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Home My WebLink AboutSDP201800058 Plan - Submittal (First) Initial Site Plan 2018-07-230 0 F 2 �1 Dewberry DRAWING INDEX Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 GENERAL Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 T1.01 COVER SHEET UNIVERSITY OF VIRGINIA FOUNDATION www.dewberry.com CIVIL CO.01 SET NUMBER GENERAL NOTES CO.02 C0.03 EROSION AND SEDIMENT CONTROL NOTES C1.01 _C1.03 INSPECTIONS EXISTING SITE CONDITIONS C2.01 -C2.03 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 Cr 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 JRC 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 LL WATER QUALITY NARRATIVE AND CALCULATIONS C6.05 WATER QUALITY BMP CHECKLISTS C6.06 PRE AND POST RUNOFF REDUCTION MAPS C6.07 RUNOFF REDUCTION & STORM STRUCTURES MAP C6.08 LLJ WATER QUANTITY NARRATIVE AND CALCULATIONS C6.09 WATER QUANTITY CALCULATIONS ARCHITECTURAL A1.0 CONCEPTUAL COURT LAYOUT STUDY A4.2 SEATING SECTION DETAIL STUDY LANDSCAPE E1 PLANTING PLAN E2 PLANTING SCHEDULE E3 LANDSCAPE PLANTING DETAILS TAX MAP/PARCEL ID: 75-63 ALBEMARLE COUNTY ZONING CLASSIFICATION: RESIDENTIAL - R1 ALBEMARLE COUNTY MAGISTERIAL DISTRICT: SAMUEL MILLER DISTRICT FEMA FLOOD INSURANCE RATE MAP: ZONE X; NOT WITHIN A FEMA DEFINED C 100 YEAR FLOOD PLAN 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 LOCATION MAP SCALE: NTS CONTACTS OWNER: University of Virginia Foundation OWNER'S REPRESENTATIVE: Not Perkins Real Estate Project Manager Golf Course Drive PH. (434) 982-5304 nperkins@uvafoundation.com ENGINEER: Dewberry Engineers Inc. Devin M. Keeler, P.E. 4805 Lake Brook Drive Suite 200 Glen Allen, Virginia 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 AL EMARLE COUNTY VIRGINIA PLANNIING SET VICINITY MAP SCALE: 1 " = 250' APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING/ZONING 0 ENGINEER INSPECTIONS ARB DEPARTMENT OF FIRE RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORATION HEALTH DEPARTMENT 0 SEAL p 11 No, 5D6 10 SCALE P0 0 250' 500' HORIZONTAL SCALE 1 " = 250' REVISIONS 0 r 0 Cr s 07/23/18 JRC 100% DOCUMENTS No. DATE BY U- >< UJ LL LU LLJ SEAL p 11 No, 5D6 10 SCALE P0 0 250' 500' HORIZONTAL SCALE 1 " = 250' REVISIONS DRAWN BY CLG CHECKED BY DMK TITLE 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 CHECKED BY DMK TITLE DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. A 0 0 W 1 1 2 GENERAL NOTES 1. THE INFORMATION AND DATA SHOWN OR INDICATED WITH RESPECT TO EXISTING UNDERGROUND FACILITIES AT OR CONTIGUOUS TO THE SITE IS BASED ON INFORMATION AND DATA FURNISHED TO THE ENGINEER BY THE OWNER. THE OWNER AND ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF ANY SUCH INFORMATION OR DATA. THE CONTRACTOR SHALL HAVE FULL RESPONSIBILITY FOR REVIEWING AND CHECKING ALL SUCH INFORMATION AND DATA, FOR LOCATING ALL UNDERGROUND FACILITIES SHOWN OR INDICATED PRIOR TO CONSTRUCTION, FOR COORDINATION OF THE WORK WITH THE OWNERS OF SUCH UNDERGROUND FACILITIES DURING CONSTRUCTION, FOR THE SAFETY AND PROTECTION THEREOF RESULTING FROM THE WORK, ALL OF WHICH WILL BE AT NO ADDITIONAL COST TO THE OWNER. CONTRACTOR SHALL CONTACT "MISS UTILITY" OF VIRGINIA AT 1-800-552-7001 72 HOURS PRIOR TO THE START OF CONSTRUCTION. WORK SHALL BE SUBJECT TO INSPECTION BY THE UNIVERSITY OF VIRGINIA FOUNDATION. THE CONTRACTOR WILL BE RESPONSIBLE FOR APPLYING FOR UVA EXCAVATION PERMIT WITHIN TWO HOURS OF NOTIFYING MISS UTILITY. 2. WHEN WORKING ADJACENT TO EXISTING STRUCTURES, POLES, ETC., CONTRACTOR SHALL USE WHATEVER METHODS THAT ARE NECESSARY TO PROTECT STRUCTURES FROM DAMAGE. CONTRACTOR SHALL HAND EXCAVATE WITHIN 5' OF ALL BUILDINGS AND WALLS. REPLACEMENT OF DAMAGED STRUCTURES SHALL BE AT THE CONTRACTOR'S EXPENSE. 3. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONTRACT DOCUMENTS TO THE ENGINEER. 4. THE LOCATION OF ALL EXISTING UTILITIES ACROSS THE LINES OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS, AND WHERE SHOWN ARE ONLY APPROXIMATE. THE CONTRACTOR SHALL LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY PRIOR TO CONSTRUCTION. 5. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CONSTRUCTION DOCUMENTS. 6. EXISTING CONDITIONS MAPPING: A. BOUNDARY AND TOPOGRAPHIC SURVEY PROVIDED BY KIRK HUGHES & ASSOCIATES SURVEY DATED APRIL 2017. 7. 95% COMPACTION SHALL BE OBTAINED FOR ALL FILL AREAS, INCLUDING UNDER UTILITIES AND APPURTENANCES. COMPACTION SHALL BE ACHIEVED IN ACCORDANCE WITH ASTM -13698, STANDARD PROCTOR DENSITY. 8. ANY ALTERATIONS AND CONNECTIONS TO ANY UTILITY MUST BE COORDINATED THROUGH THE UNIVERSITY FOUNDATION AND UTILITY OWNER. 9. CONTRACTOR WORK DAYS AND HOURS SHALL BE FROM 8 AM TO 5PM MONDAY THROUGH FRIDAY. ANY DEVIATION FROM THIS SCHEDULE SHALL BE APPROVED BY THE UNIVERSITY FOUNDATION. SHUTDOWNS WILL BE PERFORMED AT NIGHT AND WEEKENDS WITH 10 DAYS WRITTEN NOTICE. CONTRACTOR TO CONFIRM WORK BLACKOUT DAYS WITH OWNER PRIOR TO CONSTRUCTION. 10. CONTRACTOR SHALL PROTECT THE ACTIVE WORK AREA WITH CONCRETE VEHICULAR BARRIER, CHAIN LINK FENCE WITH GREEN SCREEN, OR CONSTRUCTION SAFETY FENCE AS SHOWN ON THE DRAWING. 11. CONTRACTOR SHALL VERIFY DEPTHS OF ALL UTILITY CROSSINGS PRIOR TO CONSTRUCTION 12. CONTRACTOR SHALL PROVIDE CONSTRUCTION SIGNAGE AND FLAGMEN AS NECESSARY. 13. CONTRACTOR SHALL PROVIDE A PEDESTRIAN AND VEHICULAR MAINTENANCE PLAN TO THE UNIVERSITY FOUNDATION FOR APPROVAL PRIOR TO CONSTRUCTION. 14. ALL CONTRACTOR LAYDOWN AREAS SHALL BE LOCATED WITHIN THE LIMITS OF DISTURBANCE LINE AS SHOWN ON THE SITE PLAN. 15. CONTRACTOR SHALL SECURE ALL OPEN EXCAVATIONS AT THE COMPLETION OF EACH WORK DAY WITH FENCING, BACKFILLING OR OTHER METHOD OF COVERING TO PREVENT VEHICULAR OR PEDESTRIAN ACCESS. 16. FIRE ACCESS TO EXISTING BUILDINGS SHALL BE MAINTAINED THROUGHOUT THE PROJECT AND COORDINATED WITH THE LOCAL FIRE DEPARTMENT. 17. CONTRACTOR MAY ONLY COMPLETE TREE CLEARING ACTIVITIES FROM SEPTEMBER 16TH, 2018 TO 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. I I reyffe- 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. 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). K 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 TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80 LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90 LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000 LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180 LBS/ACRES AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80 LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN I NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DIKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WITHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN 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 W^STE MATERIAL SHALL BE COLLECTED BY STAFF FROM THE BOAR'S HEAD SPORTS CLUB AND TRANSPORTED TO A CENTRALIZED COLLECTION POINT. 4 � � 3.02 CONSTRUCTION ENTRANCE C E�gm RIM 3.05 SILT FENCE S F -X 3.07 INLET PROTECTION ]P OF PAVEMENT 3.13 TEMPORARY SEDIMENT TRAP ST EX=EXISTING 3.18 OUTLET PROTECTION OP 3.31 TEMPORARY SEEDING O OF CURB 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 F1111 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 SEAL KEY PLAN BW=BOTTOM OF WALL MH=MANHOLE RIM CHECKED BY TW=TOP OF WALL SP=SPOT EP=EDGE OF PAVEMENT SW=SIDEWALK EX=EXISTING TC=TOP OF CURB GR=GRATE BC=BOTTOM OF CURB HP=HIGH POINT SCALE REVISIONS p Li No. f506 171, VON DRAWN BY CLO APPROVED BY DMK CHECKED BY DMK 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLO APPROVED BY DMK CHECKED BY DMK TITLE GENERAL NOTES DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. I E C it 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 2 i 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 MATERIALS DROPPED, WASHED OR TRACKED ONTO ROADWAYS WILL NOT BE PERMITTED UNDER ANY CIRCUMSTANCES. 2. SILT FENCE A. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER. B. FABRIC SHALL BE REPLACED IF IT HAS DECOMPOSED OR BECOME INEFFECTIVE. 3. SEEDING THE SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED. 4. STORM DRAIN INLET PROTECTION SEDIMENT DEPOSITS SHALL BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALF THE DESIGN DEPTH OF THE TRAP. 5. TREE PRESERVATION AND PROTECTION EROSION AND SEDIMENT CONTROLS SHALL BE INSTALLED OR MAINTAINED IN A MANNER WHICH DOES NOT RESULT IN SOIL BUILDUP WITHIN TREE DRIP LINE AREAS. HEAVY EQUIPMENT, VEHICULAR TRAFFIC, OR STOCKPILES OF ANY CONSTRUCTION MATERIALS (INCLUDING TOP SOIL) SHALL NOT BE PERMITTED WITHIN THE DRIP LINE OF ANY TREE TO BE RETAINED. 6. DUST CONTROL IN PLANNING AND MAINTENANCE FOR DUST CONTROL, LIMITING THE AMOUNT OF SOIL DISTURBANCE AT ANY ONE TIME SHOULD BE A KEY OBJECTIVE. TEMPORARY STABILIZATION MEASURES SHALL BE CHECKED REGULARLY AND RE-APPLIED AS NECESSARY TO REDUCE DUST EMISSIONS. 7. TEMPORARY SEDIMENT TRAP A. SEDIMENT SHALL BE REMOVED AND THE TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE HALF THE DESIGN VOLUME OF THE WET STORAGE. SEDIMENT REMOVAL FROM THE BASIN SHALL BE DEPOSITED IN A SUITABLE AREA AND IN SUCH A MANNER THAT IT WILL NOT ERODE AND CAUSE SEDIMENTATION PROBLEMS. B. FILTER STONE SHALL BE REGULARLY CHECKED TO ENSURE THAT FILTRATION PERFORMANCE IS MAINTAINED. STONE CHOKED WITH SEDIMENT SHALL BE REMOVED AND CLEANED OR REPLACED. C. THE STRUCTURE SHOULD BE CHECKED REGULARLY TO ENSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. THE HEIGHT OF THE STONE OUTLET SHOULD BE CHECKED TO ENSURE THAT ITS CENTER IS AT LEAST 1 FOOT BELOW THE TOP OF THE EMBANKMENT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AN EMPLOYEE WHO WILL BE RESPONSIBLE OF THE EROSION AND SEDIMENT CONTROL PLAN AND REQUIREMENTS FOR THE PROJECT THAT IS CERTIFIED BY THE VIRGINIA DEPARTMENT OF CONSERVATION OR THE VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY AND RECREATION AS A RESPONSIBLE LAND DISTURBER (RLD). THE NAME OF THE CONTRACTOR'S RLD AND COPY OF HIS CURRENT CERTIFICATION SHALL BE PROVIDED TO THE OWNER, ENGINEER AND EROSION & SEDIMENT CONTROL PLAN APPROVING AUTHORITY PRIOR TO ISSUANCE TO THE NOTICE TO PROCEED FOR THE PROJECT. GENERAL EROSION & SEDIMENT CONTROL NOTES ES -1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS (9VAC25-840). ES -2: THE PLAN -APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. THE NAME OF THE RESPONSIBLE LAND DISTURBER MUST BE PROVIDED TO THE PLAN -APPROVING AUTHORITY PRIOR TO ACTUAL ENGAGEMENT IN THE LAND -DISTURBING ACTIVITY SHOWN ON THE APPROVED PLAN. IF THE NAME IS NOT PROVIDED PRIOR TO ENGAGING IN THE LAND -DISTURBING ACTIVITY, THE PLAN'S APPROVAL WILL BE REVOKED. ES -3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. ES -4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. ES -5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN -APPROVING AUTHORITY. ES -6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN -APPROVING AUTHORITY. ES -7: ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED, AFTER WHICH, UPON APPROVAL OF THE PLAN -APPROVING AUTHORITY, THE CONTROLS SHALL BE REMOVED, TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE REMOVAL OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. ES -8: DURING DEWATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED FILTERING DEVICE. ES -9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES AT LEAST AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT OR WEEKLY. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. ES -10: THE CONTRACTOR IS RESPONSIBLE FOR THE DAILY REMOVAL OF SEDIMENT THAT HAS BEEN TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE. ES -11: SEEDING OPERATIONS SHALL BE INITIATED WITHIN 7 DAYS AFTER REACHING FINAL GRADE OR UPON SUSPENSION OF GRADING OPERATIONS FOR ANTICIPATED DURATION OF GREATER THAN 14 DAYS OR UPON COMPLETION OF GRADING OPERATIONS FOR A SPECIFIC AREA. ES -12: THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOILS WHICH MAY PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS, OR HARM ANIMAL OR PLANT LIFE. ES -13: A VIRGINIA STORMWATER MANAGEMENT PROGRAM PERMIT (VSMPP) FOR THE DISCHARGE OF STORMWATER FROM CONSTRUCTION ACTIVITIES IS REQUIRED FOR PROJECTS DISTURBING 1 ACRE OR GREATER. VISIT THE VIRGINIA STORMWATER MANAGEMENT PROGRAM PERMITTING WEB PAGE AT HTTP://WWW DEQ STATE VA US/PROGRAMS /WATER/STORMWATERMANAG EM ENT/VS MPPERMITS /CON STRU CTI ON GEN ERALPERMIT.ASPX FOR MORE INFORMATION. EROSION AND SEDIMENT MINIMUM STANDARDS 1, PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. SPECIFIC FERTILIZER, NUTRIENT, & SEED APPLICATION MUST MEET EROSION AND SEDIMENT CONTROL (ESC) TECHNICAL BULLETIN NO. 4 NUTRIENT MANAGEMENT FOR DEVELOPMENT PROJECTS. DOWNLOAD AT http://www.deq.virgiriia.gov/Programs/Water/StormwoLerManagement/Publicatioris.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. 