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HomeMy WebLinkAboutSDP201800058 Plan - Approved Initial Site Plan 2018-09-182 0 0 5 ewberr3r DRAWING INDEX GENERAL T1.01 COVER SHEET E CIVIL C0.01 GENERAL NOTES C0.02—00.03 EROSION AND SEDIMENT CONTROL NOTES C1.01—C1.03 EXISTING SITE CONDITIONS C2.01—C2.03 DEMOLITION PLAN C2.1 1—C2.13 EROSION AND SEDIMENT CONTROL PHASE IA PLAN C2.21—C2.23 EROSION AND SEDIMENT CONTROL PHASE IB PLAN C3.01—C3.03 SITE AND UTILITY PLAN C3.1 1—C3.13 GRADING, DRAINAGE, AND E8cS CONTROL PHASE II PLAN C4.01 WATER LINE PLAN AND PROFILE C4.02 SANITARY SEWER PLAN AND PROFILE C4.03 GAS LINE PLAN AND PROFILE C4.04—C4.07 STORM SEWER PROFILES C5.01 EROSION AND SEDIMENT CONTROL DETAILS C5.02—05.07 CONSTRUCTION DETAILS C6.01 SWM NARRATIVE AND CALCULATIONS C6.02 PRE AND POST DEVELOPED DRAINAGE AREA MAPS C6.03—C6.04 WATER QUALITY NARRATIVE AND CALCULATIONS C6.05 WATER QUALITY BMP CHECKLISTS C6.06 PRE AND POST RUNOFF REDUCTION MAPS C6.07 RUNOFF REDUCTION &STORM STRUCTURES MAP C6.08 WATER QUANTITY NARRATIVE AND CALCULATIONS p C6.09 WATER QUANTITY CALCULATIONS ARCHITECTURAL A1.0 CONCEPTUAL COURT LAYOUT STUDY A4.2 SEATING SECTION DETAIL STUDY LANDSCAPE L1 PLANTING PLAN L2 PLANTING SCHEDULE L3 LANDSCAPE PLANTING DERAILS PROJECT ZONING DATA TAX MAP/PARCEL ID: 75-63 ALBEMARLE COUNTY ZONING CLASSIFICATION: RESIDENTIAL — R1 ALBEMARLE COUNTY MAGISTERIAL DISTRICT: SAMUEL MILLER DISTRICT FEMA FLOOD INSURANCE RATE MAP: ZONE X; NOT WITHIN A FEMA DEFINED C 100 YEAR FLOOD PLAN PROPERLY NOT WITHIN AN ALBEMARLE COUNTY AND / OR CITY OF CHARLOTTESVILLE WATER SUPPLY WATERSHED ZONING OVERLAY DISTRICTS —AIRPORT IMPACT AREA AND STEEP SLOPES — M,ANAGED 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 SCALE: NTS IV S�TE 011 250 R > Q � Q z U� 29 CONTACTS OWNER: University of Virginia Foundation OWNER'S REPRESENTATIVE: Nat Perkins Rea Estate Project Manager A Golf Course Drive PH. (434) 982-5304 nperkins@uvafoundation.com ENGINEER: Dewberry Engineers Inc. Devin M. Keeler, P.E. 4805 Lake Brook Drive Suite 200 Glen Allen, Virginia 230601 PH. (804) 290-7957 FAX (804) 290-7928 dkeeler@dew berry. com SUBMITTAL SET NUMBER ❑ PRELIMINARY ❑CONSTRUCTION 11 APPROVAL ❑REVISION ❑ BIDDING ❑RECORD UNIVERSITY OF VIRGINIA FOUNDATION TENNIS FACILITY AND PARKING LOT EXPANSION ALBEMARLE COUNTY, VIRGINIA VICINITY MAP PLANNING SET SCALE: 1" — 250' Fr rzvj c k_-1 1 Hr\cr1k Submittal Type Reviewed and Approved by the Comm! i ity Development Department Date _�.16. nature 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 Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z ®0 � — Q U) z z z W :D 0 rr D LL Q U o Q Q - �z 0 z oc Z — z > z Cl) Z o �-- L11 > � Q CU Cl)- w r- — 0. � Cr. O -� L 0 J —W F— U Q U U z o 1- �- U — U)U) r1r W — z o o z ,- - W z D KEY PLAN SCALE 0' 250' 500' HORIZONTAL SCALE 1 " = 250' REVISIONS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE COVER SHEET �DP201� U V N DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. T1.01 GENERAL NOTES � 3 ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR EROSION & SEDIMENT CONTROL PLANS 4 i 5 LEGEND Dew err it I A Am LAI 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. 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 AND UTILITY OWNER. 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. CONTRACTOR SHALL VERIFY DEPTHS OF ALL UTILITY CROSSINGS PRIOR TO CONSTRUCTION 12. CONTRACTOR SHALL PROVIDE CONSTRUCTION SIGNAGE AND FLAGMEN AS NECESSARY. 13. CONTRACTOR SHALL PROVIDE A PEDESTRIAN AND VEHICULAR MAINTENANCE PLAN TO THE UNIVERSITY FOUNDATION FOR APPROVAL PRIOR TO CONSTRUCTION. 14. ALL CONTRACTOR LAYDOWN AREAS SHALL BE LOCATED WITHIN THE LIMITS OF DISTURBANCE LINE AS SHOWN ON THE SITE PLAN. 15. 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. 16. FIRE ACCESS TO EXISTING BUILDINGS SHALL BE MAINTAINED THROUGHOUT THE PROJECT AND COORDINATED WITH THE LOCAL FIRE DEPARTMENT. 17. CONTRACTOR MAY ONLY COMPLETE TREE CLEARING ACTIVITIES FROM SEPTEMBER 16TH, 2018 TO ARRIL 14TH, 2019. IF THE CONTRACTOR WOULD LIKE TO CLEAR OUTSIDE OF THIS WINDOW, THEY SHALL COMPLETE A FIELD SURVEY TO ENSIURE NO NORTHERN LONG-EARED BAT ROOSTS ARE IN THE VICINITY. ANY ROOSTS FOUND MAY NOT BE DISTURBED THROUGHOUT THE ' DURATION OF THE PROJECT. 18. CONTRACTOR SHALL LOCATE ALL PRIVATELY OWNED UTILITIES PRIOR TO CONSTRUCTION, INCLUDING BUT NOT LIMITED TO, FDC LINES, WATER LINES, IRRIGATION, SITE LIGHTING, ROOF DOWNSPOUT DRAINAGE, FOUNDATION DRAINS, ETC. 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 EXIISTING ITEMS INDICATED TO REMAIN AND TO PREVENT DAMAGE TO PROPERTY. 2, UNDERGROUND UTILITIES SHALL BE LOCATED SO THAT CONSTRUCTION WILL NOT DAMAGE OR DESTR10Y 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 CONIDITIONS 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. ACSA GENERAL WATER AND SEWER CONDITIONS 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. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 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 MEASURE'S 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:OOAM 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 RYEfGRASS 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, SAND 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 17-204G) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINIE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) TRASH AND RECYCLE. 1. A DESIGNATED DUMPSTER AREA IS NOT NEEDED AND ALL WASTE MATERIAL SHALL BE COLLECTED BY STAFF FROM THE BOAR'S HEAD SPORTS CLUB AND TRANSPORTED TO A CENTRALIZED COLLECTION POINT. VIRGINIA UNIFORM CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL PRACTICES 3.02 CONSTRUCTION ENTRANCE CE 3.05 SILT FENCE (SDF�i� 3.07 .INLET PROTECTION 3.13 TEMPORARY SEDIMENT TRAP ST 3.18 OUTLET PROTECTION OP 3.31 TEMPORARY SEEDING 3.32 PERMANENT SEEDING S) 3.35 MULCHING 3.38 TREE PRESERVATION & PROTECTION (f3p _TP TP- 3.39 DUST CONTROL )C SURVEY CONTROL MAP 0 8' HIGH CHAIN LINK CONSTRUCTION FENCE W/GREEN SCREEN PROPOSED LIMITS OF DISTURBANCE HARDSCAPE TO BE DEMOLISHED TREE TO BE DEMOLISHED UTILITY/STRUCTURE TO BE DEMOLISHED SITE FEATURE TO BE DEMOLISHED 620 PROPOSED MAJOR CONTOUR 618 PROPOSED MINOR CONTOUR UTILITY EASEMENT UGE PROPOSED ELECTRICAL LINE W PROPOSED WATER LINE PROPOSED STORM LINE_ PROPOSED RETAINING/SEAT WALL EXISTING PROPERTY LINE STOPPING SIGHT DISTANCE LINE ----- --- UD PROPOSED UNDERDRAIN i PROPOSED MANHOLE 9 PROPOSED CLEANOUT j►/ PROPOSED GATE VALVE Q PROPOSED INDICATOR VALVE (PIV) ,i, PROPOSED FIRE DEPARTMENT CONNECTION (FDC) �a PROPOSED DRIP VALVE VAULT x 56 SPOT ELEVATION 69EX PROPOSED ROADWAY ASPHALT PAVEMENT PROPOSED CONCRETE PAVEMENT PROPOSED FLAGSTONE PAVERS BW=BOTTOM OF WALL MH=MANHOLE RIM TW=TOP OF WALL SP=SPOT EP=EDGE OF PAVEMENT SW=SIDEWALK EX -EXISTING TC=TOP OF CURB GR=GRATE BC=BOTTOM OF CURB - _ HP=HIGH POINT Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804,290.7928 www.dewberry.com z 00 F- J U) 00 a z z _z W 2 0 :D L. C) _ 0Q z z - '� ❑ (5 zC) cr 0� -'„ > zCl'� _O w 0 'Q Z �C Q W w �-- n- o F_ Q LU (/) 7- 0 U z �- ©C 0 LL V) Ir O z 0 ULLj T > Z z SEAL 0. .,' .50 �. KEY PLAN SCALE EVISIONS 107/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE GENERAL NOTES DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. comol 1 1 2 4 � 5 C C Va 0 EROSION & SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION FHIS PROJECT INCLUDES PARKING LOT IMPROVEMENTS AND A TENNIS FACILITY ADDITION OF THE EXISTING BIRDWOOD GOLF COURSE, THIS INCLUDES UTILITY INFRASTRUCTURE, AND PARKING TO SERVICE THE EXISTING FACILITY. THE UTILITY INFRASTRUCTURE INCLUDES THE INSTALLATION OF STORMWATER, AND ELECTRICAL LINES. THE PROJECT AREA IS APPROXIMATELY 9.58 ACRES AND WILL DISTURB APPROXIMATELY 9.58 ACRES. 3.32 ACRES OF IMPERVIOUS AREA IS BEING ADDED. EXISTING SITE CONDITIONS THE EXISTING SITE CONSISTS OF A PARKING LOT AREA AT THE EXISTING BIRDWOOD GOLF COURSE FACILITY. THE EXISTING SITE ALSO CONSISTS OF TREES AND GRASSY AREAS. SOILS SEE THIS SHEET FOR SOILS MAP. CONTRACTOR SHALL BE RESPONSIBLE FOR TESTING, EROSION AND SEDIMENT CONTROL, MAINTENANCE, AND STABILIZATION OF SOILS DURING CONSTRUCTION. ADJACENT PROPERTY THE EXISTING SITE IS SOUTHEAST OF BERWICK ROAD, EAST OF WELLINGTON DRIVE, AND WEST OF GOLF CLUBHOUSE. WORK WILL BE DONE ON ADJACENT PROPERTY ALSO OWNED BY UNIVERSITY OF VIRGINIA FOUNDATION. OFFSITE ACTIVITIES ALL OFFSITE ACTIVITIES NEED TO BE ADDRESSED BY THE VSMP PERMIT HOLDER AND APPROPRIATE INFORMATION CONTAINED IN THE SWPPP. CONTRACTOR SHALT_ ONLY PERFORM OFFSITE ACTIVITIES THAT ARE COVERED UNDER THE PERMIT HOLDER FOR THIS PROJECT OR COVERED UNDER THE PERMIT OF ANOTHER PROJECT. STORMWATER RUNOFF CONSIDERATIONS THIS PROJECT WILL INCREASE IMPERVIOUS AREA AND STORMWATER RUNOFF. STORMWATER CALCULATIONS CAN BE FOUND IN THE STORMWATER PLANS, SHEETS C6.01-C6.07. CRITICAL AREAS THERE ARE NO CRITICAL AREAS ONSITE. THE PLAN HAS BEEN DEVELOPED TO MINIMIZE LAND DISTURBANCE. WHERE GRADING IS NECESSARY, ADEQUATE PRECAUTIONS SHALL BE TAKEN TO MINIMIZE EROSION AND TO CONTAIN SILT THROUGH PROPER EROSION AND SEDIMENT CONTROL PRACTICES, THE INTENT OF THIS EROSION AND SEDIMENT CONTROL PLAN IS TO GUIDE THE CONTRACTOR IN IMPLEMENTING ACCEPTABLE MEASURES, INFRASTRUCTURE, AND MAINTENANCE PROGRAMS THAT WILL MINIMIZE THE AMOUNT OF EROSION AND RESULTING SEDIMENT THAT WILL TAKE PLACE DURING THE CONSTRUCTION OF THIS PROJECT. ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE VA EROSION & SEDIMENT CONTROL HANDBOOK. EROSION AND SEDIMENT CONTROL MEASURES STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES CONSTRUCTION ENTRANCE (VESCH STD. & SPEC. 3.02): STABILIZED STONE PAD WITH A FILTER FABRIC UNDERLINER LOCATED AT POINTS OF VEHICULAR INGRESS AND EGRESS. CONSTRUCTION ENTRANCES REDUCE THE AMOUNT OF MUD -TRANSPORT ONTO PAVED PUBLIC ROADS BY VEHICLES OR RUNOFF. CONSTRUCTION ENTRANCES SHALL BE LIMITED TO THOSE SHOWN ON THE PLANS OR OTHERWISE APPROVED BY THE SOIL EROSION OFFICER. SUPPLEMENTAL DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR FOR APPROVAL IF ADDITIONAL ENTRANCES ARE REQUIRED. SILT FENCE (VESCH STD. & SPEC. 3.05): A TEMPORARY SEDIMENT BARRIER CONSISTING OF A FILTER FABRIC STRETCHED ACROSS AND /ATTACHED TO SUPPORTING POSTS AND ENTRENCHED. SILT FENCE IS INSTALLED TO INTERCEPT AND DETAIN SMALL AMOUNTS OF SEDIIMENT 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 SEDIMENT TRAP (VESCH STD. & SPEC. 3.13): A TEMPORARY PONDING AREA FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT WITH A :STONE OUTLET. TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS LONG ENOUGH TO ALLOW THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. OUTLET PROTECTION (VESCH STD. & SPEC. 3.18): STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATION DEVICES PLACED AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS. OUTLET PROTECTION PREVENTS SCOUR AT STORMWATER OUTLETS, PROTECTS THE OUTLET STRUCTURE, AND MINIMIZES THE POTENTIAL FOR DOWNSTREAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCENTRATED FLOWS. THIS IS APPLICABLE TO THE OUTLETS OF