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HomeMy WebLinkAboutWPO201800059 Plan - Submittal (First) WPO VSMP 2018-07-2314 0 1i i :, Dewberry' .... DRAWING INDEX Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 GENERAL Glen Allen, VA 23080 Phone: 804.290.7957 Fax: 804.290.7928 T1.01 COVER SHEET UNIVERSITY OF VIRGINIA FOUNDATION www.dewberry.com CIVIL I z CO. 01 SET NUMBER GENERAL NOTES CO.02 CO.03 EROSION AND SEDIMENT CONTROL NOTES C1.01 -C1.03 INSPECTIONS EXISTING SITE CONDITIONS C2.01 -C2.03 0 DEMOLITION PLAN C2.1 1-C2.13 ALBEMARLE COUNTY SERVICE AUTHORITY EROSION AND SEDIMENT CONTROL PHASE IA PLAN C2.21 -C2.23 EROSION AND SEDIMENT CONTROL PHASE IB PLAN C3.01 -C3.03 i SITE AND UTILITY PLAN C3.1 1-C3.13 GRADING, DRAINAGE, AND E&S 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 DATE 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 C6.03C6.04 LLU) WATER QUALITY NARRATIVE AND CALCULATIONS C6.05 110LU 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 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 DETAILS TAX MAP/PARCEL ID: 7563 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 100 YEAR FLOOD PLAN PROPERTY NOT WITHIN AN ALBEMARLE COUNTY AND / OR CITY OF CHARLOTTESVILLE WATER SUPPLY WATERSHED ZONING OVERLAY DISTRICTS AIRPORT IMPACT AREA AND STEEP SLOPES MANAGED 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 S1 TE d 250 R 4 O 29 CONTACTS OWNER: University of Virginia Foundation OWNER'S REPRESENTATIVE: Nat Perkins Real Estate Project Manager Golf Course Drive PH. (434) 982-5304 nperkins@uvafoundation.com SCALE: NTS ENGINEER: Dewberry Engineers Inc. Devin M. Keeler, P.E. 4805 Lake Brook Drive Suite 200 Glen Allen, Virginia 23060 PH. (804) 290-7957 FAX (804) 290-7928 dkeeler@dewberry.com SUBMITTAL SET NUMBER ❑ PRELIMINARY ❑ CONSTRUCTION PLANNING/ZONING ® APPROVAL ❑ REVISION ENGINEER ❑ BIDDING ❑ RECORD INSPECTIONS ALBEMARLE COUNTY, VIRGINIA PLANNING SET VICINITY MAP SCALE: 1 " 250' APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING/ZONING ENGINEER INSPECTIONS ARB 0 DEPARTMENT OF FIRE RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORATION HEALTH DEPARTMENT 0 SEAL :Nei. 506 V16' A. KEY PLAN SCALE I%. (D Id J J U) LLI0 J 0 0 250' 500' HORIZONTAL SCALE 1 " = 250' REVISIONS In 0 0 i O 07/23/18 JRC 100% DOCUMENTS No. DATE CL Description LLU) 110LU SEAL :Nei. 506 V16' A. KEY PLAN SCALE I%. (D Id J J U) LLI0 J 0 0 250' 500' HORIZONTAL SCALE 1 " = 250' REVISIONS DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK 111111111111111102 DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. T1.01 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK 111111111111111102 DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. T1.01 Fal x N F9i 1 1 2 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 DEVIIATION 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 FEINCE 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 FENDING, 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 APRIL 14TH, 2019. IF THE CONTRACTOR WOULD LIKE TO CLEAR OUTSIDE OF THIS WINDOW, THEY SHALL COMPLETE A FIELD SURVEY TO ENSURE NO) NORTHERN LONG-EARED BAT ROOSTS ARE IN THE VICINITY. ANY ROOSTS FOUND MAY NOT BE DISTURBED THROUGHOUT THE DURATION OF THE PROJECT. 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. IW T 01=21,0111NOW 1. TREES AND VEGETATION ADJACENT TO THE ACTUAL WORK AREA OR BORROW AREA ARE TO BE PROTECTED WITH TEMPORARY FENCING (CHAIN LINK FENCE FOR TREES; CONSTRUCTION SAFETY FENCE FOR VEGETATION) TO PRESERVE EXISTING (ITEMS INDICATED TO REMAIN AND TO PREVENT DAMAGE TO PROPERTY. 2. UNDERGROUND UTILITIES SHALL BE LOCATED SO THAT CONSTRUCTION WILL NOT DAMAGE OR DESTROY THE PLANTS TO REMAIN. UTILITY TRENCHING SHALL NOT BE LOCATED CLOSER THAN 1'-0" FOR EACH 1" IN DIAMETER UP TO A MAXIMUM OF 20'-0" FOR TREES TO REMAIN. DAMAGED TREES AND PLANTS SHALL BE RESTORED TO THE SATISFACTION OF THE UNIVERSITY. 3, THE PARKING OF VEHICLES AND STORAGE OF ANY CONSTRUCTION EQUIPMENT OR MATERIALS SHALL NOT OCCUR UNDER THE DRIP LINE OF TREES TO BE PROTECTED. GENERAL DEMOLITION NOTES 1. SAW CUT AND REMOVE ALL ASPHALT AND CONCRETE TO LIMITS REQUIRED FOR PROPOSED WORK. 2. REMOVE VEGETATION, GRASS, & ROOTMAT IN AREAS TO RECEIVE NEW ASPHALT AND CONCRETE PAVEMENTS. 3. ALL PRIMARY UTILITIES DISCOVERED DURING DEMOLITION OPERATIONS THAT SERVE OTHER ACTIVITIES SHALL BE PROPERLY PRESERVED AND PROTECTED. 4. THE CONTRACTOR SHALL IMMEDIATELY REPORT TO THE OWNER ANY UNFORESEEN OR ADVERSE CONDITIONS DISCOVERED DURING DEMOLITION OPERATIONS. 5. CONTRACTOR SHALL PROTECT EXISTING PLANT MATERIAL NOT DESIGNATED FOR REMOVAL OR RELOCATION FROM DAMAGE DURING CONSTRUCTION. 6. CONTRACTOR SHALL KEEP ALL SURROUNDING PUBLIC ROADWAYS AND DRAINAGE SYSTEMS FREE FROM DIRT, MUD, AND CONSTRUCTION DEBRIS AT ALL TIMES. 7. LIMITS OF DEMOLITION INDICATED ON PLAN ARE MINIMUM. CONTRACTOR SHALL REMOVE ASPHALT PAVEMENT, CONCRETE AND MISCELLANEOUS ITEMS AS NECESSARY TO FACILITATE CONSTRUCTION IN ACCORDANCE WITH STATE AND LOCAL REGULATIONS, 8. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR OF ANY ITEMS DAMAGED DURING THE CONSTRUCTION, 9. CONTRACTOR IS RESPONSIBLE FOR STAGING THE DEMOLITION OF EXISTING UTILITIES WITH INSTALLATION OF NEW. OWNER SHALL BE GIVEN AMPLE WARNING PRIOR TO ANY DISCONTINUATION OF ANY SERVICE. 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). 3 ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR EROSION & SEDIMENT CONTROL PLANS 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA, EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7: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 1-0 FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80 LBS/10OSF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AL 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. PERMANIENT 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 WITITIN 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 DALE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) (MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) 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. 4 � 5 VIRGINIA UNIFORM CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL PRACTICES 3.02 CONSTRUCTION ENTRANCE CE RIM 3.05 SILT FENCE SFS 3.07 INLET PROTECTION IP 3.13 TEMPORARY SEDIMENT TRAP ST OF CURB 3.18 OUTLET PROTECTION OP OF CURB 3.31 TEMPORARY SEEDING (I 5) 3.32 PERMANENT SEEDING PS 3.35 MULCHING 3.38 TREE PRESERVATION & JRC -TP TP - No. PROTECTION BY Description 3.39 DUST CONTROL �(;) SURVEY CONTROL MAP 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 • PROPOSED MANHOLE E PROPOSED CLEANOUT N PROPOSED GATE VALVE O■ PROPOSED INDICATOR VALVE (PIV) xox PROPOSED FIRE DEPARTMENT CONNECTION (FDC) OW} PROPOSED DRIP VALVE VAULT 7 x 56 6956 SPOT ELEVATION PROPOSED ROADWAY ASPHALT PAVEMENT PROPOSED CONCRETE PAVEMENT PROPOSED FLAGSTONE PAVERS BW=BOTTOM OF WALL MH=MANHOLE RIM TW=TOP OF WALL SP=SPOT FP -EDGE OF PAVEMENT SW=SIDEWALK EX=EXISTING TC=TOP OF CURB GR=GRATE BC=BOTTOM OF CURB HP=HIGH POINT Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com SEAL 11 LiesNO, ' 506 it 7123 1% SAL KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK 07/23/18 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. r , , A FBI 3 no MO 1 12 MUM PROJECT DESCRIPTION THIS PROJECT INCLUDES PARKING LOT IMPROVEMENTS AND A TENNIS FACILITY ADDITION OF THE EXISTING BIRDWOOD GOLF COURSE. THIS INCLUDES UTILITY INFRASTRUCTURE, AND PARKING TO SERVICE THE EXISTING FACILITY. THE UTILITY INFRASTRUCTURE INCLUDES THE INSTALLATION OF STORMWATER, AND ELECTRICAL LINES. THE PROJECT AREA IS APPROXIMATELY 9.58 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 SHALL ONLY PERFORM OFFSITE ACTIVITIES THAT ARE COVERED UNDER THE PERMIT HOLDER FOR THIS PROJECT OR COVERED UNDER THE PERMIT OF ANOTHER PROJECT. STORMWATER RUNOFF CONSIDERATIONS THIS PROJECT WILL INCREASE IMPERVIOUS AREA AND STORMWATER RUNOFF. STORMWATER CALCULATIONS CAN BE FOUND IN THE STORMWATER PLANS, SHEETS C6.01 -C6.07. 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 SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCTION IN ORDER TO PREVENT SEDIMENT FROM LEAVING THE SITE AND TO DECREASE THE VELOCITY OF SHEET FLOWS AND LOW -TO -MODERATE CHANNEL FLOWS. STORM DRAIN INLET PROTECTION (VESCH STD. & SPEC. 3.07): A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDING AREA AROUND A STORM DRAIN DROP INLET OR CURB INLET. STORM DRAIN INLET PROTECTION PREVENTS SEDIMENT FROM ENTERING STORM DRAINAGE SYSTEMS PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA. FOR USE WHERE STORM DRAIN INLETS ARE TO BE MADE OPERATIONAL BEFORE PERMANENT STABILIZATION OF THE CORRESPONDING DISTURBED DRAINAGE AREA. DIFFERENT -TYPES OF STRUCTURES ARE APPLICABLE TO DIFFERENT CONDITIONS. TEMPORARY 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 SELECTION OF THE MOST APPROPRIATE PLANT MATERIAL. PERMANENT SEEDING ALSO IMPROVES WILDLIFE HABITAT AND ENHANCES NATURAL BEAUTY. FOR USE IN DISTURBED AREAS WHERE PERMANENT, LONG-LIVED VEGETATIVE COVER IS NEEDED TO STABILIZE THE SOIL. FOR USE WHERE ROUGH -GRADED AREAS WHICH WILL NOT BE BROUGHT TO FINAL GRADE FOR A YEAR OR MORE. MULCHING (VESCH STD. & SPEC. 3.35): APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO THE SOIL SURFACE. MULCHING PREVENTS EROSION BY PROTECTING THE SOIL SURFACE FROM RAINDROP IMPACT AND REDUCING THE VELOCITY OF OVERLAND FLOW. MULCHING FOSTERS THE GROWTH OF VEGETATION BY INCREASING AVAILABLE MOISTURE AND PROVIDING INSULATION AGAINST EXTREME HEAT AND COLD, FOR USE IN AREAS WHICH HAVE BEEN PERMANENTLY SEEDED. MULCHING SHOULD OCCUR IMMEDIATELY FOLLOWING SEEDING. AREAS THAT CANNOT BE SEEDED BECAUSE OF THE SEASON SHOULD BE MULCHED WITH AN ORGANIC MULCH. TREE PRESERVATION & PROTECTION (VESCH STD. & SPEC. 3.38): PROTECTION OF DESIRABLE TREES FROM MECHANICAL AND OTHER INJURY DURING LAND DISTURBING AND CONSTRUCTION ACTIVITY. TREE PRESERVATION AND PROTECTION IS USED TO ENSURE THE SURVIVAL OF THE DESIRABLE TREES WHERE THEY WILL BE EFFECTIVE FOR EROSION AND SEDIMENT CONTROL, WATERSHED PROTECTION, LANDSCAPE BEAUTIFICATION, DUST AND POLLUTION CONTROL, NOISE REDUCTION, SHADE AND OTHER ENVIRONMENTAL BENEFITS WHILE THE LAND IS BEING CONVERTED FROM FOREST TO URBAN -TYPE USES. FOR USE IN TREE -INHABITED AREAS SUBJECT TO LAND DISTURBING ACTIVITIES. DUST CONTROL (VESCH STD. & SPEC. 3.39) APPLICATION OF TEMPORARY SEEDING (VESCH & SPEC. 3.31), MULCHING (VESCH STD. & SPEC. 3.35), IRRIGATION, SPRAY -ON ADHESIVES OR BARRIERS TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES AND REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE DURING LAND DISTURBING, DEMOLITION AND CONSTRUCTION ACTIVITIES. TEMPORARY AND PERMANENT STABILIZATION TEMPORARY SEEDING SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE, BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS AND LESS THAN ONE YEAR. THIS INCLUDES, BUT IS NOT LIMITED TO, STOCKPILES AND BORROW AREAS. PERMANENT SEEDING SHALL BE APPLIED AND A PERENNIAL VEGETATIVE COVERING SHALL BE ESTABLISHED ON DISTURBED AREAS WITHIN SEVEN DAYS OF BEING BROUGHT TO FINAL GRADE ON AREAS NOT OTHERWISE PROTECTED. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS TO BE APPLIED. MULCHING SHALL BE APPLIED TO ALL PERMANENT SEEDING IMMEDIATELY UPON COMPLETION OF SEED APPLICATION. MULCH LIBERALLY DURING THE MID -SUMMER AND WINTER SEASONS. SEE VIRGINIA EROSION AND SEDIMENT CONTROL TECHNICAL BULLETIN NO. 4, NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES, FOR UPDATED SEED MIXTURES AND SCHEDULES AS WELL AS UPDATED LIMING, MULCHING, AND FERTILIZING REQUIREMENTS. SEE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK STD. AND SPEC. 3.35 FOR MULCHING SPECIFICATIONS. STORMWATER RUNOFF CONSIDERATIONS THIS PROJECT WILL INCREASE IMPERVIOUS AREA AND STORMWATER RUNOFF. STORMWATER CALCULATIONS CAN BE FOUND IN THE STORMWATER PLAN SHEETS. PERMITS PROJECT DISTURBANCE IS MORE THAN 1 ACRE. THEREFORE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING A VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) PERMIT AND MAINTAINING A STORMWATER POLLUTION PREVENTION PLAN (SWPPP) THE PROJECT IS MORE THAN 10,000 SF AND WILL REQUIRE EROSION AND SEDIMENT REVIEW APPROVAL 3 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 MATERIAI S 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 RED AND COPY OF HIS CURRENT CERTIFICATION SHALL BE PROVIDED -TO THE OWNER, ENGINEER AND EROSION & SEDIMENT CONTROL PLAN APPROVING AUTHORITY PRIOR TO ISSUANCE TO THE NOTICE TO PROCEED FOR THE PROJECT. GENERAL EROSION & SEDIMENT CONTROL NOTES ES -1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS (9VAC25-840). ES -2: THE PLAN -APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. THE NAME OF THE RESPONSIBLE LAND DISTURBER MUST BE PROVIDED TO THE PLAN -APPROVING AUTHORITY PRIOR TO ACTUAL ENGAGEMENT IN THE LAND -DISTURBING ACTIVITY SHOWN ON THE APPROVED PLAN. IF THE NAME IS NOT PROVIDED PRIOR TO ENGAGING IN THE LAND -DISTURBING ACTIVITY, THE PLAN'S APPROVAL WILL BE REVOKED. ES -3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. ES -4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. ES -5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN -APPROVING AUTHORITY. ES -6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN -APPROVING AUTHORITY. ES -7: ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED, AFTER WHICH, UPON APPROVAL OF THE PIAN -APPROVING AUTHORITY, THE CONTROLS SHALL BE REMOVED. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE REMOVAL OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. ES -8: DURING DEWATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED FILTERING DEVICE. ES -9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES AT LEAST AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT OR WEEKLY. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. ES -10: THE CONTRACTOR IS RESPONSIBLE FOR THE DAILY REMOVAL OF SEDIMENT THAT HAS BEEN TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE. ES -11: SEEDING OPERATIONS SHALL BE INITIATED WITHIN 7 DAYS AFTER REACHING FINAL GRADE OR UPON SUSPENSION OF GRADING OPERATIONS FOR ANTICIPATED DURATION OF GREATER THAN 14 DAYS OR UPON COMPLETION OF GRADING OPERATIONS FOR A SPECIFIC AREA. ES -12: THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOILS WHICH MAY PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS, OR HARM ANIMAL OR PLANT LIFE. ES -13: A VIRGINIA STORMWATER MANAGEMENT PROGRAM PERMIT (VSMPP) FOR THE DISCHARGE OF STORMWATER FROM CONSTRUCTION ACTIVITIES IS REQUIRED FOR PROJECTS DISTURBING 1 ACRE OR GREATER. VISIT THE VIRGINIA STORMWATER MANAGEMENT PROGRAM PERMITTING WEB PAGE AT HTTP•//WWW DEQ.STATE.VA.US/PROGRAMS/WATER STORMWATERMANAGEMENT/VSMPPERMITS/COINSTRUCTIONGENERALPERMIT.ASPX FOR MORE INFORMATION. EROSION AND SEDIMENT MINIMUM STANDARDS PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR, SPECIFIC FERTILIZER, NUTRIENT, & SEED APPLICATION MUST MEET EROSION AND SEDIMENT CONTROL (ESC) TECHNICAL BULLETIN NO. 4 NUTRIENT MANAGEMENT FOR DEVELOPMENT PROJECTS. DOWNLOAD AT http://www.deq.virginia.gov/Programs/Water/StormwaterManagement/Publications.aspxl. MULCHING REQUIREMENTS MUST MEET VESC HANDBOOK MULCHING TABLE 3.35A. 2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. ANY BORROW, FILL, OR WASTE SUCH AS DEMOLITION MATERIAL MUST BE PROVIDED FROM OR HAULED TO A PERMITTED, APPROVED, SUPPLY OR WASTE AREA. ALL OFFSITE ACTIVITY IS NOT PART OF THIS PERMIT/ PLAN SET AND IS ADDRESSED UNDER SEPARATE COVER. SOIL STOCKPILES ARE NOT ANTICIPATED ONSITE. 