4 � 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 REGULATION 94VAC25-840-40 MS -19 PARTS A -N FOUND AT WEEPAGE FILLIP: //LIS VIRGINIA GOV/CGI-BIN/LEGP604.EXE?000+REG-F9VAC25-840-40 SOILS MAP MAP UNIT SYMBOL MAPUNITNAME SLOPES LEERCENT1 NATURAL DRAINAGE CLASS CAPACITY OF THE MOST LIMITING LAYER TO TRANSMIT WATER (Ksat) LAND CAPABILITY (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 POORLY DRAINED HIGH 3W D W WATER tDewberry 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 .IV< p 0$ Li No 506 '17 2.s if KEY PLAN SCALE REVISIONS DRAWN BY APPROVED BY CHECKED BY CLG DMK DMK TITLE EROSION SEDIMENT CONTROL NOTES DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. IIi 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY APPROVED BY CHECKED BY CLG DMK DMK TITLE EROSION SEDIMENT CONTROL NOTES DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. IIi 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 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description z z z LU 2E 0 Cr :D LL �a 0 > Z r) _-Z z W J a� < � L1J 0(-)(-)' Lij U U— (1) U) Cr LLJT z 0 0 ® Uj Z SEAL 181;�41`�R0.41 4 Li N. 506 vt 17 � �O KEY PLAN SCALE REVISIONS DRAWN BY APPROVED BY CHECKED BY CLG DMK DMK TITLE EROSION AND SEDIMENT CONTROL NOTES 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 APPROVED BY CHECKED BY CLG DMK DMK TITLE EROSION AND SEDIMENT CONTROL NOTES DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. 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CLG 1 DMK 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 CHECKED BY DIMK Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com 17: z 0 I- 1 07/23/18 JRC I- I DATE U) Description z z z Uj Z) y 2 0 cc D LL < C) 0 < < CL Z 0 z - Z C) 0 ,d-- CE > -z (D U) Z 0 � L-Lil > < CrC) 12) �_0 x1= j 121: 0 _j ® LU �_ U) < 7- C) z < 0 � LL C) Er0 z 0 W z I- _! W z I- D KEY PLAN SCALE 01 1 � � � � 0. 20' 40' � !!n HORIZONTAL SCALE 20' REVISIONS DRAWN BY CLG 1 DMK CHECKED BY DIMK 17: 1 1 07/23/18 JRC 100% DOCUMENTS No. DATE 13Y Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DIMK TITLE STORM SEWER PROFILES DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. -0 x N 9 2 1 3 1 4 1 5 UVAF Tennis Facility - Storm STM 27 - STM 32 ,970 570 - - - 11111111111111111-111-1-- . . .................. '. '�' '7� ___ .' ___.- ........ ....... .. _,__,________ .. ' ' .... � ... __ .. ..... . ...... . ................. ________,___ ___________,_,__, -1 11. 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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 07/23/18 JRC 100% DOCUMENTS No. DATE BY 0 z z L+ D Cr :DU— ,i < Q �_ 0 0 > R z W `H Lu () 2 U z �/- < III 'r'” z Uj z D KEY PLAN SCALE 0' 4' 8' VERTICAL SCALE 0' 20' 40' HORIZONTAL SCALE 1"-20' REVISIONS DRAWN BY CLQ APPROVED BY DMK CHECKED BY DMK 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLQ APPROVED BY DMK CHECKED BY DMK TITLE STORM PROFILES DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. 2 3 4 5 STONE CONSTRUCTION 1 lisee' CONSTRUCTION OE A SIFT FENCE DewberACCESS (VDOT #1 1.5'* o COURSE AGGREGATE) (WITHOUT WIRE SUPPORT) ORIGINAL ' 70' MIN. EXISTING 2. EXCAVATE A 4"X 4" TRENCH GROUND ELEV. 3" SM -2A ASPHALT PAVEMENT TABLE 3.31-B 1. SET THE STAKES. TOP COURSE SOURCE: VA. DSWC UPSLOPE ALONG THE LINE OF (REVISED JUNE 2003) STAKES. 67 AC 3'* Dewberry Engineers Inc. U. 2% 2% YD./AGRE 4805 Lake Brook Drive, Suite 200 SEED 6 Mqx• 804.290.7957 APPLICATION DATES SPECIES APPLICATION RATES Fax: 804.290.7928 EXISTING GROUND 6" MIN. 21A 67 CU. ILwww.dewberry.com AGGREGATE BASE 50/50 MIX OF ANNUAL RYEGRASS�'_ �_ CLEANOUT YD�CRE 4' ORIGINAL E PROFILE VIEW SEPT. 1 - FEB. 15 (LOLIUM MULTI-FLORUM) & CEREAL 50-100 (Ibs./acre) �--- ,, (EXCAVATED) MAX. (WINTER) RYE (SECALE CEREALE) "W - J FILTER GROUND FLOW CLOTH ELEV. STONE CONSTRUCTION \ 4" **COARSE CLASS 1 ACCESS (VDOT #1 ASPHALT PAVED ANNUAL RYEGRASS (LOLIUM 3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT THE AGGREGATE RIPRAP COURSE AGGREGATE) WASHRACK FEB. 16 APR. 30 MULTI-FLORUM) 60-100 (lbs./acre) TO STAKES AND EXTEND EXCAVATED SOIL. 70' MIN. 70' MIN. IT INTO THE TRENCH.- CROSS 0 z A z z L.Ll +� MAY 1 -AUG. 31 GERMAN MILLET 50 (lbs,/acre) � CLASS I: _ P P O O EXISTING _ %' ��-��-� RIPRAP 6EXGDRAINAGE AREA IN AC.) 2% _ �2% 12" MIN.* 2% PAVEMENT O O O O FERTILIZER &LIME L� z �J � DIVEDIVERSION �+�' O _ �'i0 • APPLY 10-10-10 FERTILIZER AT A RATE OF 450 lbs./acre (OR 10 lbs./1,000 SHEET FLOW INSTALLATION \�- // z * MUST EXTEND FULL WIDTH LA TOSS SEDIITIVE MENT sq. ft.) (PERSPECTIVE VIEW) - � LU + APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE OF INGRESS AND EGRESS O_ OPERATION TRAPPING DEVICE / \_ (OR 90 LBS./1,000 SQ. FT.) FLOW �� Q, Z-- NOTE: A B PLAN VIEW 1.} A SOIL TEST IS NECESSARY TO DETERMINE THE ACTUAL AMOUNT OF LIME 3 _ 0, p REQUIRED TO ADJUST THE SOIL pH OF SITE. / 2.) INCORPORATE THE LIME AND FERTILIZER INTO THE TOP 4-6 INCHES OF THE ,**COARS L- _j< POSITIVE DRAINAGE SOIL BY DISKING OR BY OTHER MEANS. RECA,TE(, \, U 12' MIN. TO SEDIMENT 3.)WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN EXCAVATED / r � TRAPPING DEVICE EROSION & SEDIMENT CONTROL TECHNICAL BULLETIN #4, 2003 NUTRIENT AREA _ FILTER/ D 2% _ MANAGEMENT FOR DEVELOPMENT SITES AT: POINTS A SHOULD BE HIGHER THAN POINT B. http://ww.dcr.stote,va.us/sw/e&s.htm#pubs DRAINAGEWAY INSTALLATION (FRONT ELEVATION) CLOTH 0 COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 CCz FILTER CLOTH 3,31 :TEMPORARY SEEDING SPECIFICATIONS OUTLET (PERSPECTIVE VIEW) QUICK REFERENCE FOR ALL REGIONS SF 3.05: SILT FENCE LU z �- SECTION A -A !' N.T.S. SEDIMENT TRAP CALCULATIONS��rrrr LL� H- Ho- AREA@ z CGVOLUME VOLUME TOTAL VOLUME VOLUME TOTAL WET WET WET HEIGHT WEIR W_ BERM ELEV. AREA TO R C EQUIRED REQUIRED VOLUME PROVIDED PROVIDED VOLUME EXCAVATED EXCAVATED EXCAVATED OUTLET TOP LWEIR OUTLET TOP OF 3.02: STONE CONSTRUCTION ENTRANCE TABLE 3.35 A �j TRAP # TRAP WET (yd)DRY (yd) REQUIRED WET DRY PROVIDED DEPTH LENGTH WIDTH BERM M HEIGHT WIDTH LENGTH HEIGHT(it`) WEIR RATES 1A 2.08 ac 140 140 280 259.91 228.96 488.87 3.00 Ft 64 Ft 43 Ft 3.00 Ft 2.00 Ft 2.5 Ft Pipe Oulet 3430 549.00 Ft A N.T.S. MULCHES PER ACRE PER 1,000 sq. ft. NOTES SEAL 0 1- SEDIMENT TRAP CALCULATIONS TABLE 3.32-D 12 2 TONS FREE FROM WEEDS AND COARSE H - Ho - AREA @ STRAW OR (MINIMUM 2 TONS MATTER. MUST BE ANCHORED. VOLUME VOLUME TOTAL VOLUME VOLUME TOTAL WET WET WET HEIGHT WEIR W_ BERM ELEV. (REVISED JUNE 2003) 7090 lbs. 3C� AREA TO REQUIRED REQUIRED VOLUME PROVIDED PROVIDED VOLUME EXCAVATED EXCAVATED EXCAVATED OF OUTLET TOP LWEIR OUTLET TOP OF HAY FOR WINTER SPREAD WITH MULCH BLOWER OR o SEED' COVER} BY HAND d O K TRAP# TRAP WET (yd') DRY (yd) REQUIRED WET DRY PROVIDED DEPTH LENGTH WIDTH BERM HEIGHT WIDTH LENGTH HEIGHT(ftz) WEIR � 0 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 Oulet 3430 549.00 Ft ? FE. �6 LAND USE SPECIES APPLICATION PER ACRE PIPE OUTLET TO FLAT DO NOT USE AS MULCH FOR SEDIMENT TRAP CALCULATIONS o AREA WITH NO DEFINED ' MINIMUM CARE LAWN TALL FESCUE' 95-100% FIBER MINIMUM 1,500 WINTER COVER OR DURING HOT, H- Ho- AREA@ $19 0-5% 35 lbs. * CHANNEL VOLUME VOLUME TOTAL VOLUME VOLUME TOTAL WET WET WET HEIGHT WEIR W - BERM ELEV. (COMMERCIAL OR PERENNIAL RYEGRASS 1 0 5% MULCH Ibs. DRY PERIODS. APPLY AS PLAN VIEW �' KENTUCKY BLUEGRASS AREA TO REQUIRED REQUIRED VOLUME PROVIDED PROVIDED VOLUME EXCAVATED EXCAVATED EXCAVATED OF OUTLET TOP L WEIR OUTLET TOP OF SLURRY. L� RESIDENTIAL) TOTAL: 175-200 LBS. TRAP TRAP WET(yd3) DRY (yd3) REQUIRED WET DRY PROVIDED DEPTH LENGTH WIDTH BERM HEIGHT WIDTH LENGTH HEIGHT(ft'-) WEIR GUT OR SHREDDED IN 4-6 2 2.93 ac 197 197 394 239.61 240.41 480.01 3.00 Ft 59 Ft 43 Ft 3.00 Ft 2.00 Ft 2.5 Ft Pipe Oulet 3954 534.50 Ft HIGH -MAINTENANCE TALL FESCUE 1 TOTAL: 200-250 LBS. CORN 4 6 TONS 185-275 lbs. LENGUSE THS. EINE TURF AREAS. NOT L a �T KEY PLAN LAWN STALKS WITH MULCH BLOWER OR BY o x - 3,13: TEMPORARY SEDIMENT TRAP HAND. N.T.S. GENERAL SLOPE TALL FESCUE 128 LBS. (3:1 OR LESS) RED TOP GRASS OR CREEPING RED 2 LBS. FREE OF COARSE MATTER. d AIRDRIED. TREAT WITH 12 lbs. FESCUE 2 WOOD NITROGEN PER TON. DO NOT USE SECTION A -A FILTER CLOTH KEY 1N 6"-9'; RECOMMENDED FOR ENTIRE PERIMETER SEASONAL NURSE CROP 20 LBS. CHIPS 4-6 TONS 185-275 lbs. IN FINE TURF AREAS. APPLY WITH TOTAL: 150 LBS. MULCH BLOWER, CHIP HANDLER, LOW MAINTENANCE TALL FESCUE 128 LBS. OR BY HAND. A SLOPE RED TOP GRASS OR CREEPING 2 LBS. FREE OF COARSE MATTER. A 3d o (MIN.) 2 BARK AIRDRIED. TREAT WITH 12 lbs. (STEEPER THAN 3:1) FESCUE CHIPS OR NITROGEN PER TON. DO NOT USE SCALE SEASONAL NURSE CROP 20 LBS. 50-70 cu. yds. 1-2 Cu. yds. do CROWNVETCH TOTAL: 150 LBS. a SHREDDED IN FINE TURF AREAS. APPLY WITH �_ BARK MULCH BLOWER, CHIP HANDLER, PIPE OUTLET TO WELL DESIGN DIMENSIONS (MIN.) 1- WHEN SELECTING VARIETIES OF TURFGRASS, USE THE VIRGINIA CROP OR BY HAND. DEFINED CHANNEL DETAIL USED FOR DESIGN- #2 IMPROVEMENT ASSOCIATION (VCIA) RECOMMENDED TURFGRASS VARIETY LIST. * WHEN FIBER MULCH IS THE ONLY AVAILABLE MULCH DURING PERIODS WHEN PLAN VIEW QUALITY SEED WILL BEAR A LABEL INDICATING THAT THEY ARE APPROVED BY STRAW SHOULD BE USED, APPLY AT A MINIMUM RATE OF 2,000 lbs./ac. OR 45 T 36" VCIA. A CURRENT TURFGRASS VARIETY LIST IS AVAILABLE AT THE LOCAL COUNTY EXTENSION OFFICE OR THROUGH VCIA AT 804.746.4884 OR AT lbs./1,000 sq. ft. L a 3S 6.75' http_//sudon.cses.vt.edu/html/Turf/turf/publications/publications2.html 2 -USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED 3.35: ORGANIC MULCH MATERIALS o q A L 1 117' BELOW: AND APPLICATION RATES FEBRUARY 16 -APRIL 30. ANNUAL RYE dREVISIONS MAY 1 AUGUST 15 .......................... FOXTAIL MILLET DETAIL 1 DETAIL 2 DETAIL 3 RADIUS -S B Ec 1 SECTION A -A B AUGUST 16 - OCTOBER 31 ................ ANNUAL RYE FILTER CLOTH KEY IN 6"-9" RECOMMENDED FOR ENTIRE PERIMETER NOVEMBER 1 - FEBRUARY 15............ WINTER RYE RA°lu$�S S IN. S Mw. A 3 -SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA AS IN. A A (MAY THROUGH SEPTEMBER USE HULLED SEED, ALL OTHER PERIODS, USE A T I x UNHULLED SERICEA). IF FLATPEA IS USED, INCREASE RATE TO 3O LBS/ACRE. NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. �� S I WMIN.3S S WMiN.3S B IF WEEPING LOVEGRASS IS USED, INCLUDE IN ANY SLOPE OR LOW 2. La 15 THE LENGTH OF THE RIPRAP APRON A5 CALCULATED USING PLATES 3.18-3 1�f TAKE MIN 3S AND 3.18-4. � � MAINTENANCE --Ij�- MIXTURE DURING WARMER SEEDING PERIODS, INCREASE TO � 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. S MIN, S M€N. ✓ 4. HAND PLACED BROWN ROUNDED RIVERSTONE FROM SHENANDOAH ASPHALT. STONE S MIN. 30-40. 10ILII TIC LIKING , *, +� SHALL BE A 50/50 MIX OF THE 4"-6" AND 7"-12" SIZES. FERTILIZER &LIME OP B L B B o Sq)PPL{ 10-1010 FERTILIZER AT A RATE OF 450 lbs./acre (OR 10 lbs,/1,000 ` PIPE OUTLET CONDITIONS L L 07/23/18 JRC 100% DOCUMENTS • APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE `� A, N.T.S. � No. DATE BY Description (OR 90 LBS./1,000 SQ. FT.) 1 " 11 NOTE: VISIBLE SIGN 1.) A SOIL TEST IS NECESSARY TO DETERMINE THE ACTUAL AMOUNT OF LIME GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER T DRAWN BY CLG REQUIRED TO ADJUST THE SOIL HOF SITE. I cEOTExTILE g GEOTEXTLE s FABRIC g' FABRIC pH 1 8" MIN. APPROVED BY DMK 2. INCORPORATE THE LIME AND FERTILIZER INTO THE TOP 4-6 INCHES OF THE STS - A GRAVEL (12" MIN. DEPTH) FAal IC TILE T TRAM �, I MILRASTI RUNOFF WATER SECTION A -A SOIL BY DISKING OR BY OTHER MEANS. SECTION A -A SECTION A -A CHECKED BY DMK 3.) WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN ININ W/ SEDIMENT EROSION & SEDIMENT CONTROL TECHNICAL BULLETIN #4, 2003 NUTRIENT NATURAL GROU it Ji` MIN. 3S NOTES MANAGEMENT FOR DEVELOPMENT SITES AT: s MIN, W x S MIN. /u�-�J x 1. FOR MULTIPLE LINE INSTALLATIONS, DIMENSION S IS TO GOVERN THE PROT tON http:,/Zww.dcr.state.va.us/sw/e&s.htm#pubs SECTION BE1» ROUN ' ## ISI I� DD x T OUTSIDE THE CHANNEL WIDTH (W). TITLE q I f! 2. ON ANY INSTALLKIION REQUIRING CULVERT OUTLET PROTECTION WHERE NO ENDWALL� N fcmmm 1 - o OR ENDSECTION IS SPECIFIED ON THE PLANS, CONSTRUCTION IS TO BE IN ACCORDANCE kR4i3F WITH DETAIL 2 SHOWN ABOVE. O 3.32: PERMANENT SEEDING SPECIFICATIONSy�^. SEDIMENT CONTROL a p o 3. GEOTEXTILE FABRIC TO BE INSTALLED UNDER CLASS Al ,I, AND IC MATERIALS IN 1 II, STI Ii = 4 ACCORDANCE WITH THE SPECIFICATIONS. III a ° Ps FOR PIEDMONT AREA �� ' I.IIII'>i�,.:: y ° _ 4. S - DIAMETER OF CIRCULAR CULVERT OR SPAN FOR BOX, ELLIPTICAL OR ARCH CULVERT. �� Rr I 44 0 GEOTEXTILE H - DIAMETER OF CIRCULAR CULVERT OR RISE/HEIGHT FOR BOX, ELLIPTICAL OR ARCH DETAILS WIRE MESH FABRIC CULVERT. SEDIMENT x USE TYPICAL SECTION SHOWN ON PLANS FOR SIDE SLOPE, BOTTOM WIDTH AND DEPTH COMPACTED SOIL N.T.S.