ALL PIPES AND ENGINEERED CHANNEL SECTIONS. TEMPORARY SEEDING (VESCH STD. & SPEC. 3.31): THE ESTABLISHMENT OF A TEMPORARY VEGETATIVE COVER ON DISTURBED AREAS BY SEEDING WITH APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS. TEMPORARY SEEDING REDUCES EROSION AND SEDIMENTATION BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE FOR A PERIOD OF MORE THAN 14 DAYS. TEMPORARY SEEDING REDUCES DAMAGE FROM SEDIMENT AND RUNOFF TO DOWNSTREAM OR OFF -SITE AREAS, AND TO PROVIDE PROTECTION TO BARE SOILS EXPOSED DURING CONSTRUCTION UNTIL PERMANENT VEGETATION OR OTHER EROSION CONTROL MEASURES CAN BE ESTABLISHED. FOR USE WHERE EXPOSED SOIL SURFACES ARE NOT TO BE FINE -GRADED FOR PERIODS OF LONGER THAN 14 DAYS. SUCH AREAS INCLUDED DENUDED AREAS, SOIL STOCKPILES, DIKES, DAMS, SIDES OF SEDIMENT BASINS, TEMPORARY ROADBANKS, ETC. (SEE MS#1 AND MS#2). A PERMANENT VEGETATIVE COVER SHALL BE APPLIED TO AREAS THAT WILL BE LEFT DORMANT FOR A PERIOD OF MORE THAN ONE (1) YEAR. PERMANENT SEEDING (VESCH STD. & SPEC. 3.32): THE ESTABLISHMENT OF A PERENNIAL VEGETATIVE COVER ON DISTURBED AREAS BY PLANTING � SEED. PERMANENT SEEDING REDUCES EROSION AND DECREASES SEDIMENT YIELD FROM DISTURBED AREAS. PERMANENT SEEDING STABILIZES DISTURBED AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTABLE TO SITE CONDITIONS, AND ALLOWS SELECTIONV 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 IMIMEDIATELY FOLLOWING SEEDING. AREAS THAT CANNOT BE SEEDED BECAUSE OF THE SEASON SHOULD BE MULCHED WITH AN ORGANIC MULCH. -TREE PRESERVATION & PROTECTION (VESCH STD. & SPEC. 3.38): PROTECTION OF DESIRABLE TREES FROM MECHANICAL AND OTHER INJURY DURING LAND DISTURBING AND CONSTRUCTION ACTIVITY. FREE PRESERVATION AND PROTECTION IS USED TO ENSURE THE SURVIVAL OF THE DESIRABLE TREES WHERE THEY WILL BE EFFECTIVE FOR EROSION AND SEDIMENT CONTROL, WATERSHED PROTECTION, LANDSCAPE BEAUTIFICATION, DUST AND POLLUTION CONTROL, NOISE REDUCTION, SHADE AND OTHER ENVIRONMENTAL BENEFITS WHILE THE LAND IS BEING CONVERTED FROM FOREST TO URBAN -TYPE USES. FOR USE IN TREE -INHABITED AREAS SUBJECT TO LAND DISTURBING ,ACTIVITIES. DUST CONTROL (VESCH STD. & SPEC. 3.39) APPLICATION OF TEMPORARY SEEDING (VESCH & SPEC. 3.31), MULCHING (VESCH STD. & SPEC. 3.35), IRRIGATION, SPRAY -ON ADHESIVES OR BARRIERS TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES AND REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE DURING LAND DISTURBING, DEMOLITION AND CONSTRUCTION ACTIVITIES. 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 E3EED 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 FHE MID -SUMMER AND WINTER SEASONS. SEE VIRGINIA EROSION AND SEDIMENT CONTROL TECHNICAL BULLETIN NO. 4, NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES, FOR UPDATED SEED MIXTURES AND SCHEDULES AS WELL AS UPDATED LIMING, MULCHING, AND FERTILIZING REQUIREMENTS. SEE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK STD. AND SPEC. 3.35 FOR MULCHING SPECIFICATIONS. STORMWATER RUNOFF CONSIDERATIONS THIS PROJECT WILL INCREASE IMPERVIOUS AREA AND STORMWATER RUNOFF. STORMWATER, CALCULATIONS CAN BE FOUND IN THE STORMWATER PLAN SHEETS. PERMITS PROJECT DISTURBANCE IS MORE THAN 1 ACRE. THEREFORE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING A VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) PERMIT AND MAINTAINING A STORMWATER POLLUTION PREVENTION PLAN (,SWPPP). EROSION & SEDIMENT CONTROL MAINTENANCE IN GENERAL, THE PROJECT AREA SHALL BE CHECKED WITHIN 24 HOURS OF EACH RAINFALL EVENT OR WEEKLY IF NO RAINFALL EVENT HAS 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. CONSTRUCTION ENTRANCE THE ENTRANCE SHALL BE MAINTAINED IN CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE OR THE WASHING AND REWORKING OF EXISTING STONE AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. THE USE OF WATER TRUCKS TO REMOVE MATERIALS DROPPED, WASHED OR TRACKED ONTO ROADWAYS WILL NOT BE PERMITTED UNDER ANY CIRCUMSTANCES. 2. SILT FENCE A. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER. B. FABRIC SHALL BE REPLACED IF IT HAS DECOMPOSED OR BECOME INEFFECTIVE. 3. SEEDING THE SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED. 4. STORM DRAIN INLET PROTECTION SEDIMENT DEPOSITS SHALL BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALF THE DESIGN DEPTH OF THE TRAP. 5. TREE PRESERVATION AND PROTECTION EROSION AND SEDIMENT CONTROLS SHALL BE INSTALLED OR MAINTAINED IN A MANNER WHICH DOES NOT RESULT IN SOIL BUILDUP WITHIN TREE DRIP LINE AREAS. HEAVY EQUIPMENT, VEHICULAR TRAFFIC, OR STOCKPILES OF ANY CONSTRUCTION MATERIALS (INCLUDING TOP SOIL) SHALL NOT BE PERMITTED WITHIN THE DRIP LINE OF ANY TREE TO BE RETAINED. 6. DUST CONTROL IN PLANNING AND MAINTENANCE FOR DUST CONTROL, LIMITING THE AMOUNT OF SOIL DISTURBANCE AT ANY ONE TIME SHOULD BE A KEY OBJECTIVE. TEMPORARY STABILIZATION MEASURES SHALL BE CHECKED REGULARLY AND RE -APPLIED AS NECESSARY( TO REDUCE DUST EMISSIONS. 7. TEMPORARY SEDIMENT TRAP A. SEDIMENT SHALL BE REMOVED AND THE TRAP RESTORED TO ITS ORIGINAL DIMENSIONS 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. 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 I'kLL 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 &T ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED, AFTER WHICH, UPON APPROVAL OF THE PLAN -APPROVING AUTHORITY, THE CONTROLS SHALL BE REMOVED. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE REMOVAL OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. ES-8: DURING DEWATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED FILTERING DEVICE. ES-9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES AT LEAST AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT OR WEEKLY. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY, ES-10: THE CONTRACTOR IS RESPONSIBLE FOR THE DAILY REMOVAL OF SEDIMENT THAT HAS BEEN TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE. ES-1 1: SEEDING OPERATIONS SHALL BE INITIATED WITHIN 7 DAYS AFTER REACHING FINAL GRADE OR UPON SUSPENSION OF GRADING OPERATIONS FOR ANTICIPATED DURATION OF GREATER THAN 14 DAYS OR UPON COMPLETION OF GRADIhNG OPERATIONS FOR A SPECIFIC AREA. ES-12: THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING SURFACE AND AIR MOVEnV1ENT 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 HIM ZZWWW.DEQ.STATE.VA.US/PROGRAMS /WATER/STORMWATERMANAGEM ENT/VSMPPERMIITS /CONSTRUCTIONGENERALPERMIT.ASPX FOR MORE INFORMATION. EROSION AND SEDIMENT MINIMUM STANDARDS. 1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS VWITHIN 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 ERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. P DORMANT FOR MORE THAN ONE YEAR. SPECIFIC FERTILIZER, NUTRIENT, & SEED APPLICATIION MUST MEET EROSION AND SEDIMENT CONTROL (ESC) TECHNICAL_ BULLETIN NO. 4 NUTRIENT MANAGEMENT FOR DEVELOPMENT PROJECTS, DOWkILOAD AT http://www.deq.virginia.gov/Programs/Water/StorrnwaterManagement/Publications.aspxl. PMULCHING 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 PERWANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITiE. ANY BORROW, FILL, OR WASTE SUCH AS DEMOLITION MATERIAL MUST BE PROVIDED FROM OR HAULED TO A PERMITTED, APPROVED, SUPPLY OR WASTE MREA. ALL OFFSITE ACTIVITY IS NOT PART OF THIS PERMIT/ PLAN SET AND IS ADDRESSED UNDER SEPARATE COVER. SOIL STOCKPILES ARE NOT ANTICIPATED ON&TE. 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 IN -FENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. 5. STABILIZATION MEASURES SHALL BE APPLIED -TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. 6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS; PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 25-YEAR STORM OF 24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. 7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH .ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. EROSION AND SEDIMENT MINIMUM STANDARDS (CONY.) 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 SHALT_ BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE 13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. 14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. 15, THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. 16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE )WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALT_ 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. SITREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS; AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. 18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 14 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE REGULATORY AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORRMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA FOUND IN VESC REGULATION 94VAC25-840-40 MS-19 PARTS A-N FOUND AT WEBPAGE HTTP://LIS.VIRGINIA. GOVZCGI-BIN/LEGP604.EXE?000+REG+9VAC25-8401-40 MAP UNIT MAP UNIT NAME SLOPES NATURAIL DRAINAGE CLASS CAPACITY OF THE MOST LIMITING LAND CAPABILITY HYDROLOGICAL SYMBOL PERCENT LAYER TO TRANSMIT WATER (Ksat) [NON -IRRIGATED) SOILGROUP 4D ASHE LOAM 15 TO 25 SOMEWHAT (EXCESSIVELY DRAINED HIGH 6E B 19C CULLEN LOAM 7 to 15 WELL DRAINED HIGH 3E B 19B CULLEN LOAM 2 to 7 WELL DRAINED HIGH 2E B 20D3 CULLEN CLAY LOAM 15 TO 25 WELL DRAINED MODERATLEY HIGH 6E B 5B BELVOIR LAOM 2 to 7 SOMEWHAT POORLY DRAT N ED HIGH 3W D W WATER ,pr� Dew ear Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z 0 0 � J U) � 0 Z z z W ::) Y 2 O cr. :D�U 0 Q n z 0 c z � ZcC 0 Z Q W Z OLLT _j ry, < 0 C0 LLJ r > In :D rr 0 I CC LLJ 0 W H z z C) U �Q O HH v W U) o Ir Z o > Z Z � S EAL KEY PLAN SCALE REVISIONS W - WRY TV EL � �� 07/23/18 JIRC 100% DOCUMENTS No. DATE BY Description DRAWN BY C LG APPROVED BY DMK CHECKED BY DMK TITLE EROSION & SEDIMENT CONTROL NOTES DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. THE PROJECT IS MORE THAN 10,000 SF AND WILL REQUIRE EROSION AND SEDIMENT REVIEW APPROVAL. 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C4mO3 j �� * rUH. r�•s•�� ew err ,.,, Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z 0� —o Q U) o c� z z z W Dse 7> 0 cr LL Q CU o Q - zz 0 o0 Cc z > 0 z < C/) Z o L J CC Q U w o U. 0 _! W I— U Q U - U z �Q o f— LL U U) U) o r W — z O O �!!- z LLJ z F— SEAL sALTff KEY PLAN SCALE 0' 4' 8' VERTICAL SCALE 0' 20' 40' HORIZONTAL SCALE 1 " = 20' 1EVISIONS 107/23/18 JRC 100% DOCUMENTS No. I DATE BY Description DRAWN BY APPROVED BY CHECKED BY CLG DMK DMK TITLE STORM SEWER PROFILES DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. C4004 dwl NSIffefew err ... 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C4NO6 -4 e% 11 w r- j '0 �0 rR•i�M ,. ew err Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290, 7928 www.dewberry.com z o� �o U) 0 0 z z z w :D Y � OQ LL oz z 0 o� z � z 0 z C/) z 0 LLI Q < U) LL) > CL 0 LLJw 0U � U z �Q o H � U C/) C/) o w0 z O z - W z � KEY PLAN SCALE o' 4' 8' VERTICAL SCALE o' 20' 40' HORIZONTAL SCALE 1„=20' REVISIONS 107/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY APPROVED BY CHECKED BY TITLE CLG DMK DMK STORM SEWER PROFILES DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. C4NO7 1 2 3 4 5 STONE CONSTRUCTION UCTION OF A STET FENCE ACCESS (VDOT #1 CONS-R,* ���•�,, 1.5 �...,Dewberry COURSE AGGREGATE) (WITHOUT WIRE SUPPORT) ORIGINAL • 70' MIN. EXISTING 2. EXCAVATE A 4"X 4" TRENCH GROUND ELEV. 3" SM-2A ASPHALT PAVEMENT TABLE 3.31-B 1. SET THE STAKES. SOURCE: VA. DSWC UPSLOPE ALONG THE LINE OF 67 CU. 2% TOP COURSE (REVISED JUNE 2003) STAKES. 