3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. 4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE, 5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. 6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 25 -YEAR STORM OF 24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. 7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES -THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. � i 5 EROSION AND SEDIMENT MINIMUM STANDARDS (CONT.) 8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. 9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. 12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE 13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. 14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. 15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. 16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF-SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. 17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. 18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 14 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE REGULATORY AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA FOUND IN VESC RE(GULATION 94VAC25-840-40 MS -19 PARTS A -N FOUND AT WEBPAGE HTTP://LIS.VIRGI NIA.GOV/CGI-BIN/LEGP604.EXE?000+REG+9VAC25-840-40 MAP UNIT SYMBOL MAP UNIT NAME SLOPES PERCENT NATURAL DRAIPAGE CLASS CAPACITY OF THE MOST LIMITING LAYER TO TRANSMIT WATER (Ksat) LANDCAPABILITY (NON -IRRIGATED) HYDROLOGICAL SOILGROUP 4D ASHE LOAM 15 TO 25 SOMEWHAT EXCESSIVELY DRAINED HIGH 6E B 19C CULLEN LOAM 7to15 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 P001RLY DRAINED HIGH 3W D W WATER Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com 6Y'�.1L 1 No. 506 017231 KEY PLAN SCALE REVISIONS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY APPROVED BY CHECKED BY CLG DMK DMK TITLE KI 0 EROSION OL NOTES DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. 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CLQ APPROVED BY DMK 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 CHECKED BY DMK Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z C) 07/23/18 JRC 100% DOCUMENTS No. DATE DY Description z z z LLJ 0 D LL C) 0 < < z 0 cc 0 z > 0 z < U) z (D L_Lj' < c) TU > 0 LL 0 _j Lu < z < 0 I_— LL C) U) C/) 1 z 0z Lij > LU 2 I_ :D KEY PLAN SCALE 01 4' 81 VERTICAL SCALE 1" = 4' 01 20' 40' HORIZONTAL SCALE 1" = 20' REVISIONS DRAWN BY CLQ APPROVED BY DMK CHECKED BY DMK 07/23/18 JRC 100% DOCUMENTS No. DATE DY Description DRAWN BY CLQ APPROVED BY DMK CHECKED BY DMK TITLE STORM SEWER PROFILES DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. IN 101 No I 2 1 3 1 4 5 UVAF Tennis Facility - Storm Box - STM 26 550 550 119+75 120+00 120+50 121+00 57n 121+50 122+00 122+50 123+00 UVAF Tennis Facility - Storm Box 123+50 570 »». 565 » ........».... ....... .......... .... »... ._...... 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C4807 STONE CONSTRUCTION ACCESS (VDOT #1 COURSE AGGREGATE) 70' MIN, 3" SM -2A ASPHALT 2% TOP COURSE 2% EXISTING GROUND 6" MIN. 21A AGGREGATE BASE PROFILE VIEW STONE CONSTRUCTION ACCESS (VDOT #1 COURSE AGGREGATE) 70' MIN. 70' MIN. r -r- A EXISTING PAVEMENT ASPHALT PAVED WASHRACK EXISTING 2% 2% 12" MIN.* 2% PAVEMENT * MUST EXTEND FULL WIDTH L - POSITIVE DRAINAGE TO SEDIMENT OF INGRESS AND EGRESS OPERATION TRAPPING DEVICE PLAN VIEW 12MIN. POSITIVE DRAINAGE TO SEDIMENT 2% TRAPPING DEVICE I ILI LI\ IiLV I I I cE SECTION A A 3.02: STONE CONSTRUCTION ENTRANCE TABLE 3.32-D (REVISED JUNE 2003) 1- WHEN SELECTING VARIETIES OF TURFGRASS, USE THE VIRGINIA CROP IMPROVEMENT ASSOCIATION (VCIA) RECOMMENDED TURFGRASS VARIETY LIST. QUALITY SEED WILL BEAR A LABEL INDICATING THAT THEY ARE APPROVED BY VCIA. A CURRENT TURFGRASS VARIETY LIST IS AVAILABLE AT THE LOCAL COUNTY EXTENSION OFFICE OR THROUGH VCIA AT 804.746.4884 OR AT http://sudon.cses.vt.edu/html/Turf/turf/publications/publications2.html 2 -USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16 APRIL 30 .................. ANNUAL RYE MAY 1 AUGUST 15 .......................... FOXTAIL MILLET AUGUST 16 - OCTOBER 31................ANNUAL RYE NOVEMBER 1 - FEBRUARY 15............ WINTER RYE 3 -SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF EARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SEED, ALL OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED, INCREASE RATE TO 30 LBS/ACRE. IF WEEPING LOVEGRASS IS USED, INCLUDE IN ANY SLOPE OR LOW MAINTENANCE MIXTURE DURING WARMER SEEDING PERIODS, INCREASE TO 3040. FERTILIZER & LIME 9 APPLY 10-10-10 FERTILIZER AT A RATE OF 450 Ibs./acre (OR 10 Ibs./1,000 sq. ft.) • APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE (OR 90 LBS./1,000 SQ. FT.) NOTE: 1.) A SOIL TEST IS NECESSARY TO DETERMINE THE ACTUAL AMOUNT OF LIME REQUIRED TO ADJUST THE SOIL pH OF SITE. 2.) INCORPORATE THE LIME AND FERTILIZER INTO THE TOP 46 INCHES OF THE SOIL BY DISKING OR BY OTHER MEANS. 3.) WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN EROSION & SEDIMENT CONTROL TECHNICAL BULLETIN #4, 2003 NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES AT: http_//ww.dcr.state.va.us/sw/e&s.htm#pubs TABLE 3.31B SOURCE: VA. DSWC (REVISED JUNE 2003) SEED SEED' SPECIES APPLICATION RATES PER 1,000 sq. ft. LAND USE SPECIES JAPPLICATION (LOLIUM MULTIFLORUM) & CEREAL PER ACRE MINIMUM CARE LAWN TALL FESCUE' (MINIMUM 2 TONS FEB. 16 - APR. 30 95-100% 60-100 (Ibs./acre) (COMMERCIAL OR PERENNIAL RYEGRASS SPREAD WITH MULCH BLOWER OR MAY 1 - AUG. 31 05% 50 (Ibs./acre) RESIDENTIAL) KENTUCKY BLUEGRASS' TOTAL TOTAL: 175-2000 DO NOT USE AS MULCH FOR LBS. HIGH -MAINTENANCE TALL FESCUE 1 WINTER COVER OR DURING HOT, TOTAL: 200-250 Ibs. LBS. LAWN AREA TO REQUIRED REQUIRED SLURRY. PROVIDED GENERAL SLOPE TALL FESCUE CUT OR SHREDDED IN 4-6" II I GN 128 LBS. (3:1 OR LESS) RED TOP GRASS OR CREEPING RED 185-275 Ibs. 2 LBS. TRAP FESCUE' WITH MULCH BLOWER OR BY � Il DRY HAND. SEASONAL NURSE CROP LENGTH WIDTH 20 LBS. WIDTH SECTION A. - A AIR-DRIED. TREAT WITH 12 Ibs. TOTAL: 150 LBS. LOW MAINTENANCE TALL FESCUE 46 TONS 185-275 Ibs. 128 LBS. SLOPE RED TOP GRASS OR CREEPING MULCH BLOWER, CHIP HANDLER, 3.00 Ft 2 LBS. (STEEPER THAN 3:1) FESCUE 2 549.00 Ft FREE OF COARSE MATTER. BARK SEASONAL NURSE CROP AIR-DRIED. TREAT WITH 12 Ibs. CHIPS OR 20 LBS. NITROGEN PER TON. DO NOT USE CROWNVETCH s TOTAL: 150 LBS. 1- WHEN SELECTING VARIETIES OF TURFGRASS, USE THE VIRGINIA CROP IMPROVEMENT ASSOCIATION (VCIA) RECOMMENDED TURFGRASS VARIETY LIST. QUALITY SEED WILL BEAR A LABEL INDICATING THAT THEY ARE APPROVED BY VCIA. A CURRENT TURFGRASS VARIETY LIST IS AVAILABLE AT THE LOCAL COUNTY EXTENSION OFFICE OR THROUGH VCIA AT 804.746.4884 OR AT http://sudon.cses.vt.edu/html/Turf/turf/publications/publications2.html 2 -USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16 APRIL 30 .................. ANNUAL RYE MAY 1 AUGUST 15 .......................... FOXTAIL MILLET AUGUST 16 - OCTOBER 31................ANNUAL RYE NOVEMBER 1 - FEBRUARY 15............ WINTER RYE 3 -SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF EARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SEED, ALL OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED, INCREASE RATE TO 30 LBS/ACRE. IF WEEPING LOVEGRASS IS USED, INCLUDE IN ANY SLOPE OR LOW MAINTENANCE MIXTURE DURING WARMER SEEDING PERIODS, INCREASE TO 3040. FERTILIZER & LIME 9 APPLY 10-10-10 FERTILIZER AT A RATE OF 450 Ibs./acre (OR 10 Ibs./1,000 sq. ft.) • APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE (OR 90 LBS./1,000 SQ. FT.) NOTE: 1.) A SOIL TEST IS NECESSARY TO DETERMINE THE ACTUAL AMOUNT OF LIME REQUIRED TO ADJUST THE SOIL pH OF SITE. 2.) INCORPORATE THE LIME AND FERTILIZER INTO THE TOP 46 INCHES OF THE SOIL BY DISKING OR BY OTHER MEANS. 3.) WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN EROSION & SEDIMENT CONTROL TECHNICAL BULLETIN #4, 2003 NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES AT: http_//ww.dcr.state.va.us/sw/e&s.htm#pubs TABLE 3.31B SOURCE: VA. DSWC (REVISED JUNE 2003) SEED APPLICATION DATES SPECIES APPLICATION RATES PER 1,000 sq. ft. 50/50 MIX OF ANNUAL RYEGRASS 10 MIL PLASTIC LINING SEPT. 1 - FEB. 15 (LOLIUM MULTIFLORUM) & CEREAL 50-100 (Ibs./acre) FREE FROM WEEDS AND COARSE (WINTER) RYE (SECALE CEREALE) (MINIMUM 2 TONS FEB. 16 - APR. 30 ANNUAL RYEGRASS (LOLIUM 60-100 (Ibs./acre) FOR WINTER MULTI-FLORUM) SPREAD WITH MULCH BLOWER OR MAY 1 - AUG. 31 GERMAN MILLET 50 (Ibs./acre) FERTILIZER & LIME • APPLY 1010-10 FERTILIZER AT A RATE OF 450 Ibs./acre (OR 10 Ibs./1,000 sq. ft.) APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE (OR 90 L3S./1,000 SQ. FT.) N OTE: 1.) A SOIL TEST IS NECESSARY TO DETERMINE THE ACTUAL AMOUNT OF LIME REQUIRED TO ADJUST THE SOIL pH OF SITE. 2.) INCORPORATE THE LIME AND FERTILIZER INTO THE TOP 4-5 INCHES OF THE SOIL BY DISKING OR BY OTHER MEANS. 3.) WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN EROSION & SEDIMENT CONTROL TECHNICAL BULLETIN #4, 2003 NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES AT: http //ww.dcr.state,vci.us/sw/e&s.htm#pubs FLOW 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH. 3 CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 2. EXCAVATE A 4"X 4" TRENCH 1. SET THE STAKES. UPSLOPE ALONG THE LINE OF STAKES. III 3.31 :TEMPORARY SEEDING SPECIFICATIONS OO QUICK REFERENCE FOR ALL REGIONS D N.T.S. N.1 -.S. TABLE 3.35-A MULCHES RATES NOTES PER ACRE PER 1,000 sq. ft. STRAW SES 10 MIL PLASTIC LINING 14 fps 12-2 TONS CLASS II CLASS II pRY RIPRAP FREE FROM WEEDS AND COARSE STRAW OR (MINIMUM 2 TONS MATTER. MUST BE ANCHORED. HAY FOR WINTER 70-90 Ibs. SPREAD WITH MULCH BLOWER OR VOLUME COVER) TOTAL BY HAND VOLUME TOTAL WET DO NOT USE AS MULCH FOR FIBER MINIMUM 1,500 10 Mil.. DTIC WINTER COVER OR DURING HOT, MULCH Ibs. 35 Ibs. DRY PERIODS.* APPLY AS AREA TO REQUIRED REQUIRED SLURRY. PROVIDED PROVIDED VOLUME CUT OR SHREDDED IN 4-6" II I GN EXCAVATED L1> GROUND LENGTHS. AIR DRIED. DO NOT CORN 46 TONS 185-275 Ibs. USE IN FINE TURF AREAS. APPLY STALKS TRAP Imo.. WITH MULCH BLOWER OR BY � Il DRY HAND. DEPTH LENGTH WIDTH FREE OF COARSE MATTER. HEIGHT WIDTH SECTION A. - A AIR-DRIED. TREAT WITH 12 Ibs. WOOD ABOVE GROUND 2.08 ac NITROGEN PER TON. DO NOT USE CHIPS 46 TONS 185-275 Ibs. IN FINE TURF AREAS. APPLY WITH 488.87 1 3.00 Ft 64 Ft MULCH BLOWER, CHIP HANDLER, 3.00 Ft 2.00 Ft 2.5 Ft OR BY HAND. 3430 549.00 Ft FREE OF COARSE MATTER. BARK AIR-DRIED. TREAT WITH 12 Ibs. CHIPS OR 5070 cu. yds. 1-2 cu. yds. NITROGEN PER TON. DO NOT USE SHREDDED IN FINE TURF AREAS. APPLY WITH BARK MULCH BLOWER, CHIP HANDLER, OR BY HAND. * WHEN FIBER MULCH IS THE ONLY AVAILABLE MULCH DURING PERIODS WHEN STRAW SHOULD BE USED, APPLY AT A MINIMUM RATE OF 2,000 Ibs./ac. OR 45 Ibs./1,000 sq. ft. 3.35: ORGANIC MULCH MATERIALS AND APPLICATION RATES CONCRETE WASHOUT AREA N.T.S. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) FLOW 3.05: SILT FENCE N.T.S. 'IPE OUTLET TO FLAT REA WITH NO DEFINED 'HANNEL L a 0% I III W I� d SECTION AA'. FILTER CLOTH KEY IN 6"-9' RECOMMENDED FOR ENTIRE PERIMETER 3do (MIN.) 'IPE OUTLET TO WELL )EFINED CHANNEL SECT/+ FILTER CLOTH d KEY IN 6"-9"} RECOMMENDED FOR ENTIRE PERIMETER NOTES: 1. APRON LINING WAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. 4. HAND PLACED BROWN ROUNDED RNERSTONE FROM SHENANDOAH ASPHALT. STONE SHALL BE A 50/50 MIX OF THE 4"-6" AND 7"-12" SIZES. (§P PIPE OUTLET CONDITIONS N.T.S. GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER 18" MIN. RUNOFF WATER GRAVEL (12" MIN. DEPTH) W/ SEDIMENT LI Li 0 D 4A 11 SEDIMENT WIRE MESH FILTERED WATER SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. NOTES: 1. CAP NYEOPLAST INLETS UNTIL SITE IS STABILIZED. �P 3.07: INLET PROTECTION N.T.S. 1' 1.5'* ORIGINAL GROUND ELEV. 67 CU. YD./ACRE 67 CU. CLEANOUT YD./ACRE 4' (EXCAVATED) MAX. FILTER CLOTH ** COARSE AGGREGATE CROSS SECTION OF OUTLET CLASS I DIDDAD 3' "L -ORIGINAL GROUND ELEV. CLASS I RIPRAP LENGTH (IN FEET) _ 6 X DRAINAGE AREA (IN AC.) DIVERSION DIKE `1 // )**COARS j ��- RE�PTEK EXCAVATED AREA f/ FILTER CLOTH ** COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) CFrIIPAPNITTRAP CAI CI 11 ATInIVC T TME 3S 6.75' STRAW SES 10 MIL PLASTIC LINING 14 fps 24 CLASS II CLASS II pRY RIPRAP 19 fps H - Ho - AREA @ VISIBLE SIGN VOLUME VOLUME TOTAL VOLUME VOLUME TOTAL WET TAKE., ....... WET TRAM BALEP� 10 Mil.. DTIC I BERM NATURAL GROUND I AREA TO REQUIRED REQUIRED I. PROVIDED PROVIDED VOLUME SECTION A - AIII II I GN EXCAVATED L1> GROUND OUTLET TOP L WEIR OUTLET TAKES- ......- TRAP Imo.. PLA SiI " LINING � Il DRY . NATURAL GROUND DEPTH LENGTH WIDTH BERM HEIGHT WIDTH SECTION A. - A '`D ISI WEIR ABOVE GROUND 2.08 ac CONCRETE WASHOUT AREA N.T.S. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) FLOW 3.05: SILT FENCE N.T.S. 'IPE OUTLET TO FLAT REA WITH NO DEFINED 'HANNEL L a 0% I III W I� d SECTION AA'. FILTER CLOTH KEY IN 6"-9' RECOMMENDED FOR ENTIRE PERIMETER 3do (MIN.) 'IPE OUTLET TO WELL )EFINED CHANNEL SECT/+ FILTER CLOTH d KEY IN 6"-9"} RECOMMENDED FOR ENTIRE PERIMETER NOTES: 1. APRON LINING WAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. 4. HAND PLACED BROWN ROUNDED RNERSTONE FROM SHENANDOAH ASPHALT. STONE SHALL BE A 50/50 MIX OF THE 4"-6" AND 7"-12" SIZES. (§P PIPE OUTLET CONDITIONS N.T.S. GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER 18" MIN. RUNOFF WATER GRAVEL (12" MIN. DEPTH) W/ SEDIMENT LI Li 0 D 4A 11 SEDIMENT WIRE MESH FILTERED WATER SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. NOTES: 1. CAP NYEOPLAST INLETS UNTIL SITE IS STABILIZED. �P 3.07: INLET PROTECTION N.T.S. 1' 1.5'* ORIGINAL GROUND ELEV. 67 CU. YD./ACRE 67 CU. CLEANOUT YD./ACRE 4' (EXCAVATED) MAX. FILTER CLOTH ** COARSE AGGREGATE CROSS SECTION OF OUTLET CLASS I DIDDAD 3' "L -ORIGINAL GROUND ELEV. CLASS I RIPRAP LENGTH (IN FEET) _ 6 X DRAINAGE AREA (IN AC.) DIVERSION DIKE `1 // )**COARS j ��- RE�PTEK EXCAVATED AREA f/ FILTER CLOTH ** COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) CFrIIPAPNITTRAP CAI CI 11 ATInIVC CFrIII\/IFf\1TTPAP rAl rl II ATlnr\IC T 36" 3S 6.75' L 117' 14 fps 24 CLASS II CLASS II pRY RIPRAP 19 fps H - Ho - AREA @ VOLUME VOLUME TOTAL VOLUME VOLUME TOTAL WET WET WET HEIGHT WEIR W- BERM ELEV. JRC 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 1A 2.08 ac 140 140 280 259.91 228.96 488.87 1 3.00 Ft 64 Ft 43 Ft 3.00 Ft 2.00 Ft 2.5 Ft Pipe Oulet 3430 549.00 Ft CFrIII\/IFf\1TTPAP rAl rl II ATlnr\IC QGnIRAPK1T TPAP CAI rI II ATInAIS T 36" 3S 6.75' L 117' 14 fps 24 CLASS II CLASS II pRY RIPRAP 19 fps H- Ho - AREA @ VOLUME VOLUMETOTAL TOTAL VOLUME VOLUME TOTAL WET WET WET HEIGHT WEIR W- BERM ELEV. JRC 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 REQUIRED WET DRY PROVIDED DEPTH LENGTH WIDTH BERM HEIGHT WIDTH LENGTH HEIGHT(ft-) WEIR 1B 2.50 ac 168 168 336 259.91 228.96 488.87 3.00 Ft 64 Ft 43 Ft 3.00 Ft 2.00 Ft 2.5 Ft Pipe Quiet 3430 549.00 Ft QGnIRAPK1T TPAP CAI rI II ATInAIS sT 3.13 : TEMPORARY SEDIMENT TRAP N.T.S. DESIGN DIMENSIONS (MIN.) DETAIL USED FOR DESIGN= #2 T 36" 3S 6.75' L 117' 14 fps 24 CLASS II CLASS II pRY RIPRAP 19 fps H- Ho - AREA @ VOLUME VOLUME TOTAL VOLUME VOLUME TOTAL WET WET WET HEIGHT WEIR W- BERM ELEV. JRC 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 (ft---) WEIR 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 Z5 Ft Pipe Oulet 3954 534.50 Ft sT 3.13 : TEMPORARY SEDIMENT TRAP N.T.S. DESIGN DIMENSIONS (MIN.) DETAIL USED FOR DESIGN= #2 T 36" 3S 6.75' L 117' # -- j�jni�l =�1► +� tr ,� if1 f� tri•-, MI �Nt��'i' ■Ir�i�,�-}�>•r�� ate ��:•:,..,��� y WW' .j�-.910."