supercritical GVF InP ut Data r Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF'Dut ut Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.18 ft Critical Depth 0.21 ft Channel Slope 0.04920 ft/ft Bentley Systems, Inc. Haestad Methods SolBfbotldyeftmMaster V81 (SELECTseries 1) [08.11.01.03] 5/4/2017 4:39:20 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION CONSULTANTS CIVIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804,290,7957 fx: 804.290.7928 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 MP E LU + SMITH 11508 Allecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fx: 804-423-6445 Landscape Design: AECOM Charlottesville 455 Second Street SE Suite 100 Charlottesville, VA 22902 ph: (703) 682-4965 SEAL OP s • Z DEVJN M. KEELER .46506 4� 0 SSIDNAI.� REVISIONS NUMBER BATE DESCRIPTION PROJECT NUMBER 1613 DATE May 8, 2017 SHEET TITLE DRAINAGE WAY CALCULATIONS & NARRATIVE SHEET NUMBER C6mO7 7 RICHMOND PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 93'-2%" 10' 0" CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 ;c F/ ..t :, T':. ./X F• .,, n• K :, v .. .,, ., ..,. .; ... :( ;'% ,1'.i'. /is '. .� nX'x '.' .: < :.' ,'�, x. ✓• a. iC ..' .F/:! X FY � K .; ... .',: `T;< /, `C'. 'i'/.F'/�' .F xX' ./F .X.. '..;:,' <{ <,(:. Y 'l.'` :�� ..\.. � kl .�'%\.' EL. 555,62 -y __ GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 LOADING j OFFICEOFFICE OFFICE 1 r, ..,y f ' i �, / i /'/ / \M-7/]STORAGE structural G 1 G 15 G 16 G 17 4 �) - D M,W,P & V 162 SF 157 SF 157 SF 157 SF STAIR G 14 216 SF C �� p 1025 BOULDERS PARKWAY SUITE 310 Y MECHANICAL i<< "c' `,r '-�" �': .,,', • ...,'. ✓,:' <n<r,''Y; ,.,� FG ---31 631 SF ,' --, = RICHMOND VIRGINIA 23225 ph: 804-323-0656 _w o} fx: 804-272-3916 : ---- mep 2RW Consultants, INC. 10010th ST N STREET, E Fr \ SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 c.. LOCKER ROOM rte` TRAINER G 18 309 SF <' EL. 550.66' 1 \ ` CIRCULATION 440 SF O 7 - G 19 382 SF TOILET u / - 3 260 SF CORRIDOR /i •.\ / ��^1� / 7 f0c) CORRIDOR FG ----71 185 SF i� <'j 348 SF FUTURE UVA PROGRAM G 2 CORRIDOR i l y 3425 SF G 4 297 SF„ f EL. 550.66','*.., >. ... a y — CORRIDORIx} G 9 197 SF ` y :< 0I LA U -.'3i;, ,y. f.,;t .k":!:.. ;N f IF i •f r. ,:.. 1P - r. .v vu,. ,.:, _:��,. TOILET 260 SF 0110-1 F� " MECHANICAL s.. � LLLs. ? SEAL 190 SF CORRIDOR LOCKER ROOM G 10 G 4 309 SF 297 SF \ ❑ ,z h"I - \ F �i /7 71 117 1 : Z\ L -Li A L' FX REVISIONS NUMBER DATE BESCBIPiIUN GROUND FLOOR PLAN 0 4' 8' ■ SCALE: 1/8" =1'-0" PROJECT NUMBER 1613 DATE MAY 5, 2017 SHEET TITLE GROUND FLOOR PLAN SHEET NUMBER 0 4' 8' FIRST FLOOR PLAN , ■ SCALE: 1/8" =1'-0" PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA ph: 434-296-2116 fx: 434-977-1862 SEAL REVISIONS NUMBER DATE DESCRIPTION PROJECT NUMBER 1613 DATE MAY 5, 2017 SHEET TITLE FIRST FLOOR PLAN SHEET NUMBER A2.2 + ball architecture planningbartzen desion and RICHMOND vA 2"'221"', PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS Civil Dewberry ! I I I I I 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 s STORAGE� M /\ fx: 8 04-29 0-7 928 40 SF I / -< IIIIIIIItIIIIIIIiIIIIII structural D,M,W,P & VTEAM ROOM STORAGE M 3 1025 BOULDERS PARKWAY 491 SF 198 SF SUITE 310 X.