3'* Y g 2% Dew err n Ineers Inc. YD./ACRE 4805 Lake Brook Drive, Suite 200 SEED 6 MAX. Glen Allen, VA 23060 APPLICATION DATES SPECIES APPLICATION RATES Phone: 804.290.795 7 EXISTING GROUND Fax:804.290.7928 6" MIN. 21A `�_ 67 CU. www.dewberry.com AGGREGATE BASE 50/50 MIX OF ANNUAL RYEGRASS � -� = YD. ACRE ' E SEPT. 1 - FEB. 15 (LOLIUM MULTI-FLORUM) & CEREAL 50-100 (Ibs./acre)_ �_ _ �` CLEANOUT MAX. ORIGINAL PROF LE V EW WINTER RYE SECALE CEREALE �(EXCAVATED) FILTER GROUND z (WINTER) ( ) FLOW �J �J CLOTH � ELEV.0 STONE CONSTRUCTION _ \ 4" ** COARSE CLASS -0 ACCESS (VDOT #1 ASPHALT PAVED ANNUAL RYEGRASS (LOLIUM 3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT THE AGGREGATE RIPRAP COURSE AGGREGATE) WASHRACK FEB. 16 -APR. 30 MULTI-FLORUM) 60-100 (Ibs./acre) TO STAKES AND EXTEND EXCAVATED SOIL. Q � 70' MIN. 70' MIN. IT INTO THE TRENCH. �.- CROSS SECTION OF OUTLET 0 0 A z z z w MAY 1 - AUG. 31 GERMAN MILLET 50 (Ibs./acre) 75 EXISTING �- �. �-- CLASS I: LENGTH (IN FEET) _ D „ �- - �----� � RIPRAP O 2% 2% 12 MIN.* PAVEMENT �-- � 6 X DRAINAGE AREA (IN AC.) LL < FERTILIZER &LIME �--- DIVERSION O z �. �~ DIKE � z L• APPLY 10-10-10 FERTILIZER AT A RATE OF 450 Ibs. acre OR 10 Ibs. 1,000 °C * POSITIVE DRAINAGE / ( / SHEET FLOW INSTALLATION �� Q _ MUST EXTEND FULL WIDTH A sq. ft.) �� �--�_ �-- . �� z Z > OF INGRESS AND EGRESS TO SEDIMENT (PERSPECTIVE VIEW) �� '- L • APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS ACRES--� �`�-- z O OPERATION TRAPPING DEVICE / � � � � � .� � _ OR 90 LBS. 1,000 SQ. FT. FLOW �� �--�_ 0 Z > 3 � („) w NOTE. A A Q PLAN SEW 1. B 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 ! **COARS �- u- -� Q �J / w = SOIL BY DISKING OR BY OTHER MEANS. RE TE U O S'' �-, P ITIVE DRAINAGE R .......... 0 12 MIN. 3. WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN TO SEDIMENT :.:::.:: .;:...... _ ::;::.. EXCAVATED :... �- Q O EROSION &SEDIMENT CONTROL TECHNICAL BULLETIN 4, 2003 NUTRIENT ��'������������ � �������� ......::::::II...::::::::� � �� TRAPPING DEVICE � � AREA D MANAGEMENT FOR DEVELOPMENT SITES AT: POINTS A SHOULD BE HIGHER THAN POINT B. U. htt ww.dcr.state.va.us sw e&s.htm ubs - FILTER P /% I #P DRAINAGEWAY INSTALLATION (FRONT ELEVATION) CLOTH Cn W p 3.31 :TEMPORARY SEEDING SPECIFICATIONS ** COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 cr 0 FILTER CLOTH OUTLET PERSPECTIVE VIEW z 0 S QUICK REFERENCE FOR ALL REGIONS SF 3.05: SILT FENCE z SECTI0N A -A>_ N. T.S. SEDIMENT TRAP CALCULATIONS W H- Ho AREA@ z CE VOLUME VOLUME TOTAL VOLUME VOLUME TOTAL WET WET WET HEIGHT WEIR W - BERM ELEV. 3.02 : STO N E CONSTRUCTION ENTRANCE TABLE 3.35-A AREA TO REQUIRED REQUIRED VOLUME PROVIDED PROVIDED VOLUME EXCAVATED EXCAVATED EXCAVATED OF OUTLET TOP L WEIR OUTLET TOP OF TRAP # TRAP WET (yd3} DRY (yd3) REQUIRED WET DRY PROVIDED DEPTH LENGTH WIDTH BERM HEIGHT WIDTH LENGTH HEIGHT (ft2) WEIR N.T.S. MULCHES RATES NOTES 1A 2.08 ac 140 140 1 280 259.91 1 228.96 1 488.87 1 3.00 Ft 64 Ft 43 Ft 3.00 Ft 2.00 Ft 1 2.5 Ft lPipe Ouletl 3430 549 00 Ft PER ACRE PER 1,000 sq, ft. SEAL T p SEDIMENT TRAP CALCULATIONS ,� TABLE 3.32-D 12-2 TONS FREE FROM WEEDS AND COARSE ('4 S MINIMUM 2 TONS VOLUME VOLUME TOTAL VOLUME VOLUME TOTAL WET .NET WET HEIGHT WEIR W - BERM ELEV.° REVISED DUNE 2003 STRAW OR ( MATTER. MUST BE ANCHORED. ( ) 70-90 Ibs. HAY FOR WINTER SPREAD WITH MULCH BLOWER OR ado AREA TO REQUIRED REQUIRED VOLUME PROVIDED PROVIDED VOLUME EXCAVATED EXCAVATED EXCAVATED OF OUTLET TOP L WEIR OUTLET TOP OF TRAP # TRAP WET (yd) DRY (yd)REQUIRED WET DRY PROVIDED DEPTH LENGTH WIDTH BERM HEIGHT WIDTH LENGTH HEIGHT (ft2) WEIR ' SEED' COVER) BY HAND do 1B 2.50 ac 1 168 168 1 336 1 259.91 1 228.96 1 488.87 3.00 Ft 64 Ft 43 Ft 3.00 Ft 2.00 Ft I 2.5 Ft Pipe ulet 3430 1549.00 Ft V' LAND USE SPECIES APPLICATION PER ACRE .< 'No PIPE OUTLET To FLAT DO NOT USE AS MULCH FOR► 1 95-100% AREA WITH NO DEFINED SEDIMENT TRAP CALCULATIONS AREA @ MINIMUM CARE LAWN TALL FESCUE FIBER MINIMUM 1,500 35 Ibs. WINTER COVER OR DURING HOT, H - Ho - 17 23 OR PERENNIAL RYEGRASS 0-5% MULCH Ibs. DRY PERIODS.* APPLY AS CHANNEL VOLUME TOTAL VOLUME VOLUME TOTAL WET WET WET HEIGHT WEIR W - BERM ELEV. '� COMMERCIAL .. ,! 6s ( 1 0-5% PLAN VIEW AREA To REQUIRED REQUIRED VOLUME PROVIDED PROVIDED VOLUME EXCAVATED EXCAVATED EXCAVATED OF OUTLET TOP L WEIR OUTLET TOP OF RESIDENTIAL) KENTUCKY BLUEGRASS SLURRY. 2 A 101 TOTAL: 175-200 LBS. TRAP # TRAP WET (yd3) DRY (yd3) REQUIRED WET DRY PROVIDED DEPTH LENGTH WIDTH BERM HEIGHT WIDTH LENGTH HEIGHT (ft) WEIR CUT OR SHREDDED IN 4-6" 2 2.93 ac 197 197 394 239.61 240.41 480.01 3.00 Ft 59 Ft 43 Ft 3.00 Ft 2.00 Ft 2.5 Ft Pipe OUlet 3954 534.50 Ft 1 TOTAL: 200-250 LBS. LENGTHS. AIR DRIED. DO NOT L a KEY PLAN HIGH -MAINTENANCE TALL FESCUE CORN 4-6 TONS 185-275 Ibs. USE IN FINE TURF AREAS. APPLY ST LAWN STALKS 3.13: TEMPORARY SEDIMENT TRAP WITH MULCH BLOWER OR BY q HAND. _ �- N.T.S. GENERAL SLOPE TALL FESCUE 128 LBS. FREE OF COARSE MATTER. I I -11111 d (3�:1 OR LESS) RED TOP GRASS OR CREEPING RED 2 LBS._T_ FESCUE AIR-DRIED. TREAT WITH 12 Ibs. r SEASONAL NURSE CROP 20 LBS. WOOD 4-6 TONS 185-275 Ibs. NITROGEN PER TON. DO NOT USE SECTION A -A FILTER CLOTH KEY IN s -9 ; RECOMMENDED FOR ENTIRE PERIMETER TOTAL: 150 LBS. CHIPS IN FINE TURF AREAS. APPLY WITH A _ MULCH BLOWER, CHIP HANDLER, LOW MAINTENANCE TALL FESCUE 128 LBS. OR BY HAND. SLOPE RED TOP GRASS OR CREEPING 2 LBS. FREE OF COARSE MATTER. A 3d o (MIN.) (STEEPER THAN 3:1) FESCUE z BARK AIR-DRIED. TREAT WITH 12 Ibs. - SCALE SEASONAL NURSE CROP 20 LBS. CHIPS OR 50-70 cu. yds. 1-2 cu. yds. NITROGEN PER TON. DO NOT USE do CROWNVETCH 3 TOTAL: 150 LBS. SHREDDED IN FINE TURF AREAS. APPLY WITH BARK MULCH BLOWER, CHIP HANDLER, PIPE OUTLET TO WELL 1-WHEN SELECTING VARIETIES OF TURFGRASS, USE THE VIRG(NIA CROP OR BY HAND. DEFINED CHANNEL DESIGN DIMENSIONS (MIN.) IMPROVEMENT ASSOCIATION (VCIA) RECOMMENDED TURFGRASS VARIETY LIST. * DETAIL USED FOR DESIGN= #2 QUALITY SEED WILL BEAR A LABEL INDICATING THAT THEY ARE APPROVED BY WHEN FIBER MULCH IS THE ONLY AVAILABLE MULCH DURING PERIODS WHEN PLAN VIEW VCIA. A CURRENT TURFGRASS VARIETY LIST IS AVAILABLE AT THE LOCAL STRAW SHOULD BE USED, APPLY AT A MINIMUM RATE OF 2,000 Ibs./ac. OR 45 T 36" COUNTY EXTENSION OFFICE OR THROUGH VCIA AT 804,746.4884 OR AT Ibs./1,000 sq. ft. L a 3S 6.75' http:/Zsudon.cses.vt.edu/html/Turf/turfZpublicationsZpublications2.htmi 2-USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED 3.35: ORGANIC MULCH MATERIALS o 7 L 117' BELOW: FEBRUARY 15 - APRIL 30..................ANNUAL RYE AND APPLICATION RATES d EC-1 REVISIONS MAY 1 - AUGUST 15.......................... FOXTAIL MILLET SECTIONI A -A II = � B DETAIL 1 DETAIL 2 DETAIL 3 RADIUS-S B AUGUST 16 - OCTOBER 31................ANNOAL RYE FILTER CLOTH KEY IN 6"-3';• RECOMMENDED FOR ENTIRE PERIMETER NOVEMBER 1 - FEBRUARY 15............ WINTER RYE R U ' s MIN_ s MIN. 3-SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA - A S IN. A A (MAY THROUGH SEPTEMBER USE HULLED SEED, ALL OTHER PERIODS, USE A A- x '� s w X UNHULLED SERICEA . IF FLATPEA IS USED, INCREASE RATE TO 30 LBS ACRE. NOTES: 1. APRON LIINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. S ` W MIN. 3S ) / - - � s wx I . MIN. IF WEEPING LOUEGRASS IS USED, INCLUDE IN ANY SLOPE OR LOW 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 MIN 3S f STME AND 3.18-4. MAINTENANCE MIXTURE DURING WARMER SEEDING PERIODS, INCREASE TO 3. d - 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. 30-40.BALES 4. HAND PLACED BROWN ROUNDED RIVERSTONE FROM SHENANDOAH ASPHALT. STONE s MIIN. S MIN, S MIN. 1� �.G.F `.�, o„;; ,� ,�. ,.. E.: SHALL BE A 50/50 MIX OF THE 4"-6" AND 7"-12" SIZES. FERTILIZER & LIME B B - .� OP L • APPLY 10-10-10 FERTILIZER AT A RATE OF 450 Ibs./acre (OR 10 Ibs./1,000 � � ' �� ��• " �� � � �- PIPE OUTLET CONDITIONS sq. ft.) �" - '►.: .' L �Illw L 07/23/18 JRC 100% DOCUMENTS N. T.S. • APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE :. �.: .. . ,. NH No. DATE BY Description OR 90 LBS./1,000 SQ. FT.) ,:� f H P NOTE: 1. I ....... .....,,... , �� 4� 1.) A SOIL TEST IS NECESSARY TO DETERMINE THE ACTUAL AMOUNT OF LIME GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER T DRAWN BY CLG ;C ; GEOTEXTILE 914 GEOTEXTILE_ g= REQUIRED TO ADJUST THE SOIL pH OF SITE. I. 18 MIN. FABRIC 9" FABRIC ,.t�1 „ GEOTEXTILE 2.) INCORPORATE THE LIME AND FERTILIZER INTO THE TOP 4-6 INCHES OF THE T4 A "� GRAVEL (12 MIN. DEPTH) FABRIC APPROVED BY DMK BALERUNOFF WATER SECTION A-ASECTION A -A SECTION A -A TIA�`'.I.�"TI CHECKED BY DM K SOIL BY DISKING OR BY OTHER MEANS. W/ SEDIMENT 3.) WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN I II f f NATURAL. ``. : .: MIN.3S EROSION &SEDIMENT CONTROL TECHNICAL BULLETIN #4, 2003 NUTRIENT�' ������ � �� NOTES: MANAGEMENT FOR DEVELOPMENT SITES AT: 1W' s MIN. W x --� S MIN. 190 http:/Zww.dcr.state.va.us%sw/e&s.htm#pubs EM A-, �`^^ ��� 1. FOR MULTIPLE LINE INSTALLATIONS, DIMENSION S IS TO GOVERN THE PROTECTION ,i T BELOWGROUND _ DD * % OUTSIDE THE CHANNEL WIDTH (w). TITLE 2. ON ANY INSTALLATION REQUIRING CULVERT OUTLET PROTECTION WHERE NO ENDWALL EROSION OR ENDSECTION IS SPECIFIED ON THE PLANS, CONSTRUCTION IS TO BE IN ACCORDANCE & STAKESv o II WITH DETAIL 2 SHOWN ABOVE. 3.32: PERMANENT SEEDING SPECIFICATIONSw �, N�L 3. GEOTEXTILE FABRIC TO BE INSTALLED UNDER CLASS Al ,T, AND lI MATERIALS IN ACCORDANCE WITH THE SPECIFICATIONS. ,, Q SEDIMENT CONTROL PS I i ii - . FOR PIEDMONT AREA "'� III I a 4. S - DIAMETER OF CIRCULAR CULVERT OR SPAN FOR BOX ELLIPTICAL OR ARCH CULVERT. �, :`, , . :` D - FGEOTEABRIC TILE H - DIAMETER OF CIRCULAR CULVERT OR RISE/HEIGHT FOR BOX, ELLIPTICAL OR ARCM DETAILS A.NI L GROUND- `k SEDIMENT WIRE MESH FABRIC CULVERT. COMPACTED SOIL N.T.S. FILTERED .I X USE: TYPICAL SECTION SHOWN ON PLANS FOR SIDE SLOPE, BOTTOM WIDTH AND DEPTH WOOD SECTION B-B OF CHANNEL OR MATCH EXISTING DITCH OR NATURAL GROUND. A T WATER E R 8 >> SPECIFIC APPLICATION MAXIMUM OUTLET 1 MIN 6 TYPE OF OUTLET PROTECTION MATERIAL VELOCITY MINIMUM ��T" (FUR DESIGN STORM) (INCHES) FLOW THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE i __ _ _ _ _._ ....._. :. -- 8 fps 18 OUTLET PROTECTION MINUMUM LENGTH (Ll DEI PROJECT NO: 50100451 ............ ; ............ ........... :; ___ ..........:. EXCESSIVE 4 fps 24 DER NO EXPECTED BUT NO HERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCE UVA WORK OR CLASS CLASS I DRY R€P RAP 1 .............. ........... ......... _. INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREASTYPE A INSTALLATION 3H :: . CLASS II CLASS II DRY RIPRAP' 19 fps 36 TYPE B INSTALLATION 6H CONCRETE WASHOUT AREA NOTES: SHEET NO. 4.5' MIN 1. CAP NYLOPLAST INLETS UNTIL SITE IS STABILIZED. N.T.S. st�cFleaflotr REFERENCE CULVERT OUTLET PROTECTION D D P3.07: 303 VIRGINIA DEPARTMENT OF TRANSPORTATION REV 8/O7 TEMPORARY DIVERSION DIKE INLET PROTECTION 414 114.01 ■ N.T.S. N.T.S. 1 i 2 3 E IC C On 0 NOTES: 1. CONTRACTOR TO CONFIRM VEGETATION CHOICE WITH UNIVERSITY OFFICE OF THE ARCHITECT PRIOR TO CONSTRUCTION. 