--#i►a.; �rti �_�ci�,»)'�L. ,#��j�jr.�� 1. •i.j%fI # „''+' '✓ irru/ -sem ��IF f"r�r Ir:=�ii 1+e/1��ASt _ FAffl `���•#ar... �� tfr)!�- «yrs,_-. ifiir��•,�i�r's,�« t ..����!!!!• --,gra+Ia ��`, `.' r•�r.' �•► .DRi s`1! r • s`- �;:/ r•rd+!•ss>o ►-'�ay�tt-+1�►:�}'�►,�u-a-.-g � �����,+�yi «.,iFY�� I� �}•syii,� I! �f�1�,Mlfi>��j Iio ...1 : crrrra►ravr� �� Il�ri�-i�7/' ` _ k • ^tt�{i=11=fE TYPE OF OUTLET PROTECTION MATERIAL MAXIMUM OUTLET VELOCITY (FOR DESIGN STORM) MINIMUM "T" (INCHES) CLASS Al CLASS Al DRY RIPRAP 8 fps 18 CLASS I CLASS I DRY RIPRAP 14 fps 24 CLASS II CLASS II pRY RIPRAP 19 fps 36 OUTLET PROTECTION MINUMUM LENGTH (L) TYPE A INSTALLATION 3H TYPE B INSTALLATION 5H SPECS [CATION REFEKWE CULVERT OUTLET PROTECTION VIRGINIA DEPARTMENT OF TRANSPORTATION REV 8107 245 414 114. Q i •����' Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com SEAL KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK 07/23/18 JRC 100% DOCUMENTS No, DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. C5m01 0 ii FILTER FABRIC TO - ;URROUND SIDES OF PRETREATMENT CELL 0 PERMEABLE GEOTEXTILE LINER ALONG BOTTOM OF PRETREATMENT CELL RIPRAP SHALL BE LIGHT BROWN IN COLOR WITH ROUNDED EDGES FROM SHENANDOAH ASPHALT STORM PIPE FILTER FABRIC TO ------ SURROUND SIDES OF PRETREATMENT CELL o 0 PERMEABLE GEOTEXTILE LINER ALONG BOTTOM OF PRETREATMENT CELL RIPRAP SHALL BE LIGHT BROWN IN COLOR WITH ROUNDED EDGES FROM SHENANDOAH ASPHALT FILTER FABRIC TO SURROUND SIDES OF GRAVEL DIAPHRAGM CONCRETE 6"x18" LEVEL PRETREATMENT CELL SPREADER BIORETENTION CELL 2L : 1W 2' GRASS STRIP(ECFV. - 550.50') (ELEV. = 552.50') (PLANT WITH SOD 12" PONDING DEPTH 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 GUIDELINES: -CLAY CONTENT SHALL BE LESS THAN 10% -SILT AND CLAY (SOIL FINES) CONTENT SHALL BE BETWEEN 10% AND 20% -SAND CONTENT SHALL BE BETWEEN 80% AND 90% -ORGANIC MATTER : 3% - 5% -TOPSOIL CONTENT 8% - 12% MULCH: 2 - 3 IN. OF AGED, SHREDDED HARDWOOD BARK MULCH -SOIL pH RANGE: 6.0 TO 7.0 -MIXED MEDIA MUST BE PROVIDED BY VENDOR -P-INDEX 5 - 15 /k FOR MEHLICH 18 - 40 m /k 10" WIDE FILTER 3" MULCH LAYER -P-INDEX: 5 - 15 mg/kg FOR MEHLICH I, 18 - 40 mg g g g FABRIC STRIP ABOVE DMK PEA GRAVEL AND FOR MEHLICH III PEA GRAVEL AND 36" BIORETENTION SOIL MEDIA FOR PARKING -CFC: SHALL BE ABOVE 5 CENTERED ABOVE 3" PEA GRAVEL -INFILTRATION RATE: 1-2 IN HR / -INFILTRATION RATE: 1-2 IN /HR UNDERDRAIN (1 "-2" 3" PEA GRAVEL 3. SWALE SHALL BE STABILIZED WITH JUTE MATTING WHILE GRASS ON EITHER SIDE) 12" #57 STONE PERFORATED UNDERDRAIN COVER IS ESTABLISHED. SURROUND SIDES OF o 6" SCH. 40 PVC 4. SWALE MAINTENANCE TO BE PROVIDED BY UNIVERSITY FILTER FABRIC TO PERFORATED UNDERDRAIN 4" OBSERVATION WELL/CLEAN OUT VARIES ►I DRAIN THROUGHOUT LANDSCAPE DEPARTMENT AND UTILITY SYSTEM DISTRIBUTION SURROUND SIDES OF PIPE (SEE DETAIL) GAL/MIN/SF DEPARTMENT. BIORETENTION5. 12" SUMP BELOW UNDER PIPE FOR OBSERVATION WELL, TEE GEOTEXTILE FABRIC: NON -WOVEN, FLOW RATE > 110 4" OBSERVATION WELL/CLEAN OUT I- I� VARIES DRAIN THROUGHOUT GAL/MIN/SF WITH CAST IRON CLEAN OUT CAP ENTIRE FOOTPRINT 6. CONTRACTOR SHALL COMPLY WITH BIORETENTION CONSTRUCTION AND FRAME. TEE TO PERFORATED C6.03. BIORETENTION 'A' NOTES ON THE DEQ BIOFILTER CHECKLIST, FOUND IN PIPE FOR OBSERVATION WELL, TEE z STORMWATER CALCULATIONS. TO SOLID PIPE FOR CLEAN OUT Z 7. BIORETENTION MAINTENANCE REQUIREMENTS FOUND ON SHEET � <.Lw C6.03. PRETREATMENT CELL 2L : 1W (ELEV. = 549.75') FILTER FABRIC TO SURROUND 2' GRASS STRIP SIDES OF GRAVEL (PLANT WITH SOD) DIAPHRAGM N.T.S. 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 GUIDELINES BIORETENTION CELL -CLAY CONTENT SHALL BE LESS THAN 10% (ELEV. = 548.25') -SILT AND CLAY (SOIL FINES) CONTENT SHALL BE BETWEEN 10% AND 20% 12" PONDING DEPTH -SAND CONTENT SHALL BE BETWEEN 80% AND 90% -ORGANIC MATTER : 3% - 5% -TOPSOIL CONTENT 8% - 12% -MULCH: 2 - 3 IN. OF AGED, SHREDDED HARDWOOD BARK MULCH -SOIL pH RANGE: 6.0 TO 7.0 -MIXED MEDIA MUST BE PROVIDED BY VENDOR 10" WIDE FILTER 3" MULCH LAYER -P-INDEX: 5 - 15 mg/kg FOR MEHLICH I, 18 - 40 FABRIC STRIP ABOVE DEPTH FOR DMK PEA GRAVEL AND 24" BIORETENTION SOIL MEDIA mg/kg FOR MEHLICH III CENTERED ABOVE FOR PARKING -CFC: SHALL BE ABOVE 5 UNDERDRAIN (1 "-2" 3" PEA GRAVEL -INFILTRATION RATE: 1-2 IN HR / ON EITHER SIDE) 12" #57 STONE 3. SWALE SHALL BE STABILIZEDWITH JUTE MATTING WHILE GRASS 0 0 0 6" SCH. 40 PVC COVER IS ESTABLISHED. FILTER FABRIC TO PERFORATED UNDERDRAIN 4. SWALE MAINTENANCE TO BE PROVIDED BY UNIVERSITY SURROUND SIDES OF PIPE (SEE DETAIL) LANDSCAPE DEPARTMENT AND UTILITY SYSTEM DISTRIBUTION BIORETENTION 12" SUMP BELOW UNDER DEPARTMENT. 4" OBSERVATION WELL/CLEAN OUT VARIES ►I DRAIN THROUGHOUT 5. GEOTEXTILE FABRIC: NON -WOVEN, FLOW RATE > 110 WITH CAST IRON CLEAN OUT CAP ENTIRE FOOTPRINT GAL/MIN/SF AND FRAME. TEE TO PERFORATED 0 c 6. CONTRACTOR SHALL COMPLY WITH BIORETENTION PIPE FOR OBSERVATION WELL, TEE Description CONSTRUCTION NOTES ON THE DEQ BIOFILTER CHECKLIST, TO SOLID PIPE FOR CLEAN OUT FOUND IN STORMWATER CALCULATIONS. O Q 7. BIORETENTION MAINTENANCE REQUIREMENTS FOUND ON SHEET 0- z C6.03. BIORETENTION 'A' SECTION: LEVEL 1 f. q i1 rMR 3 -------------- ... -Er'- -- - - )- B _...... __ .m_ .. ... _ ----------- - - _ „ ----_. E )3j 3 �.... _J NTAY OR ADOWARI IN ,. F _ }IA. fWJT1,1 WROM ,• i 4-. iVAr0 POW ( .. . d il'Ebtl:'E :m � ..qe> ice& �F FP.ifk` sit -Gt`+O _x31r,-f�i,-�.rr iCEE�i7 F IBJ � �crENia�'Tta � i'17 EEi'��°A �" M AR ENTOR 7YTIMR OPO&M . 'F�rtt� �r r rs r inberrritt re 1f rrr i it r+ t ?n r> t wit °r * pmvme f"dsahe4ng ft gas ft rVAatoram in #* swA of h%mallAwmrmn bm#w and mWveM maybe used. or `-+ ti . lits v"t y be slot r wt to a Vent. VOM s . be. b g prof and shd rpt pwWt r& or aww to, ride° ft vent pwig. rt rester� Y" shad not be � u , � � : any r+ e of lgnldom The &4wrip pokol W a errii'usr o of 3 or abo" arty Pow WW4 rt many i due Recommended Minimum Clearances for DRAWING Cepa nt le Wof Outside Gas Meter Installations GF 1.0 N.T.S. 5" TOP SOIL IN UNPAVED AREAS � \JID 21A SUBBASE (10" DMK DEPTH FOR DMK 4Li ROADWAYS/6" CD FOR PARKING AREAS <0 AND SERVICE ROADS) GRADED CRUSHED STONE BACKFILL, a g VDOT# 21A z BURIED PIPE z zLLJ W�m0. ASPHALT WITH BASE 07/23/18 JRC 100% DOCUMENTS 0 c DATE BY Description O Q 0- z 0 Cc z > CONCRETE SIDEWALK AND BASE COURSE DETECTABLE MARKING TAPE BACKFILL (B.F.) WIDEN TRENCH AS NEEDED ABOVE PIPE VDOT #9 BEDDING 6" MIN. D+2'-0" MAX. UNDERGROUND ELECTRIC DIRECT BURY CONDUIT BEDDING DETAIL 1-1/2" SM -9.5A 3" BM -25.0 6" 21A AGGREGATE COMPACTED SUBGRADE TO 95% I} DRY DENSITY STD. PROCTOR PER D-698, METHOD D. (12" MIN. BE_, SUBGRADE) PARKING AND SERVICE ROAD PAVEMENT SECTION N.T.S. 0 6" 21B AGGREGATE COMPACTED SUBGRADE TO 98% MAX. DRY DENSITY STD. PROCTOR PER ASTM D-698. (12" MIN. BELOW SUBGRADE) N.T.S. TYPICAL GRAVEL SECTION UNPAVED SURFAC �PAYED SURFACE LOAM A SEESZ PAVEMENT A&SPECVIED .1 ITS 7MIIIdi PATCH COMMON FILL --------------------- 2 4 - --- " I ROCKFSEE NOTE RI i# »«<.. . i : tt FINEAGGREGATE GSE F�.. SEE NOTE� � I / ,µ...Vi II BEDDING BELOW OLIVDE UNDISTURBED EARTH 011A OF PIPE SSE NOS a . R N.T.S. PROVIDE 12" #4 BARS SEE NOTE 2 BELOW AT 12" O.C., DOWELED 1' MIN. 6" IN EXISTING t CONCRETE. 6" GREASE SLEEVE ° SHALL BE PROVIDED ° a IN NEW CONCRETE ; PATCH. d CONCRETE (THICKNESS UNKNOWN) SAW TO NEAT EDGE PRE -MOLDED JOINT FILLER TRENCH SIDES SHALL BE f SHEETED AS REQ'D TO KEEP TRENCH WIDTH TO A MIN. COMPACTED VDOT #10 STONE/ GRAVEL DUST. CONCRETE PAVEMENT 5 - 21A SUBBASE (10" DMK DEPTH FOR DMK O� ROADWAYS/6" DEPTH FOR PARKING AREAS AND SERVICE ROADS) GRADED CRUSHED STONE BACKFILL, a g VDOT# 21A BURIED PIPE z zLLJ 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 SHALL 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 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. VARIES NISH GRADE "-6" MIN. COMPACTED AGGREGATE BASE, VDOT 21A ON COMPACTED SUBGRADE. SIDEWALK N.T.S. CMU BRICK typ f 4 � N.T.S. ..1app Dewberry .s. 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 APPROVED BY DMK CHECKED BY DMK O� z zLLJ 07/23/18 JRC 100% DOCUMENTS 0 c DATE BY Description O Q 0- z 0 Cc z > to rN Z OLd � <.Lw O U_ j -- Q _ U z � O 0 rr zUj C Uj z I• - SEAL ; _14 I Nc 5506 d KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK 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 DIMS NO: SHEET NO. IS SEE FOR I AND TOP OF CONCRETE BASE UNDER HARDSCAPE CONCRETE SLAB BRASS COVER FINISHED GRADE FINISHED HARDSCAPE-,, (SEE SITE PLAN) IN HARDSCAPE AREAS" CONCRETE SHALL BE FLUSH WITH TOP OF CONCRETE SLAB 1/4" NO. 57 STONE SANITARY COVER HEAVY DUTY MODIFIED FRAME & COVER HS -20 RATED WITH 24" CLEAR OPENING 0 oP SEAL JOINT (TYP) SEE SPECS LIMITS OF CONCRETE AT NOTES 1. FRAME AND COVER SHALL BE HEAVY DUTY RATED FOR BOTTOM OF BASE 1. MATERIALS SHALL BE AS SPECIFIED ADJUSTING RINGS REQ'D WHEN IN DOCUMENTS OR AS SHOWN ON 2. COVER SHALL HAVE NON -PENETRATING PLAN (SEWER SERVICE) 2. DEPTH OF SERVICE SHALL BE HELD LANDSCAPE AND TO A MINIMUM BUT SHALL PROVIDE //-IN ASPHALT AREAS FOR CONNECTION TO SERVICE CONCRETE VISIBLE MAIN AT SURFACE 3. ALL COVERS SHALL BE HS -20 4" TRAFFIC RATED 5" 4. CONCRETE SHALL INCLUDE AIR 5" ENTRAINMENT, BROWN SAND, AND DIRECTION. SOLOMAN COLORS, INC. #306 4.) COLORFLO LIQUID COLOR (CANVAS) C890 FOR HS -20 AT A RATE OF 6.4 LBS LIQUID "0 BOLT HOLES SECTION A COLOR PER CUBIC YARD OF STORM CONCRETE OR APPROVED EQUAL 5.) BY UVA. BROWN SAND UNDER SEE COVER DETAIL FOR CONCRETE SHALL HAVE CONSISTENT DIMENSIONS AND LETTERING COLOR THROUGHOUT PROJECT. IN LANDSCAPE AND ASPHALT MATCH EXISTING ADJACENT WALKS. AREAS CONCRETE SHALL BE 4" FLUSH WITH FINAL GRADE CC /- 1 " MIN./3" MAX. 0 9/16" 1/4" 10" 8" MIN. SWEEP WYE OR SANITARY WYE & 45° ELL (SEE PLAN FOR SIZE) SERVICE LINE FLOW 2% SLOPE MINIMUM STORM COVER 9/16" 7 1/2" 2" COVER DETAIL BOTTOM VIEW OF COVER 3 8' 8" cnp/ 10" 2" X 3 3/4" \-2"X334 LETTER SIZE LETTER SIZE CLEAN OUT DETAIL N.T.S. K NOTES: PRECAST MANH01 RISER GROUT JOINT GASKET (SEE SPECS) rn nTn nv Anni 1rr )TES: JOINTS FOR ALL \NHOLES, YARD INLETS, AND )ECAST STRUCTURES SHALL BE )NSTRUCTED ACCORDING TO iIS DETAIL. GROUT JOINT FIELD APPLIED BITUMASTIC OVER GROUT MANHOLE JOINT DETAIL N.T.S. 12" OF ADJUSTING RINGS MAX. 1. FRAME AND COVER SHALL BE HEAVY DUTY RATED FOR HS -20 LOADING. ADJUSTING RINGS REQ'D WHEN 1.) 2. COVER SHALL HAVE NON -PENETRATING PICK HOLES. A A 25 3/4" NON -SHRINK O STORM SEWER O 7/8„ SHALL BE A ILLEGAL TO DUMP WASTE PRODUCTS DRAINS TO BAY 1 1/824 / 4" MH (TO PREVENT HORIZONTAL 5" 24" TO OUTLET SHALL 5" 0 DIRECTION. MINIMUM 4.) PRECAST MANHOLE SHALL BE DESIGNED IN ACCORDANCE WITH ASTM C890 FOR HS -20 TOP 4-1 "0 BOLT HOLES SECTION A A STORM FRAME & COVER 5.) COATED STEPS ARE REQUIRED FOR MANHOLE DEPTHS GREATER THAN 4' IN N.T.S. PRECAST MANH01 RISER GROUT JOINT GASKET (SEE SPECS) rn nTn nv Anni 1rr )TES: JOINTS FOR ALL \NHOLES, YARD INLETS, AND )ECAST STRUCTURES SHALL BE )NSTRUCTED ACCORDING TO iIS DETAIL. GROUT JOINT FIELD APPLIED BITUMASTIC OVER GROUT MANHOLE JOINT DETAIL N.T.S. 12" OF ADJUSTING RINGS MAX. NOTES: APPROVED BY ADJUSTING RINGS REQ'D WHEN 1.) PRECAST CONCRETE SHALL HAVE A MINIMUM STRENGTH OF 4,000 PSI. NECESSARY TO MATCH GRADE. 2.) ALL JOINTS, LIFT HOLES, INLETS, AND OUTLETS SHALL BE SEALED WITH NON -SHRINK MIN, 2 BOLTS REQ'D TO GROUT INSIDE AND OUT. THE EXTERIOR SURFACE OF THE MANHOLE SHALL BE SECURE ADJUSTMENT RINGS TO WATERPROOFED USING BITUMASTIC WATERPROOFING. MH (TO PREVENT HORIZONTAL 3.) MINIMUM ELEVATION DIFFERENCE ACROSS THE MANHOLE FROM INLET TO OUTLET SHALL MOVEMENT). BOLTS TO GO THRU BE 0.1 FEET FOR STRAIGHT RUNS AND 0.25 FEET FOR CHANGES IN DIRECTION. RINGS AND FRAME. 4.) PRECAST MANHOLE SHALL BE DESIGNED IN ACCORDANCE WITH ASTM C890 FOR HS -20 LOADING AND SHALL CONFORM TO ASTM 478. JRC O 5.) COATED STEPS ARE REQUIRED FOR MANHOLE DEPTHS GREATER THAN 4' IN Description ACCORDANCE WITH THE LATEST O.S.H.A. REQUIREMENTS 6.) THE BOTTOM OF A1_L STORM STRUCTURES SHALL BE SHAPED IN ACCORDANCE WITH 2'-0" VDOT DETAIL IS1. o� HALF PLAN VIEW n n -- 0 RUBBER COATED STEPS CAST -IN-PLACE A ` 4'-0" - BEVEL 45° n n PRECAST REINFORCED CONCRETE SECTIONS WITH "0" RING SEALS A FILLETED INVERT FOR A SMOOTH TRANSITION OF FLOW B BETWEEN INLET & OUTLET PIPE SHALL BE PROVIDED 4 4: FLEXIBLE aCONNECTIC 0�0 0°�o 0c 00 CONCRETE MIN. 6" BEDDINGFOOTING DIAMETER= 4'-8"+ (2 x WALL THICKNESS) WITH NO.68 STONE SECTION B—B "v'Y PRE -CAST CONCRETE (WITH FRAME AND COVER REMOVED) STORM SEWER MANHOLE DETAIL N.T.S. 1 Y2%4" ADHESIVE BOLT, SELF-LOCKING HEX. NUT, FLAT WASHER. 23/24 Y4„ /T Y4 1 yl�—�I BOLT4„ { OLDIA. Y4" METAL i� PLATE R Y4 1 Y4" SIDE VIEW OF BOLT WELDED ON TO METAL PLATE SIDE VIEW FRONT VIEW DE—FAIL FOR DEBRIS RACK HOLDER z 0 TOP VIEW TOP TO BE HINGED TO ALLOW ACCESS TO WATER QUALITY ORIFICE (SEE HOLDER DETAIL ABOVE) P� STAINLESS STEEL DIA. BARS 1. COST OF DEBRIS RACK, METAL PLATE, AND DEBRIS RACK HOLDER TO BE INCLUDED IN THE BID PRICE FOR THE SWM DRAINAGE STRUCTURE. 2. DEBRIS RACK MAY BE FABRICATED FROM WELDED 3/8" DIAMETER STAINLESS STEEL BARS OR 1/2" THICK HIGH DENSITY POLYETHYLENE. 3. DEBRIS RACK TO BE HINGED AS SHOWN OR CONTRACTOR MAY SUBSTITUTE A COMPARABLE DESIGN AS APPROVED BY THE ENGINEER. 4. THE LOCATION OF THE DEBRIS RACK HOLDER MAY BE ADJUSTED FOR VARIABLE CONDITIONS. WHEN HOLDER BOLT IS LOCATED ON THE METAL PLATE THE 1/2" DIA. BOLT LENGTH IS TO BE REDUCED 1/4 LG. AND WELDED TO THE PLATE. DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GALVANIZED. z 0 SWM -DR ❑ ❑ ❑ ❑ 1:11:11:1 ❑❑❑R❑❑0 TOP TO BE HINGED TO ALLOW ACCESS TO WATER QUALITY ORIFICE (SEE NOTE 3) ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 3" DIA. HOLES OR ❑❑❑❑❑� MA (SEE NOTE 2) ❑ ❑ ❑ ❑ ❑ ❑ 1'— 0" MIN. V- OX" MIN. FRONT VIEW HIGH DENSITY POLYETHYLENE SIDE VIEW DETAIL FOR DEBRIS RACK METAL (FOR WATER QUALITY ORIFICE) SPECIFICATION REFERENCE STORMWATER MANAGEMENT (SWM) DETAILS DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE 302 (FOR SWM DRAINAGE STRUCTURES, SWM RISER PIPES AND SWM DAMS) VIRGINIA DEPARTMENT OF TRANSPORTATION FROM STR. 24 96x60" CLASS 5 18" HDPE — BOX CULVERT 8" THICK WALL (TYP) @ 0.5% Al. '�M 10.33' FLOW 6.00' A A \O m WEIR WALL TOP -54231 P LAN V1 EW 8" THICK SLAB (TYP) �— FINISHED GRADE SHEET 2 OF 5 I REV. 3/03 116.05 FINISHED GRADE INV. OUT = 538.71 7 75' SLOPE GROUT @ 1.00% VDOT SWM—DR DEBRIS RACK SECTION A SECTION B STORMWATER OUTLET CONTROL WEIR DETAIL - 96"x60" STORM BOX CULVERT 48"x4.0" ORIFICE INV = 540.61' 48"x7.0" ORIFICE INV 538.71' N.T.S. r`�••'� Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z CLG APPROVED BY DMK O- CHECKED BY DMK I- O 0 z z D 07/23/18 JRC O No. DATE BY Description Q z O CC 0 > ,; ,t Z O --C0 J Q Ir < O W U z >' < O -110 cc Uj z 0 Uj z SEAL ieALTII 0 KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. 