`DIS FILTERED SECTION B -B OF CHANNEL OR MATCH EXISTING DITCH OR NATURAL GROUND. SECTION - A WATER MAXIMUM OUTLET MVE GROUND SPECIFIC APPLICATION TYPE OF OUTLET PROTECTION MATERIAL VELOCITY MINIMUM "T" 18 MIN (FOR DESIGN STORM} (INCHES) •• FLOW THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE CLASS Al CLASS Al DRY RIPRAP a fps 18 OUTLET PROTECTION MINUMUM LENGTH (L) DEI PROJECT NO: 50100451 SIVE ORDER R NO. EXPECTED BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE cLKss z CLASS s DRY RIPRAP 14 fps 24 UVA WORK ORD INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS TYPE A INSTALLATION 3H • UVA PIMS NO: CLASS II CLASS It DRY RIPRAP 19 fps 36 TALLATION 5H TYPE 8 INS CONCRETE WASHOUT AREA NOTES: SHEET NO. 1. CAP NYLOPLAST INLETS UNTIL SITE IS STABILIZED. SPECFICATION 4.5' MIN N.T.S. R HENCE CULVERT CUTLET PROTECTION D D r 3, 0 7 : INLET E T PROTECTION E C T I O N 03 VIRGINIA DEPARTMENT OF TRANSPORTATION REV 8107 3C5mOl TEMPORARY DIVERSION DIKE 414 N_T.S. N.T.S. 1 FILTER FABRIC TO SURROUND SIDES OF GRAVEL DIAPHRAGM CONCRETE 5"x18" LEVEL PRETREATMENT CELL SPREADER 2L 1W 2' GRASS STRIP BIORETENTION CELL (ELEV. = 550.50') (ELEV. = 552.50') (PLANT WITH SOD 12" FILTER FABRIC TO - 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 1 18 - 40 /k URROUND SIDES OF WIDE FILTER 3" MULCH LAYER mg/ g mg g10" PRETREATMENT CELL oo � BELOW OUTSIDE NOTES: FOR MEHLICH IIIFABRICSTRIPABOVE PEA GRAVEL AND 36" BIORETENTION SOIL MEDIA -CEC: SHALL BE ABOVE 5 PERMEABLE CENTERED ABOVE 3" PEA GRAVEL -INFILTRATION RATE: 1-2 IN/HR 3. SWALE SHALL BE STABILIZED WITH JUTE MATTING WHILE GRASS GEOTEXTILE LINER UNDERDRAIN (1"-2" 12" #57 STONE COVER IS ESTABLISHED, ALONG BOTTOM OF ON EITHER SIDE) O O 6" SCH. 40 PVC 4. SWALE MAINTENANCE TO BE PROVIDED BY UNIVERSITY PRETREATMENT CELL FILTER FABRIC TO PERFORATED UNDERDRAIN LANDSCAPE DEPARTMENT AND UTILITY SYSTEM DISTRIBUTION RIPRAP SHALL BE LIGHT SURROUND SIDES OF PIPE (SEE DETAIL) DEPARTMENT. BROWN IN COLOR WITH BIORETENTION12" SUMP BELOW UNDER 5. GEOTEXTILE FABRIC: NON -WOVEN, FLOW RATE > 110 ROUNDED EDGES FROM 4" OBSERVATION WELL/CLEAN OUT -■ VARIES ►- DRAIN THROUGHOUT GAL/MIN/SF SHENANDOAH ASPHALT WITH CAST IRON CLEAN OUT CAP ENTIRE FOOTPRINT 6. CONTRACTOR SHALL COMPLY WITH BIORETENTION CONSTRUCTION SHEETED AS REQ'D TO KEEP AND FRAME. TEE TO PERFORATED FILTER FABRIC NOTES ON THE DEQ BIOFILTER CHECKLIST, FOUND IN z PIPE FOR OBSERVATION WELL, TEE LLJ STORMWATER CALCULATIONS. PRETREATMENT TO SOLID PIPE FOR CLEAN OUT 7. BIORETENTION MAINTENANCE REQUIREMENTS FOUND ON SHEET -SILT AND CLAY (SOIL FINES) CONTENT SHALL BE O C6.03. SIDES OF 2' GRASS STRIP BIORETENTION 'B' SECTION : LEVEL 2 BETWEEN 10% AND 20% O (ELEV. = 549.75') GRAVEL (PLANT WITH SOD) N.T.S. ,I 5, I j ... € _.. _-_..- -, -`---------------------------------------- -- r G la r F --tx kie �S" 14,�- S s�C�".i.sL�'.'�-1 f5•~"r'}15.'f"�i y�,.,�'�-'�t�`r •-..,zs� q.�� lfs,��,. 3 .��.Y f..k�i�l i.=n�'.i-'2'tr's� s k T' -. S�JJ»�'"fy{'�:-,yt /�4- �`t; B �iulP�di'F'iF� h . M GM VxM rUK NM om .. .. .. �'fsO.i:�I�$W�,.r, ',�yjy��} `.;per ` �yq q, �p� oa,� fj�� y py�pyry ;y�� iel .rep Rii aR. i7f h i� mW f i lW � YA es 8 ormadw � } R adewa* - '. o. i11�wT' �R�.R:{A{'m: ft. . moftume in ft mrA of I! nod foi11o. bmthe ° and vest be �I . t1ant may be direr wp. VvA ` sib be bug prodandshd r4tpwn1trabor ew.wtoerAwft vert kw point of mpb kw or relW vahe verb surd not �s pbood un;W whxla" wAlstr duftY ark a SII bo a Inintrtit of 3 1W h Mwor ay POA wtw* x no PqInayov. wwo Recommended Minimum Clearances for DRAWING Cfty of ftaslil+ , WONOutside Gas Meter 'I Mallati�ns I nt blit WoftGF 1 K 5" TOP SOIL IN UNPAVED AREAS CONCRETE SIDEWALK AND BASE COURSE �a ETECTABLE Q \ 1111 Jllr ° \� MARKING TAPE SIT °a a ACKFILL (B.F.) IIIII ° WIDEN TRENCH Oz \ ° _ a ��\ I AS NEEDED ``' m / ABOVE PIPE N �' t a / VDOT #9 BEDDING O ° l � J � II D 6" MIN. D+2'-0" MAX. UNDERGROUND ELECTRIC DIRECT BURY CONDUIT BEDDING DETAIL N.T.S. 1-1/2" SM -9.5A 3" BM -25.0 6" 21-A AGGREGATE COMPACTED SUBGRADE TO 95% P DRY DENSITY STD. PROCTOR PER D-698, METHOD D. (12" MIN. BE� ., SUBGRADE) PARKING AND SERVICE ROAD PAVEMENT SECTION 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 N.T.S. 4 i 5 PROVIDE 12" #4 BARS SEE NOTE 2 BELOW CLG EX. GROUND AT 12" O.C., DOWELED 1' MIN. BELOW OUTSIDE NOTES: D SEE NOTE CONCRETE. 6" 1. CONTRACTOR TO CONFIRM VEGETATION CHOICE WITH GAS THICKNESS OF SHALL BE PROVIDED ° o ° ASPHALT IN NEW CONCRETE o ° UNIVERSITY OFFICE OF THE ARCHITECT PRIOR TO z PATCH. 4 CONCRETE 0 CONSTRUCTION. (THICKNESS UNKNOWN) ° - 21A SUBBASE (10" SAW TO NEAT EDGE _ :: 0 2. SOIL MEDIA HAVE THE FOLLOWING CHARACTERISTICS, PER DEQ JRC _.::......: FOR PARKING AREAS JOINT FILLER DATE BIORETENTION CELL TRENCH SIDES SHALL BE GUIDELINES: GRADED CRUSHED SHEETED AS REQ'D TO KEEP z FILTER FABRIC ( ELEV. - 548.25') z -CLAY CONTENT SHALL BE LESS THAN 10% LLJ STORM PIPE PRETREATMENT CELL TO SURROUND BURIED PIPE -SILT AND CLAY (SOIL FINES) CONTENT SHALL BE O 2L : 1W SIDES OF 2' GRASS STRIP ASPHALT WITH BASE LL BETWEEN 10% AND 20% O (ELEV. = 549.75') GRAVEL (PLANT WITH SOD) -00 -SAND CONTENT SHALL BE BETWEEN 80% AND 90% Cc DIAPHRAGM -ORGANIC MATTER : 3% - 5% > O -TOPSOIL CONTENT 8% - 12% ua `� -MULCH: 2 - 3 IN. OF AGED, SHREDDED HARDWOOD 0 18" _j- IJ <�r�-y _r..`% U BARK MULCH FILTER FABRIC TO C 12 PONDING DEPTH -SOIL pH RANGE: 6.0 TO 7.0 SURROUND SIDES OF 10" WIDE FILTER 3" MULCH LAYER -MIXED MEDIA MUST BE PROVIDED BY VENDOR PRETREATMENT CELL O O O�O>o O FABRIC STRIP ABOVE -P-INDEX; 5 - 15 mg/kg FOR MEHLICH I, 18 - 40 PEA GRAVEL AND z� 24" BIORETENTION SOIL MEDIA mg/kg FOR MEHLICH III PERMEABLE CENTERED ABOVE - V 3" PEA GRAVEL -CEC: SHALL BE ABOVE 5 -INFILTRATION RATE: 1-2 IN/HR ALONG BO LINER ALONG BOTTOM OF UNDERDRAIN (1"-2" ON EITHER SIDE) 12" #57 STONE 3. SWALE SHALL BE STABILIZED WITH JUTE MATTING WHILE GRASS O O 6" SCH. 40 PVC COVER IS ESTABLISHED. PRETREATMENT CELL FILTER FABRIC TO PERFORATED UNDERDRAIN 4. SWALE MAINTENANCE TO BE PROVIDED BY UNIVERSITY RIPRAP SHALL BE LIGHT SURROUNSIDES OF PIPE (SEE DETAIL) LANDSCAPE DEPARTMENT AND UTILITY SYSTEM DISTRIBUTION BROWN IN COLOR WITH BIORETENTION 12" SUMP BELOW UNDER DEPARTMENT. ROUNDED EDGES FROM 4" OBSERVATION WELL/CLEAN OUT �-� VARIES �-� DRAIN THROUGHOUT 5. GEOTEXTILE FABRIC: NON -WOVEN, FLOW RATE > 110 SHENANDOAH ASPHALT WITH CAST IRON CLEAN OUT CAP ENTIRE FOOTPRINT GAL/MIN/SF AND FRAME. TEE TO PERFORATED 6. CONTRACTOR SHALL COMPLY WITH BIORETENTION PIPE FOR OBSERVATION WELL, TEE CONSTRUCTION NOTES ON THE DEQ BIOFILTER CHECKLIST, TO SOLID PIPE FOR CLEAN OUT FOUND IN STORMWATER CALCULATIONS. r+ 7. BIORETENTION MAINTENANCE REQUIREMENTS FOUND ON SHEET l� C6.03. BIORETENTION 'A' SECTION : LEVEL 1 N.T.S. ,I 5, I j ... € _.. _-_..- -, -`---------------------------------------- -- r G la r F --tx kie �S" 14,�- S s�C�".i.sL�'.'�-1 f5•~"r'}15.'f"�i y�,.,�'�-'�t�`r •-..,zs� q.�� lfs,��,. 3 .��.Y f..k�i�l i.=n�'.i-'2'tr's� s k T' -. S�JJ»�'"fy{'�:-,yt /�4- �`t; B �iulP�di'F'iF� h . M GM VxM rUK NM om .. .. .. �'fsO.i:�I�$W�,.r, ',�yjy��} `.;per ` �yq q, �p� oa,� fj�� y py�pyry ;y�� iel .rep Rii aR. i7f h i� mW f i lW � YA es 8 ormadw � } R adewa* - '. o. i11�wT' �R�.R:{A{'m: ft. . moftume in ft mrA of I! nod foi11o. bmthe ° and vest be �I . t1ant may be direr wp. VvA ` sib be bug prodandshd r4tpwn1trabor ew.wtoerAwft vert kw point of mpb kw or relW vahe verb surd not �s pbood un;W whxla" wAlstr duftY ark a SII bo a Inintrtit of 3 1W h Mwor ay POA wtw* x no PqInayov. wwo Recommended Minimum Clearances for DRAWING Cfty of ftaslil+ , WONOutside Gas Meter 'I Mallati�ns I nt blit WoftGF 1 K 5" TOP SOIL IN UNPAVED AREAS CONCRETE SIDEWALK AND BASE COURSE �a ETECTABLE Q \ 1111 Jllr ° \� MARKING TAPE SIT °a a ACKFILL (B.F.) IIIII ° WIDEN TRENCH Oz \ ° _ a ��\ I AS NEEDED ``' m / ABOVE PIPE N �' t a / VDOT #9 BEDDING O ° l � J � II D 6" MIN. D+2'-0" MAX. UNDERGROUND ELECTRIC DIRECT BURY CONDUIT BEDDING DETAIL N.T.S. 1-1/2" SM -9.5A 3" BM -25.0 6" 21-A AGGREGATE COMPACTED SUBGRADE TO 95% P DRY DENSITY STD. PROCTOR PER D-698, METHOD D. (12" MIN. BE� ., SUBGRADE) PARKING AND SERVICE ROAD PAVEMENT SECTION 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 N.T.S. 4 i 5 PROVIDE 12" #4 BARS SEE NOTE 2 BELOW CLG EX. GROUND AT 12" O.C., DOWELED 1' MIN. BELOW OUTSIDE 1' MIN. TYPICAL 6" IN EXISTING SEE NOTE CONCRETE. 6" t" UNKNOWN GREASE SLEEVE GAS THICKNESS OF SHALL BE PROVIDED ° o ° ASPHALT IN NEW CONCRETE o ° z PATCH. 4 CONCRETE 0 F- (THICKNESS UNKNOWN) ° - 21A SUBBASE (10" SAW TO NEAT EDGE _ :: 0 DEPTH FOR ROADWAYS/6" DEPTH PRE -MOLDED JRC _.::......: FOR PARKING AREAS JOINT FILLER DATE AND SERVICE ROADS) TRENCH SIDES SHALL BE GRADED CRUSHED SHEETED AS REQ'D TO KEEP z STONE BACKFILL, TRENCH WIDTH TO A MIN. ° °g z a VDOT# 21A LLJ a COMPACTED VDOT #10 BURIED PIPE STONE/ GRAVEL DUST. O CONCRETE PAVEMENT 2 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 C. 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 i LOA I M, I AND SEED BITUMINUS PCIPi} `, f� PAVEMENT PATCH: --------------------- yx4 > -- VDOT # 21A COMMON FlyA' MIN .: vn 11 2I IN ROCKP Cii, T r SEE NOTE --. ICE. AGGREGATEx GRADE P r r 11 SEE NOTE Cfty of Chaflotesville, Wginfa, Pipe Trench an d, Bedding:.- I ypical 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 FINISH GRADE bon0n 0 , °o°�4o..povCiO < "-6" MIN. COMPACTED AGGREGATE BASE, VDOT 21A ON COMPACTED SUBGRADE. SIDEWALK FINISHED :GSE , ;r VALE . }}**ig�ty of arl� )ill>�g ,lWOW Buried Valve Io -,:Typical No 10 9 N.T.S. N.T.S. Oil .s,,Dewberry" Dewberry Engineers Inc. CLG � MIN BEDDING DMK BELOW OUTSIDE 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 UNDISTURBED EARTH � . ULA OF PIPE SEE NOTE Phone: 804.290.7957 Fax: 804.290.7928 f PE and STEEL" PIPE GAS Cfty of Chaflotesville, Wginfa, Pipe Trench an d, Bedding:.- I ypical 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 FINISH GRADE bon0n 0 , °o°�4o..povCiO < "-6" MIN. COMPACTED AGGREGATE BASE, VDOT 21A ON COMPACTED SUBGRADE. SIDEWALK FINISHED :GSE , ;r VALE . }}**ig�ty of arl� )ill>�g ,lWOW Buried Valve Io -,:Typical No 10 9 N.T.S. N.T.S. Oil .s,,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 0 F- 0 07/23/18 JRC 100% DOCUMENTS No. DATE U) Description z z z LLJ O 2 LL O Q -00 Cc z > O ua `� D 0 LL _j- IJ <�r�-y _r..`% U < O 0 z� SEAL 0 Li No. 506 0 23 aTA 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. 0 0 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 N0. 57 STONE SANITARY COVER /4" 9/16" L 3 3/4" LETTER SIZE R LIMITS OF CONCRETE AT NOTES 1. FRAME AND COVER SHALL BE HEAVY DUTY RATED FOR BOTTOM OF BASE 1. MATERIALS SHALL BE AS SPECIFIED CHECKED BY IN DOCUMENTS OR AS SHOWN ON 2. COVER SHALL HAVE NON -PENETRATING PLAN (SEWER SERVICE) 2. DEPTH OF SERVICE SHALL BE HELD IN LANDSCAPE AND TO A MINIMUM BUT SHALL PROVIDE ASPHALT AREAS FOR CONNECTION TO SERVICE CONCRETE VISIBLE MAIN AT SURFACE 3. ALL COVERS SHALL BE HS -20 " TRAFFIC RATED 4. CONCRETE SHALL INCLUDE AIR ENTRAINMENT, BROWN SAND, AND 1 1 /8" 5„ 24„ -00 SOLOMAN COLORS, INC. #306 0 COLORFLO LIQUID COLOR (CANVAS) AT A RATE OF 6.4 LBS LIQUID BOLT HOLES SECTION A COLOR PER CUBIC YARD OF STORM CONCRETE OR APPROVED EQUAL JRC BY UVA. BROWN SAND UNDER SEE COVER DETAIL FOR CONCRETE SHALL HAVE CONSISTENT DIMENSIONS AND LEERING COLOR THROUGHOUT PROJECT. IN LANDSCAPE AND ASPHALT MATCH EXISTING ADJACENT WALKS. AREAS CONCRETE SHALL BE 4" FLUSH WITH FINAL GRADE zC) /-I, MIN./3" MAX. 1/4" 70" 8" MIN. SWEEP WYE OR SANITARY WYE & 45° ELL (SEE PLAN FOR SIZE) SERVICE LINE FLOW 2% SLOPE MINIMUM STORM COVER 9/16" �- 2" X 3 3/4" LETTER SIZE CLEAN OUT DETAIL 7 1/2" 2" _ . COVER DETAIL BOTTOM VIEW OF COVER rq) NOTES: PRECAST MANH01 RISER GROUT JOINT GASKET (SEE SPECS) rn nTr,nv nnni irn )TES: } JOINTS FOR ALL \NHOLES, YARD INLETS, AND ;ECAST STRUCTURES SHALL BE )NSTRUCTED ACCORDING TO ]IS DETAIL. GROUT JOINT FIELD APPLIED BITUMASTIC OVER GROUT MANHOLE JOINT DETAIL N.T.S. N.T.S. 12" OF ADJUSTING RINGS MAX. NOTES: HEAVY DUTY MODIFIED FRAME 1.) PRECAST CONCRETE SHALL HAVE A MINIMUM STRENGTH OF 4,000 PSI. & COVER HS -20 RATED WITH ADJUSTING RINGS REQ'D WHEN NECESSARY TO MATCH GRADE. 2.) ALL JOINTS, LIFT HOLES, INLETS, AND OUTLETS SHALL BE SEALED WITH NON -SHRINK 24" CLEAR OPENING GROUT INSIDE AND OUT. THE EXTERIOR SURFACE OF THE MANHOLE SHALL BE MIN. 2 BOLTS BEWATERPROOFED USING BITUMASTIC WATERPROOFING. SECURE ADJUSTMENT RINGS TO 3.) MINIMUM ELEVATION DIFFERENCE ACROSS THE MANHOLE FROM INLET TO OUTLET SHALL MH (TO PREVENT HORIZONTAL BE 0.1 FEET FOR STRAIGHT RUNS AND 0.25 FEET FOR CHANGES IN DIRECTION. "c MOVEMENT). BOLTS TO GO THRU 4.) PRECAST MANHOLE SHALL BE DESIGNED IN ACCORDANCE WITH ASTM C890 FOR HS -20 RINGS AND FRAME. LOADING AND SHALL CONFORM TO ASTM 478. 5.) COATED STEPS ARE REQUIRED FOR MANHOLE DEPTHS GREATER THAN 4' IN ACCORDANCE WITH THE LATEST O.S.H.A. REQUIREMENTS 6 ) THE BOTTOM OF ALL STORM STRUCTURES SHALL BE SHAPED IN ACCORDANCE WITH 0 SEAL JOINT (TYP) d SEE SPECS 2'0" VDOT DETAIL IS1. HALF PLAN VIEW (V f� I RUBBER COATED STEPS A � CAST -IN-PLACE � A 4'-0" BEVEL 45° �-- ° • 4 ° D PRECAST REINFORCED CONCRETE SECTIONS WITH "0" RING SEALS A FILLETED INVERT FORA SMOOTH TRANSITION OF FLOW 8 ° BETWEEN INLET & OUTLET PIPE , SHALL BE PROVIDED 4 e ° ° •" FLEXIBLE BOOT 4'-0" CONNECTION (TYP) 00 'n0o�� O 0 ° R0 OOC�yynyQCYy-�C•(�O �,Q 013 o&'60(30& 00:�O OO o-��° gdJ`�� g� o0 0p 0D 00 CONCRETE MIN. 6" BEDDING DIAMETER- 4'-8"+ (2 x WALL THICKNESS) FOOTING WITH N0.68 STONE SECTION B -B HALF SECTION A -A PRE -CAST CONCRETE (WITH FRAME AND COVER REMOVED) STORM SEWER MANHOLE DETAIL ►AlllR] Y2"x4" ADHESIVE BOLT, SELF-LOCKING HEX. NUT, FLAT WASHER. 2 Y4 3/24 Y4„ 1 Y�f I4- BOLT4" 1111111 III III i HOLE'110 2 IA. Y4 METAL 11) PLATE R Y4" 1 Y4" SIDE VIEW OF BOLT WELDED ON TO METAL PLATE SIDE VIEW FRONT VIEW DETAIL 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 SWM -DR 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 BOLTIS 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 ❑ ❑ ❑ ❑ ❑ ❑ ❑ Lj 0 ❑ ❑ ❑ El L1 1111 ❑ 111:1 ❑ 111:11:1 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑❑❑❑❑❑❑ TOP TO BE HINGED TO ALLOW ACCESS TO WATER QUALITY ORIFICE (SEE NOTE 3) z 0 i ❑ ❑ ❑ ❑ ❑ ❑ N\ 3" DIA. HOLES R 71 El (SEE NOTE 2) ❑ ❑ ❑ ❑ 1:111 V -O" MIN. 1'-0Y2„ MIN. I 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 . r , FROM STR. 24 96x60" CLASS 5 18" HDPE - BOX CULVERT 8" THICK WALL (TYP) @ 0.5% Alf 10.33' _ FLOW AA 6.00' SHEET 2 OF 5 1 REV. 3/03 116.05 1. FRAME AND COVER SHALL BE HEAVY DUTY RATED FOR APPROVE BY HS -20 LOADING. CHECKED BY DMK 2. COVER SHALL HAVE NON -PENETRATING PICK HOLES. A A 25 3/4" STORM 0 SEWER 0 7/8 4 ILLEGAL TO DUMP WASTE PRODUCTS DRAINS TO BAY z 1 1 /8" 5„ 24„ -00 5" 0 MINIMUM 4-1"0 TOP BOLT HOLES SECTION A -A STORM FRAME & COVER JRC 100% DOCUMENTS No, N.T.S. PRECAST MANH01 RISER GROUT JOINT GASKET (SEE SPECS) rn nTr,nv nnni irn )TES: } JOINTS FOR ALL \NHOLES, YARD INLETS, AND ;ECAST STRUCTURES SHALL BE )NSTRUCTED ACCORDING TO ]IS DETAIL. GROUT JOINT FIELD APPLIED BITUMASTIC OVER GROUT MANHOLE JOINT DETAIL N.T.S. N.T.S. 12" OF ADJUSTING RINGS MAX. NOTES: HEAVY DUTY MODIFIED FRAME 1.) PRECAST CONCRETE SHALL HAVE A MINIMUM STRENGTH OF 4,000 PSI. & COVER HS -20 RATED WITH ADJUSTING RINGS REQ'D WHEN NECESSARY TO MATCH GRADE. 