2. SOIL MEDIA HAVE THE FOLLOWING CHARACTERISTICS, PER DEQ FILTER FABRIC TO SURROUND GUIDELINES: SIDES OF GRAVEL DIAPHRAGM -CLAY CONTENT SHALL BE LESS THAN 10% CONCRETE 6"x18" LEVEL -SILT AND CLAY (SOIL FINES) CONTENT SHALL BE BETWEEN PRETREATMENT CELL SPREADER BIORETENTION CELL 10% AND 20% 2L 1 W 2' GRASS STRIP (ELEV. = 550.50) -SAND CONTENT SHALL BE BETWEEN 80% AND 90% (ELEV. = 552.50') (PLANT WITH SOD -ORGANIC MATTER : 3% - 5% -TOPSOIL CONTENT 8% - 12% -MULCH: 2 - 3 IN. OF AGED, SHREDDED HARDWOOD BARK MULCH 12" -SOIL pH RANGE: 6.0 TO 7.0 FILTER FABRIC TO °' - 12 PONDING DEPTH -MIXED MEDIA MUST BE PROVIDED BY VENDOR ;URROUND SIDES OF =<`` 10" WIDE FILTER 3" MULCH LAYER -P-INDEX: 5 - 15 mg/kg FOR MEHLICH I, 18 - 40 mg/kg PRETREATMENT CELL} 0 0 0 0 ; p FABRIC STRIP ABOVE :::. _ :.: FOR MEHLICH BE I :. PEA GRAVEL AND :.. 36" BIORETENTION SOIL MEDIA CEC: SHALL ABOVE 5 PERMEABLE CENTERED ABOVE "-2" 3 PEA GRAVEL 3. -INFILTRATION RATE: 1-2 IN/HR SWALE SHALL BE STABILIZED WITH JUTE MATTING WHILE GRASS GEOTEXTILE LINER UNDERDRAIN (1 12" #57 STONE COVER IS ESTABLISHED. ALONG BOTTOM OF ALONG ON EITHER SIDE) 6" SCH. 40 PVC 4. SWALE MAINTENANCE TO BE PROVIDED BY UNIVERSITY PRETREATMENT CELL FILTER FABRIC TO PERFORATED UNDERDRAIN LANDSCAPE DEPARTMENT AND UTILITY SYSTEM DISTRIBUTION RIPRAP SHALL BE LIGHT SURROUND SIDES OF PIPE (SEE DETAIL) DEPARTMENT. BROWN IN COLOR WITH BIORETENTION 12" SUMP BELOW UNDER 5. GEOTEXTILE FABRIC: NON -WOVEN, FLOW RATE > 110 ROUNDED EDGES FROM 4 OBSERVATION WELL/(,LEAN OUT VARIES DRAIN THROUGHOUT GAL MIN SF / / SFIENANDOAH ASPHALT WITH CAST IRON CLEAN OUT CAP ENTIRE FOOTPRINT 6. CONTRACTOR SHALL COMPLY WITH BIORETENTION CONSTRUCTION AND FRAME. TEE TO PERFORATED NOTES ON THE DEQ BIOFILTER CHECKLIST, FOUND IN PIPE FOR OBSERVATION WELL, TEE STORMWATER CALCULATIONS. TO SOLID PIPE FOR CLEAN OUT 7. BIORETENTION MAINTENANCE REQUIREMENTS FOUND ON SHEET C6..03. BIORETENTION 'B' SECTION: LEVEL 2 N.T.S. NO-FES: 1. CONTRACTOR TO CONFIRM VEGETATION CHOICE WITH UNIVERSITY OFFICE OF THE ARCHITECT PRIOR TO CONSTRUCTION. 2. SOIL MEDIA HAVE THE FOLLOWING CHARACTERISTICS, PER DEQ BIORETENTION CELL GUIDELINES: FILTER FABRIC (ELEV. = 548.25') -CLAY CONTENT SHALL BE LESS THAN 10% STORM PIPE PRETREATMENT CELL TO SURROUND -SILT AND CLAY (SOIL FINES) CONTENT SHALT_ BE 2L 1W 2' GRASS STRIP SIDES OF BETWEEN 10% AND 20% (ELEV. = 549.75) GRAVEL (PLANT WITH SOD) -SAND CONTENT SHALL BE BETWEEN 80% AND 90% DIAPHRAGM -ORGANIC MATTER : 3% - 5% -TOPSOIL CONTENT 8% - 12% -MULCH: 2 - 3 IN. OF AGED, SHREDDED HARDWOOD 18" BARK MULCH FILTER FABRIC TO - 12 PONDING DEPTH -SOIL pH RANGE: 6.0 TO 7.0 SURROUND SIDES OF 10 WIDE FILTER " 3 MULCH LAYER -MIXED MEDIA MUST BE PROVIDED BY VENDOR PRETREATMENT CELL o o O O o�o O :_ FABRIC STRIP ABOVE :. -P-INDEX: 5 - 15 m k FOR MEHLICH I, 18 - 40 g/ g PEA GRAVEL AND = 24" BIORETENTION SOIL MEDIA mg/kg FOR MEHLICH III PERMEABLE _ CENTERED ABOVE -CEC: SHALL BE ABOVE 5 GEOTEXTILE LINER UNDERDRAIN ( 1 "-2" 3" PEA GRAVEL -INFILTRATION RATE: 1-2 IN/HR ALONG BOTTOM OF ON EITHER SIDE) o 12 #57 STONE 3. SWALE SHALL BE STABILIZED WITH JUTE MATTING WHILE GRASS PRETREATMENT CELL o I� -`- 6 SCH. 40 PVC COVER IS ESTABLISHED. FILTER FABRIC TO PERFORATED UNDERDRAIN 4. SWALE MAINTENANCE TO BE PROVIDED BY UNIVERSITY RIPRAP SHALL BE LIGHT SURROUND SIDES OF PIPE (SEE DETAIL) LANDSCAPE DEPARTMENT AND UTILITY SYSTEM DISTRIBUTION BROWN IN COLOR WITH BIORETENTION 12" SUMP BELOW UNDER DEPARTMENT. ROUNDED EDGES FROM 4" OBSERVATION WELL/CLEAN OUT �-F VARIES -►-� DRAIN THROUGHOUT 5. GEOTEXTILE FABRIC: NON -WOVEN, FLOW RATE > 110 SHENANDOAH ASPHALT WITH CAST IRON CLEAN OUT CAP ENTIRE FOOTPRINT GAL/MIN/SF AND FRAME. TEE TO PERFORATED 6. CONTRACTOR SHALL COMPLY WITH BIORETENTION PIPE FOR OBSERVATION WELL, TEE CONSTRUCTION NOTES ON THE DEQ BIOFILTER CHECKLIST, FO SOLID PIPE FOR CLEAN OUT FOUND IN STORMWATER CALCULATIONS. 7. BIORETENTION, MAINTENANCE REQUIREMENTS FOUND ON SHEET BIORETENTION'A'SECTION: LEVEL 1 C6.03. N.T.S. MS" . - .. .... ... ... ......... ..... ..... .. : ......... ' ... ... .. e a rins -alla ions. city ;. . Mlrr� r Duts>t A1i Ili.. ....: . , ... . Depaitmi n bli Works G 1 K 5" -TOP SOIL IN UNPAVED AREAS w 0 Q oz W::�E m CONCRETE SIDEWALK AND BASE COURSE DETEC-FABLE MARKING TAPE BACKFILL (B.F.) WIDEN-FRENC1-1 AS NEEDED ABOVE PIPE VDOT f/9 BEDDING 6" MIN. UNDERGROUND ELECTRIC DIRECT BURY CONDUIT BEDDING DETAIL N.T.S. 1-1/2" SM-9.5A 3° BM-25.0 6" 21-A AGGREGATE COMPACTED SUBGRADE TO 95% � DRY DENSITY STD. PROCTOR PER D-698, METHOD D. (12° MIN. BE�.,.. SUBGRADE) PARKING AND SERVICE ROAD PAVEMENT SECTION 6" 21-B AGGREGATE COMPACTED SUBGRADE TO 98% MAX. DRY DENSITY STD. PROCTOR PER ASTM D-698. (12" MIN. BELOW SUBGRADE) TYPICAL GRAVEL SECTION LOAMAND EBITUMINUIO V ENT -PA OR (��.1�j] ��fJ..7��1,•}�c !. 2�% �[//^M1/�C •-0T �" ti iS !tJ r.�. ' D- �'. 2 ICA . OMM FIB - f#'MIS 6 El x. ■}j N E��j�I�({�GGj��"1�Y' '(/. �.��+ {�[''y�■E 1{ F SYrC4 . E OTE 4, of ChA Be,, Vl inla D1W0E F.A-H PE. ri STEEL. PIP . ........................... ........ i iT I N.T.S. /-EX. GROUND TYPICAL t" - UNKNOWN THICKNESS OF ASPHALT A ``- 21A SUBBASE (10" DEPTH FOR ROADWAYS/6" DEPTH FOR PARKING AREAS AND SERVICE ROADS) GRADED CRUSHED STONE BACKFILL, VDOT# 21 A .J I VI VL/ VI \/ I LL Li VJ 1 / `</// CONCRETE PAVEMENT ASPHALT WITH BASE NOTES: 1. MINIMUM TRENCH WIDTH SHALL BE THE LARGER OF 2 FT + PIPE O.D. OR 3 FT. EXISTING PAVEMENT, INCLUDING SUB -BASE, SHALL BE CUT AND REMOVED A MINIMUM OF 1' BEYOND THE PIPE TRENCH WIDTH ON BOTH SIDES AND RECONSTRUCTED AS SHOWN. 2. REPLACE ASPHALT PAVEMENT WITH 3" BM-25.0 + 1.5" SM-9.5A + 10" 21-B FOR ROADS OR 1 1 /2" SM-9.5A + 6" 21-B FOR PARKING AREAS AND SERVICE ROADS, BUT TOTAL THICKNESS OF ASPHALT OR CONCRETE SHALL NOT BE LESS THAN 1.5 X t". 3. PROPOSED WATER AND SANITARY SEWER SHALL HAVE A MINIMUM OF 3' OF COVER. PROPOSED DUCTBANK AND STORM SEWER PIPE SHALT_ HAVE A MINIMUM OF 2' OF COVER. PROPOSED CHILLED WATER SHALL HAVE A MINIMUM OF 4' OF COVER. 4. CONTRACTOR SHALL MATCH EXISTING PAVEMENT TYPE FOR REPAIRS. 5, SUBGRADE SHALL BE COMPACTED TO 100% PER FACILITIES DESIGN GUIDELINES PAVEMENT REPAIR DETAIL 5" MIN. THICK CONC. WALK 3500 PSI MIN. 28 DAY STRENGTH WWF 6X6-W2.9XW2.9 W2.9XW2.9 2" BELOW TOP SURFACE VARIES 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. FINISH GRADE °° ° ° °° °° ° ° p° p 0 OQ D O O p 0 O O I ICI I, I-", III -I I IfI I I Ti ff' -1 I ICI I I "6" MIN. COMPACTED AGGREGATE BASE, VDOT 21A ON COMPACTED SUBGRADE. SIDEWALK P Qom.. . _ ..Y.. Y N.T.S. N.T.S. ��•••�� ewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com KEY PLAN SCALE EVISIONS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE CONSTRUCTION DETAILS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET N0. C5NO2 VIN rs•j1 ��•••�� ew erry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com KEY PLAN SCALE REVISIONS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE CONSTRUCTION DETAILS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. c5mO3 1 i 2 3 i 4 i 5 E C DI-3A,38,3C EXPANSION KEYED EXPANSION JOINT 3'- 041 FOR DETAILS& CQY£R INLET Y JOINT CONST. BARS `= APPROACH BACK OF SIDEWALK JOINT GUTTER --- i SEE STANDARD IC-2. 4BAR " W BARS 41' „ 2„ 00 TER BARS C 6„ „ „ a: ;n BAR i SUBBASE 04 BARS B - 2 - - - HARDWARE ti ARS F a' Z z ARS F CLOTH -} € WEEP HOLE. J i Q SEE NOTE 8 04 Of, " i- .. x W 00 b tCRK AR F BAR A��IS,TE SSE AIRS D FACE OF CURB g11 ,- CONTROL JOINT GUTTER CRACK CONTROL JOINT 2,_011 6' MIN. tJ PLAN SECTION A -A 101 ' 10' MAX. KEYEDCONST. JOINT L-VARIABLE -MAX. 20' 2'-10" ' WARPED 21-0811_ 21_611 B 811 31_01t 21, GUTTER APPROACH N ARS A GUTTER - 0 i------------- - - - - -- -- ARS `� �.,• € BARS F BARS E � N ♦ DIAMETER BARS E WEEP HOLE FRONT ELEVATION BARS F 8"1-0 1,_8„ 8t, BARS B (GUTTER REMOVED) 11191f 3'-044 5XI/4i1 BENT q.PLATE----,&SECTION B--B 1/4 • • 11 fl {, TYPE A NOSE DET SHALL BE USED WITH CG 3 & CG 7 STANDARDSL2E 1 EX2 / X �2 1 4 TYPE B NOSE DET� SHALLBE U WITH G- T GALVANIZED USED H C 2 S AMARDS. TYPE A TYPE L3 E„ X 4" STUD D SHEAR CONNECTOR WELDED VAN# P - GAL ZED LATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68 3O TO ANGLE IRON AT 2 C C. I ,1 11 CONNECTORS AND IS TO BE ANCHORS WITH X 4 D STUD SHEAR l2 WELDED TO BENT PLATE AT 2' C-C. NOSE DETAILS u APPR.PAVEMENT D€-3A _ Di-38 L DI-3C L '�""';► WARPED PAVEMENT _ Low r FLOW ZLOv ♦ ,_ 11 DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL SHEET 1 OF 2 STANDARD CURB DROP INLET RTEMU 1211 - 3011 PIPE* MAXIMUM DEPTH (H) = 8' 233 rl�O47.09 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 NOTE: HS-20 RATED 19 3/4" 1/211 18" MIN. CASTING SHALL --/ BE ADA COMPLIANT TOP SECTION /q-A WITH 1/2" OPENINGS YARD INLET GRATE DETAIL 4' MAX B PRECAST CONCRETE DRAINAGE STRUCTURE N.T.S. INLET GRATE FRAME AND COWER. SEE DETAIL THIS SHEET. BOLT FRAME TO STRUCTURE 18" SQUARE ADA GRATE (SEE DETAIL) - FLEXIBLE BOOT CONNECTOR STORM PIPE ---,*- INLET SHAPING xZ INslut,� PER VDOT IS-1 MIN. 6" BEDDING DIMENSION WITH #21-B STONE SECTION VIEW TOP VIEW 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. SEE MANHOLE JOINT DETAIL. 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 STRUCTURE SHALL BE DESIGNED IN ACCORDANCE WITH ASTM C890 FOR HS-20 LOADING AND SHALL CONFORM TO ASTM 478, 5.) NO CONCRETE SHALL BE VISIBLE AT THE GROUND SURFACE. 6.) PROVIDE INLET SHAPING PER THE VDOT STANDARD METHOD OF SHAPING MANHOLE AND INLET INVERTS DETAIL (IS-1). YARD INLET DETAIL N.T.S. TABLE OF QUANTITIES DI-3A,3B,3C TYPE L AREA OF SLOT REINFORCING STEEL Concrete BARS A BARS B BARS C BARS D BARS E BARS F BARS G WEIGHT Ft. S . Ft. Cu. Yds. No. Lin. Ft. No, Lin. Ft. No. Lin. Ft. No. Lm. Ft No. Lin. Ft.* No. Lin. Ft.* No, Lin, Ft. Lbs. DI-3A 2'-6" 1.15 2.26 - - - - 1 5'-7" 3 3'-2" _ - 6 1'-0" 22 4' 1.83 2.59 5 1'-61i 2 6`-7" to W-10" 3 51-7" 3 3'-2" 4 1'-611 3 1'-611 4 1_0'1 1 64 1`-0" 111 8' 3.67 3.46 5 51-611 10 '- " '_ " 3 5'-711 3 3'-2" 4 5'-61' 3 1'-6" 4 1'- " 158 DI-38 10, 4.58 3.90 5 71-611 14 6-7 to to 6'-10" 3 5'-7" 3 3'-211 4 7'-6" 3 T-6" 4 ,- t' 204 12' 5.50 4.34 5 9'-6" 18 '-71s to W-10" 3 51-711 3 3'-211 4 91-611 3 11_611 4 141 6.42 4.78 5 11'-641 22 6'-7" to '-10" 3 51-711 3 31_211 4 111_611 3 1'-611 4 T-011 298 161 7.33 1 5.22 5 13`-611 26 W-7" to 6'-10" 3 51-7" 3 31-211 4 131-611 3 1'-6" 4 1'- 345 18' 8.25 5.66 5 15'-6" 30 '- 10to 6'-10" 3 51-711 3 31_211 4 15'-6" 3 T-6" 4 391 20' 9.17 6.09 5 171-611 34 6'-7" to W-10" 3 5'-711 3 31-2" 4 17'-6" 3 T-6" 4 1- 11 438 6' 2.75 3101 10 1'-911 4 6'-71' to 61-10" 5 5'-7" 3 31-2" 8 11-911 6 TX6/1 2 11-01,111 8' 3.67 3.45 10 1 21-911 8 6'-7" to W-10" 5 5'-71' 3 31-211 8 2t-911 6 1'-611 2 1_ 11 158 10, 4.58 3.89 10 3'-911 12 6'-7" to W-10" 5 5'-711 3 31-211 8 3'-91' 6 11-611 2 1_ 11 205 12' 5.50 4.33 10 41-9" 16 1-7" to 6'-10" 5 5'-7" 3 3'-211 8 4'-9" 6 1'-611 2 it-f, 252 DI-3C 14' 6.42 4.77 10 5'-911 20 6'-7" to W-10" 5 5'-741 3 31-261 $ 5'-9t1 6 1 1'-611 2 1- 11 298 16' 7.33 5.21 1 10 6'-9" 1 24 61-7" to W-10" 5 51-7/1 3 31-211 8 61-91t 6 11-6" 2 V- " 345 18, 8.25 5.65 1 10 7'-9" 28 W-7" to W-10„ 5 5,_7„ 3 3f_2" 8 71_91, 6 1'-611 2 T- " 39 20' 9.17 6.09 1 10 8'-9" 32 W-711to 6'-10" 5 5'-7„ 3 31-201 8 81-911 6 14_611 2 It -Oft 439 NOTES 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. 