10 F. DI-3A,38,3C FYPAM'Q1nN JnINT E 1 I 2 - 1 3 4 1 5 r o Ie II BAR F �- BAR A f NOTE - -, D I ARS D FACE OF CURB -/ CR K CONTROL JOINT GUTTER CRACK CONTROL JOINT \ _ 2``0"-0" SECTION A -A 6' MIN. PLAN MiN MAX. �-A10' MAX. rKEYED CONST, JOINT L -VARIABLE -MAX, 20" 2'-10" WARPED 2'_0' ,g„ 2,-6„ fir. g„ 3,_p„ 2, � GUTTER cv { B ARS AGUTTERCH ARS # BARS F BARS E Ly,. �+ BARS E I �3 DIAMETER BARS B BARS Fzo WEEP HOLE FRONT ELEVATION 1' 8" -g" 8„ I (GUTTER REMOVED) 1#t/q„ 3'-O" 6X'/4" BENT PLATE SECTION B B all 'h'° R TYPE A NOSE DET SHALL SHALL BE USED WITH CG -3 & CG -7 STANDARDS. L2�/x'X2�fz XI/a" TYPE B NOSE DETIAHALL BE USED WITH CG -2 STANDARDS. TYPE A 4 „ GALVANIZED TYPE B /2 X 4 STUB SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68°30' TO ANGLE IRON AT 2'C -C. CONNECTORS AND IS TO BE ANCHORED WITH Efg" X 4" STUD SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2'C -C. APPR.PAVEMENT DI -3A LI DI -39 L DI -3C L " WARPED PAVEMENT I LAI 77 _ ,SLOW FLOW t � gLow j l 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 RETE MAXIMUM DEPTH tH3 - 8" 233 12" - 30" PIPE; VIRGINIA DEPARTMENT OF TRANSPORTATION 302 104.09 NOTE: HS -20 RATED C CASTING SHALL BE ADA COMPLIANT WITH 112" OPENINGS V W PRECAST CONCRETE DRAINAGE STRUCTURE INLET SHAPING 19 3/4" 1/2" -� 18" MIN. TOP SECTION A -A YARD INLET GRATE DETAIL 4' MAX N.T.S. INLET GRATE FRAME AND COVER. SEE DETAIL THIS SHEET. BOLT FRAME TO STRUCTURE 18" SQUARE ADA GRATE (SEE DETAIL) - FLEXIBLE BOOT CONNECTOR STORM PIPE --i._ END SECTION DIMENSIONS TABLE OF QUANTITIES a:PE ( &TZRt I DI-3�MX 8 AREA OF REINFORCING STEEL E TYPE L SLOT Concrete BARS A BARS B BARS C BARS D BARS E BARS F BARS G WEIGHT GRADE SPACING Ft. 5q. Ft. Cu. Yds. No. Lin. Ft. No, Lin. Ft. No. Lin, Ft, No. Lin. Ft. No, in. No. Lira. Ft,* No. Lin. Ft.* Lbs. MANHOLE. 20% TO 35% 35% TO 50% DI -3A 2'-6" 1.15 2.26 - - -� 1 5'-7" 3 3'-2"' -- - 6 Y -O'" 22 ■ I li �fRl�...r„�p�� 4' 1.83 2,59 5 1'-6" 2 6'-7" to W-10" 3 W-7" 3 3'-2" 4 3 1'-6" 4 V-0" 64 JRC 100% DOCUMENTS rr 6' 2,75 3.02 5 3'-6" 6 3 - 6`-7" t `-10" 3 5'-7" 3' 2" 4 4 111 3 1 •°6 1'-0°' 8' 3.67 3.46 5 5'-6" 10 _ _ 3 5'-7" 3 N-2"' 4 3 1'-6" 4 T_O- ' 158 0 151 DI_3B MORE., 6'-7" to 6`-10" 3 5'-7" 3 3'-2" 4 • awwwwwww� w ra w w+n IWWWWWWWWW�rI WrWW a�a wwanwwww WW W WWWWYWWt z 12' 5.50 4.34 5 9'-6" 18 • 4 �'. \ <W (I�..��..�I�..I�.II■II■I�..I�■.I��II�I�I.I♦I�III■' 6'-7`° 6`-10" 3 5'-7" 3 3'-2" 4 11'-6„ 3 P-6" 4 1'-0" 298 !o -p^ trrrr�rrrr..�IYrrr.rrrlrrlf.relrr�rr...rr.� �, 16` 7.33 5.22 5 13'-6" 26 6'-7" to 6'-10" 3 5°-7" 3 3''2°' 4 !moi• �i~=� ��: .♦ 18' 8.25 5.66 5 15'-8" 30 r o Ie II BAR F �- BAR A f NOTE - -, D I ARS D FACE OF CURB -/ CR K CONTROL JOINT GUTTER CRACK CONTROL JOINT \ _ 2``0"-0" SECTION A -A 6' MIN. PLAN MiN MAX. �-A10' MAX. rKEYED CONST, JOINT L -VARIABLE -MAX, 20" 2'-10" WARPED 2'_0' ,g„ 2,-6„ fir. g„ 3,_p„ 2, � GUTTER cv { B ARS AGUTTERCH ARS # BARS F BARS E Ly,. �+ BARS E I �3 DIAMETER BARS B BARS Fzo WEEP HOLE FRONT ELEVATION 1' 8" -g" 8„ I (GUTTER REMOVED) 1#t/q„ 3'-O" 6X'/4" BENT PLATE SECTION B B all 'h'° R TYPE A NOSE DET SHALL SHALL BE USED WITH CG -3 & CG -7 STANDARDS. L2�/x'X2�fz XI/a" TYPE B NOSE DETIAHALL BE USED WITH CG -2 STANDARDS. TYPE A 4 „ GALVANIZED TYPE B /2 X 4 STUB SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68°30' TO ANGLE IRON AT 2'C -C. CONNECTORS AND IS TO BE ANCHORED WITH Efg" X 4" STUD SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2'C -C. APPR.PAVEMENT DI -3A LI DI -39 L DI -3C L " WARPED PAVEMENT I LAI 77 _ ,SLOW FLOW t � gLow j l 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 RETE MAXIMUM DEPTH tH3 - 8" 233 12" - 30" PIPE; VIRGINIA DEPARTMENT OF TRANSPORTATION 302 104.09 NOTE: HS -20 RATED C CASTING SHALL BE ADA COMPLIANT WITH 112" OPENINGS V W PRECAST CONCRETE DRAINAGE STRUCTURE INLET SHAPING 19 3/4" 1/2" -� 18" MIN. TOP SECTION A -A YARD INLET GRATE DETAIL 4' MAX N.T.S. INLET GRATE FRAME AND COVER. SEE DETAIL THIS SHEET. BOLT FRAME TO STRUCTURE 18" SQUARE ADA GRATE (SEE DETAIL) - FLEXIBLE BOOT CONNECTOR STORM PIPE --i._ PER VDOT IS -1 L 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. �M ETER 12" BEEHIVE GRATE SECTION AA N.T.S. NOTES: 1.) ANCHORS SHALL BE INSTALLED ON GRAVITY SEWERS WITH SLOPES ABOVE 20%. 2.) FOR STORM SEWER APPLICATIONS, CONTRACTOR SHALL UTILIZE BELL AND SPIGOT DITCH REINFORCED CONCRETE PIPE. LINE MANHOLE WALL - ANCHOR EXTENDS INTO SIDE OF DITCH if 12" MIN. VARIES PIPE 3000 PSI CONCRETE 121 PLAN END SECTION DIMENSIONS TABLE OF QUANTITIES a:PE ( &TZRt I DI-3�MX 8 AREA OF REINFORCING STEEL E TYPE L SLOT Concrete BARS A BARS B BARS C BARS D BARS E BARS F BARS G WEIGHT GRADE SPACING Ft. 5q. Ft. Cu. Yds. No. Lin. Ft. No, Lin. Ft. No. Lin, Ft, No. Lin. Ft. No, in. No. Lira. Ft,* No. Lin. Ft.* Lbs. MANHOLE. 20% TO 35% 35% TO 50% DI -3A 2'-6" 1.15 2.26 - - -� 1 5'-7" 3 3'-2"' -- - 6 Y -O'" 22 50% OR GREATER NOT OVER 16' 4' 1.83 2,59 5 1'-6" 2 6'-7" to W-10" 3 W-7" 3 3'-2" 4 3 1'-6" 4 V-0" 64 JRC 100% DOCUMENTS rr 6' 2,75 3.02 5 3'-6" 6 3 - 6`-7" t `-10" 3 5'-7" 3' 2" 4 4 111 3 1 •°6 1'-0°' 8' 3.67 3.46 5 5'-6" 10 _ _ 3 5'-7" 3 N-2"' 4 3 1'-6" 4 T_O- ' 158 0 151 DI_3B 10' 4.58 3,90 5 7'-6" 14 6'-7" to 6`-10" 3 5'-7" 3 3'-2" 4 3 1'-6" 4 1'- " 204 J M' S" z 12' 5.50 4.34 5 9'-6" 18 6'-7" to 6'-10" 3 5'-7" 3 3'-2" 4 9'-6" 3 V-6" 4 1'-0" 251 \ <W 14' 6.42 4.78 5 111.6" 22 6'-7`° 6`-10" 3 5'-7" 3 3'-2" 4 11'-6„ 3 P-6" 4 1'-0" 298 !o -p^ J 16` 7.33 5.22 5 13'-6" 26 6'-7" to 6'-10" 3 5°-7" 3 3''2°' 4 13'-6" 3 1'-6" 4 11- 345 18' 8.25 5.66 5 15'-8" 30 6'-7" W-10" 3 5'-7" 3 3'•-2" 4 15'-6" 3 1'-61' 4 1'-0" 391 O 20' 9.17 6.09 5 171-6" 34 6'-7" to 6'-10" 3 5'-7" 3 3'-2" 4 17°-6" 3 T-6" 4 T_0" 438 6' 2.75 3.01 10 1'-9" 4 6'-7" to 6'-10" 5 5'-7" 3 3'-2" 1 8 1"-9" 6 11•6" 2 Y- " 111 _ 8' 3,67 3.45 10 2'-9" 8 6'-7" to W-10"5 5'-7" 3 311-211 8 2'-9" 6 1'-6" 2 l' -o" 158 �-- 10' 4.58 3.89 10 3`-91. 12 6'-7" to 6'-10`' 5 5'-7" 3 3'-2" 8 3'-9" 6 T-6" 2 T-0.1 205 z 12' 5.50 4.33 10 4'-9" 16 6'-7" to 6'•-10" 5 5'-7" 3 N-2" 8 4'-9" 6 1'-&, 2 - 25 DI -3C 14' 6.42 4.77 10 5'-9" 20 6'-7" to 6°-10" 1 5 5'-7" 3 3'-2" 8 5'-9" 1 6 1'-6" 2 - 298 16' 7.33 5,21 10 6'-9" 24 6'-7" to W-10" 5 5'-7" 3 3'-2" 8 6'-9" 6 1'-6°' 2 11-01, 345 18' 8.25 5.65 10 7`-9" 28 6'-7'° to 6`-10" 5 5'-7" 3 3'-2" 8 7'-9" 6 1-6. 2 Y- 392 20° 9.17 6,09 10 8`-9" 32 W-7" to W-10" 5 5'-7" 3 3'-2" 8 8'-9" 6 1'-6" 2 P-0" 439 NOTES 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. 7, 04 X 8" 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 121'X12" PLASTIC HARDWARE CLOTH E%" 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 OF FURNISHING AND PLACING ALL 9, ALL REINFORCING STEEL SHALL HAVE A MIN, OF 2 IS TO BE L +16" AT 4.10 LBS./FT.. MATERIALS INCIDENTAL TO THE SHAPING IS TO BE COVER OF 2". INCLUDED IN THE BID PRICE FOR THE STRUCTURE. 18. * DENOTES LENGTH OF ONE (1) BAR. 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, PIPE 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'-0" 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 IN ACCORDANCE WITH THE DETAILS SHOWN ON STANDARD DRAWING DI -MB. Sheet 2 of 2 CURB DROP INLET RI STANDARD 12" - 30" PIPE* MAXIMUM DEPTH (H) - 8' 233 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 104.14 PER VDOT IS -1 L 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. �M ETER 12" BEEHIVE GRATE SECTION AA N.T.S. NOTES: 1.) ANCHORS SHALL BE INSTALLED ON GRAVITY SEWERS WITH SLOPES ABOVE 20%. 2.) FOR STORM SEWER APPLICATIONS, CONTRACTOR SHALL UTILIZE BELL AND SPIGOT DITCH REINFORCED CONCRETE PIPE. LINE MANHOLE WALL - ANCHOR EXTENDS INTO SIDE OF DITCH if 12" MIN. VARIES PIPE 3000 PSI CONCRETE 121 PLAN S� opF 4 PROFILE t12" MIN. - I L ANCHOR DETAIL FOR STEEP SLOPE GRAVITY SEWERS N.T.S. END SECTION 12" " 'PIPE' 'ail t,T c,2 i1d hl,;w7 rr#y ..<ECTI£rt1 PLS! r END SECTION DIMENSIONS v a:PE ( &TZRt o 8 ANCHOR NO. 1 AT D E i K' FIRST JOINT ABOVE GRADE SPACING Aioe MANHOLE. 20% TO 35% 35% TO 50% NOT OVER NOT OVER 24' NG 12" MIN: oz MANHOLE WALL 50% OR GREATER NOT OVER 16' 07/23/18 JRC S� opF 4 PROFILE t12" MIN. - I L ANCHOR DETAIL FOR STEEP SLOPE GRAVITY SEWERS N.T.S. END SECTION 12" " 'PIPE' 'ail t,T c,2 i1d hl,;w7 rr#y ..<ECTI£rt1 PLS! r &TERNATE END -SECTION 12" 0" PIPE 1.„,„.„m ILL 4600 £ PLAN ENI �II..E SECTION X- 'END SE TION DIMENSION ------ P'aY s <'N :. ' FI` APP`O E -O -UAL IND`I`ES <_? F (} uF,„�' 7H T >t C p1S C"ECT''s T, tt,�( �rrFYr u LP �£i yJ d tl+l H R*hT CrEt TI i NI t uE FSG' ? £� TK,',Fa ff,4r . -el � f3SJv s )4TE...., H3 scT-.` OF :. 7-577" pr P EMN ...... :.E? `z•'a 1 i:"'; S • fi a..`,'m i P"`' - "P"A'PIPE .3"": Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen VA 23060 Phone: 804.29 .79 a 57 Fax: 804.290.7928 www.dewberry.com z END SECTION DIMENSIONS a:PE ( &TZRt A 8 r D E i K' 40 m z z z LLJ 07/23/18 JRC 100% DOCUMENTS rr DATE 0 Description :3 :. Z U 0 151 j•, z Z J M' S" z W Z O J \ <W ' ,�""' !o -p^ J O &TERNATE END -SECTION 12" 0" PIPE 1.„,„.„m ILL 4600 £ PLAN ENI �II..E SECTION X- 'END SE TION DIMENSION ------ P'aY s <'N :. ' FI` APP`O E -O -UAL IND`I`ES <_? F (} uF,„�' 7H T >t C p1S C"ECT''s T, tt,�( �rrFYr u LP �£i yJ d tl+l H R*hT CrEt TI i NI t uE FSG' ? £� TK,',Fa ff,4r . -el � f3SJv s )4TE...., H3 scT-.` OF :. 7-577" pr P EMN ...... :.E? `z•'a 1 i:"'; S • fi a..`,'m i P"`' - "P"A'PIPE .3"": Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen VA 23060 Phone: 804.29 .79 a 57 Fax: 804.290.7928 www.dewberry.com z CLG APPROVED BY DMK O CHECKED BY DMK i 40 m z z z LLJ 07/23/18 JRC 100% DOCUMENTS rr DATE 0 Description Z U 0 z 0 CC z Z > z W Z O J \ <W ' ,�""' J O LL< O _ 0 �-- LU z SCALE REVISIONS DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK 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. C5mO4 IO NOT NO 11)MPRESSION x 3/4" MALE PIPE COUPLING PPROVED EQUAL DUAL SERVICE FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERVICES. 2' R " OMPRESSEON x 3/4" MALE PIPE COUPLING .PPROVED EQUAL SINGLE SERVICE - NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE. 1/5 BEND COI I� FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERVICE WHERE AN IRRIGATION METER IS NOT PROVIDED. I'fG4GJ.�Hi1 f TYPICAL SERVICE LATERAL INSTALLATION 1 " METERS) NTS FIG. W -6A TD -10 1 WATER MAI VARIES _VE BOX fCtJICFt111�JCL/ JVI#N I ri I IIiVI.�J TER BOX (SEE FIG. W -6A W -7E). 2" COPPER 2" CORP. STOP 4" PLUG THREADED FOR 2" COMPRESSION FITTING NOTES: • GATE VALVE WILL BE 4" UNLESS OTHERWISE SPECIFIED BY THE ACSA. • SERVICE LINE TO CONNECT AT MAIN WITH X"x4" TEE. • REFER TO FIG. W-3 FOR THRUST BLOCK DETAILS ON TEE. • REFER TO FIG. W-5 FOR THRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE. • NO CONCRETE SHOULD BE POURED ON ANY PART OF THE RESTRAINED JOINT. USE PLASTIC SHEETING AS PROTECTION FOR BOLTS. • USE 2500 P.S.I. CONCRETE. SEWER SERVICE LATERAL CONNECTION NOTES: -------------- ... 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT- ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2� SEWER LATERAI-. S TAPPED INTO; AN EXISTING SEWER MAIN SHALT. BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% (1/4" PER FOOT ) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER DIAMETER OF 4". - 3, ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. t MAIN LINE 2' MIN! SALT TREATED FINISHED CaROUND — � MARKER 4 SEWER SERVICE LATERAL CONNECTION N, T.& FIG. S-2 TD --- 31 LARGE METER SERVICE LINE NTS FIG. W -6C TD ---12 EMB SPRIP NO. 68 -� - - - -- ----------- -- - 60" - -- -� 36" a a (22.5" FOR COMPOUND METER) 18 MIN. s� q -.•t---17.5" "I a a Q-4 12" MIN, 0 44" MIN, NOTES: 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. 2. (MINIMUM WALL THICKNESS FOR PRECAST OR POUR ----IN-PLACE VAULTS SHALL BE 4". MINIMUM WALL THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE 8", 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATER PROOFING COMPOUND. TYPICAL METER VAULT (2" METER NTS FIG. W -7C REMAINING BACKFIL.L. SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5" IN ANY DIMENSION —INTIAL BACKFILL* (6" LIFTS) * THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER —HAUNCHING „---BEDDING 6" max 4 min -------FOUNDATION ( SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE. ,\ALL PIPE-) NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT R1 CHT—OF—WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21 A STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TREmNCI-I SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF-' NO, 66 STONE SSHALL BE PROVIDED 3. WHERE ROCK IS ENCOUNTERED PIPE SHAT --L. BE INSTAL..[ --ED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL.... SEWER PIPE INSTALLATION IN TRENCH NTS FIG. S-3 TD ---32 TD -16 FRAME & COVER (SEE FIG. S----1-....D>E) SLOPED AREA `7 — STREET SURFACE OR NON—PAVED AREA 1 "--0" MAX a RUBBER COATED STEEL 6I ' STEPS CAST IN PLACE 3'_-It1IN PRECAST REINFORCED � <, CONCRETE SECTIONS _ i2" MIN I "0" RING SEALS b 16" MAX MINIMUM ELEVATION ` DIFFERENCE ACROSS M.H. 5" - 4'.__O°) � FROM INLET 1"0 OUTLET SHALL BE 0.20 FEET. I I CONCRETE. A '� VARIES DEPTH OF FLOW I I'll_i..ETS CHANNEL -I-'0 BE '- .. -7 3/4 DIAMETER OF? CONTRIBUTING SEWER.� - �:. 4 A FILLETED INVERT FOR A SMOOTH'° " 12" TRANSITION OF FLOW BETWEEN r INLET & OUTLET" PIPE SHALL BE PROVIDED. ---- MIN. 6" BEDDING NOTE. W/ NO. 68 STONE I I 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE � SPECIFICALLY DETERMINED BY THE CONSULTANT -OR THE SOIL. CONDITIONS. 2. THE CONSULTANT WILL DETERMINE 'WHETHER MANHOLES SHALL HAVE EXTENDED OR NON—EXTENDED BASES. 3. ALL .JOINTS, MFT HOLES, INLETS, OUTLETS TO BE SEALED GROUTED INSIDE AND OUT. TYPICAL MANHOLE SECTION SHOWING BRANCH TIE --IN N.T.S FIG. S)—I—A TD -25 (4) 1 `° (25mm) DIA HOLES ON 32 3/4" (834mm) DIA BOLT CIRCLE. 2" (51 mm) LETTERS (RECESSED FLUSH) 1" S c-�a W C _ (2) CORED PICKBARS \_ 1 1/8" (29mm) DIA BOSS 27 1/2" DIA1 1/2" [699mrn] [38mm; 26 1/4" DIA 7„ �- mm [667mm] - [178mm] 1 1/2" 26" DIA [660mm] 1/4" (6rnrn) DIA 3 1/8- 24" /g" 24" DIA. I NEOPRENE GASKET (79mm (� [606mm] I 14 28 7/16" DIA [722rnm]11 6mm] 23" DIA I [584mm] 36'" DIA 25" DIA _ [914mm] [635mm] FRAME SECTIONO.D. OF GASKET- GROOVE SECTION T I N.T.S TD -29 FIG S -I -D Dewberry 8100. 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 CLG APPROVED BY DMK 0 CHECKED BY DMK — U) 0 z z z 07/23/18 JRC 100% DOCUMENTS f DATE BY Description U_ 0— Z z CE z 0 z > { z(nf� LUJ < U) w > 0 U) (n ON UjT z C) W 2 SEAL KEY PLAN SCALE REVISIONS pi DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE O n VSTR T N DETAILS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. E LTJ ► 2 ► 3 4 I 5 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY. VARIES -10'± .. ----10'± - 5`5' -.-•• .� 10' - •• WATER SEWER 3' Ej j LOCATION OF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC•) EASEMENT WIDTHSWATER 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 X FD -1 FOR ALL BENDS 4.5 min fl 45' MIN T SECTION 1-1 a I t> 45 max PLUG I I J 2 I I 7 1 1 FOR TEE OR WYE FITTINGS WIDEN TRENCH TO ACCOMMODATE ANCHOR IF REQUIRED. M BEDDING AS --� REQUIRED SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU,YD. nft­ ° BEND 2500 P.S.I. CONCRETE THRUST BLOCK-► -3' 1 5' MIN. L H T L H T OF TRENCH 24" ISN. 90 2.50 2.50 3.01 0.24 • NO CONCRETE SHALL BE POURED ON ANY PART OF THE MECHANICAL JOINT. USE PLASTIC SHEETING AS PROTECTION FOR BOLTS. 4" & 6,. 45 2.00 2.25 2.60 0.15 BY • CERTIFICATION OF 95% COMPACTION REQUIRED IN TRENCH. • THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO VERIFY THE TYPE AND SIZE OF 22 1/2 1.50 2.00 2.52 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 Z 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 ILL 0 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 NTS FIG. W-3 TD -3 FINISHED GRADE I-1=T11�ITI- T=1T1=-T FT=TE -1=1T1=7 a TRENCH REDUCER v a 2 Q +-2500 P.S.I. CONCRETE THRUST BLOCK --- ---_._._...__....._....._------ --------._...................- UNDISTURBED SOIL g 18" MIN. PROFILE VIEW 1.1 TD -7 NOTE: RESTRAINED JOINT FITTINGS. Side View ........, a - - 42" Minimum a a Certification of 95% I 1 compaction required 4 1 IIB ... 