\ RICHMOND, VIRGINIA, 2322 5 ph: 04-3-0656 fix: 804-272-3916 inep \\ ' 2RW Consultants, INC. EL57166' \ 10010th STREET, NE STAIR' X SUITE 202 81 25 X/ CHARLOTTESVILLE VA 2290 21 Ph: 434-296-2116 fx: 434-977-1862 IIIIIIIIIIIIIIIIIIIIIIII vv STAIRWAY) \ MEZZANINE M4 2225 SF EL, 571.66' CORRIDOR M5 466 SF \/ \ \ \ I X EL. 562.66'(BELOW) EL. 567.66' IIII x SEAL EL. 562.66'(BELOW) MECHANICAL Fm 91 EL. 571.66' I \ 72 SF u \\ v I ! I I I I / \ I REVISIONS I I I I I I I I i I I I I I I I I UMBER DATE DESCRIPTION ESCRIPTION MEZZANINE FLOOR PLAN I I I I I I I I I I ! I 0 4' 8' I ■ I. SCALE: 1/8" =1'-0" PROJECT NUMBER 1613 DATE MAY 5, 2017 SHEET TITLE MEZZANINE FLOOR PLAN SHEET NUMBER A20 it x I� x 06 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 -_ - - -_- _ — - -- — CONSULTANTS - � --- EDE CMI Dewberry i ( ❑SUITE � 4805 LAKE BROOK DRIVE 200 PIPE i MEZZANINE 2 GLENN ALLEN VA 23060 I- - 576.66' ph: 804-290-7957 MEZZANINE 1 structU,Y1 - - 7E]1025 - - 571.66' D,M,W,P & V BOULDERS PARKWAY Li F— — — — — — —' FIRST FLOOR SUITE 310 -- — - tt — -- _ - _ _ - - _ - - = 5x7.66' RICHMOND, VIRGINIA, 23225 id �1 _ ph: 804-323-0656 — DouaLEs couRr fx: 804-272-3916 - mep EIE]_ _ _ _ s 2RW Consultants, INC. --_ 9-FE11 ��❑�'P❑❑ ❑❑ ❑❑F -- d ❑❑ -s;_,<--_;;-;---_,s--J,(-F-- -_ F4 `si -��-`' 't� -- -/ - - - rr — - _ -_ - -_ �� ,f-- it �,/ sC i _ ;; <; _r- Fr(� - - , , - - - -- 10010th STREET, NE SUITE 202 `'�'❑ �r❑❑ s❑❑F''Ell Jr _ ma==r = CHARLOTTESVILLE, VA 22902 ❑ ,F; - - ',; - - ph: 434-296-2116 ;;,d,' -- _ _ _- OIL GROUND FLOOR fx: 434-977-1862 550.66' SOUTHEAST ELEVATION I 4' $ SCALE: 1/8" =1'-0" ��� �❑ I i -- _ �� - �❑❑ SEAL � I I i l I� REVISIONS NUMBER DATE DESCRIPTION - _ - i I I I - _ _,'; _❑❑ _.,' -__ - -__'�-_� _ ❑❑ - ❑❑ -_ ❑❑ -� ❑❑❑ ❑❑-_ -- _ _ -� _ - - _ - - - _ - - _ = PROJECT NUMBER /r,1 r�, i % r�, f;�/ lr,p r, _-_'',- __�'`' '�; % 4r,f ✓,, — r; % Fr,! v�, ',6 r„ r,6 r� Fr,b /'f r / Y H,F ,',, j; % Fr,i r,, — = 1; % ',6 r,, ' ; i fr,6 N,, �- f, % fr,F /�, _ /, i br,6 r,, 1613 DATE -- � -- __- < --- <�_� __ r-=_ -_ ;- --- ; -- ��= --- ❑ - - ❑ -_--- � = --- ❑ =- ❑- --- =- - --- ❑= -- :;--- -- MAY 5, 2017 EXTERIOR SOUTHWEST ELEVATION 0 4' 8 ELEVATIONS SCALE: 1/8" =1'-0" SHEET NUMBER architecture design ard planning': RICHMOND -�A 21322( PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 Meg 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 TTT- - ❑❑❑❑ ❑❑❑❑❑ - ❑❑❑❑❑ ❑❑❑❑❑ ❑❑❑❑ ❑❑❑❑❑ ❑❑❑❑ ❑❑❑❑ ❑❑❑❑❑ ❑❑❑❑ ❑12,ElpjLOE]EID31--- - . ❑❑❑ - ❑❑ ❑❑❑❑ ❑❑❑-- ❑ ❑ ❑ ❑❑ ❑❑� ❑0❑ -__❑❑❑❑-❑ — ELJ❑ME❑❑❑❑ -� ❑❑❑❑ - -_ _ LADEB -- R2 -i _ - ❑❑- - -- - -- - - -- - --- -- - - - - - - - - - = ------ -----------I - RE m" - ❑-� , --- oo , o� , oo - ,, oo ; oo - oo - ,, oo - o0 SEAL FULL SOUTHEAST ELEVATION - ADDITION AND EXISTING FACILITY NTS REVISIONS NUMBER DATE DESCRIPTION PROJECT NUMBER 1613 DATE MAY 5, 2017 SHEET TITLE OVERALL EXTERIOR ELEVATION SHEET NUMBER LARGE CANOPY TREE, TYP. LANDSCAPE PLANTING PLAN SCALE 1" = 20'-0" PLANTING CALCULATIONS AREA OF PARKING AND VEHICULAR CIRCULATION - AREA REQUIRED FOR PLANTING OF TREES/SHRUBS (5%) - AREA OF TREES ADJACENT TO PAVED PARKING AND VEHICULAR CIRCULATION - 5 SHADE TREES PER 20 PARKING SPACES AREA OF DISTURBANCE - TOTAL SITE AREA - AREA REQUIRED FOR TREE CANOPY (10%) TOTAL TREE CANOPY AREA 16,692 SF 835 SF 7,000 SF 62,290 SF 62,290 SF 6,229 SF 7,000 SF 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA FOUNDATION SQUASH FACILITY CONSULTANTS AMMIL DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.290.7957 fx: 804.290.7928 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 LU + SMITH 11508 Allecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fx: 804-423-6445 3101 WILSON BOULEVARD ARLINGTON, VA 22201 ph: (703) 682-4965 SEE CO.05 FOR ENLARGEMENT SEAL REVISIONS NUMBER DATE SITE PLAN DESCRIPTION PROJECT NUMBER 1408 DATE April 28, 2017 SHEET TITLE LANDSCAPE PLANTING PLAN 20 0 20 40 SHEET NUMBER 1"=20' SCALE OF FEET L-1 .01 L_ 7 I—