7. # 4 X S" SMOOTH DOWELS AT APPROXIMATELY 15, THIS AREA MAY BE EARTHEN, IN WHICH CASE 12" C-C TO BE PLACED IN ALL AREAS ADJACENT THE EXPANSION JOINTS WILL APPLY ONLY TO 2. THE "H" DIMENSION SHOWN ON THE STANDARDS TO ABUTTING CONCRETE TO PREVENT CURB AND GUTTER. AND SPECIFIED ON THE PLANS WILL BE SETTLEMENT. MEASURED FROM THE INVERT OF THE OUTFALL 16. CONCRETE QUANTITIES SHOWN ARE FOR DEPTH PIPE TO THE TOP OF THE STRUCTURE, 8. 3" DIAMETER WEEP HOLE TO BE LOCATED TO (H) OF 5'-2" WITHOUT PIPES. THE AMOUNT PLAN "H" DIMENSIONS ARE APPROXIMATE ONLY DRAIN SUBBASE MATERIAL. WEEP HOLE WITH DISPLACED BY PIPES MUST BE DEDUCTED TO FOR ESTIMATING PURPOSES AND THE ACTUAL 12"X12" PLASTIC HARDWARE CLOTH I' MESH OBTAIN TRUE QUANTITIES. FOR INLETS OF DIMENSIONS SHALL BE DETERMINED BY THE OR GALVANIZED STEEL WIRE, MINIMUM WIRE DIFFERENT DEPTHS ADD OR SUBTRACT 0.32 CONTRACTOR FROM FIELD CONDITIONS. DIAMETER 0.03", NUMBER 4 MESH HARDWARE CUBIC YARDS OF CONCRETE FOR EACH FOOT CLOTH ANCHORED FIRMLY TO THE OUTSIDE OF DEPTH. 3. WHEN SPECIFIED ON THE PLANS THE: INVERT IS OF THE STRUCTURE. TO BE SHAPED IN ACCORDANCE WITH STANDARD 17, LENGTH OF ANGLE IRON AS SHOWN ON SHEET 1 IS-1. THE COST F N AN PLACING E OS 0 FURNISHING DALL 9. R SHALL ALL REINFORCING STEEL HAVE A MIN, 1i + OF 2 IS TO BE L 16 AT 1 ./FT. 4. 0 LBS MATERIALS INCIDENTALTH RAPING IS TO E ALS TO E S BE N COVER OF 2 . I FOR T STRUCTURE. INCLUDED N THE BID PRICE O HE E. I ST 18. D � EN LENGTH F N AR DENOTES LE G H 0 ONE (1) L3 10. ALL REINFORCING STEEL TO BE CUT CLEAR OF IN THE EVENT THE INVERT OF THE OUTFALL ALL OPENINGS BY 2". 19, ALL REINFORCING BARS TO BE * 5, 4. RIPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, THE INVERT OF THE STRUCTURE 11. CAST -IN PLACE CONCRETE IS TO BE CLASS A3 20. WHEN INLET IS USED IN 4'-0" MEDIAN, BACK OF SHALL BE SHAPED WITH CEMENT MORTAR TO (3000 PSI). PRECAST CONCRETE IS TO BE INLET IS TO BE SHAPED TO CONFORM TO PREVENT STANDING OR PONDING OF WATER 4000 PSI, PROPOSED CURB. IN THE STRUCTURE. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO 12, LENGTH OF SLOT (L) WILL, IN EVERY CASE, BE THE SHAPING IS TO BE INCLUDED IN THE BID SHOWN ON PLANS. PRICE FOR THE STRUCTURE. 13, IF INLET IS CONSTRUCTED IN MEDIAN CURB OR 5, STEPS ARE TO BE PROVIDED WHEN H IS 4'-O"' WITH INTEGRAL. CURB. GUTTER IS TO BE OR GREATER. FOR DETAILS SEE STANDARD ST-1. OMITTED (SEE DETAIL). 6. THIS ITEM MAY BE PRECAST OR CAST -IN -PLACE. 14, STANDARD INLETS MAY BE CONSTRUCTED WITH CONCRETE BLOCKS MI ACCORDANCE WITH THE DETAILS SHOWN ON STANDARD DRAWING DI-MB. Sheet 2 of 2 1 SPECFCATIM STANDARD CURB DROP INLET 233 12" 3011 PIPE* MAXIMUM DEPTH (H) - 8' 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 104.10 16" METER 12" BEEHIVE GRATE NOTES: 1.) ANCHORS SHALL BE INSTALLED ON GRAVITY SEWERS WITH SLOPES ABOVE 20%. 2.) FOR STORM SEWER APPLICATIONS, CONTRACTOR SHALL UTILIZE BELL AND SPIGOT REINFORCED CONCRETE PIPE. MANHOLE WALL- SECTION A -A ANCHOR EXTENDS INTO SIDE OF DITCH DITCH t 12" MIN. LINE VARIES PIPE d r. 3000 PSI CONCRETE 12' . PLAN N.T.S. ANCHOR NO. 1 AT z FIRST JOINT ABOVE GRADE SPACING �°jo� MANHOLE. MANHOLE 20% TO 35% NOT OVER 36' eF'p N� � WALL 35% TO 50% NOT OVER 24' . 12" MIN: `' :. oz ' 50% OR GREATER NOT OVER 16' S� 0 4 12" MIN. ANCHOR DETAIL FOR STEEP SLOPE GRAVITY SEWERS N.T.S. ECTI -�:: N SECTION DIMEN 0t41S. ND tE ' k> 1 i ,- I 3 )� M =f 4 )'. > � r ii } i 71 . Y7 {{ // r 7 • 1 K r i •;i r � 't. 7 s I L� .rE . h:IP....:::: FAQ I Ira= 1 >- NOTE" F i tr.Q Gsf�1;1tE{A,�Y<� r: r F3 , r. i E �. t� SHOW19 t i ij � '^i d O r y� tom• f y t,�( 5��•• G,C� h > Q 4TI� 1i14Q`Tiir lv S.Z2s�i�I"T 7r{�TE�^€. .Ltri.. i>f �5�.✓':.1 F.�;.. : P : AJL. cif FLARED ENS �"� E Y .......... 1Z :r C E `E PEE �':€��..V Rl -T T :... f i?�:£� V -:?, 4A Q TMMT OF fiAW104 r�E��li♦�� ew err 1..•1 Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290,7957 Fax: 804.290.7928 www.dewberry.com z o� �o J U) z z w � Q U O Q�� o� z 0 z� zCn O LLj J �r Q Z U LU > n 0 LLJX � a pUW z� �� o C/) C/) 0� CC z o z �- >w z F- SEAL a' �.jEA�TI-ipA tl i � . I. » FL ._ � Li :Vo. S06 2, 3 ss��lVAL.�� KEY PLAN SCALE REVISIONS 07/23/18 JRC 100% DOCUMENTS No. DATE IBY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE CONSTRUCTION DETAILS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. c5.o4 A n n w ew err Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z o �- _o E- J Q U) z z z w :Dv 2 orr LL U Q Q �z oz Q 0 0 - o CE Z - z > z Cl) o w oCQ Z �- Q U W 0- r LL J F- Q o - W U)a: 0 CU z �Q o I— LL U C/) Cl) o rr — z o o W r z — W z F- SEAL VALTIf AFL` KEY PLAN SCALE VISIONS 07/23/18 JRC 100% DOCUMENTS No. DATE 6Y Description DRAWN BY CLG APPROVED BY D M K CHECKED BY DMK TITLE CONSTRUCTION DETAILS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. C5mO5 1 2 i 3 f...l ewberry E C 0 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. -- C%f 1 A f 1 A Irn Tr 1 1"11 f- A Tr T1 l /TTI tTA 1 TI Ir f'1 T.-'1 IT Mr \ / A \! LOCATION OF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM WATER & SEWER 30` MINIMUM SEE PART 3, PARAGRAPH D; SEPARATION OF WATER & SEWER SYSTEMS, UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 90° TO THE RIGHT OF WAY, UTILITY LOCATIONS EASEMENT WIDTHS NTS FIG, W-1 IX r FOR ALL BENDS 45° min 45" MIN T SECTION 1-1 TD-1 I 45' max PLUG I .I I 2 I 'I 1 1 FOR TEE OR WYE FITTINGS WIDEN TRENCH TO ACCOMMODATE ANCHOR IF REQUIRED. a M BEDDING AS � • REQUIRED i $ SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU.YD. BEND L H T L H T 90 2.50 2.50 3.01 0.24 4" & 6,, 45 22 1 /2 2.00 1.50 2.25 2.00 2.60 2.52 0.15 0.10 2.00 2.25 2.50 0.15 11 1 /4 1.50 2.00 2.50 0.10 90 3.66 3.16 3.21 0.48 8�. 45 2,66 2.66 2.77 0.26 22 1 /2 1.66 2.16 2.69 0.13 3.16 2.91 2.66 0.32 11 1 /4 1.66 2.16 2.67 0.13 90 4.83 3.83 3.42 0.83 10" & 12" 45 3.33 3.58 2.95 0.43 3.83 4.00 2.83 0.52 22 1 /2 2.33 2.58 2.86 0.24 11 1 /4 1.83 2.33 2.84 0.18 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2. USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS S NTS FIG. W- 3 TD- 3 FINISHED GRADE -ITI� IT�I� 1"I TRENCH UNDISTURBED SOIL -1T1- -T IT.-.T-I - I T I --,T I-T -" REDUCER ♦---2500 P.S.I. CONCRETE THRUST BLOCK 18 M1 N. PROFILE VIEW UNDISTURBED SOIL - EDGE 24" MIN. OF TRENCH Qa REDUCER , 8 MIN. d .�.4a 2500 P.S.I. CONCRETE THRUST BLOCK-► ,Q _ 8" MIN UNDISTURBED SOIL EDGE OF TRENCH 24' MN. NOTES: PLAN VIEW • NOT TO SCALE • NO CONCRETE SHALL BE POURED ON ANY PART OF THE MECHANICAL JOINT. USE PLASTIC SHEETING AS PROTECTION FOR BOLTS. • 3' MINIMUM HORIZONTAL PENETRATION INTO UNDISTURBED SOIL ON BOTH SIDES OF TRENCH, OR AS APPROVED BY THE ACSA. f 3' MINIMUM VERTICAL PENETRATION INTO UNDISTURBED SOIL, OR AS APPROVED BY THE ACSA. CERTIFICATION OF 95% COMPACTION REQUIRED IN TRENCH, THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO VERIFY THE TYPE AND SIZE OF ALL THRUST BLOCKS. TYPICAL_ REDUCER THRUST BLOCK NTS FIG. W-3D TD-7 NOTE: RESTRAINED JOINT FITTINGS. 4 Certification of 95% compaction required Galvanized Ste, W12 x 14 (min 3' min. penetration i soil , or as approvec ACSA. Side View 4' MINIMUM OUM I 5° TYPICAL THRUST BLOCK IN FILL AREA N TS FIG. W-3B ASTM A36 AND HEX NUT ASTM A588 (TYP) UNDISTURBED EARTH UNDISTURBED 2 - 3/4" DIA SOIL (TYP) ALL -THREAD ROD WATER MAIN ` z W y�+y VALVE 24" MIN UNDISTURBED EARTH PLAN . �..`•'- CLASS A---3 CONCRETE MIN MEGA -LUG Lij ooe ooe o°' •'. � 'l.. soo eee ° .oe oo pQe eoo 00 oa oe o o ° o oo po eoe oox• o00 000 000 00 00 oe ooe oe° oeo oee op° oo e° a°` egOY°°e°°OO°q .�• J. OeQpO4apOf°pOp°epgQOp�OppQpepp°OpQ°°°p°pOpe°pOeppO°°dpe°p0°° 18": MIN 18" ELEVATION UNDISTURBED FART 24" TRENCH 24" MIN WIDTH MIN = _z co zoo _z SECTION NOTE: 1. ALL RODS AND FASTENERS SHALL BE GIVEN TWO COATS OF ASPHALTIC PAINT AFTER ASSEMBLY. 2. CONTRACTOR SHALL ENSURE THAT THE COLLAR BEARS AGAINST UNDISTURBED SOIL FOR THE MINIMUM DIMENSION SHOWN. 3. DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MINIMUM. IF THE TRENCH WIDTH IS LARGER DURING CONSTRUCTION, THE COLLAR DIMENSIONS SHALL INCREASE ACCORDINGLY. CROSS ANCHOR RESTRAINTS FOR VALVES NTS Fig. W-3C C TD-6 METER SIZE DIMENSION DIMENSION DIMENSION A B C 1 1/2' 3' 1' 5' 0' 3' 8' Z' 311' 5'0' 3'8' 3' 5' MIN, 10' MIN. 61 4' 5' MIN. 12' MIN. ' GREATER THAN 4' PROPOSALS WILL BE SUBMITTED. B DOOR HINGES 1 i I I I 1 1 I LIFT HANDLE 1 I TYPICAL METER VAULT N.T,S. FIG, W-7A TD-5 TD-14 SIDE VIEW .75' DIAMETER DRILLED SOLE FOR TOUCH READ JNITS, TOP VIEW 3" DIAMETER FLAT BEARING SURFACE UNDERNEATH 24' X 36' ALUMINUM ACCESS HATCH GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL 8y24" Ira 8If INITIAL BACKFILL--4 8t24 MIN eft MIN. MIN. MIN. r, MIN, 6" BEDDING #68 STONE * STABLE SOIL ROCK * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE. FOUNDATION IN POOR SOIL UNDER- C'UT CONDITION q1 r7 4 MIN INITIAL BACKFILL. - - 4 MIN UNSTABLE 8" 8„°° �„ SDIL� MIN. MIN. _ MIN MIN. __ -GRANULAR .� #68 STONE =zW FILL AS'..:: � APPROVED BY ACSA Z OR ROCK STABLE SOIL OR ROCK' STABLE SOIL N OTE ; 1. NO ROCKS SHALL. BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6„ IN ANY DIMENSION SHALL B�- ALLOWED ABOVE THE INITIAL BACKFILL. 1THE INITIAL. BACKFILL SHALL. BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL. OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION BEDDING` NTS 1 FIG. W-2 TD - 2 I 1) � n PLACE 51 GALVANIZED WITNESS POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS 0 AS DIRECTED. MARKER LOCATION MAY BE SUBJECT I TO HIGHWAY DEPARTMENT APPROVAL. 4 FINISHED GRADE --- Q 1 I c- II ADJUSTABLE VALVE BOX Wf LID II z z M.J. GATE VALVE WATER LINE L4 .d l 47 2500 P.S.I. CONCRETE 2'x 2' BEARING AREA. THRUST BLOCK d .4 Q a NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE TYPICAL GATE VALVE NTS FIG, W- 5 TD-9 Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z 0 �- -o � III.J 0 0 Z z z w G 0 oC U. U Q Q O z Z V z - z > z Cn O Q Z > � Q U LU - W O - cc rr LL IIIIII j Q Uj o U z > Q O I- LL U O rr - z o O Wr z -W z F- SEAL LT11 w EL 0 A 6 U AL KEY PLAN SCALE VISIONS 107/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE CONSTRUCTION DETAILS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: sneESsso. C5.06 ��•••�� ew err Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com KEY PLAN SCALE REVISIONS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE CONSTRUCTION DETAILS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. C5mO7 e% r% e ��•.