2.) ALL JOINTS, LIFT HOLES, INLETS, AND OUTLETS SHALL BE SEALED WITH NON -SHRINK 24" CLEAR OPENING GROUT INSIDE AND OUT. THE EXTERIOR SURFACE OF THE MANHOLE SHALL BE MIN. 2 BOLTS BEWATERPROOFED USING BITUMASTIC WATERPROOFING. SECURE ADJUSTMENT RINGS TO 3.) MINIMUM ELEVATION DIFFERENCE ACROSS THE MANHOLE FROM INLET TO OUTLET SHALL MH (TO PREVENT HORIZONTAL BE 0.1 FEET FOR STRAIGHT RUNS AND 0.25 FEET FOR CHANGES IN DIRECTION. "c MOVEMENT). BOLTS TO GO THRU 4.) PRECAST MANHOLE SHALL BE DESIGNED IN ACCORDANCE WITH ASTM C890 FOR HS -20 RINGS AND FRAME. LOADING AND SHALL CONFORM TO ASTM 478. 5.) COATED STEPS ARE REQUIRED FOR MANHOLE DEPTHS GREATER THAN 4' IN ACCORDANCE WITH THE LATEST O.S.H.A. REQUIREMENTS 6 ) THE BOTTOM OF ALL STORM STRUCTURES SHALL BE SHAPED IN ACCORDANCE WITH 0 SEAL JOINT (TYP) d SEE SPECS 2'0" VDOT DETAIL IS1. HALF PLAN VIEW (V f� I RUBBER COATED STEPS A � CAST -IN-PLACE � A 4'-0" BEVEL 45° �-- ° • 4 ° D PRECAST REINFORCED CONCRETE SECTIONS WITH "0" RING SEALS A FILLETED INVERT FORA SMOOTH TRANSITION OF FLOW 8 ° BETWEEN INLET & OUTLET PIPE , SHALL BE PROVIDED 4 e ° ° •" FLEXIBLE BOOT 4'-0" CONNECTION (TYP) 00 'n0o�� O 0 ° R0 OOC�yynyQCYy-�C•(�O �,Q 013 o&'60(30& 00:�O OO o-��° gdJ`�� g� o0 0p 0D 00 CONCRETE MIN. 6" BEDDING DIAMETER- 4'-8"+ (2 x WALL THICKNESS) FOOTING WITH N0.68 STONE SECTION B -B HALF SECTION A -A PRE -CAST CONCRETE (WITH FRAME AND COVER REMOVED) STORM SEWER MANHOLE DETAIL ►AlllR] Y2"x4" ADHESIVE BOLT, SELF-LOCKING HEX. NUT, FLAT WASHER. 2 Y4 3/24 Y4„ 1 Y�f I4- BOLT4" 1111111 III III i HOLE'110 2 IA. Y4 METAL 11) PLATE R Y4" 1 Y4" SIDE VIEW OF BOLT WELDED ON TO METAL PLATE SIDE VIEW FRONT VIEW DETAIL 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 SWM -DR 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 BOLTIS 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 ❑ ❑ ❑ ❑ ❑ ❑ ❑ Lj 0 ❑ ❑ ❑ El L1 1111 ❑ 111:1 ❑ 111:11:1 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑❑❑❑❑❑❑ TOP TO BE HINGED TO ALLOW ACCESS TO WATER QUALITY ORIFICE (SEE NOTE 3) z 0 i ❑ ❑ ❑ ❑ ❑ ❑ N\ 3" DIA. HOLES R 71 El (SEE NOTE 2) ❑ ❑ ❑ ❑ 1:111 V -O" MIN. 1'-0Y2„ MIN. I 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 . r , FROM STR. 24 96x60" CLASS 5 18" HDPE - BOX CULVERT 8" THICK WALL (TYP) @ 0.5% Alf 10.33' _ FLOW AA 6.00' SHEET 2 OF 5 1 REV. 3/03 116.05 D e w b e r r y Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com O CLG APPROVE BY DMK CHECKED BY DMK .� z ��D O C D JRC 100% DOCUMENTS No, DATE O <C Z0 0 WEIR WALL zC) TOP=542.71 PLAN U) EW O 8" THICK SLAB (TYP) Q FINISHED GRADE LU FINISHED GRADE fr LL ..j U-1 U z < O "x 0.50' TOP OF WEIR ` z = INV 540.61 UjZ . t - 541.61' - 25 3.75 96"x60" CLASS 5 10 -YR WSEL - 48"x7.0" ORIFICE INV = 538.71' >n A TO STR. g HDPE 3.50' BOX CULVERT 6.33' = 542.89' `A ,� 1 @ 0.5� , flu --FLOW 2 -YR WSEL .. = 541.89' 4 10.33' 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"x6O" STORM BOX CULVERT N.T.S. D e w b e r r y Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com O CLG APPROVE BY DMK CHECKED BY DMK z z O C D JRC 100% DOCUMENTS No, DATE O <C Z0 0 zC) ;rte O CC Q LU fr LL ..j U-1 U z < O -1100 ` z UjZ SEAL 10A KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVE BY DMK CHECKED BY DMK 07/23/18 JRC 100% DOCUMENTS No, DATE BY Description DRAWN BY CLG APPROVE BY DMK CHECKED BY DMK TITLE CONSTRUCTION DETAILS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. 1 / _ C F DETAILS OF INLET h o/ 'BAR r L- BAR A ARS D FACE - -- JOINT ourrsn CRACH PLAN BACK orSIDEWALK B EXPANSION JOINT SECTION ArA KEYED CONST. JOINT 2' WARPED 2" GUTTER APPROACH �� .^.` BARS C_ Ir to BARS E �*3" DIAMETER BARS B WEEP HOLE 81, T_81W FRONT ELEVATION BARS F (GUTTER REMOVED) 5XI/4" BENT PLAT SECTION B -B TYPE A NOSE DETJ�' SHALL BE USED WITH CG -3 & CG -7 STANDARDS. 1-21/2"X21/2"XI/4" GALVANIZED TYPE 8 NOSE DET SHALL BE USED WITH CG -2 STANDARDS. TYPE A TY E B ve X 411 STUD SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68,30' TO ANGLE IRON AT VC -C. CONNECTORS AND IS TO BE ANCHORED WITH V2" X 411 STUD SHEAR NOSE DETAJLS WELDED TO BENT PLATE AT 2'C -C. DI -3A L DI -38 DI -3C L WARPED PAVEMENT 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 SPECFICATION STANDARD CURB DROP INLET RUUTWE MAXIMUM DEPTH (H) 8' 233 7_771 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 104.09 2�B_m �SE 4PLATE� -77 77 NOTE: HS -20 R/TFD A UUUUUUUUUUUU UUUUUUUUUUUU CASTING SHALL --/ BE ADA COMPLIANT TOP VYUH 1/2^ OPENINGS PRECAST CONCRETE DRAINAGE STRUCTURE 18 J/4^ � 1/3^ ' | ��[|ON 8�� u�-.�//u/v ,` ,` . 4 MAX � INLET GR/T[ FRAME AND COVER. 3E[ DETAIL THIS SHEET BOLT FRAME TO STRUCTURE 18" SQUARE ADA GRATE - FLEXIBLE BOOT CONNECTOR PIPE ----..- INLET SHAP|NG-'/ |mmu� -- _ _. PER VDOT |3-1 �|N� . G BEDDING DIMENSION WITH #21-B STONE c��`[|�lN V|�VV T�l� V|�VV SECTION ~. . , ^-.. TOP v//-'' N0�� 1.\ PRECAST CONCRETE SHALL HAVE A MINIMUM STRENGTH OF 4.000 PSI. 2] ALL J0|N|3, LIFT HOLES, INLETS, AND OUTLETS SHALL BE SEALED WITH NON -SHRINK GROUT |N3|DF AND OUT. TUE EXTERIOR SURFACE OF THE MANHOLE SHALL BE WATERPROOFED USING BUUWA3[|C 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 C880 FOR HS -20 LOADING AND SHALL CONFORM TO ASTM 478. 5.\ NO CONCRETE SHALL BE VISIBLE AT THE GROUND SURFACE. S] PROVIDE INLET SHAPING PER THE VDO| STANDARD METHOD OF SHAPING MANHOLE AND INLET INVERTS DETAIL (|3-1). YARD INLET DETAIL N.T.S. 12" BEEHIVE GRATE NOTES: 1] ANCHORS SHALL BE INSTALLED ON GRAVITY SEWERS WITH SLOPES ABOVE 20%. 2] FOR STORM SEWER APPL|CAT|ONS, CONTRACTOR SHALL UTILIZE BELL AND SPIGOT DITCH REINFORCED CONCRETE PIPE. LINE MANHOLE WALL SECTION A -A ANCHOR EXTENDS INTO SIDE OF DITCH | | VARIES PIPE 3000 PSI CONCRETE PLAN | SPACING — SPACING spAo|wo ANCHOR NO. l AT FIRST JOINT ABOVE GRADE SPACING | | MANHOLE. MANHOLE 20% TO 35% NOT OVER os' 55% TO 50% NOT OVER 24' |^ / `'"^^ ^,' 6 50% OR GREATER NOT OVER . l PROFILE ANCHOR DETAIL FOR STEEP SLOPE GRAVITY SEWERS END -SECTION 12" -:60" PPE ALTERNATE END -SECTION 12" - 6W�,PIPEJ PLAN Ll END VIEW END VIEW SECTION X -X �J4 END SECTION DIMENSIONS END, SECTION TABLE OF QUANTITIES APPROVED BY 1 EA OF REINFORCING STEEL TYPE Concrete BARS A BARS 0 BARS C BARS D BARS E BARS F BARS G WEIGHT Cu, Yds. No. I Lin. Ft. No. I Lin. Ft. No. Lin. Ft. No. Lin. Ft No. Lin. Ft.* No. Lin. Ft.* No. Lin. Ft.* Lbs. 77F, T77 07/23/1 � 100% DOCUMENTS 22 DATE TE3y Description 41 1.83 11-61, 11_01 11 to 61-101, T -VI 161 �4 F2O" 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. & 3" DIAMETER WEEP HOLE TO BE LOCATED TO (H) OF 5' -2" WITHOUT PIPES. THE AMOUNT PLAN "H11 DIMENSIONS ARE APPROXIMATE ONLY DRAIN SUBBASE MATERIAL. WEEP H%�: WITH DISPLACED BY PIPES MUST BE DEDUCTED TO FOR ESTIMATING PURPOSES AND THE ACTUAL 12"XI2" PLASTIC HARDWARE CLOTH /4" 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 211. 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 fl. CAST -IN PLACE CONCRETE IS TO BE CLASS A3 'K OF 20. WHEN INLET IS USED IN 4'-0" MEDIAN, BAC. 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 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 SPECUCATION RMRENCE STANDARD CURB DROP INLET 1211 3011 PIPE* MAXIMUM DEPTH (H) 8' 233 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 104.10 N.T.S. 12" BEEHIVE GRATE NOTES: 1] ANCHORS SHALL BE INSTALLED ON GRAVITY SEWERS WITH SLOPES ABOVE 20%. 2] FOR STORM SEWER APPL|CAT|ONS, CONTRACTOR SHALL UTILIZE BELL AND SPIGOT DITCH REINFORCED CONCRETE PIPE. LINE MANHOLE WALL SECTION A -A ANCHOR EXTENDS INTO SIDE OF DITCH | | VARIES PIPE 3000 PSI CONCRETE PLAN | SPACING — SPACING spAo|wo ANCHOR NO. l AT FIRST JOINT ABOVE GRADE SPACING | | MANHOLE. MANHOLE 20% TO 35% NOT OVER os' 55% TO 50% NOT OVER 24' |^ / `'"^^ ^,' 6 50% OR GREATER NOT OVER . l PROFILE ANCHOR DETAIL FOR STEEP SLOPE GRAVITY SEWERS END -SECTION 12" -:60" PPE ALTERNATE END -SECTION 12" - 6W�,PIPEJ PLAN Ll END VIEW END VIEW SECTION X -X �J4 THE N FDOEKR01-0 'D` SLOPE DETAIL FLARED END SECTION 0 E #0 Dill 12" SO" CONCRETE PIPE CULVERTS R ED PIE: PIPE ` � Dewberry Dewberry Engineers Inc. 1annLake Brook Drive, Suite 200 Glen Allen, vx 23060 Phone: 804.290.7957 Fax: 804.290.7928 REVISIONS END SECTION DIMENSIONS END, SECTION DIMENSIONS APPROVED BY DMK CHECKED BY DIVK 2111 77F, T77 07/23/1 � 100% DOCUMENTS No. DATE TE3y Description THE N FDOEKR01-0 'D` SLOPE DETAIL FLARED END SECTION 0 E #0 Dill 12" SO" CONCRETE PIPE CULVERTS R ED PIE: PIPE ` � Dewberry Dewberry Engineers Inc. 1annLake Brook Drive, Suite 200 Glen Allen, vx 23060 Phone: 804.290.7957 Fax: 804.290.7928 REVISIONS END, SECTION DIMENSIONS APPROVED BY DMK CHECKED BY DIVK 2111 77F, T77 07/23/1 � 100% DOCUMENTS No. DATE TE3y Description THE N FDOEKR01-0 'D` SLOPE DETAIL FLARED END SECTION 0 E #0 Dill 12" SO" CONCRETE PIPE CULVERTS R ED PIE: PIPE ` � Dewberry Dewberry Engineers Inc. 1annLake Brook Drive, Suite 200 Glen Allen, vx 23060 Phone: 804.290.7957 Fax: 804.290.7928 REVISIONS DRAWN BY CLG APPROVED BY DMK CHECKED BY DIVK 07/23/1 RC 100% DOCUMENTS No. DATE TE3y Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DIVK DEI PROJECT NO: 5O10U451 UVAWORK ORDER NO: SHEET NO. NOT NO " ^'IMPRESSION 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 IMPRESSION x 3%4" MALE PIPE COUPLING PPROVED EQUAL SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE. LTJ f 1/8 BEND Cot 101 FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERVICE WHERE AN IRRIGATION METER IS NOT PROVIDED. CAST IRON LID FIhEESHFii r.€i AilK' _._. NECESSARY TYPICAL SERVICE LATERAL INSTALLATION (5/8 1" METERS) NTS FIG. W -6A TD -10 WATER MAI 2 VARIES 4iG3 117 fMHNIIZ U oull"! 1 rl 1 111141�J _VE BOX TO METER BOX (SEE FIG. W -6A THRU W -7E). I CIES '\ 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 LATERAL --S TAPPED INTO AN EXISTING SEWER MAIN SHALL BE. CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEVER SERVICE CONNECTION SHALL BE 2% (1 /4)' PER FOOT ) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER DIAMETER OF 4". 5. ALL. SEWER LATERALS SHALT_ HAVE A MINIMUM COVER OF 3 FEET. i MAIN LINE SALT TREATED FINISHED GROUND � MARKER SEWER SERVICE LATERAL CONNECTION NJ.& FIG. S-2 TD31 LARGE METER SERVICE LIFE NTS FIG. W -6C TD --12 EMB SPRIT r u NO. 68 4 --- _�` 60" - -- - - I 36" q (22.5" FOR COMPOUND METER) 17.5' BYPASS 44" MIN, a n 37" MIN. 4 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 BACKFILL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5" IN ANY DIMENSION --INTIAL BACKFILL* (6') LIFTS) HOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER -HAUNCHING —BEDDING 6" max 4" min --------FOUNDATION (SHALL BE REQUIRED WHEN SOIL COINDITIONS ARE UNSTABLE 'NALL PIPs_:.) NOTE 1.0PENI CUTS IN PAVED AREAS WITHIN EXISTING VDrOT R1GHT-GF-WAY SHALL. BE BACKFILLED ENTIRELY WITH NO. 21A STONE.. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCI-1 SHALL BE SCRAPED AND COMPACTED) AND ALL STONES REMOVED OR A 4" BEDDING OF NO, 68 STONE SHALL BE PROVIDED 3. WHERE ROCK IS ENCOUNTERED PIPE SHAD_ BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE T'"PICAI..... �EE::_.R PIPE INSTALLATION IN TRENCH N-rS FIG. S-3 TD ----32 TD -16 FRAME & COVER (SEE FIG. S----I----D,E) SLOPED AREA - -' RUBBER COATED STEEL STEPS CAST IN PLACE — PRECAST REINFORCED CONCRETE SECTIONS "0" RING SEALS MINIMUM ELEVATION DIFFERENCE ACROSS M.1 --i. 5" FROM INLET .-O OUTLET SHALL BE 0,20 FEET. E.TCONCRETE— DEPTH OF FLOW FI CHANNEL 10 BE L..I_.S 3%4 L)IAM -TER OF _ CONTRIBUTING SEWER. A FILLETED INVERT rOR A SMOOTH TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE 5 STREET SURFACE OR NON -PAVED AREA 1'--0" MAX Y) 2'-- %'_ Illi AT � 3'-b" MIN VARIES 12" PROVIDED, MIN. 6" BEDDING NOTE W1 NO, 68 STONE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICAL.a_Y DETERMINED BY THE CONSULTANT FOR THE SOIL. CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS) LIFT HOLES, INLETS, OUTLETS TO BE SEALED GROUTED INSIDE AND OUT, YP I C A L._ M A N H Uf LE SECTION SHOWING BRANCH TIE-IN N.T.S FIG, S -1-A TD -25 (4) 1 " (25mm) DIA HOLES ON 32 3/4" (834mm) DIA BOLT' CIRCLE. 