4 Galvanized Steel Beam, I a W12 x 14 (rain. size) 4 3' min, penetration into undisturbed soil , or as approved by the a ACSA. 1C�d vIUM 45' TYPICAL THRUST BLOCK IN FILL AREA NTS 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 i;1. z F 0 VALVE 24" MIN UNDISTURBED EARTH PLAN CLASS A-3 CONCRETE 4 MEGA -LUG MIN 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 A C TD -6 DIMENSION DIMENSION UNDISTURBED SOIL - EDGE 4" MIN. METER SIZE - - - OF TRENCH- ° ----- _------- 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 _ - - - - - - - - °a REDUCER 8„ MN. a 3'8' nft­ ° 5'0' 2500 P.S.I. CONCRETE THRUST BLOCK-► -3' 1 5' MIN. Ila ... 8" MIN. --------------.....-- �--- UNDISTURBED SOIL -EDGE ° GREATER OF TRENCH 24" ISN. 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. JRC • 3' MINIMUM VERTICAL PENETRATION INTO UNDISTURBED SOIL, OR AS APPROVED BY THE ACSA. BY • 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 Lij FIG. W -3D 1.1 TD -7 NOTE: RESTRAINED JOINT FITTINGS. Side View ........, a - - 42" Minimum a a Certification of 95% I 1 compaction required 4 1 IIB ... 4 Galvanized Steel Beam, I a W12 x 14 (rain. size) 4 3' min, penetration into undisturbed soil , or as approved by the a ACSA. 1C�d vIUM 45' TYPICAL THRUST BLOCK IN FILL AREA NTS 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 i;1. z F 0 VALVE 24" MIN UNDISTURBED EARTH PLAN CLASS A-3 CONCRETE 4 MEGA -LUG MIN 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 A C TD -6 DIMENSION DIMENSION DIMENSION METER SIZE CHECKED BY 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 A B C 1 1/.2' 3'1' 5'0' 3'8' 2' 3'1' 5'0' 3'8' -3' 1 5' MIN. 10' MIN, 4' 1 5' MIN. 12' MIN, M GREATER THAN 4' PROPOSALS WILL BE SUBMITTED, B DOOR HINGES F------ ---- ----- I I I 1 I I I I I I I I LIFT HANDLE I ----------------- TYPICAL METER VAULT N.T,S, FIG. W -7A TD -5 TD -14 SIDE VIEW .75' DIAMETER DRILLED IDLE FOR TOUCH READ NITS. TOP TOP VIEW 3" DIAMETER FLAT BEARING SURFACE UNDERNEATH 24' X 36' ALUMINUM ACCESS HATCH GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL I I24' MIN 24". ININITIAL BACKFILL MIN. MIN, MIN. MIN. 6" BEDDING X68 ST -ONE ST ABLE SOIL ROCK SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSPIRE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF 68 STONE. I I I FOUNDATION IN POOR SOIL_ UNDER -CUT CONDIIICN s - i I 'MIN INITIAL BACKFILL-. 4'W 4rjlNSTABLE 8> I SOIL--, _ 11N. Mile. SIN- IN, _ , 8 S] -ONE ==GRANULAR FILL AS _w = APPROVED BY ACSA `.STABLE SOIL O RCC�I � STABLE SOIL OR R0SC I i NOTE 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN F" I``1 ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. ..THE INITIAL BACKFILL SHALL. BE PLACED AND COMPACTED IN 6" LIFTS. , 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL.. BE ALLOWED IN THE TRENCH. S. BELL HOLES SHALL BE DUG OUT IN ALL CASES. I DUCTILE_ IRON _WATER I PID INITALL_ATION BEDDIN Ij _ NTS TD -2 ,-- PLACE 5' GALVANIZED " WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS AS DIRECTED. MARKER LOCATION MAY BE SUBJECT ! 10 HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE -- , Z cq WATER ADJUSTABLE VALVE BOX W/ LID M.J. GATE VALVE LINE Li2500 P.S.I. CONCRETE'4- 2'x 2' !BEARING AREA. THRUST BLOCK -j <. .41 / < < �. x� 1 NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE, ---- G A L E VALVE TYP I C A I NTS FIG. W--5 '._..'' Dewberry' Dewberry Engineers Inc. CLG APPROVED BY DMK CHECKED BY 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description Z Z Lij Q Z LD z > U) U-1 �\ /J per. O L.l.i U ILL 0 U) W 01 Uj Z 0 ZUj,- Z SEAL KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: 0010! Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z 0 07/23/18 JRC �0 No. DATE f� �./ ) Description z z a LU Z) ry- D I Q Q z 0 z z Z > �../ zC/ < Z CC �..L1 0 C/✓ virr p LLJ — z C ! Z T LU F— SEAL Moe� ALTOP 115 1 �Yl o 0' _ A KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY CHECKED BY DMK DMK TITLE p CONSTR TI N DETAILS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA DIMS NO: SHEET NO. 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY CHECKED BY DMK DMK TITLE p CONSTR TI N DETAILS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA DIMS NO: SHEET NO. Dewberry .s. 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 jr M z z Lij 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description LL < < —00 z Q Z_ (D rr 0 z Cl) COL!J 0 U— 0 —ji �1 < U L— fl LLJ z 0 .�- / ZLLJ 7 L SEAL -�' 0 Lr ' No. u 506 If �L KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE SWM NARRATIVE AND CALCULATIONS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE SWM NARRATIVE AND CALCULATIONS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO A 701 N Io 0 I K Q POST -DEVELOPMENT DRAINAGE AREA MAP 5 r• •+Dewberry' 0. Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com L O- 0 z Z_ � 07/23/18JRC O cr DATE BY Description U— < O Q < 0- Z 0 0 z z > z < Z �— < W > I— CL 0 00 Q z >— � O I-- LL - 1 LLJ z 0 1j z D KEY PLAN SCALE SCALE: 1 60 REVISIONS DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK r11111l�� DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. �.1 07/23/18JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK r11111l�� DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. �.1 � � WATER QUALITY NARRAUVE 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 B|ORETENT|ON 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 810P Design Specifications List; smxtdsuSpecs Site Summary Total Rainfall (in): 43 Total Disturbed Acreage: Site Land cover summary Site TV and Land Cover Nutrient Loads A soils a Soils C Soils D Soils Totals % of Tota I Forest/Open (acres) 0.00 0.00 000 000 on 0,00 0 Managed Turf (acres) 0.00 0,00 798 0.00 7.98 83 Impervious Cover (acres) 0.00 0.00 L60 0.00 1.60 17 11518 9,223 0.00 0.00 0,00 9.58 100 Site TV and Land Cover Nutrient Loads A sells B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf Jacres) 0.00 0.00 4,64 0.00 4,64 48 Impervious Cover (acres) 0,00 0.00 494 0.00 4.94 52 11518 9,223 0.00 0.00 0,00 958 100 Site TV and Land Cover Nutrient Loads Total TP Load Reduction Required llb/yr) 7.03 1.16 5.87 Final Post -Development Load Final Post -Development Post- Post- Adjusted Pre- Remaining Post Development TP Load 6.00 'Post-ReDevelopment 0.00 Development 0.00 Required 136 & New impervious) 4.64 (New Impervious) 000 000 0.00 4,64 Impervious Cover (acres) 4.94 0.00 Treatment Volume (ft) 0.00 20,741 9,223 11518 9,223 0.00 0.00 0,00 0.00 9.58 Total TP Load Reduction Required llb/yr) 7.03 1.16 5.87 Site Compliance Summary Maximum % Reduction Required Below 20% Total Runoff Volume Reduction ift) Final Post -Development Load Pre - TN Load (Iblyr) 93.23 53.44 Site Compliance Summary Maximum % Reduction Required Below 20% Total Runoff Volume Reduction ift) 9,171 Total TP Load Reduction Achieved (lblyr) 7.03 Total TN Load Reduction Achieved (lb/yr) 52.76 Remaining Post Development TP Load 6.00 (lb/acre/yr) 0.00 Remaining TP Load Reduction tlb/yr) 0.00 Required 136 Drainage Area Summary ^^TAROnTP R�puCMFXCEIEDEDmm#m/YEAR`~ � Pre - Final Post -Development Post-ReDevelopment TP ReDevelopment TP Load per acre Load per acre TP Load per acre (lb/acre/yrl (lb/acre/yr) 0.00 000 0.00 0.93 136 0,93 Drainage Area Compliance Summar Drainage Area ASummary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/open (acres) 0.00 0.00 000 0.00 0.00 0,00 Managed Turf (acres) 4.64 000 000 000 0.00 4,64 Impervious Cover (acres) 4.94 0.00 000 0.00 0.00 4.94 Total Area (acres) 9158 0.00 0.00 0,00 0.00 9.58 Drainage Area Compliance Summar Drainage Area ASummary Land Cover Summary L_9.525_� BMP Selections. A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres) Downstream Treatment 0,00 0.00 0.00 0.00 Upstream Managed Turf (acres) 0.00 000 4.64 0.00 4.64 Area (acres) impervious Cover (acres) 0.00 0.00 4.94 0.00 4.94 3.a. Permeable Pavement #1 (Spec 147) L_9.525_� BMP Selections. Total Impervious Cover Treated (acres) 4.01 Total Turf Area Treated (acres) 2180 Total TP Load Reduction Achieved in D,A. 7.03 Total TIN Load Reduction Achieved in D.A, 52.76 Runoff Volume and CN Calculations ITargA Rainfall Event (in) 1 3.04 3.68 5. 55 L Drainage Areas Managed Turf Impervious 8MP Treatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream Treatment Practice Credit Area Cover Credit Volume (ft) Upstream to Practice (Ibs) (lb/yr) (lb/yr) to be Employed (acres), Area (acres) 1 -year return period Practices (lbs) 0 3.a. Permeable Pavement #1 (Spec 147) FtV w RR (ws-in) 1.43 0.00 000 000 1.5 5,17235 0.00 3.25 L91 134 6,a, Bioretention #1 or Micro-Bioretention 1.06 1.11 4,67435 000 193 1.61 1.32 �� �� __ LH ���� �� �� �� �*& U fi.b. Bioretention #2 or Micro-Blo retention L4 6,217.46 0.00 3.90 3,51 039 < �� �� �� �� �� �) �� � _ 0 Total Impervious Cover Treated (acres) 4.01 Total Turf Area Treated (acres) 2180 Total TP Load Reduction Achieved in D,A. 7.03 Total TIN Load Reduction Achieved in D.A, 52.76 Runoff Volume and CN Calculations ITargA Rainfall Event (in) 1 3.04 3.68 5. 55 L Drainage Areas RV & CN Drainage Area A Drainage Area 8 Drainage Area C Drainage Area D Drainage Area E DMK Phone: 804.290.7957 Fax: 804.290.7928 www.dewuv,ry.00m 1 -year return period 0 FtV w RR (ws-in) 1.43 0.00 000 000 0.00 2 -year return period 0 Rv w RR (ws-in) 1.99 0.00 0.00 0.00 CN adjusted 83 0 0 ti 0 �� �� �� �� __ LH ���� �� �� �� �*& U BIORETENTION BASIN ^' B0RETENTON BASIN 'A' HAS BEEN ADDED TO THE SITE TO AID IN IMPROVING WATER QUALITY. THE BASIN WAS DESIGNED TO BE A LEVEL 1 SY8TEKd, AND HAS A TREATMENT VOLUME OF 4.874 CUBIC -FEET. THE SHORTEST FLOW PATH RATIO LENGTH OF THE BASIN IS 0.758. Dewberry Figure 3.6 8ioretendonASizing Sizing Required for 8ioretentimnBasin (Per VADEQ StovnmxxaterDesign Specification No. 9) Drainage Area A: 2.17 ac Treatment Volume (7v): 4674 cf. *frumVRRK4 8iofUterSizing Required (S/\). Surface Area Computation (Equation 9.3: Bio/etention Level l Design Surface Area) Surface Ponding Depth = 12 in. 1 ft Soil Media Depth = 24 in. 2 ft. Gravel Layer Depth = 12 in. 1ft. S4(sgft)=TvBMP/8So//Mcd/o*(I2S/+(Grove/Loyer*O.40)+(yurfburPond/ng*2.00)) IAbqjU=620;/K1'*0,2S1+/3'*840/+(1'°1.0)] S4= 2460.00sq.ft. Area shown onplans: 3160.70 sq.ft. Area left untreated bvb/oretentiun/ -700.7sq.ft� Volume ofpretrcotnen'tshown onplans: 551.0 cu.ft. Pretreatment percentage ofTv: 11.79% Shortest Flow Path Ratio Length (Equation 9.S): Level 1 Ratio must be 0.3 or greater SFP Shortest Flow Path (JFP)= 25 ft. Length (L) 33 ft. Ratio = 0.758 ,, ,, 1. Rv COMPUTATIONS FOR B|C)RETEN�ON YY 8c B FOUND ON SHEET C6.05 2. AREA AND VOLUMES SHOWN ON SHEET C6.05 BIORETENTION MAINTENANCE REQUIREMENTS SECTION 4 VAC 50-60-124 OF THE REGULATIONS SPECIFIES THE CIRCUMSTANCES UNDER WHICH A MAINTENANCE AGREEMENT MUST BE EXECUTED BETWEEN 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 8|ORETENT|ON MAINTENANCE AGREEMENTS MUST CONTAIN RECOMMENDED MAINTENANCE TASKS AND A COPY OF AN ANNUAL INSPECTION CHECKLIST. WHEN MICRO -SCALE B0RETENT0N PRACTICES ARE APPLIED ON MAINTENANCE NEEDS. A DEED RESTRICTION, DRAINAGE EASEMENT OR OTHER MECHANISM ENFORCEABLE BY THE QUALIFYING LOCAL PROGRAM MUST BE IN PLACE TO HELP ENSURE THAT RAIN GARDENS AND B|ORETENT|ON FILTERS ARE MAINTAINED AND NOT CONVERTED OR DISTURBED, AS WELL AS TO PASS THE KNOWLEDGE ALONG TO ANY SUBSEQUENT OWNERS. THE MECHANISM SHOULD . IF POSSIBLE, GRANT AUTHORITY FOR LOCAL AGENCIES TO ACCESS THE PROPERTY FOR INSPECTION OR CORRECTIVE ACTION. Table 9.7 Suggested Annual Maintenance Activities fov8ioretention a Mowing of grass filter strips and bioretention turf cover At least 4 times a year a Spot weeding, erosion repair, trash removal, and mulch raking Twice during growing seaso-n� * Add reinforcement planting to maintain desired the vegetation density As needed * Remove invasive plants using recommended control methods * Stabilize the contributing drainage area to prevent erosion___, * Spring inspection and cleanup r Supplement mulch to maintain a 3 inch layer Annually Prune trees and shrubs Remove sediment in pre-treatment cells and inflow points Once every 2 to 3 years Replace the mulch layer I Every 3 years BIORETENTION BASIN `` B|ORETENTON BASIN 'B` HAS BEEN ADDED TO THE SITE TO ND IN IMPROVING WATER QUALITY. THE BASIN WAS DESIGNED TO BE A LEVEL 2 SYSTBN, AND HAS A TREATMENT VOLUME OF 8,209 CUBIC -FEET. THE SHORTEST FLOW PATH RATIO LENGTH OF THE BASIN IS 0.826. # Dewberry Figure 3.7 EUore1ention B5izin0 Sizing Required for Bioreten1iomBasin (Per VA DEQ Stuvmw/aterDesign Specification No. 9) Drainage Area A: 3.14 ac Treatment Volume (Tv): 6209cf. *from VRRK4 QinfUterSizing Required (S/4). Surface Area Computation (Equation 9.4: Bioretention Level 2 Design Surface Area) Surface Ponding Depth = 12 in. 11t Soil Media Depth = 48 in. 4 ft. Gravel Layer Depth = 12 in. 1/t. 84(sq.ft)=1.Z5*TvBMP/8So8Medio*(IJS)+hSrove/Loyer*&4CU+(SurfbcePond/ng*1.00) SA(sgft)=1.2S*6209/81'*0.251+(3'*840)+/1'*2,0} JA= 3333.85sq.ft. Area shown onplans: 3888.20sq.ft. Area left untreated bvb/uretcntion: -654.346sq.ft. Volume ofpretreatment shown onplans: 1033.0cu.ft. Pretreatment percentage ufTv: 16.64% Shortest Flow Path Ratio Length (Equation 9.5\: Level Ratio must beO.8orgreater SFP Ratio �;�=--- L Shortest Flow Path (SFP) 38 ft. Length (L) 46 ft. Ratio= 0.826 VADEQ ST0RMWATERDESIGN SPECIFICATIONNO. 0 mEC,,� M� 'DIED � o,�soocn**novmmo m�w-nL',1A �m3,o�r '�E*an�vaw�m/ BIORETENTION m�nm�orw�o'�m� Figure 0'4a:Typical Detail of8/orehsnbonBasin Level fDesign ww�u,�uzpe �m�soosn ow Figure 9.4i Typical Detail ofBioretentiomBasin Level 2 Design Version 1 9, March 1, 2011 Page 9 of 54 � ���� �������� ��������� ����J� J� �� []eVVh8rrV Engineers Inc. U LU APPROVED BY DMK 4ousLake Brook Drive, Suite uoo Glen Allen, vx 23060 yr I DMK Phone: 804.290.7957 Fax: 804.290.7928 www.dewuv,ry.00m 0 TYPICAL EUORBENTION-L"YEL2 WITHUNOERDRAN Figure 9.4i Typical Detail ofBioretentiomBasin Level 2 Design Version 1 9, March 1, 2011 Page 9 of 54 � ���� �������� ��������� ����J� J� �� []eVVh8rrV Engineers Inc. U LU APPROVED BY DMK 4ousLake Brook Drive, Suite uoo Glen Allen, vx 23060 CHECKED BY DMK Phone: 804.290.7957 Fax: 804.290.7928 www.dewuv,ry.00m 0 0 40�.� �� �� �� �� �� __ LH ���� �� �� �� �*& U ���� U� �L < � � �� �� < �� �� �� �� �� �) �� � _ 0 > �� �� �� �� �� v�� �� �� �� �� Ld - ^ �� _~� Lu ~~~� �� ~ �� �� ~~� � NX �- �� -J N0 / �� �) Cc < �� �� C) ��� � �� �� 0�N �N �� SEAL $VALTR ° lEV|S|ONS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY U LU APPROVED BY DMK CHECKED BY DMK DEI PROJECT NO: 501U8451 UVAWORK ORDER NO: SHEET NO. Ilk BJ 0 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 B44P Design Specifications List: 2011 Stds & Specs Site Summary Total Rainfall (in): 43 Total Disturbed Acreage: %58 Site Land Cover Summary Drca Roflpvai mm�nt 1 aped rnupr larrpcl Vnct Rar]avainn-t I anri rnvpr darrpcl A soils B Soils CSolis D Soils 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 0.001.60 4.94 17 Total Area (acres) 9.58 0.00 0.00 1 9.58 100 11 Vnct Rar]avainn-t I anri rnvpr darrpcl Site Tv and land Cover Nutrient loads Final Past -Development A soils B Soils C Soils D Soils Totals % of Total 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 Total Area (acres) 9.58 0.00 0.00 0.00 9.58 100 Site Tv and land Cover Nutrient loads Final Past -Development Final Post -Development Load (Post-ReDevelopment & New Impervious) Post Pre- (Post-ReDevelopment ReDeve€opment Development ReDeve€opment & New lmpervious} (lb/acre/yr) (New Impervious) Rao iite Rv 0.60 0.41 U.95 0.41 Treatment volume (ft) 20,741 9,223 11,518 9,223 rP Load (lb/yr) 13.03 5.79 7.24 5.79 Tota€ TP Load Reduction Required (Ib/yr) 7.03 1.16 5.87 Site Compliance Summary Maximum % Reduction Required Below 20%Pre•ReDevelopmentLoad Total Runoff volume Reduction (ft) Final Post -Development Load (Post-ReDevelopment & New Impervious) Pre - ReDevelopment TN Load (lb/yr) 93.23 53.44 Site Compliance Summary Maximum % Reduction Required Below 20%Pre•ReDevelopmentLoad Total Runoff volume Reduction (ft) 9,1.71 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 (€b/yr) (lb/acre/yr) Remaining TP Load Reduction (Ib/yr) Rao Required 1.36 Drainage Area Summary 1 t` RG T TP l:C#0UCTiON EXC E M- PW 0,01. €.:i/Y ARK a 2 3 Pre - Final Post -Development Post-ReD v to m n TP Rei3evelopment TP Load per acre toad per acre TP Load per acre (Ib/acre/yr) (Ib/acre/yr) (lb/acre/yr) 0.00 0.00 0.93 1.36 0.93 Drainage Area Compliance Summary D.A. A D.A. B D.A, C D.A. D D.A. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf (acres) 4.64 0.00 0.00 0.00 0.00 4.64 impervious Cover (acres) 4.94 0.00 0.00 0.00 0.00 4.94 Total Area (acres) 9.58 0.00 0.00 0.00 0.00 9.58 Drainage Area Compliance Summary Drainage Area A Summary Land Cover Summary D.A. A D.A. B D.A. C DIA. D D.A. E Total Load Reduced (ib/yr) 7.03 0.00 0.00 0.00 0.00 7.03 4 Load Reduced (Ib/yr} 51-. 0.00 0.00 0.00 0.00 52.76 Drainage Area A Summary Land Cover Summary 9.53 I BMP Selections A Soils B Soils C Soils D Soils Total % o#Tota € 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 9.53 I BMP Selections Totat Impervious Cover Treated (acres) Managed Turf impervious BMP Treatment TP Load from Untreated TP load TP Removed TP Remaining Downstream Treatment Practice Credit Area Cover Credit 3 volume (ft) Upstream to Practice (lbs) (lb/yr) (lb/yr) to be Employed 0 (acres) Area (acres) if clogged Practices (lbs) 1.70 0.00 0.00 0.00 3.a. Permeable Pavement #1 (Spec 97) 1 -year return period 1.5 5,172.75 0.00 3.25 1.91 1.34 0r 6.a. Bioretention #1 or Micro-Bioretention 1.06 1.11 4,674.35 0.00 2.93 1,61 1.32 2.)6 #1 or Urban Bioretention (Spec #9) 0.00 0.00 0.00 2 -year return period RV w RR Iws-in) 1.99 0.04 0.00 6.b. Bioretention #2 or Micro-Bioretention 1„74 1,4 6,217.46 0.00 3.90 3.51 0.39 0 #2(Spec #9) RV wo RR (Ws -M) 3.39 0.06 0.00 0.00 0.00 10 -year return period RV w RR (ws-in) Totat Impervious Cover Treated (acres) 4.01 Total Turf Area Treated (acres) 2.80 Total TP Load Reduction Achieved in D.A. 7.03 (Ib/yr) CN Total TN Load Reduction Achieved in MA, 52.76 (Ib/yr) 0 Runoff Volume and CIV Calculations 1-yearstorm 2-yearstorm 10-yearstorm Rainfall Event (in) 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 RR9,171 + Remove any accumulated sediment in pre-treatment cells 0 0 0 0 if clogged RV wo RA (ws-Dn} 1.70 0.00 0.00 0.00 0.00 1 -year return period Rv w RR (w5 -in) 1.43 0.00 0.00 0.00 0.00 0r CN adjusted 82 0 0 0 0 RV wo RR (ws-inl 2.)6 0.00 0.00 0.00 0.00 2 -year return period RV w RR Iws-in) 1.99 0.04 0.00 0.00 0.00 /00 iG. CN adjusted 83 0 0 0 0 RV wo RR (Ws -M) 3.39 0.06 0.00 0.00 0.00 10 -year return period RV w RR (ws-in) 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. 0 l]ewherry Permeable Pavement: Sizing Sizing Requirements for Permeable Pavement (Per VA DEQ Stormwater Design Specification No. 7) Stone Depth (dstone) (Equation 7.1): Boar's Head Lobby Site: x . Rainfall Depth [Level 1=1", Level 2=1,1`](P)= Contributing Drainage Area (A 1)= Volumetric runoff coefficent for impervious (Rv i)= Area of permeable pavement (A P)= Porosity of reservoir layer (rl r)= Depth of stone reservoir layer (dstone) PERMEABLE PAVEMENT MAINTENANCE REQUIREMENTS: 0.03 ft. 52459 sf. 0.95 12881 sf. 0.4 1.01 ft. 12.17 in. 0 THE REGULATIONS SPECIE SECTION 4 VAC 50-60-124 F IES THE CIRCUMSTANCES UNDER WHICH A MAINTENANCE AGREEMENT MUST BE EXECUTED BETWEEN 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 construction, the practice and contributing drainage area should be inspected at least After installation twice after storm events that exceed 1/2 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 C that are degenerating or spaliing + Vacuum pavement with a standard street sweeper to 2-4 times per year (depending prevent clogging on use) + Conduct a maintenance inspection Annually + Spot weeding of grass applications + Remove any accumulated sediment in pre-treatment cells Once every 2 to 3 years and inflow points + Conduct maintenance using a regenerative street sweeper if clogged Replace an necessa pint materia! Required frequency of maintenance will depend on pavement use, traffic loads, and surrounding land use, VA DEQ STORMWATER DESIGN SPECIFICATION NO. 7 SECTION4: TYPICAL DETAILS PERMEABLE PAVEMENT Concrete 'Pavers Pemeatde.Joint Material -Open,graded Seddiinq Course Bas t enr rade Underdrain 11 K1a required:) Optional Geotextile= Under Subbase ncompU. acte S bgradeSoil Figure 7.2. Typical Detail (Source: Smith, 2009) i` `se'sk ajir 1 dyer -& e i> d 3 Figure 7.3. Typical Section Permeable Pavement Level 1 4 5 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 SCARIFIED OR TILLED TO A DEPTH OF 3 TO 4 INCHES PRIOR TO THE PLACEMENT OF THE FILTER LAYER OR FILTER FABRIC. IN LARGE SCALE PAVING APPLICATIONS WITH WEAK SOILS, THE SOIL SUBGRADE MAY NEED TO BE COMPACTED TO 95% OF THE STANDARD PROCTOR DENSITY TO ACHIEVE THE DESIRED LOAD-BEARING CAPACITY. (NOTE: THIS EFFECTIVELY ELIMINATES THE INFILTRATION FUNCTION OF THE INSTALLATION, AND IT MUST BE ADDRESSED DURING HYDROLOGIC DESIGN.) STEP 5. THE FILTER LAYER SHOULD BE INSTALLED ON THE BOTTOM OF THE RESERVOIR LAYER, AND WHERE 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 UNDERDRAINS SHOULD SLOPE DOWN TOWARDS THE OUTLET AT A GRADE OF 0.5% OR STEEPER. THE 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 INCHES OF WASHED ASTM D 448 NO.8 STONE. 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 TECHNICIAN COURSE TRAINING PROGRAM OFFERED BY THE INTERLOCKING CONCRETE PAVEMENT INSTITUTE. 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 (1/3) 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 PAVERS. 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. D le w b e r r Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z C 0 40 MZ Z Z LIJ 07/23/18 JRC 0r No. DATE BY Description L.L < Q Z 0 Z 0 cc Z �� > y /00 iG. 0 J _ Q ') D LU -- Q Z LL LU Z UJ Z SEAL` MY� Li Noy ed fro" 01 1 L SCALE REVISIONS APPROVED BY DMK CHECKED BY DMK DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. .1� 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description APPROVED BY DMK CHECKED BY DMK DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. .1� A 0 Ef 1Vi FTA 0 WATER QUALITY BIVIP INFORMATION 9.3 MAINTENANCE INSPECTIONS IT IS HIGHLY RECOMMENDED THAT A SPRING MAINTENANCE INSPECTION AND CLEANUP BE CONDUCTED AT EACH PERMEABLE PAVEMENT SITE, PARTICULARLY AT LARGE—SCALE APPLICATIONS. MAINTENANCE OF PERMEABLE PAVEMENT IS DRIVEN BY ANNUAL INSPECTIONS THAT EVALUATE THE CONDITION AND PERFORMANCE OF THE PRACTICE. ANY PERMEABLE PAVEMENT INSTALLATION WITH EXTERNAL DRAINAGE AREA (RUN—ON) SHOULD BE INSPECTED MORE FREQUENTLY DURING THE FIRST YEAR (FOUR SEASONS) TO ENSURE THAT THERE ARE NO UNEXPECTED CONTRIBUTING LOADS OF SEDIMENT OR PAVEMENT PARTICULATES FROM THE CONTRIBUTING AREA. IF SO, EXTENSIVE INVESTIGATION SHOULD ASSESS WAYS TO LIMIT THE CONTRIBUTIONS, OR THE MAINTENANCE SCHEDULE SHOULD BE ADJUSTED TO ENSURE THE PAVEMENT DOES NOT BECOME CLOGGED. THE FOLLOWING ARE SUGGESTED ROUTINE ANNUAL MAINTENANCE INSPECTION POINTS FOR PERMEABLE PAVEMENTS: — THE DRAWDOWN RATE SHOULD BE MEASURED AT THE OBSERVATION WELL FOR THREE (3) DAYS FOLLOWING A .STORM EVENT IN EXCESS OF 1/2 INCH IN DEPTH. IF STANDING WATER IS STILL OBSERVED IN THE WELL AFTER THREE DAYS, THIS IS A CLEAR SIGN THAT CLOGGING IS A PROBLEM. — INSPECT THE SURFACE OF THE PERMEABLE PAVEMENT FOR EVIDENCE OF SEDIMENT DEPOSITION, ORGANIC DEBRIS, STAINING OR PONDING THAT MAY INDICATE SURFACE CLOGGING. IF ANY SIGNS OF CLOGGING ARE NOTED, SCHEDULE A VACCUUM SWEEPER (NO BROOMS OR WATER SPRAY) TO REMOVE DEPOSITED MATERIAL. THEN, TEST SECTIONS BY POURING WATER FROM A FIVE GALLON BUCKET TO ENSURE THEY WORK, — INSPECT THE STRUCTURAL INTEGRITY OF THE PAVEMENT SURFACE, LOOKING FOR SIGNS OF SURFACE DETERIORATION, SUCH AS SLUMPING, CRACKING, SPALLING, OR BROKEN PAVERS. REPLACE OR REPAIR AFFECTED AREAS, AS NECESSARY. — CHECK INLETS, PRETREATMENT CELLS AND ANY FLOW DIVERSION STRUCTURES FOR SEDIMENT BUILDUP AND STRUCTURAL DAMAGE. NOTE IF ANY SEDIMENT NEEDS TO BE REMOVED. — INSPECT THE CONDITION OF THE OBSERVATION WELL AND MAKE SURE IT IS STILL CAPPED. — GENERALLY INSPECT ANY CONTRIBUTING DRAINAGE AREA FOR ANY CONTROLLABLE SOURCES OF SEDIMENT OR EROSION. AN EXAMPLE OF MAINTENANCE INSPECTION CHECKLIST FOR PERMEABLE PAVEMENT CAN BE ACCESSED IN APPENDIX C OF CHAPTER 9 OF THE VIRGINIA STORMWATER MANAGEMENT HANDBOOK (2010). BASED ON INSPECTION RESULTS, SPECIFIC MAINTENANCE TASKS WILL BE TRIGGERED AND SCHEDULED TO KEEP THE FACILITY IN OPERATING CONDITION. � I � PERIODIC/ANNUAL INSPECTION CHECKLIST Virginia Storntwater Management :Handbook, Chapter 9 July 20.13 Inspection Date Project Location Date of Last Inspection Inspector Owner/Owner's Representative As -Built Plans available: Y I N Facility Type: Level 1 Site Plan/Permit Number_ Date BMP Placed in Service Level 2 Ideally, each permeable pavement installation should be inspected in the Spring of each year, especially at large-scale installations. El CONSTRUCTION INSPECTION CHECKLIST rd Party Construction In5 IO Checklist and Certification: Permeable Pavement DEQ Spec. No. 7 "& PFM 6-1304 Projeci ;''fame; C..'Oi`s`xtr I%,iican FrrM7 f ,: Plat,. Number a "" f a,,y Inspection i #rn^F: Sive Addi'es v. :3:;, P;zr'y lnspector's /'lame: t.atii:: d.^, i Longitude. W�N `W Pi Sone. t%it;rTtber P .;IP 0 Nur<rber as sh,,nv : on , : ori and g nE fall location on the site !" i'i a or all S S� a 't es under PFM 6-� 1 •.� 00 et. sec.. 1'� ;�;r-.ri:;at`i.£;n is r�: ;ireci f : �'� } t>,� i';,:ll:3i`>�1 fa:;inti..:;�3 ;�ai ��.aer �- I-wi� ,� A Vilglinisi I€£, l'ised (J'it `�° TE a � neke n..sed .rate; � n � £ t `i t F e•rfl(Sdor"i cil iverneri'fs o , � �� :Sst#_ii i� �_. € r e_ir Ili.�i 3's�."%.. i� �,<lCa, r�i l F e rn<.3 lis � , ., f ct}e Code of Virginia iiW 54.1 "'Ywr l must u:it sign €3 lYr a3. the end 5,.ef YYZ IG: ch .....Nkitat. in.,tr� lctinr€3 • Check oa£;'h.:tern ric; t;ariiChete or writ,...,, ir"i "l'IsA` ii'`r ct:<f,ie I%?'ins 1l"t::3.t :lr?"':ot appilt.cd'%,iIF,. • Fill in blank;, for requested infor'i'ia`loll on dimensions,materials, etc. p Provide (Cii , Cmore ,Jsit3utrm w p':fa iEtu r s 'e^t:JY.ES Ir„icGttie Ito s that tr)a�1h " 1 ':f. . Pre -Installation Meeting aril Site Preparation CMECK There is excessive DESCRIPTION DATE OF INSPECTi N f£&iii r:;wNT washed, and conforrn t€3 specific.yaljon s. Remove immediately. Owner or Pipe Diameter ................. ........ inches trash and debris c onlraitar designated to Instal=, the facility a', Pipe Spavin,Yy -t. Slopp-b ------- Y, irrigate and apply organic professional Z 0 Filter iayer and initial reservoir layer aggmgates Spread (net There is evidence of A tavle"w of r;heck ist and tantativa schedule; for Interim Depth of filter layer .n___ .. ,t. (not chemical) fertilizer, as Owner or D Contributing erosino and/or bare or Contr-ibuting drainage wmas are statAtzed and nm am(fing, 0 Stabilize immediately. prafiessional Drainage Area exposed soil stabilized conveyance. 100% DOCUMENTS No. healthy and dense enough to professional Description i There is excessive Excavation soffacility has achieved proper elevations and grade s provide filtering while Owner or 0 landscape waste and plans. Remove immediately. professional and clippings Type of Edge: Restraints______,_,____ 11 Check that tree roots have Aggregate layer for the installation of the underdrain system is per approved plans, clippings. Depth of aggregate layer--- ft, not penetrated the pavernent There is loose Size of aggregate 0 Remove immediately and Signs installed per PFM -1304,315 and leaf residue has not Q material (e.g., bark, Adjacent Trees and shrubs are vacuum sweep the area to professional clogged the pavement. Owner or sand, etc.) stored on Vegetation within 5 feet of the prevent clogging the and all water infiltrated diaaactly without puddle formation or Vegetation that limits access professional the pavement surface surface runoff, pavement surface 0 pavement pores. Provide ria photo ref the BMP facility after completion of or interferes with the Pavement is stained The surface must be kept permeable pavement and/or clogged or clean and free of leaves, operation must be pruned or water is ponded, debris, and sediment by removed. Pavement indicating the There is excessive vacuum sweeping (without Surface pavement is not trash, debris or brooms or water spray) Remove immediately Owner or draining properly. sediment immediately and, otherwise, professional Measure the Inlets, Pre- accumulation at a frequency consistent drawdown in the rate Treatment Cells There is evidence of with the use and loadings observation for and rs Diversion io erosion and / or encountered (at a minimum, Stabilize immediately Owner or professional three (3) days exposed soil annual dry -weather following a storm Structures sweeping in the Spring), Professional Clean out sediment or event that exceeds Evidence of clogging Where paving blocks are debris. Remove and wash or Professional 112 -inch of rain. If installed, the sweeper must replace stone, as needed standing water is still be calibrated so it does not Eliminate standing water and observed in the well pick up the stories between establish vegetation: treat for after three days, this aa the paver blocks. Following mosquitoes as needed. If is clear sign that the Pavement the vacuum sweeping, test sprays are considered, then r pavement is clogged. Surface Mosquito proliferation pavement sections by use a licensed pest professional profeonal p There are significant pouring water from 5 gallon controller to apply an amounts of sediment buckets, to ensure proper approved mosquito larvicide have accumulated drainage' (only absolutely between the pavers. n�rp There is evidence of El CONSTRUCTION INSPECTION CHECKLIST rd Party Construction In5 IO Checklist and Certification: Permeable Pavement DEQ Spec. No. 7 "& PFM 6-1304 Projeci ;''fame; C..'Oi`s`xtr I%,iican FrrM7 f ,: Plat,. Number a "" f a,,y Inspection i #rn^F: Sive Addi'es v. :3:;, P;zr'y lnspector's /'lame: t.atii:: d.^, i Longitude. W�N `W Pi Sone. t%it;rTtber P .;IP 0 Nur<rber as sh,,nv : on , : ori and g nE fall location on the site !" i'i a or all S S� a 't es under PFM 6-� 1 •.� 00 et. sec.. 1'� ;�;r-.ri:;at`i.£;n is r�: ;ireci f : �'� } t>,� i';,:ll:3i`>�1 fa:;inti..:;�3 ;�ai ��.aer �- I-wi� ,� A Vilglinisi I€£, l'ised (J'it `�° TE a � neke n..sed .rate; � n � £ t `i t F e•rfl(Sdor"i cil iverneri'fs o , � �� :Sst#_ii i� �_. € r e_ir Ili.�i 3's�."%.. i� �,<lCa, r�i l F e rn<.3 lis � , ., f ct}e Code of Virginia iiW 54.1 "'Ywr l must u:it sign €3 lYr a3. the end 5,.ef YYZ IG: ch .....Nkitat. in.,tr� lctinr€3 • Check oa£;'h.:tern ric; t;ariiChete or writ,...,, ir"i "l'IsA` ii'`r ct:<f,ie I%?'ins 1l"t::3.t :lr?"':ot appilt.cd'%,iIF,. • Fill in blank;, for requested infor'i'ia`loll on dimensions,materials, etc. p Provide (Cii , Cmore ,Jsit3utrm w p':fa iEtu r s 'e^t:JY.ES Ir„icGttie Ito s that tr)a�1h " 1 ':f. . Pre -Installation Meeting aril Site Preparation CMECK PHOTO DESCRIPTION DATE OF INSPECTi N f£&iii r:;wNT washed, and conforrn t€3 specific.yaljon s. Stabilize immediately. Mow, pro -installation Meeting With Pipe Diameter ................. ........ inches c onlraitar designated to Instal=, the facility a', Pipe Spavin,Yy -t. Slopp-b ------- Y, irrigate and apply organic 3rd part=y inspector (or designee) Z 0 Filter iayer and initial reservoir layer aggmgates Spread (net There is evidence of A tavle"w of r;heck ist and tantativa schedule; for Interim Depth of filter layer .n___ .. ,t. (not chemical) fertilizer, as iiispei tHons and sign -offs has been discussed D ( erasion and/ or bare Contr-ibuting drainage wmas are statAtzed and nm am(fing, 0 needed to keep grass Owner or [ or exposed soil in grid stabilized conveyance. 100% DOCUMENTS No. healthy and dense enough to professional Description i l Excavation soffacility has achieved proper elevations and grade s provide filtering while per approved plans. 0 paver areas plans. protecting the underlying Size of Edge restraints_ _ Type of Edge: Restraints______,_,____ 11 soil. Retrieve any grass Aggregate layer for the installation of the underdrain system is per approved plans, clippings. Depth of aggregate layer--- ft, There is loose Size of aggregate 0 Remove immediately and Signs installed per PFM -1304,315 Q material (e.g., bark, For porous asphalt and pervious ronrrete pavement, the full vacuum sweep the area to professional sand, etc.) stored on water applied at a aurin, rate of 5 gpm over the entire surface), prevent clogging the and all water infiltrated diaaactly without puddle formation or the pavement surface surface runoff, 0 pavement pores. Provide ria photo ref the BMP facility after completion of Pavement is stained The surface must be kept and/or clogged or clean and free of leaves, water is ponded, debris, and sediment by Pavement indicating the vacuum sweeping (without Surface pavement is not brooms or water spray) draining properly. immediately and, otherwise, Measure the at a frequency consistent drawdown in the rate with the use and loadings observation for encountered (at a minimum, three (3) days annual dry -weather following a storm sweeping in the Spring), Professional event that exceeds Where paving blocks are 112 -inch of rain. If installed, the sweeper must standing water is still be calibrated so it does not observed in the well pick up the stories between after three days, this aa the paver blocks. Following is clear sign that the the vacuum sweeping, test pavement is clogged. pavement sections by There are significant pouring water from 5 gallon amounts of sediment buckets, to ensure proper have accumulated drainage' between the pavers. There is evidence of Structural surface deteriortation, such as slumping, Repair or replace affected professional Integrity cracking, spading or areas, as necessary. broken pavers. Observation Is each observation Repair, as necessary. Professional Wells well still capped? Outlets are obstructed or erosion and sail Remove obstructions and Owner yr Outlet exposure is evident stabilize eroded or exposed i Professional below the outlet. areas. El CONSTRUCTION INSPECTION CHECKLIST rd Party Construction In5 IO Checklist and Certification: Permeable Pavement DEQ Spec. No. 7 "& PFM 6-1304 Projeci ;''fame; C..'Oi`s`xtr I%,iican FrrM7 f ,: Plat,. Number a "" f a,,y Inspection i #rn^F: Sive Addi'es v. :3:;, P;zr'y lnspector's /'lame: t.atii:: d.^, i Longitude. W�N `W Pi Sone. t%it;rTtber P .;IP 0 Nur<rber as sh,,nv : on , : ori and g nE fall location on the site !" i'i a or all S S� a 't es under PFM 6-� 1 •.� 00 et. sec.. 1'� ;�;r-.ri:;at`i.£;n is r�: ;ireci f : �'� } t>,� i';,:ll:3i`>�1 fa:;inti..:;�3 ;�ai ��.aer �- I-wi� ,� A Vilglinisi I€£, l'ised (J'it `�° TE a � neke n..sed .rate; � n � £ t `i t F e•rfl(Sdor"i cil iverneri'fs o , � �� :Sst#_ii i� �_. € r e_ir Ili.�i 3's�."%.. i� �,<lCa, r�i l F e rn<.3 lis � , ., f ct}e Code of Virginia iiW 54.1 "'Ywr l must u:it sign €3 lYr a3. the end 5,.ef YYZ IG: ch .....Nkitat. in.,tr� lctinr€3 • Check oa£;'h.:tern ric; t;ariiChete or writ,...,, ir"i "l'IsA` ii'`r ct:<f,ie I%?'ins 1l"t::3.t :lr?"':ot appilt.cd'%,iIF,. • Fill in blank;, for requested infor'i'ia`loll on dimensions,materials, etc. p Provide (Cii , Cmore ,Jsit3utrm w p':fa iEtu r s 'e^t:JY.ES Ir„icGttie Ito s that tr)a�1h " 1 ':f. . Pre -Installation Meeting aril Site Preparation CMECK PHOTO DESCRIPTION DATE OF INSPECTi N f£&iii r:;wNT washed, and conforrn t€3 specific.yaljon s. - W pro -installation Meeting With Pipe Diameter ................. ........ inches c onlraitar designated to Instal=, the facility a', Pipe Spavin,Yy -t. Slopp-b ------- Y, 0 3rd part=y inspector (or designee) Z 0 Filter iayer and initial reservoir layer aggmgates Spread (net UJ A tavle"w of r;heck ist and tantativa schedule; for Interim Depth of filter layer .n___ .. ,t. O iiispei tHons and sign -offs has been discussed D ( < Contr-ibuting drainage wmas are statAtzed and nm am(fing, 0 0 Stormwater runoff is diverted around the ex avatlwi area to a [ 07/23/18 stabilized conveyance. 100% DOCUMENTS Excavation Filter Layer and Underdrain Placement CHECK PHOTO U SC RiPTM DATE OF iNSP CTiaN i COM€'?t€ENTS 11 All aggregates (stone, sarid, rau as required) are clean, DATEOF€iilSAE::`t"iONit;OPviMEWS— washed, and conforrn t€3 specific.yaljon s. - W t'i'll. 07ontal location of SMP is in accordance with the approved Pipe Diameter ................. ........ inches plans, a', Pipe Spavin,Yy -t. Slopp-b ------- Y, 0 St. bgrade ;itirfare free of ror;lcs, Too#s, anti laat3e vcaids, (V iicis Z 0 Filter iayer and initial reservoir layer aggmgates Spread (net UJ r'{lay be tiled with loose aggregate,) Depth of filter layer .n___ .. ,t. O For level 2 pernwable pavement: Excavation bottom is D manufacturer -specifications, per approved plans. < scarified, wyes, cap at upstream find, etc..) installed per approved plans. Z No gataundwraiei sr:efpiage Of standing water is pfe:aant. Any [ 07/23/18 standing water is dewatered to an ai c ptabie dewaterivig 100% DOCUMENTS No. DATE device, and the design consultant has been notified, Description i l Excavation soffacility has achieved proper elevations and grade s It per approved plans. Filter Layer and Underdrain Placement CHECK PHOTO U SC RiPTM DATE OF iNSP CTiaN i COM€'?t€ENTS 11 All aggregates (stone, sarid, rau as required) are clean, DATEOF€iilSAE::`t"iONit;OPviMEWS— washed, and conforrn t€3 specific.yaljon s. - W ( Perforated underdrain slzr. and spacing pur approved plans, Pipe Diameter ................. ........ inches -------------------- a', Pipe Spavin,Yy -t. Slopp-b ------- Y, 0 Peiaforation Sizeispacinf ....., ..__ _ . Z 0 Filter iayer and initial reservoir layer aggmgates Spread (net UJ du#wiped) to Avoid aggreti«te segre:gativn per approved pians. Depth of filter layer .n___ .. ,t. O l -0 lr ora srarieable Miter (when re quired) is placed in accoidan,e;,vWh D manufacturer -specifications, per approved plans. < t India#"dr alrt; observation stills), and undefdrain fitting;" (45' wyes, cap at upstream find, etc..) installed per approved plans. Z Numbor of M,,i ervaf.ion loVetis__...-...__.... Stone Reservoir Aggregate Placement CHECK PHOTO DESCRIPTION, DATEOF€iilSAE::`t"iONit;OPviMEWS— El El Sides eovered with geote;dile with no tears, holes, c;a' r„eu'esslue wrinkles. El 0 stone res ;rvoir layer aggifagata; placement, compaction, and Z 0 UJ thickness, are per approved plans, O Depth of reservoir layer aggregate -..a,,,..._ Inches D Bedding Layer and Pavement Installation CHECK. PHOTO r E�CRIPTM DATE OF INSPECTION1 COMMENTS El El Pre-treatment structures (where requifed) are installed per approved plans. <I> 40 rotZ Type ofprfatreatment Z 0 UJ concentrated flow is not being discharged direcfly onto the O porineablo pavernent, D LL < Pavement surface is even and runoff spreaads evenly across Z suafaa;e. [ 07/23/18 Fivw reduction orifice, or cap placed mi the end of the pavernent 100% DOCUMENTS No. DATE underdrain pea"approved plans. Description 0 l Permeable pavement block systems which require edge s It restraints are InstMied flush with the paver blocks per approved 0 plans. Size of Edge restraints_ _ Type of Edge: Restraints______,_,____ 11 Aggregate layer for the installation of the underdrain system is per approved plans, Depth of aggregate layer--- ft, Size of aggregate 0 Signs installed per PFM -1304,315 Q For porous asphalt and pervious ronrrete pavement, the full permeability of paved surface hes been properly tasted (clean water applied at a aurin, rate of 5 gpm over the entire surface), and all water infiltrated diaaactly without puddle formation or surface runoff, 0 0 Provide ria photo ref the BMP facility after completion of corrstructloia, Filial Certification I do I €ereE y certify that this as -bulli i€Ifcirr "lU<t<€rii for the strirl'l;sa iter r;-iana ernent/BMP facility vas inspected by me (or by an indi5,riduai under my re` ponsible charge) acid conforms to the a.1 proved plans, excer~tt as indicated. Signature: License Number (Seal): Date. ("Certify" means to stale or declare E professional opinion lased on °wLif€icient aril appropriate onsite inspections and rr•:aterial tests conducted during construction) Dewberry 0 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 �0 <I> 40 rotZ Z Z UJ O ir D LL < 0 < Z SEAL'44e,�,' LJO. 5) a . �J M KEY PLAN SCALE REVISIONS <I> • 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description s It 0 SEAL'44e,�,' LJO. 5) a . �J M KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE WATER QUALITY SSIP CHECKLISTS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE WATER QUALITY SSIP CHECKLISTS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO L0 I_J Q 0 I PRE -DEVELOPED LAND COVER MAP LEGEND K TOTAL AREA - 9.58 AC II POST -DEVELOPED LAND COVER MAP 5 LEGEND TOTAL AREA - 9.58 AC -111-1 MANAGED TURF = 7.98 ACRES = MANAGED TURF = 4.44 ACRES IMPERVIOUS COVER = 1.60 ACRES IMPERVIOUS COVER = 4.65 ACRES PERMEABLE PAVERS = 0.29 ACRES + + + + BIORETENTION = 0.20 ACRES 004, D e w b e r r 1� �i 0.0" 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 �— ,- ,: �0 Q � : F - � z 11 fi"S -1111-1I Z) �e �I1 JRC O � DATE 2 '. 1 1 NAL TOTAL AREA - 9.58 AC II POST -DEVELOPED LAND COVER MAP 5 LEGEND TOTAL AREA - 9.58 AC -111-1 MANAGED TURF = 7.98 ACRES = MANAGED TURF = 4.44 ACRES IMPERVIOUS COVER = 1.60 ACRES IMPERVIOUS COVER = 4.65 ACRES PERMEABLE PAVERS = 0.29 ACRES + + + + BIORETENTION = 0.20 ACRES 004, D e w b e r r 1� �i 0.0" 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 �— �0 Q � F - z z � Z) �e 07/23/18 JRC O � DATE 2 Description U- < O Q z z L) z z Q C/) Z O J U) /J � VJ n FQ U— /I� _jyy ® LUJur��d �y LL Q _L O LL 0 p �g� i�i z .ice z Lij z KEY PLAN SCALE 01 t, SCALE: 1 80 REVISIONS DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE PRE AND POST RUNOFF MAPS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE PRE AND POST RUNOFF MAPS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. I IN i I STRUCTURE DRAINAGE AREA MAP ROOF DRAIN TO STM 02 DA = 0.08 ROOF DRAIN c 0.00 TO STM 04 - 2 ;im SLOT DRAIN TO STM 12 19 Dewberry Figure 5.3 - Sto m Sewer Piping Design PROJECT UVAF Tennis Facilely LOCATION Albemnrin County FROM TO AREA DRAIN, RUNOFF COER C A INCRE- ACCUM- INLET TIME RAIN- FALL RUNOFF Q INVERT ELEVATIONS LENGTH SLOPE DIA, CAPA- CITY V£LO- CITY FLOW TIME "Min" PIPE SIZE RIM ELEVATION STRUCTURE TYPE PIPE TYPE POINT 0) POINT (2) ACRES (3} C {q) MENT (5) ULATED (6) MIN. {7) INAAR- (8) C.F.S. (9) UPPER (10) LOWER (11) FT. (12) F-T2F-f. m) INCHES (14) C.F.S. (15) F.P.S. (16) SEC. (17) INCHES (18) ELEV. 09) 4.56 3.72 STM 01 STM 02 0.570 0.300 0A71 0.171 5.00 6.67 1.14 560.31 55963 68.20 0.010 15 6.45 5.26 12:98 7.83 564.75 0E-1 HOPE STNT 02 STM U3 0.160 0.65,) 0.1134 0.275 5.22 6.61 1.82 559.53 558.80 73.10 (Into 15 6.46 5.26 1380 9.33 564.9U 1)E-1 HDPE S I'm 03 '31 M 0=1 0.080 0.660 0 053 0.328 5.45 6.55 2.16 558.70 557,80 90,20 5.53 6,5.5 6 45 5.26 17.15 9.93 ^'.,63.95 DI -1 HDPE STM 04 STM 05 0.260 0.730 0.218 0646 5.73 STNI3i STh1 :i2 557.70 553.16 82.80 1.127 5.65 9 .13 7.3:3 6.7'L 8.70 5v"3.75 DE1STh1 11,7.43 US 5719 U6 0.000 0.��"00 0.UOU 0. a4fi FiDPE 52 559,06 550.07 6160 14.23 5.31 !3.!39 560,21 MH -1 FIOPESTM 06 STM 07 0000 0.900 0 000 1.203 5.93 73 549.97 549,75 22:30 Ifi 1043 3.78 1609 154.34 MH -i HDPESTPA ft6.481.54 M2.33 08 STM U9 0.730 0.900 U1357 0.657 5.00 36 551.06 550.36 141.10 4.55 3U.U8 14.79 555.E8 Ah�1-1 HOPE1N 09 m 06 0 000 0.900 0000 0.657 5.63 27 550.26 550.07 :37,20 4.62 9.89 74.57 55Bi� 0.BH-1 HDPE STP1 i0 ST1B 24 0.360 0.340 0.122 1 1.326 6.33 6.32 1 8.38 1 643.81 542.40 140.90 0.010 18 10.51 5.95 23.?G t6. y1 559.25 DFt HDPE STA,124 SOX 0390 0.>SO 0.2%ti 1.552 ti.72 6.22 9.65 542.30 S<""=.79 17.80 0.009 18 10.74 5.74 2.06 17.67 547.64 DI -3C HDPE S-fivi 17 STM 12 0.490 U.3UU 0.147 0.':47 5.00 0.671 0.98 560:31 159.55 153.00 0.00a 1 15 1 4.55 1 3.71 1 4121 8.43 564.75 DE -1 HOPE STM t2 STAd 13 U, 140 0.750 0 555 0.702 .89 119 R 56 559.45 556.97 82.90 UA3, 15 71 17 9.10 9.'19 10.72 564.75 f i -m HDPE STM i"s STh414 0.270 0.:350 0.095 0.797 5.84 5.45 5.'14 656.57 51,2.75 61.30 0-0ti7 15 t5.'S 13.65 4,49 9.6"3 5E4.F,0 faith HOPE SIM 14 8 1 M 17 0.150 0X140 - 0.066 0.863- 5.91 (3A3 5.55 552.65 52.50 29.50 0.00.5 16 1 7.48 4.23 1 700 1 15.09 556.50 QF i HDPE 3 1 4 5 it Nos K• •+ ._.�' ► Dewber 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 STM 16 STM 14 02f0 0.390 0.101 0.101 500 6.07 0.68 553.83 552.75 1 108.00 1 00107 1 15 6.46 5.26 20.52 6.44 � 5u""0.90 qE3 EiDPE STM 84 0 130 STM 19 STA116 0720 O.QUO 06348 0.648 5.00 6.67 4.32 >53.DD 552.02 36.90 0.005 15 451 3.u8 9FJ.434 14.76 555.44 D{ i HDPE A/� STM 16 8TR7 15 n.000 U.90U 0.000 0.648 5.00 6.67- 4.32 552..72 552.56 44.10 0,605 15 4.56 3.72 ?1.813 14.76 555.39 0E3 HDPE STM 29 0.360 U.SfiU 53-M 7.0 STA121 0.530 L'.39C fj.7_07 1 717 6.12 6 3H 10,96 544.94 :>42.91 161.80 0:020 16 7-t 88 8.39 9'1..13 16.07 551.50 Df -i HDPE 0-000 STM 24 80X 0.040 U.U50 Ui)34 1.751 6.32 5.33 1I.t'i8 42.81 542.61 9.80 O.G20 16 1(1.01 d.49 3.15 {6.06 554.17 Oi38 NUPE 3 1 4 5 it Nos K• •+ ._.�' ► Dewber 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 STM vv STM 84 0 130 1 0.900 1 0.117 1 0.117 5.00 6,67 0-38 551.06 549.91 1 116.90 1 0.017 15 8.34 6.30 17.19 1 FJ7 555.30 DI -38 HDPE STM 34 ST?:130 - STM 27 STA128 0.350 0.660 0'301 C.301 5:30 6,4,7 201 556.7& 555.70 108.09 0.010 15 6,46 5.26 20.52 9.68 562.34 Di -'.B HDPE STM 25 STM 28 STM 29 0.360 U.SfiU 0.310 O.E^,^, 5.34 Il 58 4.02 555.60 549.43 77.30 0.0`0 15 18.25 14.87 5.20 6.50 651.61 0:-3Q HDPE STM 29 S -FAB 3U 0-000 0.900 0.000 0,719 5.43 6.56 4.71 549.3:1 547.60 52.70 0.029 15 i 3.01 6.97 5,3E 70.91 557.4'1. MH -I h(DPE STY, 30 STM 31 0290 0.680 0255 0.974 5.53 6,5.5 6.38 547.70 54 7. 55 30.90 4005 18 7.32 4.14 7.46 17.08 554.51 DI -3P, HDPE STNI3i STh1 :i2 rw00 3.500 0.000 1.127 5.65 6.50 7.3:3 1 547.45 547.37 16.00 0.005 11,7.43 4.20 3.81 17.91 550.22 C)i-3Q FiDPE 3 1 4 5 it Nos K• •+ ._.�' ► Dewber 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 STM vv STM 84 0 130 1 0.900 1 0.117 1 0.117 5.00 6,67 0-38 551.06 549.91 1 116.90 1 0.017 15 8.34 6.30 17.19 1 FJ7 555.30 DI -38 HDPE STM 34 ST?:130 0.330 0.680 0.290 0.407 529 6.60 2.69 549.61 547-.70 81.000.026 15 10.43 6.50 9.53 9.0?. 555.31 L)1 -3Q fiDPE DATE -- SfMa6j STM 29 1 0.120 1 0.900 1 0.108 1 0.108 1 5.00 1 6.57 1 0,72 550.38 549.43 1 46.90 U.0'LU 15 1 919 1 7.49 16.261 5.77 557.42 1 Di -3B HDPE Description STM 35 S"f 1B 31 0.170 G,9G0 U. i $S 0.153 5:00 6.57 1.0< 547.55 547.55 20.10 0.005 15 4.56 :1.71 5.41 B.58 552.17 D; 38 HE3P6 BOX STM 25 0.420 0.700 0.294 3.507 632 5.33 1 22.76 536.71 516.30 22310 0.091 16 31.75 17.97 12,43 15.69 547.92 MH -1 HIOPE STPA 25 STAB 2i3 0.000 0.900 0 000 :1.597 627 22.57 516.?.0 515.02 18.50 0.010 27 '30.55 1 7.66 1 2.41 1 24.10 521.32 Mi -E-1 HOPE 3 1 4 5 it Nos K• •+ ._.