•�� ew err Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z 0 0 y) 0 0 z z z W Z) V 75 0 Ir D LL Q U O Q Q - z r) z 0 CC 0 zo_ z > zc.) Q Z oLLi �- J > i- Q CU L' W �- d- o LL 0 W � Q _ - U z Q o u- CU U) U) o M W — z o o z — W z Z) SEAL 1SALTH n 7*6 KEY PLAN SCALE 3EVISIONS 107/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY APPROVED BY CHECKED BY CLG DMK DMK TITLE lj SWM NARRATIVE AND CALCULATIONS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. C6001 it M ry ew er It X IV POST -DEVELOPMENT DRAINAGE AREA MAP Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www. dewberry, com z 0 0 � < U) (D Z0 Z Z W ::) Y 2 O or 7.) LL C) 0Q�z z rr- zop 5; 0Qz U) CC < UU3 > 0 LL 0 W U) a 0 C) z < o LL C) U) C/) o w z 0 IT- Z W Z 7.) SEAL KEY PLAN SCALE 01 60' 120 SCALE: 1 60 REVISIONS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY QLQ APPROVED BY DMK CHECKED BY DMK TITLE PRE AND POST DEVELOPED DRAINAGE AREA MAPS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. C6.O2 ew err Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804,290.7928 www.dewberry.com z O� �O U) z z z w ::) Y � O an LL a C) a z p o zi z� �0LLi Q C/) z 0 C/) >�a Do U. 0U W C/) U z � o 0 U) C/) a Ir z o z — W zH KEY PLAN SCALE VISIONS 107/23/18 JRC 1007. DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE WATER QUALITY NARRATIVE AND CALCULATIONS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. C6mO3 1 2 I 3 4 I 5 ew err E C WATER QUALITY NARRATIVE SUMMARY: THE TOTAL DISTURBED AREA OF THE SITE IS 9.58 ACRES. THROUGH THE USE OF THE VRRM SPREADSHEET, IT WAS DETERMINED THAT A PHOSPHORUS LOAD OF 7.03 POUNDS PER YEAR NEEDED TO BE REMOVED FROM THE SITE. TO ACCOMPLISH THIS, TWO BIORETENTION FACILITIES AND PERMEABLE PAVERS WERE IMPLEMENTED. IN TOTAL, 7.03 POUNDS PER YEAR WERE REMOVED FROM THE SITE. DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 BMP Design .specifications List: 2011 Stds & Specs Site Summary Total Rainfall (in): 43 Total Disturbed Acreage: %58 Site Land Cover Summary orn-Panauninnmont I anti (nvor tarrPel Sa" A 11 S I B Solis C Solis I i DSO IS Totals % of Total Forest/Open (acres) 0.00 0.00 0,00 0.00 0,00 0 Managed Turf (acres) 0,00 0.00 7,98 0.00 7.98 83 Impervious Cover (acres) 0.00 0.00 1.60 0.00 1.60 17 9.58 ago Pnct_RPnPvPlnnmPnt i anti rnvPr facresl ............................. . A Sa115 B Soils C Soits D Soils Totals 0 /o f Total a To Forest/open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0,00 0.00 4.64 0.00 4.64 48 Impervious Cover (acres) 0.00 0.00 4.94 0.00 4.94 52 9.58 100 Site Tv and Land Cover Nutrient Loads Final Past -Development Post- Post- Adjusted d Pre- 4Post-ReDevelo ment ReD velo ment ent Development Re ev toP m ent & New Impervious) (New Impervious) Site Rv 0.60 0.41 0.95 0.41 Treatment Volume (ft) 20,741 9,223 11,518 9,22.3 TP Load (lb/yr) 13.03 5.79 724 S.79 Total TP Load Reduction Required (lb/yr) 7.03 1.16 5.87 Feelment inal Post-D v o Load P (Post -Re Development & New Impervious) r - P e ReDevelopment TN Load (lb/yr) 93.23 53.44 Site Compliance Summary Maximum % Reduction Required Below 20%{3 Pre-ReDevelopment Load Total Runoff Volume Reduction (ft) 9,171 Total TP Load Reduction Achieved (lb/yr) 7.03 Total TN Load Reduction Achieved (ib/yr) 52.76 Remaining Post Development TP Load 6.00 (ib/yr) Remaining TP Load Reduction (lb/yr) 0.00 Required Drainage Area Summary x,x TARGET TP RED€, CMN EXCEEDED iUY 0,01 €.R/°SEAR y � Pre - ReDevelOP ment Fin I Post -Development Post-ReDevelopment TP TP Load per acre TP Load per acre Load pera acre (lb/acre/yr) (I b/acre/yr) (lb/acre/yr) 0.93 1.36 0.93 . D.A. A D A. B D. A C D.A. D D A E Total to ., ....................................... Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 (0,00 Managed Turf (acres) 4,64 0.00 0.00 0.00 0.00 14.64 Impervious Cover (acres) 4,94 0.00 0.00 0.00 0.00 A.94 Total Area (acres) 9.58 0.00 0.00 0.00 0.00 !9.58 Drainage Area Compliance Summary ..................... D.A. A D.A. B D.A, C D.A. D D.A. Total TP Load Reduced (lb/yr) 7.03 0.00 0,00 0,00 0.00 7.03 TN Load Reduced (lb/yr) 52.76 0.00 0.00 0.00 0.00 52..76 Drainage Area A Summary Land Cover Summary A Soils t3 Soils C Soils D Soils Total I of 96 cof Tofa I Forest/open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.00 4.64 0.00 4.64 48 Impervious Cover (acres) 0.00 0.00 4,94 0.00 4,94 52 9.58 BMP Selections Managed Turf Impervious BMP Treatment TP Load from Untreated TP Load TP Rtemoved TP Remaining Downstream Treatment Practice Credit Area Cover Credit 3 volume (ft } Upstream to Practice (Ibs) (llb/yr) (Ib/yr) to be Employed (acres) Area (acres) Practices (ibs) 3.a. Permeable Pavement #1 (Spec #7) 1.5 5,172.75 0,00 3.25 :1.91 1.34 6.a. Bioretention #1 or Micro-Bioretention #1 or Urban Bioretention (Spec #9) 1.06 1.11 4,674.35 0.00 2,93 11,61 1.32 6.b. Bioretention #2 or Micro-Bioretention #2 (Spec #9) 1 1.74 1,4 6,217.46 0.00 3.90 3.51 0,39 Total Impervious Cover Treated (acres) 4.01 Total Turf Area Treated (acres) 2,80 Total TP Load Reduction Achieved in D.A. (lb/yr) 7.03 Total TN Load Reduction Achieved in D,A. (lb/yr) 5236 Runoff Volume and CN Calculations 1-year storm 2-year storm 10-year storm ..................... . .. . Target Rainfall Event (in) 1 3.04 3.68 5.56 Drainage Areas RV & CN Drainage Area A Drainage Area B Drainage Area C Drainage Area D Drainage Area E CN ................................. 86 0 0 0 0 FIR (ft 3) 9,171 0 0 0 0 1-year return period RV wo RR (ws-in) 1.70 0.00 0.00 0.00 0.00 RV w RR (ws•fn) 1.43 0.00 0.00 0.00 0.00 CN adjusted 82 0 0 0 0 2-year return period RV wo RR (ws-in) 2.26 0,00 0.00 0.00 0.00 RV w RR (ws-in) 1.99 0.00 0.00 0.00 0.00 CN adjusted 83 0 0 0 0 10-year return period RV wo RR (ws-in) 3.99 0.00 0.00 0.00 0.00 RV w RR (ws•ln) 3,73 0.00 0.00 0.00 0.00 CN adjusted 83 0 0 0 0 DRAINAGE AREA A PERMEABLE PAVERS: PERMEABLE PAVERS HAVE BEEN ADDED TO THE SITE TO THE DOWN STREAM PARKING BAYS IN THE PROPOSED BIRDWOOD GOLF CLUBHOUSE PARKING AREA AND THE NEW TENNIS PARKING AREA TO AID IN IMPROVING WATER QUALITY. THE PAVERS DESIGNED TO BE A LEVEL 1 SYSTEM, AND HAD A TREATMENT AREA OF 1.50-ACRES. Dewberry Permeable Pavement Sizing Sizing Requirements for Permeable Pavement (Per VA DEQ Stormwater Design Specification No, 7) Stone Depth (dstone) (Equation 7.1): Boar's Headp Lobby Site: yp p lM. .A-.. p Rainfall Depth [Level 1=1 ", Level 2=1,1 "](P)= Contributing Drainage Area (A t )= r impervious Rv,< = Volumetric runoff coefficent fo imps ( ) Area of permeable pavement (A P)= Porosity of reservoir layer (rl r)= Depth of stone reservoir layer (dstone) PERMEABLE PAVEMENT MAINTENANCE REQUIREMENTS: 0.08 ft. 52459 sf. . 0.95 12881 sf. 0.4 1.01 ft. 12.17 in. - - REGULATIONS SPECIFIES T SECTION 4 VAC 50 60 124 OF THE R GU HE CIRCUMSTANCES T BE EXECUTED AGREEMENT MUST TED BETWE UNDER WHICH A MAINTENANCE A EN THE OWNER AND THE LOCAL PROGRAM. THIS SECTION SETS FORTH INSPECTION REQUIREMENTS, COMPLIANCE PROCEDURES IF MAINTENANCE IS NEGLECTED, NOTIFICATION OF THE LOCAL PROGRAM UPON TRANSFER OF OWNERSHIP, AND RIGHT -OF -ENTRY FOR LOCAL PROGRAM PERSONNEL. FOR PERMEABLE PAVEMENT, MAINTENANCE AGREEMENTS MUST CONTAIN A LONG TERM MAINTENANCE AGREEMENT AND DRAINAGE EASEMENT. THE MAINTENANCE AGREEMENT SHALL INCLUDE WHAT CONVENTIONAL MAINTENANCE TASKS SHALL BE AVOIDED, AND SIGNS SHALL NOTE THEIR STORMWATER FUNCTION. Table 7-8. Recommended Maintenance Tasks for Permeable Pavement Practices. • For the first 6 months following constructions the practice and contributing drainage area should be inspected at least After installation twice after storm events that exceed 112 inch of rainfall, Conduct any needed repairs or stabilization. • Mow grass in grid paver applications At least 1 time every 1-2 months during the growing season • Stabilize the CDA to prevent erosion • Remove any soil or sediment deposited on pavement. As needed • Replace or repair any necessary pavement surface areas that are degenerating or spalling • Vacuum pavement with a standard street sweeper to 2-4 times per year (depending prevent clogging on use) • Conduct a maintenance inspection • Sot weeding of grass applications Annually p Pp Remove any accumulated sediment in pretreatment cells Once every 2 to 8 years and inflow points • Conduct maintenance using a regenerative street sweeper 1f clogged • Replace an necessaryjoint material Required frequency of maintenance will depend on pavement use, traffic loads, and surrounding land use. VA DEQ STORMWATER DESIGN SPECIFICATION NO. 7 SECTION 4: TYPICAL DETAILS Ci PaVI" PERMEABLE PAVEMENT jd rdr i TERM,N req. ired KKtt �efexlil: dern. . cfed-01 - g Figure 7.2. Typical Detail (Source: Smith, 2009) Figure 7.3. Typical Section Permeable Pavement Level 1 8.2 PERMEABLE PAVEMENT CONSTRUCTION SEQUENCE THE FOLLOWING IS A TYPICAL CONSTRUCTION SEQUENCE TO PROPERLY INSTALL PERMEABLE PAVEMENT, WHICH MAY NEED TO BE MODIFIED TO DEPENDING ON WHETHER POROUS ASPHALT (PA), PERVIOUS CONCRETE (PC) OR INTERLOCKING PAVER (IP) DESIGNS ARE EMPLOYED. STEP 1. CONSTRUCTION OF THE PERMEABLE PAVEMENT SHALL ONLY BEGIN AFTER THE ENTIRE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED. THE PROPOSED SITE SHOULD BE CHECKED FOR EXISTING UTILITIES PRIOR TO ANY EXCAVATION. DO NOT INSTALL THE SYSTEM IN RAIN OR SNOW, AND DO NOT INSTALL FROZEN AGGREGATE MATERIALS. STEP 2. AS NOTED ABOVE, TEMPORARY EROSION AND SEDIMENT (E&S) CONTROLS ARE NEEDED DURING INSTALLATION TO DIVERT STORMWATER AWAY FROM THE PERMEABLE PAVEMENT AREA UNTIL IT IS COMPLETED. SPECIAL PROTECTION MEASURES SUCH AS EROSION CONTROL FABRICS MAY BE NEEDED TO PROTECT VULNERABLE SIDE SLOPES FROM EROSION DURING THE EXCAVATION PROCESS. THE PROPOSED PERMEABLE PAVEMENT AREA MUST BE KEPT FREE FROM SEDIMENT DURING THE ENTIRE CONSTRUCTION PROCESS. CONSTRUCTION MATERIALS THAT ARE CONTAMINATED BY SEDIMENTS MUST BE REMOVED AND REPLACED WITH CLEAN MATERIALS. STEP 3. WHERE POSSIBLE, EXCAVATORS OR BACKHOES SHOULD WORK FROM THE SIDES TO EXCAVATE THE RESERVOIR LAYER TO ITS APPROPRIATE DESIGN DEPTH AND DIMENSIONS. FOR MICRO -SCALE AND SMALL-SCALE PAVEMENT APPLICATIONS, EXCAVATING EQUIPMENT SHOULD HAVE ARMS WITH ADEQUATE EXTENSION SO THEY DO NOT HAVE TO WORK INSIDE THE FOOTPRINT OF THE PERMEABLE PAVEMENT AREA (TO AVOID COMPACTION). CONTRACTORS CAN UTILIZE A CELL CONSTRUCTION APPROACH, WHEREBY THE PROPOSED PERMEABLE PAVEMENT AREA IS SPLIT INTO 500 TO 1000 SQ. FT. TEMPORARY CELLS WITH A 10 TO 15 FOOT EARTH BRIDGE IN BETWEEN, SO THAT CELLS CAN BE EXCAVATED FROM THE SIDE. EXCAVATED MATERIAL SHOULD BE PLACED AWAY FROM THE OPEN EXCAVATION SO AS TO NOT' JEOPARDIZE THE STABILITY OF THE SIDE WALLS. STEP 4. THE NATIVE SOILS ALONG THE BOTTOM AND SIDES OF THE PERMEABLE PAVEMENT SYSTEM SHOULD BE OF 3 TO 4 INCHES PRIOR O R LAYER OR SCARIFIED OR TILLED TO A DEPTH E OR T THE PLACEMENT OF THE FILTER APPLICATIONS I LARGE SCALE PAVING WITH WEAK SOILS THE SOIL SUBGRADE MAY NEED TO BE FILTER FABRIC. N RD PROCTOR - COMP ACTED TO 95� OF THE STANDARD R DENSITY TO ACHIEVE THE DESIRED LOAD BEARING CAPACITY. (NOTE: THIS EFFECTIVELY ELIMINATES THE INFILTRATION FUNCTION OF THE INSTALLATION, AND IT MUST BE ADDRESSED DURING HYDROLOGIC DESIGN.) STEP 5. THE FILTER LAYER SHOULD BE INSTALLED ON THE BOTTOM OF THE RESERVOIR LAYER, AND WHERE WARRANTED, FILTER