2" (51 rnm) LETTERS f (RECESSED FLUSH) r25rnm] (2) CORED -- PICKBARS 1 1 /8" (29mm) DIA BOSS 27 1/2" DIA 1 1/2 [699mm] [38mm] 26 1/4" DIA [138rrim] [667mm] 1 1/2" 26" DIA [660mm] _ [38mm] 1/4`° (6mrn) DIA 3 1/8" I 24" DIA ` NEOPRENE GASKET [79mm T [606mn�] 28 7/16" DIA 5/8" I ] 23°° DIA [722rnm] -� 116mm] [584mm] 36" DIA 25" DIA [914mm] [635mm] Q.D. OF GASKET GROOVE FRAME SECTION q�v SECTIONS i ii N,T.S TD -29 FIG S -1-D Dewberrye 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 Li 2,3k6f, 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 PIMS NO: SHEET NO. E N 0 1 i 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 -x-10'--�-•_- 5 WATER SEWER 3 r� LOCATION OF OTHER UTILITIES /(GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS; WATER OR SEWER ONLY - 20' MINIMUM WATER & SEWER 30` MINIMUM SEE PART 3, PARAGRAPH D; SEPARATION OF WATER & SEWER SYSTEMS. UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 90° TO THE RIGHT OF WAY. UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG. W-1 TD -1 FOR ALL BENDS 4,5" T 45 MIN T SECTION 1-1 min 1 45° max L 2 I . n 45° max PLUG I . I 2 l i I 7 1 1 FOR TEE OR WYE FITTINGS WIDEN TRENCH TO ACCOMMODATE ANCHOR IF REQUIRED. BEDDING AS REQUIRED M SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU -YD. (FEET) CU.YD. 3'1' BEND NO CONCRETE SHALL BE POURED ON L H T L H T TO THE VERIFY THE TYPE & SIZE OF 90 2.50 2.50 3.01 0,24 PROPOSALS WILL BE CONCRETE THRUST BLOCKS 4" & 6" 45 2.00 2.25 2.60 0.15 2.00 225 2.50 0.15 22 1/2 1.50 2.00 2.52 0.10 Z 11 1/4 1.50 2.00 2.50 0.10 90 3.66 3.16 3.21 0.48 T CC 8 45 2.66 2_.66 2.77 0.26 Z 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 Z 90 4.83 3.83 3.42 0.83 1..1..1 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 METER SIZE SIZE, DEAD ENDS AND AT VALVES. CHECKED BY DMK 2. USE 2500 P.S.I. CONCRETE. 1 1/E' 3'1' 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 4' ALL THRUST BLOCKS. 12' MIN, M GREATER THAN 4' PROPOSALS WILL BE CONCRETE THRUST BLOCKS NTS FIG. W-3 TD- 3 FINISHED GRADE TRENCH UNDISTURBED SOIL -Ti T=1T1- �T iT=T11-=1T1==f 17= REDUCER x-2500 P.S.I. CONCRETE THRUST BLOCK =- ---------....._......._- g VF ' MIN, PROFILE VIEW UNDISTURBED SOIL - EDGE ° 24" MIN, - - - OF TRENCH- ° -.�-®--- -------- -- ------ a4 REDUCER 8" MIN. ° 2500 P.S.I. CONCRETE THRUST BLOCK ----,- 4 4 ... 8" MIN. - --------------.- -.--4 �-----�--- UNDISTURBED SOIL - EDGE OF TRENCH q 24" NLN. NOTES: PLAN VIEW • NOT TO SCALE e 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. 3' MINIMUM VERTICAL PENETRATION INTO UNDISTURBED SOIL, OR AS APPROVED BY THE ACSA. • CERTIFICATION OF 95% COMPACTION REQUIRED IN TRENCH. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO VERIFY THE TYPE AND SIZE OF ALL THRUST BLOCKS, TYPICAL_ REDUCER THRUST BLOCK NTS FIG. W -3D TD -7 NOTE: RESTRAINED JOINT FITTINGS. - - Side View - - - - 42" Minimum ® d 4. - a _ QI Certification of 95% compaction required 11 p4 ( � � � Q z1 Galvanized Steel Beam, ( Q W12 x 14 (min. size) 3' min. penetration into undisturbed 45' soil , or as approved by the a ACSA. IV Imi I I I TYPICAL THRUST BLOCK IN FILL AREA 4' MINIMUM AUM NTS FIG. W -3B E 18"' MIN UNDISTURBED E ASTM A36 AND HEX NUT ASTM A588 (TYP) UNDISTURBED f SOIL (TYP) PLAN -CLASS A--3 CONCRETE EGA -LUG ELEVATION -WATER MAIN SECTION NOTE: 1. ALL RODS AND FASTENERS SHALL BE GIVEN TWO COATS OF ASPHALTIC PAINT AFTER ASSEMBLY. 2. CONTRACTOR SHALL ENSURE THAT THE COLLAR BEARS AGAINST UNDISTURBED SOIL FOR THE MINIMUM DIMENSION SHOWN. 3. DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MINIMUM. IF THE TRENCH WIDTH IS LARGER DURING CONSTRUCTION, THE COLLAR DIMENSIONS SHALL INCREASE ACCORDINGLY. CROSS ANCHOR RESTRAINTS FOR VALVES NTS Fig. W -3C C TD -6 DIMENSION DIMENSION DIMENSION METER SIZE DMK CHECKED BY DMK A B C 1 1/E' 3'1' 5'0' 3'88 2' 31' 5'0' 3'8' 3' 5' MIN, mm10' MIN, 4' 5' MIN, 12' MIN, M GREATER THAN 4' PROPOSALS WILL BE SUBMITTED. 0 DOOR HINGES ------ ---- ----- I 1 I I I I I I I 1 I I_ I I LIFT HANDLE L- - - - - - - - - - - - - - - - - TYPICAL.... METER VAULT N,T.S. FIG, W -7A TD -5 TD -14 SIDE VIEW ,75' DIAMETER DRILLED TOLE FOR TOUCH READ (NITS. TOP VIEW 3" DIAMETER FLAT BEARING SURFACE UNDERNEATH 24' X 36' ALUMINUM ACCESS HATCH GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL INITIAL BACKFILL BEDDING 8 STONE STABLE SOIL ROCK SCRAPE THE BOTTOM OF THE TRENCH. REMOVE. ALL. STONES 10 INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF 68 STONE. FOUNDATION IN POOR SOIL UNDER -CUT CONDITION 4 -MIN UNSTABLE s" g" S 0 1 L ilia. MIN INITIAL BACKFILL-, 24'4MIsq 8„ MINMIN. 6 S T OINE RANULAR FILL AS APPROVED BY ACSA Cid'' Z STABLE SOIL OR ROOK NOTE 1. NO ROCKS SHALL. BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SIdALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. >. BELL HOLES SHALL BE DEG OUT IN ALL CASES. DUCTILE IRON CATER PIPE IN'S:)TALLATION & BEDDING NTS FIG, W-2 WATER D-2 PLACE 5' GALVANIZED WITNESS S POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS 0 AS DIRECTED. MARKER LOCATION MAY BE SUBJECT - TO HIGHWAY DEPARTMENT APPROVAL. E FINISHED GRADE -- , ADJUSTABLE VALVE BOX W1 LID M.J. CATE VALVE LINE Q)_�i�.-. W. _I '�..... 2500 P.S.I. CONCRETE4- 2'x 2' BEARING AREA. TI--IRUST BLOCK a t1 A \ a NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE, TYPICAL GATE VALVE NTS FIG. W-5 TD -9 `�•.••' Dewberry r�'ar 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 CHECKED BY DMK 0 <Cn 0 Z Z D 07/23/18 JRC 100% DOCUMENTS c DATE BY Description LL Z Z Z > T CC LUj cf) U Z (n U 10_�o Z >Z 1..1..1 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: SHEET NO. r• i� ♦i'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 TITLE CONSTRUCTION DETAILS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. 4r - 1 CN'S FOR RUNOFF IN URBAN AREAS PRE—DEVELOPMENT (CFS) POST—DEVELOPMENT (CFS) 1—YEAR STORM 20.64 20.48 2—YEAR STORM 29.17 28.47 10—YEAR STORM 56.04 60.43 1 CN'S FOR RUNOFF IN URBAN AREAS 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 1 CN'S FOR RUNOFF IN URBAN AREAS CN SOIL TYPE COVER DESCRIPTION AVG. PERCENT IMPERV AREA CN FOR SOIL GROUP: C 1.60 156.8 A B 0 D COVER TYPE URBAN DISTRICTS TOTAL AREA 9.58 TOTAL PRODUCT 747.32 OPEN SPACE: (LAWNS, PARKS. ECT.) 1 -YR 2 -YR I 10 -YR I CALC 78 1 78 GRASS COVER < 50% 1 78 68 79 86 89 GRASS COVER 50% TO 75% 07/23/18 49 69 79 84 GRASS COVER >75% Description 39 61 74 80 IMPERVIOUS AREAS: < _ CL Z Z 0 PAVED PARKING LOTS, ROOFS, DRIVEWAYS, ECT. 98 98 98 98 STREETS AND ROADS: J CC PAVED; CURBS AND STORM SEWERS < 98 98 98 98 PAVED; OPEN DITCHES � 83 89 92 93 GRAVEL 76 85 89 91 DIRT z 72 82 87 89 URBAN DISTRICTS: L COMMERCIAL AND BUSINESS 85% 89 92 94 95 INDUSTRIAL 72% 81 88 91 93 VRRM DRAINAGE AREA A CN SOIL TYPE ACRES PRODUCT OPEN SPACE 74 C 7.98 590.52 IMPERVIOUS AREAS 98 C 1.60 156.8 URBAN DISTRICTS D COVER TYPE URBAN DISTRICTS TOTAL AREA 9.58 TOTAL PRODUCT 747.32 COMPOSITE CN 1 -YR 2 -YR I 10 -YR I CALC 78 1 78 1 78 1 78 CN'S FOR RUNOFF IN URBAN AREAS CN SOILTYPE COVER DESCRIPTION Avc, PERCENT IMPERV AREA CN FOR SOIL GROUP: 343.36 IMPERVIOUS AREAS 98 A B C D COVER TYPE URBAN DISTRICTS _j U) *1, Z, 19 Year Values from VRRM OPEN SPACE: (LAWNS, PARKS, ECT.) 9.58 827.48 2 -YR 2 -YR I 10 -YR CALL 82 1 83 1 83 86 z GRASS COVER < 50% 68 79 86 89 GRASS COVER 50°% TO 75% 07/23/18 49 69 79 84 GRASS COVER >75% Description 39 61 74 80 IMPERVIOUS AREAS: < _ CL Z Z 0 PAVED PARKING LOTS, ROOFS, DRIVEWAYS, ECT. 98 98 98 98 STREETS AND ROADS: J CC PAVED; CURBS AND STORM SEWERS < 98 98 98 98 PAVED; OPEN DITCHES � 83 89 92 93 GRAVEL 76 85 89 91 DIRT z 72 82 87 89 URBAN DISTRICTS: L COMMERCIAL AND BUSINESS 85°% 89 92 94 95 INDUSTRIAL 72°% 81 88 91 93 VRRM DRAINAGE AREA A CN SOILTYPE ACRES PRODUCT OPEN SPACE 74 C 4.64 343.36 IMPERVIOUS AREAS 98 C 4.94 484.12 URBAN DISTRICTS _j U) *1, Z, 19 Year Values from VRRM TOTAL AREA TOTAL PRODUCT COMPOSITE CN* 9.58 827.48 2 -YR 2 -YR I 10 -YR CALL 82 1 83 1 83 86 D e w b e r r y 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 _j U) Li z Z LIJ D y 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description LL2 Q < _ CL Z Z 0 L z z J CC < C) UJI P_ 0- � H 0 Q 2 U ® z L Li No. ' . AL CLQ APPROVED BY D DMK Awl 10 1 !MAWK14KR W' UCI rriuirau I r,4u: 5U I UU4c)1 UVA WORK ORDER NO: IIVA PIMS NC)- 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description CLQ APPROVED BY D DMK Awl 10 1 !MAWK14KR W' UCI rriuirau I r,4u: 5U I UU4c)1 UVA WORK ORDER NO: IIVA PIMS NC)- 19 1 0 I K POST -DEVELOPMENT DRAINAGE AREA MAP ........... 5 '0191,010.1401, 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 AM 1 DRAWN BY QLG APPROVED BY DMK CHECKED BY DMK TITLE PRE AND POST DEVELOPED DRAINAGE AREA MAPS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description AM 1 DRAWN BY QLG APPROVED BY DMK CHECKED BY DMK TITLE PRE AND POST DEVELOPED DRAINAGE AREA MAPS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. AM 1 "Ak 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 8MP Design Specifications List: 2011 Stds & Specs Site Summary Total Rainfall (in): 43 Total Disturbed Acreage: %58 Site Land Cover summary Pre-ReDevelonment Land Cover (acres) Post- ReDevelonme nt Land Cover (acres) X, A soils a Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 000 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0,00 7,98 0.00 7.98 83 impervious Cover (acres) 0.00 0.00 1.60 0.00 1.60 17 Total Area (acres) 9.58 0.00 0.00 1 9.58 1 100 1 Post- ReDevelonme nt Land Cover (acres) Site TV and Land Cover Nutrient Loads .. ... ... ... ... Final Post -Development Post- Post- Adjusted Pre- (Post-ReDevelopment Development . . .. ReDevelopment lopment ReDeve envious & New Impe (New Impervious) Site Rv ..... .. 0,60 0,41 0.95 0.41 Treatment Volume (ft3) 20,741 9,223 11,518 9,223 TP Load (lb/yr) 1103 539 7.24 1 539 11rotat TP Load Reduction Required (lb/yr) 1 7.03 1.16 5.87 . ...... ... .. .. .. .. .. .. .. ... .................... 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 Post -Development Post- Post- Adjusted Pre- (Post-ReDevelopment Development . . .. ReDevelopment lopment ReDeve envious & New Impe (New Impervious) Site Rv ..... .. 0,60 0,41 0.95 0.41 Treatment Volume (ft3) 20,741 9,223 11,518 9,223 TP Load (lb/yr) 1103 539 7.24 1 539 11rotat TP Load Reduction Required (lb/yr) 1 7.03 1.16 5.87 . ...... ... .. .. .. .. .. .. .. ... .................... Final Post -Development Load (Post -Re Development & New Impervious) Pre ReDevelopment TN Load (lb/yr) 93.23 53.44 Site Compliance Summary Maximum % Reduction Required Below Pre-ReDevelopment Load Total Runoff Volume Reduction (ft) 9,171 Total TP Load Reduction Achieved (lb/yr) 7.03 Total TN Load Reduction Achieved (lb/yr) 52.76 Remaining Post Development TIP Load 6.00 (ib/yr) 0.93 Remaining TP Load Reduction (Ib/yr) 0,00 Required 0.00 Drainage Area Summary "TAROE TTP f1E0UCTlQN EXUEDED FY 0,01 W/YEAR 2 Pre- ReDevelopment Final Post -Development Post-ReDevelopmentTP TP Load per acre TP Load per acre Load per acre (ibifacrefyr) (lb acr e/yr) (lblarre/yr) 0.93 136 0.93 Drainage Area Compliance Summar ..... ...... ................ ..... .... . .. .... .............D.A.C D.A.D D.A. E D.A. A D.A.DAR Total . . . .. . . .. . TP Load Reduced (Iblyr) 7,03 0.00 0.00 0.00 0.00 7.03 TN Load Reduced (lb/yr) .52,76 0-00 0.00 0.00 0.00 52.76 Drainage Area A Summary Land Cover Summary .............. 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 0100 9.58 Drainage Area Compliance Summar ..... ...... ................ ..... .... . .. .... .............D.A.C D.A.D D.A. E D.A. A D.A.DAR Total . . . .. . . .. . TP Load Reduced (Iblyr) 7,03 0.00 0.00 0.00 0.00 7.03 TN Load Reduced (lb/yr) .52,76 0-00 0.00 0.00 0.00 52.76 Drainage Area A Summary Land Cover Summary .............. A Soils B Soils C soils D Soils Total % 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 9.58 OMP Selections Total 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 volume (ft 3 Upstream to Practice ((bs) (lb/yr) (lb/yr) to be Employed 0 (acres) Area (acres) 1 -year return period Practices (lbs) 1.70 0.00 0.00 0.00 3.a. Permeable Pavement 41 (Spec #7) RV W RR (ws-in) 143 0.00 0.00 0.00 1.5 5,172.75 0.00 3.25 1.91 1.34 0.00 6,a. Sioretention #1 or Micro-Bioretention 1.06 1.11 4,674.35 0.00 193 L61 1.32 RV wo RR (w. -i.) #1 or Urban Bioretention (Spec #9) 0.00 1 0.00 0.00 RV w RR (ws-in) 3.73 0.00 10.00 0.00 0.00 F _adjusted 83 0 0 0 0 6.b. Bioretention #2 or Micro-Bioretention 1.74 1.4 6,217A6 0.00 3.90 3,51 0,39 C) #2 (Spec #9) Z 1 1 Total Impervious Cover Treated (acres) 4.01 1 Total Turf Area Treated (acres) -2,80- Total TP Load Reduction Achieved in D.A. Drainage Area D (lb/yr) 7.03 Total TN Load Reduction Achieved in D.A. 52.76 (lb/yr) 0 Runoff Volume and CN Calculations 1 -year storm 2 -year storm 10 -year storm Target Rainfall Event (in) 1 3.04 3.68 1 556 Drainage Areas RV & CN Drainage Area A Drainage Area B Drainage Area C Drainage Area D Drainage Area E C N ss 0 0 0 0 RR 9,171 0 0 0 0 1 -year return period RV War RR (W5 -m) 1.70 0.00 0.00 0.00 0.00 RV W RR (ws-in) 143 0.00 0.00 0.00 0.00 CN adjusted 82 0 0 0 0 2 -year return period P,Vwollfl(in} 2.26 0.00 0.00 0.00 0.00 Rv W RR jws-in) 1.99 0,00 10.00 0.00 0.00 CN adjusted 83 0 0 0 0 10 -year return period RV wo RR (w. -i.) 3.99 0.00 0,00 0.00 0.00 RV w RR (ws-in) 3.73 0.00 10.00 0.00 0.00 F _adjusted 83 0 0 0 0 BIORETENTION BASIN W: BIORETENTION BASIN 'A' HAS BEEN ADDED TO THE SITE TO AID IN IMPROVING WATER QUALITY. THE BASIN WAS DESIGNED TO BE A LEVEL 1 SYSTEM, AND HAS A TREATMENT VOLUME OF 4,674 CUBIC -FEET. THE SHORTEST FLOW PATH RATIO LENGTH OF THE BASIN IS 0.758. ft- Dewberry Figure 3.6 - Bioretention A Sizing Sizing Required for Bioretention Basin (Per VA DEQ Stormwater Design Specification No. 9) Drainage Area A: 2.17 ac Treatment Volume (Tv): 4674 cf. *from VRRIVI Biofilter Sizing Required (SA): Surface Area Computation (Equation 9.3: Bioretention Level I Design Surface Area) Surface Ponding Depth = 12 in. 1 ft. Soil Media Depth = 24 in. 2 ft. Gravel Layer Depth = 12 in. 1 ft, SA (sq.ft) = TvBMP /((Soil Media *0. 25)+(Grovel Layer *0. 40)+(Surface Ponding *1. 