�' ► Dewber 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 z z i a e 75 JRC 100% DOCUMENTS rr DATE BY Description Q z C'S z z < Z J I..i� LJJ 0 Cr_ W Q TL0 U 0 LL � Uj z C z �-- W z SEALOP Li No, '5(.. D 1,l KEY PLAN SCALE «i r0 SCALE: 11 80 REVISIONS DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE RUNOFF REDUCTION A R STRUCTURE MAPS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE RUNOFF REDUCTION A R STRUCTURE MAPS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. I 10 rej I 9 LIN 9 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 96N48" 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. tin 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) 19.160 81 TOTAL AREA 2 1 HydroCAD - UVAF Tennis Facility Type // 24 -hr I 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 Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentPost: DA Post Runoff Area=9,580 ac 0.00% Impervious Runoff Depth=1.48" Tc=5.0 min CN=83 Runoff=26.30cfs 1.181 of SubcatchmentPre: DA Pre Runoff Area=9.580ac 0.00% Impervious Runoff Depth=1.16" Tc=5.0min CN=78 Runoff=20.64cfs 0.924af 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 // 24 -hr I Rainfal1=3.04" Prepared by Dewberry Printed 7/19/2018 HydroCADO 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 11 24 -hr I Rainfall=3.04" Area (ac) CN Description 9.580 78 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 11 HydroCAD - UVAF Tennis Facility Type 1124 -hr 2 Rainfalf=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 SubcatchmentPost: 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=O. 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// 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 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 11 24 -hr 2 Rainfall=3.68" Area (ac) CN Descrir)tion 9.580 78 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) HydroCAD - UVAF Tennis Facility Type// 24 -hr 2 Rainfall=3. 68" Prepared by Dewberry Printed 7119/2018 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 hrs, dt= 0.01 hrs Type 11 24 -hr 2 Rainfall=3.68" Area (ac) CN Description 9.580 83 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 9 HydroCAD - UVAF Tennis Facility Type // 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 Stor-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 Rurioff=56.04 cfs 2.549 of Pond DP1: DA - Detention Pipe Peak Elev=542.89' Storage=0.235 of lnflow=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 /124 -hr 10 Rainfal1=5.56" Prepared by Dewberry Printed 7/19/2018 HydroCAD®R 10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 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 11 24 -hr 10 Rainfall=5.56" Area (ac) CN Description 9.580 78 9.580 100,00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Pre: DA Pre Hydrograph € Runoff ... ... ... . 55, Type 11 24 -hr :10 Rainfall=5.56" 45- 'Runoff Area=9.580 ac 44 ;Runoff 2.549 of F 35- XK Runoff Depth=119." A30 LL TC" 5.0 -milh 25 CN: 78 20L 15- 5. ........ ....... 'W7 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 3,8 40 42 44 46 48 Time (hours) 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ' t 'itemempat Dewberry' op, 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 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 tin 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) 19.160 81 TOTAL AREA 2 1 HydroCAD - UVAF Tennis Facility Type // 24 -hr I 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 Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentPost: DA Post Runoff Area=9,580 ac 0.00% Impervious Runoff Depth=1.48" Tc=5.0 min CN=83 Runoff=26.30cfs 1.181 of SubcatchmentPre: DA Pre Runoff Area=9.580ac 0.00% Impervious Runoff Depth=1.16" Tc=5.0min CN=78 Runoff=20.64cfs 0.924af 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 // 24 -hr I Rainfal1=3.04" Prepared by Dewberry Printed 7/19/2018 HydroCADO 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 11 24 -hr I Rainfall=3.04" Area (ac) CN Description 9.580 78 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 11 HydroCAD - UVAF Tennis Facility Type 1124 -hr 2 Rainfalf=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 SubcatchmentPost: 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=O. 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// 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 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 11 24 -hr 2 Rainfall=3.68" Area (ac) CN Descrir)tion 9.580 78 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) HydroCAD - UVAF Tennis Facility Type// 24 -hr 2 Rainfall=3. 68" Prepared by Dewberry Printed 7119/2018 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 hrs, dt= 0.01 hrs Type 11 24 -hr 2 Rainfall=3.68" Area (ac) CN Description 9.580 83 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 9 HydroCAD - UVAF Tennis Facility Type // 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 Stor-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 Rurioff=56.04 cfs 2.549 of Pond DP1: DA - Detention Pipe Peak Elev=542.89' Storage=0.235 of lnflow=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 /124 -hr 10 Rainfal1=5.56" Prepared by Dewberry Printed 7/19/2018 HydroCAD®R 10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 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 11 24 -hr 10 Rainfall=5.56" Area (ac) CN Description 9.580 78 9.580 100,00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Pre: DA Pre Hydrograph € Runoff ... ... ... . 55, Type 11 24 -hr :10 Rainfall=5.56" 45- 'Runoff Area=9.580 ac 44 ;Runoff 2.549 of F 35- XK Runoff Depth=119." A30 LL TC" 5.0 -milh 25 CN: 78 20L 15- 5. ........ ....... 'W7 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 3,8 40 42 44 46 48 Time (hours) 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ' t 'itemempat Dewberry' op, 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) do M kl�j z z z Li 07/23/18 JRC 0 Cr DATE Z) Description U_ < C) 0 < < 0- zz 0 0 0 Cc z Z> 0 z W Z 0 LLj < < U) x 0 LL 00 _j LL, 0 < C) z F- LL 0 -1-0 z 0 Uj > Z - LU z :D I Lic. No, 46506 r4W&NWAjj _ IL SCALE REVISIONS DRAWN BY CLG APPROVED BY DMK CHECKED BY M TITLE WATER QUANTITY NARRATIVE AND K Is CALCULATION DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. • 1 t 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DMK CHECKED BY M TITLE WATER QUANTITY NARRATIVE AND K Is CALCULATION DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. • 1 t 3 5 HydroCAD - UVAF Tennis Facility Type 1124 -hr I Rainfall=3.04" HydroCAD - UVAF Tennis Facility Type// 24 -hr 2 Rainfall=3. 68" HydroCAD - UVAF Tennis Facility Type 1124 -hr 10 Rainfafi=5.56" Prepared by Dewberry Printed 7/19/2018 Prepared by Dewberry Printed 7/19/2018 Prepared by Dewberry Printed 7/19/2018 E HydroCAD®R 10,00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 8 HydroCADO 10.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC Page 13 HydroCAD@ 10.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC Page 18 Summary for Pond DP1: DA - Detention Pipe Summary for Pond DP1: DA - Detention Pipe Summary for Pond DP1: DA - Detention Pipe Inflow Area = 9.580 ac, 0.00% Impervious, Inflow Depth = 1.48" for 1 event Inflow Area = 9.580 ac, 0.00% Impervious, Inflow Depth= 201" for 2 event Inflow Area = 9.580 ac, 0.00% Impervious, Inflow Depth = 3.68" for 10 event Inflow = 26.30 cfs @ 11.96 hrs, Volume= 1.181 of Inflow = 35.47 cfs @ 11.96 hrs, Volume= 1.605 of Inflow 63.29 cfs @ 11.96 hrs, Volume= 2.942 of Outflow 20.48 cfs Ca) 12.01 hrs, Volume= 1.181 af, Atten= 22%, Lag= 2.9 min Outflow 28.47 cfs @ 12.01 hrs, Volume= 1.605 af, Atten= 20%, Lag= 2.8 min Outflow 60.43 cfs @ 11.98 hrs, Volume= 2.942 af, Atten= 5%, Lag= 1.3 min Primary 20.48 cfs @ 12.01 hrs, Volume= 1.181 of Primary 28.47 cfs @ 12.01 hrs, Volume= 1.605 of Primary = 60.43 cfs @ 11.98 hrs, Volume= 2.942 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 541.17'@ 12.01 hrs Surf.Area= 0.074 ac Storage= 0.107 of Peak Elev= 541.89'@ 12.01 hrs Surf.Area= 0.074 ac Storage= 0.161 of Peak Elev= 542.89'@ 11.98 hrs Surf.Area= 0.074 ac Storage= 0.235 of Plug -Flow detention time= 1.4 min calculated for 1.180 of (100% of inflow) Plug -Flow detention time= 1.7 min calculated for 1.605 of (100% of inflow) Plug -Flow detention time= 1.8 min calculated for 2.941 of (100% of inflow) Center -of -Mass det. time= 1.4 min ( 832,7 - 831.2 ) Center -of -Mass det. time= 1.7 min ( 824.2 - 822.5 ) Center -of -Mass det. time= 1.8 min ( 807,0 - 805.2 ) Volume Invert Avail.Storage Storage Description Volume Invert Avail.Storage Storage Description Volume Invert Avail.Storage Storage Description #1 538,71' 0,370 of 96.0" W x 60.0" H Box Storage Pipe #1 538,71' 0.370 of 96.0" W x 60.0" H Box Storage Pipe #1 538.71' 0,370 of 96.0" W x 60.0" H Box Storage Pipe L= 4010' S= 0.0050T L= 4010' S= 0.0050? L= 4010' S= 0.0050T Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 538.71' 48.0" W x 7.0" H Vert. Orifice/Grate C= 0.600 #1 Primary 538.71' 48.0" W x 7.0" H Vert. Orifice/Grate C= 0.600 #1 Primary 538.71' 48.0" W x 7.0" H Vert. Orifice/Grate C= 0.600 #2 Primary 540.61' 48.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #2 Primary 540,61' 48.0" W x 4.0" H Vert. Orifice/Grate C= 0,600 #2 Primary 540.61' 48.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 541.61' 6.0' long x 0.5' breadth Broad -Crested Rectangular Weir #3 Primary 541.61' 6.0' long x 0.5' breadth Broad -Crested Rectangular Weir #3 Primary 541.69' 6.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=20.47 cfs @ 12.01 hrs HW=541.16' (Free Discharge) ' �_Orif ice/G rate (Orifice Controls 16,51 cfs @ 7.07 fps) D 2=Orifice/Grate (Orifice Controls 3.96 cfs @ 2.97 fps) 3=Broad-Crested Rectangular Weir( Controls 0.00 cfs) HydroCAD - UVAF Tennis Facility Type// 24 -hr I Rainfall -3.04" Prepared by Dewberry Printed 7/19/2018 HydroCADO 10.00-14 s/n 05760 Oc 2015 HydroCAD Software Solutions LLC Page 9 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) MW 0 Primary OutFlow Max=28.40 cfs @ 12.01 hrs HW=541.89' (Free Discharge) A 11 -1=Orifice/Grate (Orifice Controls 19.09 cfs @ 8.18 fps) -2=Orifice/G rate (Orifice Controls 6.77 cfs @ 5.08 fps) -3=B road -Crested Rectangular Weir(Weir Controls 2.55 cfs @ 1.51 fps) HydroCAD - UVAF Tennis Facility Type// 24 -hr 2 Rainfall=3. 68" Prepared by Dewberry Printed 7/19/2018 HydroCAD@ 10.00-14 s/n 05760 Oc 2015 HydroCAD Software Solutions LLC Page 14 Hydrograph M Inflow 38 19:5.8 0 Primary I fA a 0: n]ow re. ad 36: 34: p eak. Elev=541.89-_ 32-� z 30 z id 9t cis Storage-'�-Q.1611 f- a LIJ 26' 24- D i q 22� JRC 0 ry- 20-, :D Description U_ < 0 < 16-- 0- z 0 14­ Z 12� > 0 z < C/) z 0 Ld _j _j 5; < 0 U) uj &; . . . ... . . ­ -4_ 46 ' 48 ........ .. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 40 424 Time (hours) Primary OutFlow Max=60.39 cfs @ 11.98 hrs HW=542.89' (Free Discharge) 1 =Orifice/Grate (Orifice Controls 22.15 cfs @ 9.49 fps) 2=Orifice/Grate (Orifice Controls 9.33 cfs @ 7.00 fps) 3=Broad-Crested Rectangular Weir(Weir Controls 28.90 cfs @ 3.76 fps) HydroCAD - UVAF Tennis Facility Type // 24 -hr 10 Rainfa]1=5.56" Prepared by Dewberry Printed 7/19/2018 HydroCAD010.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC Pa-ge 19 u MMMMMM. .......... ... .... ... ..... 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) `.%.�' Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804,290.7928 www.dewberry.com z 0 0 z z z LIJ D � 2 JRC 0 ry- DATE :D Description U_ < 0 < < -00 0- z 0 z G rr Z z > 0 z < C/) z 0 Ld _j _j 5; < 0 U) uj > n 0 CE LL 00 J LU < a: 0 z I_ LL 0 W z 0 > Z W z 711 KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY DM CHECKED BY DMK TITLE WATER QUANTITY CALCULATIONS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY DM CHECKED BY DMK TITLE WATER QUANTITY CALCULATIONS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. PROJECT UvA I ennis CLIENT University of Virginia Foundation PO Box 400218 Charlottesville, VA 43J, .982. l-848 tel 434.982.5852 fay wwiv'. uvafou rid, ation,corn CONSULTANT AECOM Todinical Services 3101 Wilson Boulevard, Suite 900 Arlin,citori, VA 22201 703,682.4900 tel www.aecc$ii-=.com REGISTRATION DATE July 20, 2-018 PROJECT NUMBER 6 0 %13 8 0 8 0 5 TITLE [No [IMM AM IWWA W SHEET NUMBER PROJECT UVA Tennis CLIENT University of •: s 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 DATE PIRMINIM09 PROJECT NUMBER TITLE PLANTING SCHEDULE So ;) GUYING STAKES WITH HOSE GAUGE GALVANIZED WIRE "ESSARY JRROUNDING FINISH THE DEPTH OF THE TRUNK FLAIR E BASKET TO E YOND 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" = V-0" MULTISTEM TREE PLANTING SCALE 1/2" = V-0" EXISTING TREE CRITICAL ROOT ZONE (CRZ) TREE PROTECTION FENCING (TP) 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. KC m .vnnglop ..... PLANT, TYP. ,'Doi PROTECTION EXISTING TREE CRITICAL PLANT��D" / / ROOT ZONE (CRZ) SPACING SHRUB PLANTING SCALE 1/2" = V-0" NOTES: 1.) TREE PRESERVATIION 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 LOCATIONS 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. coo ,.--1 SCALE 1" = 1'-0" 0 NTS D °o D � 0 D o < °p D D Q� q q o 00 OQ�l o Q o o � p 4 as q a dd c' q ° Q o EXISTING TREES AND VEGETATION TO REMAIN. 4' ORANGE PLASTIC SNOW FENCE, SECURED AT EACH POST WITH A MINIMUM OF (3) WIRE TIES. ' 6 TREE PROTECTION L3 SIGNAGE, 1 EVERY FORTH SPAN OF FENCE 2" X 2" X 6' HARDWOOD OR 2" STEEL U -CHANNEL STAKES @ 8'-0" O.C. MAX., DRIVEN 18" INTO GROUND. EXISTING GRADE 2" MULCH - FORM INTO SAUCER AROUND EACH PLANT PLANTING SOIL MIX CONTINUOUS THROUGHOUT PLANTING BED FINISH GRADE i TREE PROTECTION WITHIN THIS FENCE THERE IS TO BE NO STORAGE OF MATERIALS/EQUIPMENT TRENCHING OR EXCAVATION WASHING OF TOOLS OR EQUIPMENT r7 FENCE NOT TO BE ALTERED OR REMOVED WITHOUT PRIOR APPROVAL FROM PROJECT ARBORIST. TREE PROTECTION SIGN NTS 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 July 20, 2018 TITLE LANDSCAPE PLANTINC DETAILS SHEET NUMBER SINGLE SPECIMEN TREE PLANT, TYP. ,'Doi PROTECTION EXISTING TREE CRITICAL PLANT��D" / / ROOT ZONE (CRZ) SPACING ROW A � 6" O.C. 5" O.C. 8" O.C. 7" O.C. TREE TREE 10" O.C. 9" O.C. + + 12" O.C. 10" O.C. TREE % 15" O.C. 13" O.C. + / 18" O.C. 16" O.C. 24°' O.C. 20" O.C. 36" O.C. 26" O.C. `�.� � --- � TREE PROTECTION FENCING .`_ LIMN OF CONSTRUCTION NOTE: _ U = INSTALL PLANTS WITH /DISTURBANCE (LOD) Z 0 TRIANGULAR SPACING UNLESS CLUSTERED TREE PROTECTION _ OTHERWISE NOTED ON PLANS SCALE 1" = 1'-0" 0 NTS D °o D � 0 D o < °p D D Q� q q o 00 OQ�l o Q o o � p 4 as q a dd c' q ° Q o EXISTING TREES AND VEGETATION TO REMAIN. 4' ORANGE PLASTIC SNOW FENCE, SECURED AT EACH POST WITH A MINIMUM OF (3) WIRE TIES. ' 6 TREE PROTECTION L3 SIGNAGE, 1 EVERY FORTH SPAN OF FENCE 2" X 2" X 6' HARDWOOD OR 2" STEEL U -CHANNEL STAKES @ 8'-0" O.C. MAX., DRIVEN 18" INTO GROUND. EXISTING GRADE 2" MULCH - FORM INTO SAUCER AROUND EACH PLANT PLANTING SOIL MIX CONTINUOUS THROUGHOUT PLANTING BED FINISH GRADE i TREE PROTECTION WITHIN THIS FENCE THERE IS TO BE NO STORAGE OF MATERIALS/EQUIPMENT TRENCHING OR EXCAVATION WASHING OF TOOLS OR EQUIPMENT r7 FENCE NOT TO BE ALTERED OR REMOVED WITHOUT PRIOR APPROVAL FROM PROJECT ARBORIST. TREE PROTECTION SIGN NTS 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 July 20, 2018 TITLE LANDSCAPE PLANTINC DETAILS SHEET NUMBER