FABRIC CAN BE PLACED ON THE SIDES. STEP 6. PROVIDE A MINIMUM OF 2 INCHES OF AGGREGATE ABOVE AND BELOW THE UNDERDRAINS. THE E TOWARDS THE STEEPER. THE SHOULD SLOP DOWN T W H OUTLET AT A GRADE OF 0.5� OR STE P UNDERDRAINS UP -GRADIENT END OF UNDERDRAINS IN THE RESERVOIR LAYER SHOULD BE CAPPED. WHERE AN UNDERDRAIN PIPE IS CONNECTED TO A STRUCTURE, THERE SHALL BE NO PERFORATIONS WITHIN 1 FOOT OF THE STRUCTURE. ENSURE THAT THERE ARE NO PERFORATIONS IN CLEAN -OUTS AND OBSERVATION WELLS WITHIN 1 FOOT OF THE SURFACE. STEP 7. SPREAD 6-INCH LIFTS OF THE APPROPRIATE CLEAN, WASHED STONE AGGREGATE. PLACE AT LEAST 4 INCHES OF ADDITIONAL AGGREGATE ABOVE THE UNDERDRAIN, AND THEN COMPACT IT USING A VIBRATORY ROLLER IN STATIC MODE UNTIL THERE IS NO VISIBLE MOVEMENT OF THE AGGREGATE. DO NOT CRUSH THE AGGREGATE WITH THE ROLLER. STEP 8. INSTALL OVERDRAIN IF REQUIRED AND CONNECT INTO OUTLET CONVEYANCE SYSTEM. STEP 9. INSTALL THE DESIRED DEPTH OF THE BEDDING LAYER, DEPENDING ON THE TYPE OF PAVEMENT, AS FOLLOWS: PERVIOUS CONCRETE: NO BEDDING LAYER IS USED. POROUS ASPHALT: THE BEDDING LAYER FOR POROUS ASPHALT PAVEMENT CONSISTS OF 1 TO 2 INCHES OF CLEAN, WASHED ASTM D 448 NO.57 STONE. THE FILTER COURSE MUST BE LEVELED AND PRESSED (CHOKED) INTO THE RESERVOIR BASE WITH AT LEAST FOUR (4) PASSES OF A 10-TON STEEL DRUM STATIC ROLLER. INTERLOCKING PAVERS: THE BEDDING LAYER FOR OPEN -JOINTED PAVEMENT BLOCKS SHOULD CONSIST OF 2 A M D 448 N 0.8 STONE. INCHES OF WA SHED ST STEP 10. PAVING MATERIALS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER OR INDUSTRY SPECIFICATIONS FOR THE PARTICULAR TYPE OF PAVEMENT. • INSTALLATION OF INTERLOCKING PAVERS. THE BASIC INSTALLATION PROCESS IS DESCRIBED IN GREATER DETAIL BY SMITH (2006). THE BASIC INSTALLATION PROCESS IS DESCRIBED IN GREATER DETAIL BY SMITH (SMITH 2011). PERMEABLE PAVER JOB FOREMEN SHOULD SUCCESSFULLY COMPLETE THE PICP INSTALLER LOCK CONCRETE PAVEMENT I NSTITUTE. PROGRAM OFFERED BY THE INTERLOCKING TECHNICIAN COURSE TRAINING PROGRA TECHNI THE FOLLOWING INSTALLATION METHOD ALSO APPLIES TO CLAY PAVING UNITS. CONTACT MANUFACTURERS OF COMPOSITE UNITS FOR INSTALLATION SPECIFICATIONS. 1. MOISTEN, PLACE AND LEVEL THE NO. 2 STONE SUBBASE AND COMPACT IT IN MINIMUM 12 INCH THICK LIFTS WITH FOUR PASSES OF A 10-TON STEEL DRUM STATIC ROLLER UNTIL THERE IS NO VISIBLE MOVEMENT. THE FIRST TWO PASSES ARE IN VIBRATORY MODE WITH THE FINAL TWO PASSES IN STATIC MODE. THE FILTER AGGREGATE SHOULD BE MOIST TO FACILITATE MOVEMENT INTO THE RESERVOIR COURSE. 2.PLACE EDGE RESTRAINTS BEFORE THE BASE LAYER, BEDDING AND PAVERS ARE INSTALLED. PERMEABLE INTERLOCKING PAVEMENT SYSTEMS REQUIRE EDGE RESTRAINTS TO PREVENT VEHICLE LOADS FROM MOVING THE PAVERS. EDGE RESTRAINTS MAY BE STANDARD CONCRETE CURBS OR CURB AND GUTTERS. 3.MOISTEN, PLACE AND LEVEL THE NO. 57 BASE STONE IN A SINGLE LIFT (4 INCHES THICK). COMPACT IT INTO THE RESERVOIR COURSE BENEATH WITH AT LEAST FOUR (4) PASSES OF A 10-TON STEEL DRUM STATIC ROLLER UNTIL THERE IS NO VISIBLE MOVEMENT. THE FIRST TWO PASSES ARE IN VIBRATORY MODE, WITH THE FINAL TWO PASSES IN STATIC MODE. 4.PLACE AND SCREED THE BEDDING COURSE MATERIAL (TYPICALLY NO. 8 STONE, 2 INCHES THICK). 5.PAVERS MAY BE PLACED BY HAND OR WITH MECHANICAL INSTALLERS. 6. FILL GAPS AT THE EDGE OF THE PAVED AREAS WITH CUT PAVERS OR EDGE UNITS. WHEN CUT PAVERS ARE NEEDED, CUT THE PAVERS WITH A PAVER SPLITTER OR MASONRY SAW. CUT PAVERS NO SMALLER THAN ONE-THIRD (113) OF THE FULL UNIT SIZE IF SUBJECT TO TIRES. 7.FILL THE JOINTS AND OPENINGS WITH STONE. JOINT OPENINGS MUST BE FILLED WITH NO. 8, 8P OR 9 STONE PER THE PAVER MANUFACTURER'S RECOMMENDATION. SWEEP AND REMOVE EXCESS STONES FROM THE PAVER SURFACE. &COMPACT AND SEAT THE PAVERS INTO THE BEDDING COURSE WITH A MINIMUM LOW -AMPLITUDE 5,000 LBF, 75- TO 95 HZ PLATE COMPACTOR. DO NOT COMPACT WITHIN 6 FEET OF THE UNRESTRAINED EDGES OF THE PA VERS. 9.THOROUGHLY SWEEP THE SURFACE AFTER CONSTRUCTION TO REMOVE ALL EXCESS AGGREGATE. 10. INSPECT THE AREA FOR SETTLEMENT. ANY PAVING UNITS THAT SETTLE MUST BE RESET AND INSPECTED. 11. THE CONTRACTOR SHOULD RETURN TO THE SITE WITHIN 6 MONTHS TO TOP UP THE PAVER JOINTS WITH STONES. 8.3 CONSTRUCTION INSPECTION INSPECTIONS BEFORE, DURING AND AFTER CONSTRUCTION ARE NEEDED TO ENSURE THAT PERMEABLE PAVEMENT IS BUILT IN ACCORDANCE WITH THESE SPECIFICATIONS. USE A DETAILED INSPECTION CHECKLIST THAT REQUIRES SIGN -OFFS BY QUALIFIED INDIVIDUALS AT CRITICAL STAGES OF CONSTRUCTION AND TO ENSURE THAT THE CONTRACTOR'S INTERPRETATION OF THE PLAN IS CONSISTENT WITH THE DESIGNER'S INTENT. THE BASIC ELEMENTS OF A PERMEABLE PAVEMENT CONSTRUCTION CHECKLIST ARE PROVIDED AT THE END OF THIS SPECIFICATION. ONCE THE FINAL CONSTRUCTION INSPECTION HAS BEEN COMPLETED, LOG THE GPS COORDINATES FOR EACH FACILITY AND SUBMIT THEM FOR ENTRY INTO THE LOCAL BMP MAINTENANCE TRACKING DATABASE. IT MAY BE ADVISABLE TO DIVERT THE RUNOFF FROM THE FIRST FEW RUNOFF -PRODUCING STORMS AWAY FROM LARGER PERMEABLE PAVEMENT APPLICATIONS, PARTICULARLY WHEN UP -GRADIENT CONVENTIONAL ASPHALT AREAS DRAIN TO THE PERMEABLE PAVEMENT. THIS CAN HELP REDUCE THE INPUT OF FINE PARTICLES THAT ARE OFTEN PRODUCED SHORTLY AFTER CONVENTIONAL ASPHALT IS LAID DOWN. Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z 00 � J � 0 0 Z Z Z W D Y � O cc a 0 QLL z oa � Zop z (D Z cn Z o ui _J ¢ � > Q U > a Ir o LLJX pUw H a Z� �¢ o H LL U o w Z O Z - W Z � KEY PLAN SCALE REVISIONS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE WATER QUALITY NARRATIVE AND CALCULATIONS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. C6.O4 I 2 ;IM8160,021," D b ew erry V PRE -DEVELOPED LAND COVER MAP 41 I '.4 3 I .. i 1;-- I � = I = � ��.: - C ,�f����..1 1- _I I �� .._ I � � �- I. �-I. � I P . 1, ., f , ,, .1 r JEEi-ll IT I r R I MANAGED TURF = 7.98 ACRES IMPERVIOUS COVER = 1.60 ACRES 0 POST -DEVELOPED LAND COVER MAP LEGEND MANAGED TURF = 4.44 ACRES IMPERVIOUS COVER = 4.65 ACRES PERMEABLE PAVERS = 0.29 ACRES + + + + + + + BIORETENTION = 0.20 ACRES TOTAL AREA - 9.58 AC Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z O �— F:O < U) 0 z F_ ZZ W � Y O in D LL < C) 0 Q CL z 0 0 z (D Cr z � z > z U) O OLLJ i n o U. oU Uj U) < T_ 0 z >- Q o I— LL 0 C/) U) o wz 00 Z LU z :D KEY PLAN SCALE of 80160' SCALE: 1 80 :-VISIONS 107/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY QLQ APPROVED BY DMK CHECKED BY DMK TITLE PRE AND POST RUNOFF REDUCTION MAPS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. C6.06 r`•••�� ew err STRUCTURE DRAINAGE AREA MAP FROM TO 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 RIM ELEVATION STRUCTURE TYPE PIPE TYPE INCRE- ACCUM- POINT (1} POINT (2) ACRES (3) C (4) 1M1ENT (51, ULATED (6) MIN. (7) INAIR. (8) C.F.S. (9) UPPER (10) LO'R'ER (11) FT. (12) FT.IFT. (13) INCHES (14) C.F.S. (15) F.P.S. (16) SEC. (17) INCHES (18) ELEV. (19) STM 0.1 STM 02 0 ti70 0.300 0.171 0,171 5.00 6.67 1.14 560.31 559.63 68.20 0.010 15 6:45 5;26. 12,98 7.83 564.75 Uf-1 HOPE STM 0.2 STA4 03 060 0.650 0.104 0.276 6.22 6.61 .. 1.82 559.53 558.66 7110... 0.010 15 6.46 _. 5:26 93.90 9,33 5614.90 DI 1 HOPE STM 03 3TA4 64 C),080 0:660 0 {)S3 0:328 5.45 6,55 215 558.70 557'80 90.20 0.010 15 6.'Ib 5,26 17.15 9.93 563,95 DE-1 HOPE STM04 STA105 0.280 0.780 0.218 0.546 5.73 6.48 3.54 557,70 553.16 82.80 0.05115 15 15.1;3 12.33 ".72 8:70 563:75 I1E 1 EILJPE STM 05 STM 06 0.000 0.900 0.000 0.546 5.85 6.45 3.52 55' ,Ufj 550.07 61.6o 6.040 15 14.2'. .1'1.60 5:31 &69 5%21 r iH 1: HOPE S3 M 06 STM 07 u,:000 0.900 0,000 1,203 5.93 6: I3 7.73 549 97 549.75 22 30 0 010 18 10 43 5.9Q 378 16:09 1 554.34 trill-1 . HQf'£ STM08 STM09 0,730 0.900 0.657 0.657 5.00 6.67 4.38 55-1,06 5503f; .141.10 0.005 15 4.56 3.11 38'66 14.74 554.$8 mil-1 HDPE STM 09 STM 06 0:fi00 0.900 0.000 O.fiS"l 5.03 6.51 4,27 ... 55+).26 550:07 :37,20 0.005 15 �}.62 3,76 9.fiA 14.57 555.86 I H_i _. HOPE STM 10 SIM24 0.360 0340 0:122 ,1.326 8:33 6.32 B.dFi i �43.8'1 Ei42.40 W190 Q.010 1 18 1 10.51 1 5.95 e3:70 16.54 549.25 DE-1 E1DPE STM 2 4 13t�?C O s90 fl0 0.,l8 0.22{S 1,552 6.72 6;22 9:65 542.30 1 54219 11,80 1 0009 18 10.14 1 5.74 2.06 17.67 5.47.80 D1-3Q HOP , STM 11 STM 12 0:49U 0.300 0.147 0.14.7 5.06 6,67 9, 560.31 559.55 153.00 0.005 '15 4,55 3.71 7.{ l... 3 .43 564,75 f i HOPE STM'12 STM 13 0,740 0.750 0.555 6.762 5.09 6.49 .5B 559,45 556.97 82.90 U:030 15 11 17 9.:10 3:1.1 10.72 56.4.75 MH-1 HOPE STlvt 13 STM 14 0.276 0.350 0.095 0.797 5.84 6.45 5.14 656.87 552.7.6 61.30 0:067 15 16.75 13.65 4A.9 9.0 564.50 MH•1 HOPE STM 14 S'fM 17 0.15b 0.440 0.0,56 0.8.63 5.01 6.43 5;55 552.65 552.56 29.60 0.005 18 7.0 4.23 7:00 1o.U9 556.50 DE-1 I H.D.PE STm 18 STM 14 0.260 0.3y0 0.101 0.1(11 5:00 6.67 f1:68 a53.83 552.75 1i18:o 1 0.010 15 6.46 5:26 20:52 6:44 56t3:�30 fJE 1 HDPE A S 1"M 19 51"A1 16 0,720 0.900 0.648 0,54$ 5.00 6.67 ;.:32 553.00 ri52 82 36.90 0.00.5 15 451 1 3.6(3 1 i1:f14 1 14.76 1 555,44 1 pE 1 Hi STM 16 STM 150.006 0.900 0.000 0.648 5.00 6.fi7 4.32 552.12 552.50 44.10 0.005 15 4.56 1.72 11.8,ii 14.70 555.39 0i•1 HOPE STM 20 51"M 21 0.530 0.390 1 0207 1 1.717 1 6.12 6.33 1 10.96 1 544,94 1 542,.91 191.80 0..020 18 1 14,83 1 5.39 12.13 1.6:07 551.50 taE-1 HOPESTM 21 BOX 1 0.640 1 0.850 1 0.034 1 1.751 1 6:32 6.33 1'I.0.8 542.81 1 542.61 9..80 1 0.020 18 1 15.01 1 8.49 1.15 1 f6.06 554.17 U-3B HOPE STM 27 STM 28 0.350 0.86b 0:3Q1 .0.301 5.00 6,67 2:0.1 555.75 555.70 108,00 0.010 15 fjA6 5.26 20:51 9;68 562:34 DE 3B EEE7PE STM 2$ STM ?9 0:360 0.800 0.310 0-611 5 34 6.58 4,02 555.60 549.43 77,30 0,080 15 18.25 14.87 50) 8.50 651.81 01-3B HOPE STM 29 STM 30 0.000 0.900 0.000 0.719 5.43 6.56 4.71 549.33 547.80 52.7{i 0.02a 15 11.01 8.97 5;88 10.91. 557.42 tv1 E 1 kiDPEr STM 30 STt1131 0.2y 0.880 0.2.55 0,974 5:53 6,53 6.38 547.70 54s,55 3U..90 0-005 16 7.32 4,14 7.46 17.0E r 5.�4.51 91-38 HOPE STM 3 1 STM 32 0.000 O,s00 0.000 1.127 5.65 6.50 7.33 547.45 547.37 16.00 0,005 18 7.43 4.20 3181 17,91 550:22 O1-3B HOPE STM 33 STM 34 0,130 0.900 O:1177 0.117 5.00 6,67 0<7$ 551.86 549.91 116.90 0.017 15 8 34 6.8f) 1 17.19 1 6.17 1 556.30 1 D3-38 HOPE STM 34 STM 30 0:3,30 0,880 0.290 1 0.407 5.29 6.6E 2.69 1 549.81 54T70 81.00 0.026. 15 10.43 8.50 1 9,53 1 9.02 1 555.31 1 Di-3B HDPE S FM 36 STM 29 0.120 0.901) U.1fJ$ 0.108 1 5.00 1 0.67 1 0172 1 550.3.8 549.43 46,90 0.020 15 9,19 7.49 6.26 1 5.77 1 557.42 1 DI-3F3 H17PE STM 35 STA4 31 0.170 0.900 0.153 1 0.163 1 5.00 1 6:67 1.a 547.65 547.55 70.10 Q.R05 15 4.56 :i.71 5.41 1 8.50 1 552.17 1 QE-3B HDPE BOX STM 25 0.420 1 0.700 0.294 3.597 1 6,32 633 22.76 533.71 1 518.30 223.40 1 0.093 1 18 31.75 1 17.97 12,43 15.89 547.92 P1H-1 HOPE STM 25 S.TM 26 0.000 0.900 O.t}00 3.597 6. r3 6.27 22,57 518.20 518.02 18,50 1 0.010 1 27 1 .30.55 1 7.68 2,41 1 24.10 521.32 MH71 HOPE RUNOFF REDUCTION & DRAINAGE MAP Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z 0 �- _o J Q Cn 0 Z z z w Z) V 7> 0 Ir LL CU Q Q rL z Oz Q 0 0 - o Z C) Z > z CI3 O Ld 0 < Z cc < U w r U. I- U) 0 z U U >_Q O I_- LL U C/) C/) o Ir - o z O W z - W z F- SEAL 1F ALT ' 0 ilz 506 KEY PLAN SCALE 0' 80' 160' SCALE: 1 " = 80 :VISIONS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE RUNOFF REDUCTION AND STORM STRUCTURE MAPS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. C6.07 i'. 