00)) SA (sq.ft) = 62091[(1'*0.25)+(3'*0.40)+(1'*1.0)1 SA= 2460.00 sq.ft. Area shown on plans: 3160.70 sq.ft. Area left untreated by Bioretention: -700,7 sq.ft. Volume of pretreatment shown on plans: 551.0 cuft Pretreatment percentage of Tv: 11.79% Shortest Flow Path Ratio Length (Equation 9.5): Level 1- Ratio must be 0.3 or greater SFP Ravo Shortest Flow Path (SFP) = 25 ft. Length (L) = 33 ft. Ratio = 0.758 NOTE: 1. Rv COMPUTATIONS FOR BIORETENTION 'A' & V 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 BIORETENTION MAINTENANCE AGREEMENTS MUST CONTAIN RECOMMENDED MAINTENANCE TASKS AND A COPY OF AN ANNUAL INSPECTION CHECKLIST. WHEN MICRO -SCALE BIORETENTION 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 BIORETENTION 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 for Bioretention a Mowing of grass filter strips and bioretention turf cover At least 4 times a year @ Spot weeding, erosion repair, trash removal, and mulch raking Twice during growing season * 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 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 t17e mulch layer � Every 3 years BIORETENTION BASIN V: BIORETENTION BASIN 'B' HAS BEEN ADDED TO THE SITE TO AID IN IMPROVING WATER QUALITY. THE BASIN WAS DESIGNED TO BE A LEVEL 2 SYSTEM, AND HAS A TREATMENT VOLUME OF 6,209 CUBIC -FEET. THE SHORTEST FLOW PATH RATIO LENGTH OF THE BASIN IS 0,826. Dewberry Figure 3.7 - Bioretention B Sizing Sizing Required for Bioretention Basin (Per VA DEQ Stormwater Design Specification No. 9) Drainage Area A: 114 ac Treatment Volume (Tv)-. 6209 cf. *from VRRIVI Bicifilter Sizing Required (SA): Surface Area Computation (Equation 9.4: Bioretention Level 2 Design Surface Area) Surface Ponding Depth = 12 in. 1 ft, Soil Media Depth = 48 in. 4 ft. Gravel Layer Depth = 12 in. SA (sq.ft) = 1. 25 *TvBMP /((Soil Media *0. 25)+(Grovel Layer *0. 40)+(Surfoce Ponding *1. 00) SA (sq.ft) = 1,25*62091[(l'*0,25)+(3'*0.40)+(l'*l.0)J SA= 3233.85 sq.ft. Area shown on plans: 3888-20 sq.ft. Area left untreated by Bioretention: -654.346 sq.ft. Volume of pretreatment shown on plans: 1033,0 cuft Pretreatment percentage of Tv: 16.64% Shortest Flow Path Ratio Length (Equation 9.5): Level 2 - Ratio must be 0.8 or greater SFP karw L Shortest Flow Path (SFP) = 38 ft. Length (L) = 46 ft. Ratio = 0,826 VA DEQ STORMWATER DESIGN SPECIFICATION NO. 9 SA V1 D E 13FW';� A5�, VEr TYPICAL BIORE_TEI�TION -t _ EL 1 BIORETENTION ONLY: 1 - Z TeD ErYHEFI SO`E, RF-OFIAT ED UNQZTIDRAJ�,� NITS Figure 9.4a: Typical Detail of Bioretention Basin Level 1 Design ti -N N1 12' GRAV L '.�'.AAP i= TYPICAL BIORETEI N JTI01N L -VEL 2 WITH UNDERDRAI N E P I FIC, f,. -Y 2.3 rAil.x� NE,.ED MOT RE VEP71,CA-i-, Figure 9.4b: Typical Detail of Bioretention Basin Level 2 Design Version 1 .9, March 1, 2011 NTS Page 9 of 54 �._.�, Dewberry' Dewberry Engineers Inc. CLG 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 0 07/23/18 JRC _J No. U) BY 0 f rN Z Z LIJ D y 2E 0 ir D < C) Z Z CE CE Z > < Z < 0 > X D cc 0 0 W 0 Cc :E C) Z LL 0 0 UJ > Z UJ SEAL Li No. 5)6 % 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. E L_J 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 8MP Design 5pecificutions List: 2011 Stds & Specs Site Summary Total Rainfall (in): 43 Total Disturbed Acreage: 9.58 Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) Post ReDeveloDment Land Cover lacres) A soils B Sails C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 U.00 0.00 0.00 0 Managed Turf (acres) 0.00 0,00 7,98 0.00 7.98 83 Impervious Cover (acres) 0.00 0.00 1.60 0.00 1.60 17 Total Area (acres) 9.58 0,00 0.00 0100 9.58 100 Post ReDeveloDment Land Cover lacres) Site Tv and Land Cover Nutrient Loads Final Post -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 0100 9.58 100 Site Tv and Land Cover Nutrient Loads Final Post -Development Post- Post- Adjusted Pre- {Post-ReDevelopment ReDevelopment Development ReDevelopment & New Im pervious p ) 0.93 {New Impervious} 0.00 Site Rv 0.60 0.41 0.95 0,41 Treatment Volume (ft') 20,741 9,223 11,518 9,223 TP Load (lb/yr) 13.03 5.79 7.24 539 Total TP Load Reduction Required (Ib/yr) 7.03 1.16 5.87 Site Compliance Summary Maximum % Reduction Required Below Pre-ReDevelopment Load 70.6 Total Runoff Volume Reduction (ft) Final Post -Development Load (Post -ReDevelopment & New Impervious) Pre - ReDevelopment TN Load (ib/yr) 93.23 5144 Site Compliance Summary Maximum % Reduction Required Below Pre-ReDevelopment Load 70.6 Total Runoff Volume Reduction (ft) 9,171 Total TP Load Reduction Achieved (Ib/yr) 7.03 Total TN Load Reduction Achieved (Ib/yr) 52.76 Remaining Post Development TP Load 6.00 (lb/yr) 0.93 Remaining TP Load Reduction (Ib/yr) 0.00 Required 0,00 Drainage Area Summary a : Ti=;ROET TP PEI€XTl()N EXCEEDED BY 0,01 Ll3/YEAR s x 2 1 3 Pre- ReDevelopment Final Post -Development Post-ReDevelopment TP TP Load per acre TP Load per acre Load per acre (IbJacrejyr) (IbJacre/yr) (Ib/acre/yr) 0.93 136 0.93 Drainage Area Compliance Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total TP Load Reduced (Ib/yr) 7.03 0.00 0.00 0,00 0.00 7.03 TN Load Reduced (ib/yr) 52-76 0.00 0.00 0.00 0.00 52.76 Drainage Area A Summary Land Cover 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 0100 0.00 1 9.58 Drainage Area Compliance Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total TP Load Reduced (Ib/yr) 7.03 0.00 0.00 0,00 0.00 7.03 TN Load Reduced (ib/yr) 52-76 0.00 0.00 0.00 0.00 52.76 Drainage Area A Summary Land Cover Summary I 9.58 BMP Selections A Soils B Soils C Soils D Soils Total % of TotaE 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 I 9.58 BMP Selections Total impervious Cover Treated (acres) 4.01 Total Turf Area Treated (acres) 2.80 Total TP Load Reduction Achieved in D.A. (Ib/yr) 7.03 Total TN Load Reduction Achieved in D.A. (ib/yr) 52-76 Runoff Volume and CN Calculations 1-yearstorm 2 -year storm 10 -year storm Target Rainfall Event (in) 3.04 3.68 5.56 Drainage Areas Managed Turf Impervious Drainage Area B TP Load from Drainage Area D Drainage Area E CN • Vacuum pavement with a standard street sweeper to Practice Credit Area Cover Credit BMP Treatment Upstream Untreated TP Load TP Removed TP Remaining Downstream Treatment 0 (acres) Area (acres) 3 volume {ft) Practices (Ibs) to Practice (lbs) (lb/yr) (Ib/yr) to be Employed 3.a. Permeable Pavement 41 (Spec #7) Rv w RR (vis -in) 1.43 0.00 0.00 0.00 1.5 5,172.75 0,00 3.25 1.91 1.34 0.00 6,a. Bioretention #1 or Micro-Bloretention 0.00 0.00 Rv w RR (ws-in) 1..99 0,00 0.00 0.00 0.00 CN adjusted 83 0 0 0 0 10 -year return period RV wo RR (ws-in) #1 or Urban Bioretention (Spec #9) 1.06 1.11 4,674,35 0.00 2.93 1,61 1.32 0 6.b. Bioretention #2 or Micro-Bioretention �/ s/ - J _T >_ < #2(Spec#9) 1.74 1.4 6,217-46 0.00 3.90 3.51 0.39 Total impervious Cover Treated (acres) 4.01 Total Turf Area Treated (acres) 2.80 Total TP Load Reduction Achieved in D.A. (Ib/yr) 7.03 Total TN Load Reduction Achieved in D.A. (ib/yr) 52-76 Runoff Volume and CN Calculations 1-yearstorm 2 -year storm 10 -year storm Target 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 • Vacuum pavement with a standard street sweeper to 86 0 0 0 0 RR (ft) 9,171 0 0 0 0 1 -gear return period RV wo RR (vis -in) 1.70 0.00 0.00 CAD 0.00 Rv w RR (vis -in) 1.43 0.00 0.00 0.00 0.00 CN adjusted 82 0 0 0 D 2 -year return period Rv- RR(ws-in) 2.26 0.00 0.00 0.00 0.00 Rv w RR (ws-in) 1..99 0,00 0.00 0.00 0.00 CN adjusted 83 0 0 0 0 10 -year return period RV wo RR (ws-in) 3.33 0.00 0.00 0.00 0.00 Rv w RR (ws-in) 3.73 0.00 0.00 0.00 0.00 CIV adjusted 83 0 0 0 0 DRAINAGE AREA A PERMEABLE PAVERS: PERMEABLE PAVERS HAVE BEEN ADDED TO THE SITE TO THE DOWN STREAM PARKING BAYS IN THE PROPOSED BIRDWOOD GOLF CLUBHOUSE PARKING AREA AND THE NEW TENNIS PARKING AREA TO AID IN IMPROVING WATER QUALITY. THE PAVERS DESIGNED TO BE A LEVEL 1 SYSTEM, AND HAD A TREATMENT AREA OF 1,50 -ACRES. Dewberry Permeable Pavement Sizing Sizing Requirements for Permeable Pavement (Per VA DEQ. Stormwater Design Specification No. 7) Stone Depth (clIstone) (Equation 7.1): Boar's Head Lobby Site: CP A, r (PX gyp) Ary. Rainfall depth [Level 1=1'; Level 2=1,1 Contributing Drainage Area (A t)= Volumetric runoff coefficent for impervious (Rv ))= Area of permeable pavement (A P)= Porosity of reservoir layer (r7 r)= Depth of stone reservoir layer (dstone) PERMEABLE PAVEMENT MAINTENANCE REQUIREMENTS: 0.08 ft. 52459sf. 0.95 12881 sf. 0.4 1.01 ft. 12.17 in. 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 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 B 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 CLG Remove any soil or sediment deposited on pavement, As needed + Replace or repair any necessary pavement surface areas DMK that are degenerating or spalling • Vacuum pavement with a standard street sweeper to 2-4 times per year (depending prevent clogging on use) + Conduct a maintenance inspection 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 any necessary joint material Required frequency of maintenance will depend on pavement use, traffic loads, and surrounding land use. VA DEQ STORMWATER DESIGN SPECIFICATION NO. 7 SECTION 4: TYPICAL DETAILS PERMEABLE PAVEMENT e r€€ Ld j r'w le 7, Figure 7.3. Typical Section Permeable Pavement Level 1 �i 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 959 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, 81166.1 b�erry' 09, 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 Dlv1K CHECKED BY DMK I- Z 07/23/18 JRC 0 No. DATE BY Description U_ 4 0 F3 Cc Z 0 > �/ s/ - J ® >_ < C0 l- h rr U Q UJ Z Zr UJ Z �- KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY Dlv1K CHECKED BY DMK 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY Dlv1K CHECKED BY DMK DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. • 1� A C N Xt 0 1 1 2 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. C PERIODIC/ANNUAL INSPECTION CHECKLIST Virginia Stormwater Alanagelm€ent Handbook., Chapter 9 July 2013 Inspection Date Project Location Date of Last Inspection Inspector, Owner/Owner's Representative As -Built Plans available: Y / N Site Pian/Permit Number Date BMP Placed in Service Facility Type: Level 1 ---------------------------- Level 2 Ideally, each permeable pavement installation should be inspected in the Spring of each year, especially at large-scale installations. al CONSTRUCTION INSPECTION CHECKLIST 3111 Party Construction Inspection Checklist and Certification: Permeable Pavement DEQ Spec, No. 7 & PFM 6-1304 Project Nar, e- t�z:)¢1ir;tic.�r3 irlmr Ge. Pian Number: ,Y Lary Inspection Firm: Site Address 3"' Pary Inspector's Nary€e: 1..:.at;tude = t.ongitud ,: 'N — �w scar: ac,:. Ino / anon rlu€saber: NIP QNurntier c,s :ihc,,;vv or: plan and general location on the site: 10 A certification is required f( -,,r ali SW#VI,t;3#t1 -D utr:d r f -FM 6-1300 elp. s -eq.... Virginia `iE t?rlse 1 profession engineer "'•.:)r II(.; nsed p,011essional rneeting. the emernipticin. req; _:i'"re is C€f the, ��.:i;de Cif `1firgirlla §54.1-401 rnus, sk:lr.a thf1f,, certification: at the f'nd of 'Lhis chEeckl€sl i r€utrtic"=_ir�,r-I�, C"heck 4 Y r, 3 + ...ilx?C,ii _ uC'I, '.teli'"I rG; rt::="€"l�si�;f or „rite Il"I #�#; �`, for I.lo:ie ltelYlM that, a"'v-` r'€rt St,('},I+,:'table. x c E• Mri• � i • 1=i1# Irl ;3,t�niti� for re�uesf�c ;+�t�;"I""lrr::k I": t:?n C#ir€lens€c3ns r?`taiCrn:ric'i#S; wtM. • Provide one or rnlore for appikjable It.ns 'heckboxes indicate ndcafe Horns that £f_-�er J , <Dt Cs Pre -installation Meeting arid Site Preparation CHECK PHOTO �£E„�zGr�Ir�`r'IOt� f ,¢ DATE OF r,�iSt��. £T. :�3i�, CO€vi£If,`iTS 0 lire -Installation Meeting with Ci All aggregates (stone, sand, etc,, as required) are clean; -contractor designated to instali the facility 0 C O 0£ A review of checklist and lentativa schedule for interlin Perforated underdrain size and spacing per approved plans, 0 E 1 mart# of Com. Contributing drainage areas rare sl abiiizf d and not eroding, n 0 0 �ttho 111ii11 3MP Pt�t tial Prc�bi�m Pipe Spec Irag................_.._ If, Slope_........._ --------- % device, ane.:£ the design consultant has been notified, How fo Fix Problem Address ot�ments 0 2 °' m ' DATE Problem Description 0 Q Depth of falter layer ................_.._..,, ._ rt. O i 0 _._..I#iracenneab{eii€ler (when required) is placed in accordance with - Z ci it under drain, ObServ£3tionwell(s), and tifaCOfdrain fittingi (45' - Z~) QU) There is excessive wyes, cap at upstroa€n egad; etc.) instaiferd per approved plans. ] Remove immediately. R Owner or UJ trash and debris per approved plans, D professional AVOW% There is evidence of Size of aggregate layer_--____.