2 i 3 A! 5 E C In WATER QUANTITY NARRATIVE WATER QUANTITY CONTROL: IN ORDER TO ACCOMMODATE THE ADDITIONAL FLOW GENERATED BY THE ADDITION OF IMPERVIOUS AREA ON THE SITE, AN UNDERGROUND STORAGE BOX WITH A WEIR WALL AND TWO ORIFICES WAS DESIGNED TO ACCOMMODATE THE ADDITIONAL FLOW AND DETAIN IT ONSITE. THE 96"x48" BOX WAS DESIGNED TO BE 403'-FOOT LONG, WITH 2 ORIFICES; ONE 48"X7" AT ELEV. 537.71' (INVERT OF BOX) AND THE SECOND 48"X4" AT ELEVATION 540.61'. THROUGH THIS DETENTION, THE FLOW RATES OF WATER LEAVING THE COMBINED SITE WERE REDUCED TO BE LOWER THAN THE PRE -DEVELOPED FLOW RATES. CHANNEL PROTECTION REQUIREMENTS FOR A MANMADE CONVEYANCE SYSTEM (9VAC25-870-66.1) AND FLOOD PROTECTION REQUIREMENTS WERE MET SINCE THE COMBINED SITE PEAK FLOW RATE FOR THE 2-YEAR 24-HOUR STORM AND 10-YEAR 24-HOUR STORM BOTH DECREASE AT THE POINT OF ANALYSIS AS A RESULT OF THE PROPOSED DETENTION PIPE. THE CHART BELOW SUMMARIZES THE PRE -DETENTION AND POST -DETENTION FLOW RATES FOR DRAINAGE AREA A. THE HYDROCAD CALCULATIONS CAN BE SEEN ON SHEETS C6.08-C6.09. THE POST DEVELOPMENT SITE AREA IS 48% PERVIOUS AND 52% IMPERVIOUS. PRE -DETENTION (CFS) POST -DETENTION (CFS) 1-YEAR STORM 26.30 20.48 2-YEAR STORM 35.47 28.47 10-YEAR STORM 63.29 60.43 ff 1 l8 :.......... ......... ;:. > a 1 pb#>h Ff1 LIi1:j HydroCAD - UVAF Tennis Facility Prepared by Dewberry Printed 7/19/2018 HydroCAD@ 10.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 9.580 83 (Post) 9.580 78 (Pre) A 19.160 81 TOTAL AREA HydroCAD - UVAF Tennis Facility Type /124-hr 1 Rainfall=3.04" Prepared by Dewberry Printed 7/19/2018 HydroCAD@ 10.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC page 5 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Star-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment Post: DA Post Runoff Area=9.580 ac 0.00% Impervious Runoff Depth=1.48" Tc=5.0 min CN=83 Runoff=26.30 cfs 1.181 of SubcatchmentPre: DA Pre Runoff Area=9.580 ac 0.00% Impervious Runoff Depth=1.16" Tc=5.0 min CN=78 Runoff=20.64 cfs 0.924 of Pond DPI: DA - Detention Pipe Peak Elev=541.17' Storage=0.107 of Inflow=26.30 cfs 1.181 of Outflow=20.48 cfs 1.181 of Total Runoff Area = 19.160 ac Runoff Volume = 2.105 of Average Runoff Depth = 1.32" 100.00% Pervious = 19.160 ac 0.00% Impervious = 0.000 ac HydroCAD - UVAF Tennis Facility Type 1124-hr 1 Rainfall=3.04" Prepared by Dewberry Printed 7/19/2018 H droCADO 10.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment Pre: DA Pre Runoff = 20.64 cfs @ 11.97 hrs, Volume= 0.924 af, Depth= 1.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1 Rainfall=3.04" Area (ac) CN DescriDtion 9.580 78 HydroCAD - UVAF Tennis Facility Type 1124-hr 1 Rainfall=3. 04 " Prepared by Dewberry Printed 7/19/2018 H droCADO 10.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment Post: DA Post Runoff - 26.30 cfs @ 11.96 hrs, Volume= 1.181 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 11 24-hr 1 Rainfall=3.04" Area ac) CN Description ` 9.580 83 HydroCAD - UVAF Tennis Facility Type 1l 24-hr 2 Rainfall=3, 68" Prepared by Dewberry Printed 7/19/2018 HydroCAD@ 10.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC Page 10 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentPostx DA Post Runoff Area=9.580 ac 0.00% Impervious Runoff Depth=2.01" Tc=5.0 min CN=83 Runoff=35.47 cfs 1.605 of SubcatchmentPre: DA Pre Runoff Area=9.580 ac 0.00% Impervious Runoff Depth=1.64" Tc=5.0 min CN=78 Runoff=29.17 cfs 1.306 of Pond DP1: DA - Detention Pipe Peak Elev=541.89' Storage=0.161 of Inflow=35.47 cfs 1.605 of Outflow=28.47 cfs 1.605 of Total Runoff Area = 19.160 ac Runoff Volume = 2.911 of Average Runoff Depth = 1.82" 100.00% Pervious = 19.160 ac 0.00% Impervious = 0.000 ac HydroCAD - UVAF Tennis Facility Type 1124-hr 2 Rainfall=3.68" Prepared by Dewberry Printed 7/19/2018 HydroCAD@ 10.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment Pre: DA Pre Runoff = 29.17 cfs @ 11.96 hrs, Volume= 1.306 af, Depth= 1.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2 Rainfall=3.68" Area (ac) CN Description 9.580 78 HydroCAD - UVAF Tennis Facility Type 1124-hr 2 Rainfall=3.68" Prepared by Dewberry Printed 7/19/2018 HydroCAD@ 10.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment Post: DA Post Runoff 35.47 cfs @ 11.96 hrs, Volume= 1.605 af, Depth= 2.01 " Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 firs, dt= 0.01 hrs Type 11 24-hr 2 Rainfall=3.68" Area (ac) CN Description 9.580 83 HydroCAD - UVAF Tennis Facility Type 11 24-hr 10 Rainfall=5.56" Prepared by Dewberry Printed 7/19/2018 HydroCAD@ 10.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC Page 15 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Star-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentPost: DA Post Runoff Area=9,580 ac 0.00% Impervious Runoff Depth=3.68" Tc=5.0 min CN=83 Runoff=63.29 cfs 2.942 of SubcatchmentPre: DA Pre Runoff Area=9.580 ac 0.00% Impervious Runoff Depth=3.19" Tc=5.0 min CN=78 Runoff=56.04 cfs 2.549 of Pond DP1: DA - Detention Pipe Peak Elev=542.89' Storage=0.235 of Inflow=63.29 cfs 2.942 of Outflow=60.43 cfs 2.942 of Total Runoff Area = 19.160 ac Runoff Volume = 5.491 of Average Runoff Depth = 3.44" 100.00% Pervious = 19.160 ac 0.00% Impervious = 0.000 ac HydroCAD - UVAF Tennis Facility Type 1124-hr 10 Rainfall=5.56" Prepared by Dewberry Printed 7/19/2018 HydroCAD@ 10.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC Pac ie 17 Summary for Subcatchment Pre: DA Pre Runoff = 56.04 cfs @ 11.96 hrs, Volume= 2.549 af, Depth= 3.19" 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 10 Rainfall=5.56" Area (ac) CN DescriDtion 9.580 78 Time (hours) HydroCAD - UVAF Tennis Facility Type 11 24-hr 10 Rainfall=5.56" Prepared by Dewberry Printed 7/19/2018 H droCADO 10.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment Post: DA Post Runoff - 63.29 cfs @ 11.96 hrs, Volume= 2.942 af, Depth= 3.68" Rui cuff by SCS TR-20 method, UHz--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 ` 9.580 83 1118 1 � ��•••�� ew erry ►��:�,, Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804,290.7957 Fax: 804.290.7928 www.dewberry.com z 00 � J U) � 0 z z z W D Y 2 O Ir D LL Q U Q � z 0 � a z � z Z ¢ cn O LLi � Q U LU i CL ICE o LL OU J W H U) a z� �a o 0 U) C/) o crz o � z W zZ) KEY PLAN SCALE REVISIONS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE ATER QUANTITY NARRATIVE AND CALCULATIONS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. C6N08 IF ew err Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z 0 -o Q o 0 z z z W Z) se 2 0 Ir D LL Q CU o Q Qo� - a. Z o z 0 — z > 0 z < U) Z O w J J rr Q U W > Cr. O J CC - LL o—W _I �- U) a C) U z >- <C O I- LL U — C/) U) o r W — z o o z — W z� KEY PLAN SCALE VISIONS 107/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE WATER QUANTITY CALCULATIONS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. C6mO9 PROJECT 6uvp, , ennis CLIENT X 0 university amity of Virginia Foundation PO Box 400218 Charlott-e�svlle, VA 434,982,4848 tel 434,982.5852 fax CONSULTANT Arlington, VA 22201 70 3.682.4900 tel DATE PROJECT NUMBER PLANTING PLAN SHEET NUMBER L1 PROJECT UVA Tennis CLIENT University of Virginia Foundation PO Box 400218 Charlottesville, VA s 434.982.4848 tel 434.982.5852 fax www.uvafoundation.com CONSULTANT AECOM Technical Services 3101 Wilson Boulevard, Suite 900 Arlington, VA 22201 703.682.4900 tel www.aecom.com REGISTRATION July 20, 2018 PROJECT NUMBER TITLE PLANTING SCHEDULE SHEET NUMBER L : CD C'7 X d' N U Q NOTE: 1. FLAGGING IS ENCOURAGED NEAR PEDESTRIAN AREAS. OBTAIN OWNER REPRESENTATIVE'S APPROVAL FOR FLAGGING LOCATIONS 2. PLANTS TO CONFORM TO CURRENT AMERICAN STANDARD FOR NURSERY STOCK. 3. MULCH TO BE DOUBLE SHREDDED HARDWOOD MULCH. DO NOT PLACE MULCH AGAINST PLANT TRUNK. TREE PLANTING SCALE 1 /2" = 1'-0" PLANT SPACING "D" ROW "A" 6" O.C. 5" O.C. 8" O.C. 7" O.C. 10" O.C. 9" O.C. 12" O.C. 10" O.C. 15" O.C. 13" O.C. 18" O.C. 16" O.C. 24" O.C. 20" O.C. 36" O.C. 26" O.C. NOTE: INSTALL PLANTS WITH TRIANGULAR SPACING UNLESS OTHERWISE NOTED ON PLANS PLANT SPACING +D PLANT, TYP. MULTISTEM TREE PLANTING SCALE 1 /2" = 1'-0" EXISTING TREE CRITICAL ROOT ZONE (CRZ) TREE PROTECTION FENCING (TP) SINGLE SPECIMEN TREE PROTECTION EXISTING TREE CRITICAL / - ROOT ZONE (CRZ) � J TREE +TREE +TREE TREE FIPT OFCONSTRUCTIONPROTECTIONFENCING /DISTURBANCE (LOD) CLUSTERED TREE PROTECTION TREE PROTECTION TREE SUPPORT SYSTEM (3) GUYING STAKES WITH HOSE AND TWO STRANDS OF 12 GAUGE GALVANIZED WIRE TWISTED FOR SUPPORT. SET ROOT FLAIR ABOVE SURROUNDING FINISH GRADE NO MORE THAN 1/8 THE DEPTH OF THE ROOT BALL SURVEYOR'S FLAG, AS NECESSARY 2" MULCH- DO NOT COVER TRUNK FLAIR REMOVE BURLAP AND WIRE BASKET TO FULLEST EXTENT POSSIBLE PROVIDE 3"-4" SAUCER STAKE MINIMUM 8" BEYOND EXCAVATION IN UNDISTURBED SOIL FINISH GRADE PLANTING SOIL MIX NOTE: FLAGGING IS ENCOURAGED NEAR PEDESTRIAN AREAS WHETHER PAVED OR NOT. OBTAIN OWNER REPRESENTATIVE'S APPROVAL FOR FLAGGING LOCATIONS. E SHRUB PLANTING SCALE 1 /2" = 1'-0" NOTES: 1.) TREE PRESERVATION BOUNDARIES TO BE THE LARGER OF: THE EXISTING TREE DRIP LINE PRIOR TO WORK; THE AREA 1 FOOT FROM TREE TRUNK IN ALL DIRECTIONS FOR EACH 1.5 - 2 INCHES OF TRUNK DIAMETER; THE CRITICAL ROOT ZONE AS ESTABLISHED BY AN ISA CERTIFIED ARBORIST OR URBAN FORESTER OF THE JURISDICTION. EXCEPTIONS INCLUDE LOCATIONSS,WHERE TREE DRIP LINES EXTEND OVER PAVING TO REMAIN; IN SUCH CASES, TREE PRESERVATION BOUNDARIES MAY BE ALIGNED WITH PAVING EDGE 2.) TREE PRESERVATION FENCING IS TO BE PRELIMINARILY STAKED PRIOR TO THE COMMENCEMENT OF CONSTRUCTION TO CONFIRM AND RECEIVE ARBORIST APPROVAL OF TREE PRESERVATION FENCE LOCATION PRIOR TO INSTALLATION. 3.) TREE PRESERVATION FENCE TO BE MAINTAINED THROUGHOUT CONSTRUCTION. 4.) SHRUBS MAY BE INSTALLED WITHIN TREE PRESERVATION BOUNDARIES. SHRUB PITS TO BE DUG BY HAND WITHIN THE TREE PRESERVATION BOUNDARY AND PLANTING LOCATIONS ADJUSTED ,AS NEEDED TO AVOID DISTURBING LARGE TREE ROOTS. JG TREES AND ATION TO REMAIN. 4GE PLASTIC SNOW SECURED AT EACH KITH A MINIMUM OF E TIES. TREE PROTECTION SIGNAGE, 1 EVERY FORTH SPAN OF FENCE K 6' HARDWOOD OR =L U-CHANNEL 3 @ 8'-0" O.C. MAX., 1 18" INTO GROUND. STING GRADE 2" MULCH - FORM INTO SAUCER AROUND EACH PLANT PLANTING SOIL MIX CONTINUOUS THROUGHOUT PLANTING BED FINISH GRADE III„ III 1EIII,. PROJECT UVA Tennis CLIENT University of Virginia Foundation PO Box 400218 Charlottesville, VA 434.982.4848 tel 434.982.5852 fax www.uvafoundation.com CONSULTANT AECOM Technical Services 3101 Wilson Boulevard, Suite 900 Arlington, VA 22201 703.682.4900 tel www.aecom.com REGISTRATION DATE July 20, 2018 PROJECT NUMBER TREE ' 60580805 PROTECTION ZONE WITHIN THIS FENCE THERE IS TO BE NO STORAGE OF MATERIALS/EQUIPMENT TRENCHING OR EXCAVATION WASHING OF TOOLS OR EQUIPMENT FENCE NOT TO BE ALTERED OR REMOVED WITHOUT PRIOR APPROVAL FROM PROJECT ARBORIST. TREE PROTECTION SIGN TITLE LANDSCAPE PLANTING DETAILS SHEET NUMBER SCALE 1 to = 1'-0" NTS NTS