—,_„ li T U Owner or Contributing erosino and/or bare or For Psorous asphalt and pervious concrete pavement, the full < Stabilize immediately. professional Drainage Area ex osed soil water- applied at a min, fate of w gpm over the entiresurface), r� �r �.i)�/ / and all water infiltrated directly without puddle formation or Q There is excessive surface runoff, 0 0 Owner or Z landscape waste and construction. LLJ Remove immediately. Z and clippingsprofessional Check that tree roots have not penetrated the pavement and leaf residue has not Adjacent Trees and shrubs are clogged the pavement. Owner or Vegetation within 5 feet of the Vegetation that limits access Professional pavement surface or interferes with the permeable pavement operation must be pruned or removed. There is excessive trash, debris or Remove immediately Owner or sediment Professional Inlets, Pre- accumulation Treatment Cells There is evidence of and clow Diversion erosion and t or Stabilize immediately Owner or professional Structures exposed soil Clean out sediment or Evidence of clogging debris. Remove and wash or Professional replace stone, as needed Eliminate standing water and establish vegetation: treat for mosquitoes as needed. if Pavement sprays are considered, then ©caner Mosquito proliferation use a licensed pest professionor al onal controller to apply an approved mosquito larvicide (only if absolutely necessary). Stabilize immediately. Mow, irrigate and apply orgaric There is evidence of (not chemical) fertilizer, as erosion and ! or bare grass needed to keep g Owner or or exposed soil in rid p g healthy and dense enough to provide filtering while ;professional paver areas protecting the underlying soil. Remove any grass clippings. There is loose Remove immediately and material (e.g., bark, vacuum sweep the area to Professional sand, etc.) stored on prevent clogging the the pavement surface pavement pores. _ Pavement is stained The surface must be kept and/or clogged or clean and free of leaves. water is ponded, debris, and sediment by Pavement indicating the vacuum sweeping (without Surface pavement is not 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 1f2 -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 the paver blacks. Following is a clear sign that the the vacuum sweeping, test pavement is clogged. pavement sections by j 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, spalling or areas, as necessary. broken pavers. Observation Is each observation Repair, as necessary. Professional Wells well still capped? Outlets are obstructed Remove obstructions and Outlet or erasion and sail stabilize eroded or exposed Owner or exposure is evident Professional below the outlet. areas. al CONSTRUCTION INSPECTION CHECKLIST 3111 Party Construction Inspection Checklist and Certification: Permeable Pavement DEQ Spec, No. 7 & PFM 6-1304 Project Nar, e- t�z:)¢1ir;tic.�r3 irlmr Ge. Pian Number: ,Y Lary Inspection Firm: Site Address 3"' Pary Inspector's Nary€e: 1..:.at;tude = t.ongitud ,: 'N — �w scar: ac,:. Ino / anon rlu€saber: NIP QNurntier c,s :ihc,,;vv or: plan and general location on the site: 10 A certification is required f( -,,r ali SW#VI,t;3#t1 -D utr:d r f -FM 6-1300 elp. s -eq.... Virginia `iE t?rlse 1 profession engineer "'•.:)r II(.; nsed p,011essional rneeting. the emernipticin. req; _:i'"re is C€f the, ��.:i;de Cif `1firgirlla §54.1-401 rnus, sk:lr.a thf1f,, certification: at the f'nd of 'Lhis chEeckl€sl i r€utrtic"=_ir�,r-I�, C"heck 4 Y r, 3 + ...ilx?C,ii _ uC'I, '.teli'"I rG; rt::="€"l�si�;f or „rite Il"I #�#; �`, for I.lo:ie ltelYlM that, a"'v-` r'€rt St,('},I+,:'table. x c E• Mri• � i • 1=i1# Irl ;3,t�niti� for re�uesf�c ;+�t�;"I""lrr::k I": t:?n C#ir€lens€c3ns r?`taiCrn:ric'i#S; wtM. • Provide one or rnlore for appikjable It.ns 'heckboxes indicate ndcafe Horns that £f_-�er J , <Dt Cs Pre -installation Meeting arid Site Preparation CHECK PHOTO �£E„�zGr�Ir�`r'IOt� f ,¢ DATE OF r,�iSt��. £T. :�3i�, CO€vi£If,`iTS 0 lire -Installation Meeting with Ci All aggregates (stone, sand, etc,, as required) are clean; -contractor designated to instali the facility 0 - 3rd patty Inspector (or drssignee) O 0£ A review of checklist and lentativa schedule for interlin Perforated underdrain size and spacing per approved plans, 0 Inspections and sign -offs has been discussed 0 Contributing drainage areas rare sl abiiizf d and not eroding, n 0 0 Sb.-3rmwater runoff Is diverted arc£und the excavatlan area to a 0 stabilized conveyancer. Pipe Spec Irag................_.._ If, Slope_........._ --------- % Excavation CHECK PHOTO DESOPIPMN DATE OF INSPECTION F CW,0 ENTS 0 Fier€zantal locat€on of ;IP is In ac: cord ane 'sv<th the approved Ci All aggregates (stone, sand, etc,, as required) are clean; plans, 0 Srrbrrade surface free of racks, roots, and large voids, (Toads O 0£ may be filled with base aggregate,) Perforated underdrain size and spacing per approved plans, 0 For level 2 permeable pavement: Excavation bottom is Pipe t#lafr€eter-- - ....-_... Inches Scarified, n OrN No groundwater se kpaage of standing water is present, Any 0 f tandinft watr;r is dewatered to an acceptable dewatering Pipe Spec Irag................_.._ If, Slope_........._ --------- % device, ane.:£ the design consultant has been notified, l Excavation of facility has adiipve€t proper elevations and grade 0 2 fuer approved plans, O Filter Layer and 1. nderdrain Placement CHECK PHOTO D SCrtW'r wi DATE or )P,%PECMN i Ctzav1ME-NTS 0 Ci All aggregates (stone, sand, etc,, as required) are clean; w=ashed, and conform to. specificatdons. O 0£ 0 Perforated underdrain size and spacing per approved plans, 1- 11 Pipe t#lafr€eter-- - ....-_... Inches n OrN %ilaterial------- 0 ZZ`' Pipe Spec Irag................_.._ If, Slope_........._ --------- % UJ Pr0oration Sizel;Spacinr 0 2 Filter layer and initial reseryoir layer aggraga.tes spread (not O Ir DATE dumped) to avoid aggreWt ,te segregation per approved plans. Description 0 Q Depth of falter layer ................_.._..,, ._ rt. O 0 0 _._..I#iracenneab{eii€ler (when required) is placed in accordance with - Z rr>rLnufacturrer specifications, per approved pim-is. 0 under drain, ObServ£3tionwell(s), and tifaCOfdrain fittingi (45' - Z~) QU) wyes, cap at upstroa€n egad; etc.) instaiferd per approved plans. ] Number of Observation Stene Reservoir Aggregate Placement CHECK PHOTO DESCRIPTION DATE OFINSP CTMiiC=:3I+3€MENTS (� Ci Sides covered with geotextsle w€tea no tears, noies, or excessive wrinkles. O 0 Stone reservoir layer aggregate placement, compertion, and 1- 11 thickness, are per approved pians, n OrN Depth of reservoir layer afggregata __._.,, — inches Bedding Layer and Pavement Installation € HECK PHOTO DESCRIPTION DATE OF MSPS wTlON t COMMENTS 0 Ci Pre-treatment structures (when required) are installed per app€ ovFd plans, O Type of pretreatnaa:at 1- 11 Concentrated flow Is not being discharged directly onto the n OrN penraa:able pavement, 0 ZZ`' Pavement surface is even and runoff spreads overtly across UJ surface. 0 2 Flow reduction orifice or cep plzwed on the rand of the pavement O Ir DATE underdrain per approved plans. Description 0 Q Permeable pavement block systems which require edge O restraints are installod flush with the paver blocks per approved Z plar'ss. Size of Edge Restrraints_ _ - Z~) QU) Type of Edge Restraints___ ] Aggregate Mayer for the installation of the underdrain systema is UJ per approved plans, D Depth of aggregate layer--- ft, AVOW% LU Size of aggregate layer_--____.—,_„ li T U Signs Installed per PFP,4 6-1304,313 For Psorous asphalt and pervious concrete pavement, the full < O permpablilty of paved surfere has been properly tested iclean water- applied at a min, fate of w gpm over the entiresurface), r� �r �.i)�/ / and all water infiltrated directly without puddle formation or Q cc LU surface runoff, 0 0 Provide a photo at the BMP facility after completion of Z I'° construction. Final Certification I coo herek.y r, ertify that this as-1;>F!_Iilt information for the storm.l3rater managerneE #t/BW facility w;as inspected by rile (or by an individual under my responsible charge) and conforms to the al l it ved plans, excer}t as indicated. Signature, License Number fS al): Coate: ("Certify" means to stale or cis Clare a professional opinion based cm sufficient and appropriate irisin: inspections and rnaterical tears canducter."# during construction) 5 Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z O O 1- n OrN ZZ`' UJ 2 JRC O Ir DATE 0 Description U— Q O Z - Z~) QU) O rr < UJ D AVOW% LU Z li T U < O r� �r �.i)�/ / Q cc LU Z 0 0 \U Z I'° LLJ Z I— SEAL g Li, No'506 A� r1m,wo"T ilk SCALE REVISIONS ra DRAWN BY APPROVED BY DMK CHECKED BY DMK TITLE WATER QUALITY BMP CHECKLISTS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PINTS NO: SHEET NO. r � � 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY APPROVED BY DMK CHECKED BY DMK TITLE WATER QUALITY BMP CHECKLISTS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PINTS NO: SHEET NO. r � � 10 I X "A. I 4 . . . ...... I .............. LEGEND TOTAL AREA - 9.58 AC K jrl 0 1� +i.091, Dewblerr y Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com LEGEND TOTAL AREA - 9.58 AC 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 + + + + + ++I BIORETENTION = 0.20 ACRES DRAWN BY CLQ APPROVED BY DMK CHECKED BY DMK TITLE PRE AND POST RUNOFF REDUCTION MAPS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLQ APPROVED BY DMK CHECKED BY DMK TITLE PRE AND POST RUNOFF REDUCTION MAPS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. A x Ef IQ E STRUCTURE DRAINAGE AREA MAP ROOF DRAIN TO STM 04 i 3 1 4 I 5 FROM TO i RUNOFF COEF. C A INCRE- ACCUM- INLET TIME RAIN- PALL RUNOFF 0 INVERT ELEVATIONS LENGTH SLOPE DIA- CAPA• CITY VELO- CITY PLOW TIME "Mm" PIPE SIZE RIM ELEVATION STRUCTURE TYPE 't i i : POINT (2) ACRES (3) C (4) MENT (5; ULATED 16) PAIN. (7) INJHR, (8) C.F.S. (9) UPPER (10) LUTA'ER (11) / // / FTJ! T. (13) INCHES (14) C..F,S, (15) F.P.S. (16) SLC. (17) INCHES (16) ELEV. (19, 552.56 44'.10 0.005 STIR 01 STD902 SLOT DRAIN TO 0,300 STM 12 0.171 DA = 0.39 6.67 C = 0,62 56031 55963 68.20 0.010 15 6.4,5 5,26 12.98 7,03 564.75 0t-1 HOPE STM 02 ..: STM` 18 STM 36 'DA = 0.26 AC. DA = 0.17 " C, = 9 c 0.90 6,51 1,82 0 558.80 3 AC 0.010 15 6.46 5.26 '3.50 9.33 564.90 nn 8 I-IDPE ne - nr r FROM TO AREA DRAIN, RUNOFF COEF. C A INCRE- ACCUM- INLET TIME RAIN- PALL RUNOFF 0 INVERT ELEVATIONS LENGTH SLOPE DIA- CAPA• CITY VELO- CITY PLOW TIME "Mm" PIPE SIZE RIM ELEVATION STRUCTURE TYPE PIPE TYPE POINT 0) POINT (2) ACRES (3) C (4) MENT (5; ULATED 16) PAIN. (7) INJHR, (8) C.F.S. (9) UPPER (10) LUTA'ER (11) rT. (12) FTJ! T. (13) INCHES (14) C..F,S, (15) F.P.S. (16) SLC. (17) INCHES (16) ELEV. (19, 552.56 44'.10 0.005 STIR 01 STD902 0.570 0,300 0.171 0.171 5.00 6.67 1.14 56031 55963 68.20 0.010 15 6.4,5 5,26 12.98 7,03 564.75 0t-1 HOPE STM 02 STAR 03- 0.160 0.650 0.104 0.275 522 6,51 1,82 559.53 558.80 73,10 0.010 15 6.46 5.26 '3.50 9.33 564.90 81-1 I-IDPE 53-fv103 SiM 04 0.0$0 0.660 0053 0.328 5.45 655 2,15 5513.70 557,80 9020 0,010 15 0-15 5.26 17.15 9.93 563,95 01-1 HDPE 3TM 04 STM 05 0.290 0.780 0.218 0.546 5.73 6,48 3.54 557.70 553.16 8280 6OF 15 15.13 12,33 6,72 &7U 563.75 0F-1 HDPE STM 05 SIM 06 0.000 0.900 0.000 0.546 5.35 645 3.52 S53.06 550.07 61.60 - 0.049 - If, 14..23 11.60 501 8:69 5610.,2) 1 MI -1-1 HDPE STM 06 S7 -M 07 0.000 0.900 U 000 1.203 5.93 643 17.73 549.97 549.75 22,30 0.010 18 10413 5.90 3.78 16 09 554.34 MH -1 HDPE STM OB ST14 09 0.730 0.900 0.657 0,657 - 5,00 6.67 1 4,38 551.06 55O -3G '141.10 -0.005 '15 4.55 3.71 38.06 14.79 559.88 mH-1 HDPE SIM 09 STM 06 U 000 D.Em0SNIU 0.557 5.63 6.51 1 4.27 550.2 550.07 3720 0.005 15 4,61 3.76 O.fiO 14.57 5.55.86 MH -1 HDPE SIM 10 STM24 0.360 0.3;0 0.122 1 1-.326 6.33 1 6.32 638 1 `,43_.81 542.40 140.90 -- R0'k0 18 1 (-,5 T-1 5.95 23.7(1 15.54 559.25 DW HDPE STM 24 BOX 0.390 0>AD 0.2-213 1 1.552 6.72 1 6,212 965 1 542.30 1 542.19 11 730 1 0.009 18 1U. 14 5.14 230 1 1767 1 547.80 DI -3C HDPE STM 11 SIMM 12 0,490 :3.300 0.141 --0.147 5,7171 6.67 0.06 560.3- 1 1 559.55 '153.00 0.005 '15 4.55 3.71 41.24 BATS 564.75 DE -1 HDP£ STM12 379,413 0.7477 'v`."154 0.555 0.702 5.69 6.49 4.59 559.45 556.97 12.90 O.00 15 1117 9,10 9.11 10.72 5u4.75 MH -7 HOPE STM 13 STM 14 0.279 0.350 0.095 0.797 1 5.E4 6.45 5.14 55Ei.8-7 55'2.75 61.30 4.067 15 16,75 13.6,5 4,49 y,63 5174.50 Ni}1.1 HDPE STM 14 S-fM 17 0.150 041,0 O.U66 1 0.863 1 5.31 1 6.43 5.55 552.65 552.50 29.60 0.005 18 7,48 1 4.23 7.00 15.09 556.50 UE -1 I HOPE STM 33 STM 18 STM 14 1 0,300 1 0.101 1 0.101 1 5.00 1 6.67 1 0:683 1 553.83 1 552.75 1 108.00 1 0-010 15 6.46 5.26 20.52 9.44 560.90 DE' i FiDPE 0 130 1 0.900 1 0:117 1 0.117 37M 19 1 3 F 18 0,720 0.000 1 0648 1 0,648 5.00 1 667 1 4.32 1 553.00 1 55262 36^-9D 1 0.005 15 4,51 3.58 1 14.76 1 555,44 C?f-7 HDPE A 0.860 STM 16 STM '15 0,000 0,900 0.000 0.648 5.00 6.67 4.32 552.72E 552.56 44'.10 0.005 15 4.56 ?.72 3?.3U 14.70 555.39 DI -7 HOPE STM 29 1 0"300 0.860 0.310 0.611 3TM 20 31-A121 0.530 0.390 0.207 1.717 6.12 6.38 10.96 614.94 542:91 101.89 0;020 18 1483 8.39 12.13 1607 551.50 (71.1 HDPE 0,900 0.000 STM 21 BOX 0.040 0.850 I 0,0341 1.751 1 6.32 1 6.33 1 11.08 1 542.81 1 542.61 1 5,88 10.91 557,42 8.49- 3.15 16.06 554;17 DI -3B HDPE STM 33 STM 34 1 0 130 1 0.900 1 0:117 1 0.117 1 5.00 1 6,67 1 0.76 '551.86 549.91 116.90 0.017 1 158 34 16.$U 17.19 6.17 556.30 Li -36 F'iDPE STM 34 SM, 30 0330 STM 27 STM 28 0 350 0.860 0301 0.301 5.00 6,837 2,01 559.75 555.70 105.00 0.010 15 6,46 5.25 20.52 9.68 562:34 DI -35 HDPE 0.900 0.108 STM 26 STM 29 1 0"300 0.860 0.310 0.611 5.34 6.50" 4.02 555.60 54943 77.30 0.080 15 1 18.25 14.87 5.20 8.50 651.81 DI -36 HDPE 1 0.153 5.00 STM 29 8T11136 O 1)00 0,900 0.000 0.719 5.43 6.566 4.71 549.33 547.80 52.10 0.029 15 71.07 8.97 5,88 10.91 557,42 MH -1 HDPE 6.'3 1 22.76 STM 3U S7"M 31 0290 0-880 0255 0,974 5.53 6,5`s 8,36 547.70 5A ,55 30.90 .0.005 16 732 4.74 7.46 17.08 554.51 LI -3P. HLPE 515.20 1 518.02 1 STM 31 STh'I :3't. 0,000 0.900 0.000 1.127 5.65 5.50 7.33 547.45 54737 16.00 0.005 18 7.43 420 3.81 17.91 550.22 DI -38 HDPE STM 33 STM 34 1 0 130 1 0.900 1 0:117 1 0.117 1 5.00 1 6,67 1 0.76 '551.86 549.91 116.90 0.017 1 158 34 16.$U 17.19 6.17 556.30 Li -36 F'iDPE STM 34 SM, 30 0330 0.880 0.290 0.407 529 0.60 2.69 519.31 547.70 81.00 0.026 15 10.43 8.60 9-53 9.02 555.31 DI -36 Fiwr: STM 36 1 3 F 29 0-120 0.900 0.108 1 0.105 5.00 6.67 1 0,72 550.38 1 549.43 1 46:9D 0.020 1 15 9.19 7.49 1 6.26 5.77 557.42 01-3B HDPE STP&35 STh431 I 0.170 0,900 0153 1 0.153 5.00 66.67 1 1.02 547,65 1 547.55 1 20,10 0.005 15 4.56 3.71 1 641 8.56 55217 0135 HDPE BOX 5784 25 0.420 0.700 0.994 3.697 6.32 6.'3 1 22.76 533.71 51830 1 223,=40 0-091 1fE 31:75 17.97 1243 15.84 "547 J2 0.1N-9 HDPE STM 25 ST fR 7_6 0.000 0.900 U.UUU 3.a"97 663 627 1 22,57 515.20 1 518.02 1 1659 0.010 1 27 1 317.55 7,68 1 271 24.10 521.32 fv1H-7 HDPE / / r/ri /. 1 - yy ., .1■Ylf >:: ! ent aste��. i•r rlfi :ate■;.. '..... Ifa.! ....^ yrs Dewberry' Dewberry Engineers Inc. CLG / r"N APPROVED BY ::.i 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 CHECKED BY DMK Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com / / r/ri /. 1 - yy ., .1■Ylf >:: ! ent aste��. i•r rlfi :ate■;.. '..... Ifa.! ....^ yrs Dewberry' Dewberry Engineers Inc. CLG 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 07/23/18 JRC 100% DOCUMENTS No. DATE BY I Description j z z z W Z) 2 LL Q r) (3 Z Z> W 0 U- rrjLU _ 0 zU LL r. z 0 LLL z W z D KEY PLAN SCALE f 6 SCALE: REVISIONS DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK 07/23/18 JRC 100% DOCUMENTS No. DATE BY I Description DRAWN BY CLG APPROVED BY DMK CHECKED BY DMK TITLE RUNOFF O.F R. UCTION AND STORM STRUCTURE MAPS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. 0 N 0 F a am M y WATER QUANTITY CONTROL: IN ORDER TO ACCOMMODATE THE ADDITIONAL FLOW GENERATED BY THE ADDITION OF IMPERVIOUS AREA ON THE SITE, AN UNDERGROUND STORAGE BOX WITH A WEIR WALL AND TWO ORIFICES WAS DESIGNED TO ACCOMMODATE THE ADDITIONAL FLOW AND DETAIN IT ONSITE. THE 96"x48" BOX WAS DESIGNED TO BE 403' -FOOT LONG, WITH 2 ORIFICES; ONE 48"X7" AT ELEV. 537.71' (INVERT OF BOX) AND THE SECOND 48"X4" AT ELEVATION 540.61'. THROUGH THIS DETENTION, THE FLOW RATES OF WATER LEAVING THE COMBINED SITE WERE REDUCED TO BE LOWER THAN THE PRE -DEVELOPED FLOW RATES. CHANNEL PROTECTION REQUIREMENTS FOR A MANMADE CONVEYANCE SYSTEM (9VAC25-870-66.1) AND FLOOD PROTECTION REQUIREMENTS WERE MET SINCE THE COMBINED SITE PEAK FLOW RATE FOR THE 2 -YEAR 24-HOUR STORM AND 10 -YEAR 24-HOUR STORM BOTH DECREASE AT THE POINT OF ANALYSIS AS A RESULT OF THE PROPOSED DETENTION PIPE. THE CHART BELOW SUMMARIZES THE PRE -DETENTION AND POST -DETENTION FLOW RATES FOR DRAINAGE AREA A. THE HYDROCAD CALCULATIONS CAN BE SEEN ON SHEETS C6.08 -C6.09. THE POST DEVELOPMENT SITE AREA IS 48% PERVIOUS AND 52% IMPERVIOUS. I tSuScatt Reach ljon.l I_lrts 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 (ail nodes) Area CN Description (acres) (subcatchment-numbers) 9.580 83 (Post) 9.580 78 (Pre) A 19.160 81 TOTAL AREA � I � HydroCAD - UVAF Tennis Facility Type 1124 -hr I Rainfall=3.64" 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=26.30 cfs 1.181 of SubcatchmentPre: DA Pre Runoff Area=9.580 ac 0.00% Impervious Runoff Depth=1.16" Tc=5.0 min CN=78 Runoff=20.64 cfs 0.924 of Pond DPI: DA - Detention Pipe Peak Elev=541.17' Storage=0.107 of Inflow=26.30 cfs 1.181 of Outflow=20.48 cfs 1.181 of Total Runoff Area = 19.160 ac Runoff Volume = 2.105 of Average Runoff Depth = 1.32„ 100.00% Pervious= 19.160 ac 0.00% Impervious =0,000 ac HydroCAD - UVAF Tennis Facility Type 1124 -hr 1 Rainfall=3.04" Prepared by Dewberry Printed 7/19/2018 H droCAD@ 10.00-14 s/n 05760 O 2015 HydroCAD Software Solutions LLC Pac je 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 hss, dt= 0.01 hrs Type li 24 -hr 1 Rainfall=3.04" Area (ac) CN Descrietion HydroCAD - UVAF Tennis Facility Type 11 24 -hr I Rainfall=3.04" Prepared by Dewberry Printed 7/19/2018 H droCAD0 10.00-14 s/n 05760 O 2015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment Post: DA Post Runoff - 26.30 cfs @ 11.96 hrs, Volume= 1.181 af, Depth= 1.48" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 1 Rainfall=3.04„ Area (ac) CN Description 9.580 83 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) 0 HydroCAD - UVAF Tennis Facility Type 11 24 -hr 2 Rainfall=8.68" 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 Star-Ind+Trans method - Pond routing by Star -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=0.161 of Inflow=35.47 cfs 1.605 of Outflow=28.47 cfs 1.605 of Total Runoff Area = 19.160 ac Runoff Volume = 2.911 of Average Runoff Depth =1.82" 100.00% Pervious = 19.160 ac 0.00% Impervious = 0.000 ac HydroCAD - UVAF Tennis Facility Type li 24 -hr 2 Rainfall=3.68" Prepared by Dewberry Printed 7/19/2018 H droCAD@ 10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment Pre: DA Pre 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) 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) 61 HydroCAD - UVAF Tennis Facility Type 1124 -hr 10 Rainfall=5.56" Prepared by Dewberry Printed 7/1912018 HydroCADO 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 Runoff=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 1124 -hr 10 Rainfal1=5,56" Prepared by Dewberry Printed 7/19/2018 H droCADO 10.00-14 s/n 05760 O 2015 HydroCAD Software Solutions LLC Pa e 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 it 24 -hr 10 Rainfall=5.56„ Area (ac) CN Descrilation 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 so.. i � Runoff 55 T oe 11 24 -hr 50 10 Rainfall=5.56" 45 _ Runoff Area=9.580 ac 40- Runoff; Volume=x.549 af... 35: Runoff De-pth=3.19. 0 30: TC -5.0 min. 25 . CN --78 20 15::. 10- 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 1124 -hr 10 Rainfall=5,56" Prepared by Dewberry Printed 7/19/2018 H droCADO 10.00-14 s/n 05760 Oc 2015 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment Post: DA Post Runoff 63.29 cfs @ 11.96 hrs, Volume= 2.942 af, Depth= 3.68„ Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type Il 24 -hr 10 Rainfall=5.56" 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) ,• %,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 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 I tSuScatt Reach ljon.l I_lrts 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 (ail nodes) Area CN Description (acres) (subcatchment-numbers) 9.580 83 (Post) 9.580 78 (Pre) A 19.160 81 TOTAL AREA � I � HydroCAD - UVAF Tennis Facility Type 1124 -hr I Rainfall=3.64" 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=26.30 cfs 1.181 of SubcatchmentPre: DA Pre Runoff Area=9.580 ac 0.00% Impervious Runoff Depth=1.16" Tc=5.0 min CN=78 Runoff=20.64 cfs 0.924 of Pond DPI: DA - Detention Pipe Peak Elev=541.17' Storage=0.107 of Inflow=26.30 cfs 1.181 of Outflow=20.48 cfs 1.181 of Total Runoff Area = 19.160 ac Runoff Volume = 2.105 of Average Runoff Depth = 1.32„ 100.00% Pervious= 19.160 ac 0.00% Impervious =0,000 ac HydroCAD - UVAF Tennis Facility Type 1124 -hr 1 Rainfall=3.04" Prepared by Dewberry Printed 7/19/2018 H droCAD@ 10.00-14 s/n 05760 O 2015 HydroCAD Software Solutions LLC Pac je 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 hss, dt= 0.01 hrs Type li 24 -hr 1 Rainfall=3.04" Area (ac) CN Descrietion HydroCAD - UVAF Tennis Facility Type 11 24 -hr I Rainfall=3.04" Prepared by Dewberry Printed 7/19/2018 H droCAD0 10.00-14 s/n 05760 O 2015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment Post: DA Post Runoff - 26.30 cfs @ 11.96 hrs, Volume= 1.181 af, Depth= 1.48" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 1 Rainfall=3.04„ Area (ac) CN Description 9.580 83 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) 0 HydroCAD - UVAF Tennis Facility Type 11 24 -hr 2 Rainfall=8.68" 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 Star-Ind+Trans method - Pond routing by Star -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=0.161 of Inflow=35.47 cfs 1.605 of Outflow=28.47 cfs 1.605 of Total Runoff Area = 19.160 ac Runoff Volume = 2.911 of Average Runoff Depth =1.82" 100.00% Pervious = 19.160 ac 0.00% Impervious = 0.000 ac HydroCAD - UVAF Tennis Facility Type li 24 -hr 2 Rainfall=3.68" Prepared by Dewberry Printed 7/19/2018 H droCAD@ 10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment Pre: DA Pre 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) 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) 61 HydroCAD - UVAF Tennis Facility Type 1124 -hr 10 Rainfall=5.56" Prepared by Dewberry Printed 7/1912018 HydroCADO 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 Runoff=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 1124 -hr 10 Rainfal1=5,56" Prepared by Dewberry Printed 7/19/2018 H droCADO 10.00-14 s/n 05760 O 2015 HydroCAD Software Solutions LLC Pa e 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 it 24 -hr 10 Rainfall=5.56„ Area (ac) CN Descrilation 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 so.. i � Runoff 55 T oe 11 24 -hr 50 10 Rainfall=5.56" 45 _ Runoff Area=9.580 ac 40- Runoff; Volume=x.549 af... 35: Runoff De-pth=3.19. 0 30: TC -5.0 min. 25 . CN --78 20 15::. 10- 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 1124 -hr 10 Rainfall=5,56" Prepared by Dewberry Printed 7/19/2018 H droCADO 10.00-14 s/n 05760 Oc 2015 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment Post: DA Post Runoff 63.29 cfs @ 11.96 hrs, Volume= 2.942 af, Depth= 3.68„ Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type Il 24 -hr 10 Rainfall=5.56" 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) ,• %,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 CHECKED BY DMK , I C/)z z z LU D �e 07/23/18 JRC 100% DOCUMENTS No. DATE 2 Description LL �. 0- 0 0 0 Cr Z o z > Z > w 0, LL 0'L <t U z Q U- Z 0 z Ir- z �--- Z) SEAL 0' Le. 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 WATERTITLE QUANTITY -- NARRATIVE AND CALCUI DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. rld i HydroCAD - UVAF Tennis Facility Type 11 24 -hr 1 Rainfall=3.04„ Prepared by Dewberry Printed 7/19/2018 E H droCADO 10.00-14 s/n 05760 O 2015 HydroCAD Software Solutions LLC Page 8 A Io W HydroCAD - UVAF Tennis Facility Type 11 24 -hr 2 Rainfall=3.68" Prepared by Dewberry Printed 7/19/2018 H droCAD®7 10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Pae 13 4 i 5 HydroCAD - UVAF Tennis Facility Type 11 24 -hr 10 Rainfall=5.56" Prepared by Dewberry Printed 7/19/2018 H droCAD@ 10.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC Pae 18 Summary for Pond DP1: DA - Detention Pipe Summary for Pond DP1: DA - Detention Pipe Summary for Pond DP1: DA - Detention Pipe Inflow Area = 9.880 ac, 0.00% Impervious, Inflow Depth = 1.48" for 1 event Inflow Area = 9.880 ac, 0.00% impervious, Inflow Depth = 2.01° 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 @ 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 ruin 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= l .7 min calculated for 1.605 of (100% of inflow) Plug -Flow detention time= l .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 #1 538.71' 0,370 of 96.0" W x 60.0" H Box Storage Pipe #2 Primary 540.61' L= 403.0' S= 0.0050T Device Routing Invert Outlet Devices #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 #3 Primary 541.61' 6.0' long x 0.5' breadth Broad -Crested Rectangular Weir LU Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFiow Max=20.47 cfs @ 12.01 hrs HW=541.16' (Free Discharge) '=Orifice/Grate (Orifice Controls 16.51 cfs @ 7.07 fps) 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 1l 24 -hr 1 Rainfall=3. 04 " Prepared by Dewberry Printed 7/19/2018 HydroCAD® 10.00-14 s/n 05760 O 2015 HydroCAD Software Solutions LLC Page 9 Volume Invert Avail.Storage Storage Description #1 538.71' 0.370 of 96.0" W x 60.0" H Box Storage Pipe #2 Primary 540.61' L= 403.0' S= 0.0050T Device Routing Invert Outlet Devices #1 Primary 538.71' 48.41" 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 #3 Primary 541.61' 6.0' long x 0.5' breadth Broad -Crested Rectangular Weir LU Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary Outflow Max=28.40 cfs @ 12.01 hrs HW=541.89' (Free Discharge) 1l=Orifice/Grate (Orifice Controls 19.09 cfs @ 8.18 fps) 2=Orifice/G rate (Orifice Controls 6.77 cfs @ 5.08 fps) 3=Broad-Crested Rectangular Weir(Weir Controls 2.55 cfs c@ 1.51 fps) HydroCAD - UVAF Tennis Facility Type // 24 -hr 2 Rainfall=3.68" Prepared by Dewberry Printed 7119/2018 H droCADO 10.00-14 s/n 05760 ® 2015 HydroCAD Software Solutions LLC Pae 14 Volume Invert Avail.Storage Storage Description #1 538.71' 0.370 of 96.0" W x 60.0" H Box Storage Pipe L= 403.0' S= 0,0050T Device Routing Invert Outlet Devices #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 #3 Primary 541.61' 6.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1,00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 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 1124 -hr 10 Rainfal1=5.56" Prepared by Dewberry Printed 7/19/2018 H droCAD®R 10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 19 ri Dewberry i• •�1 Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z �0 z z z LU V Cr I) U_ < 0 Q Z z Cc C)0 z CO LU O LL z U L-- z LLJz Z) SEAL r .. SCALE REVISIONS Im Li No. ' 506 17 �A 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY APPROVED BY DMK CHECKED BY DMK TITLE WATER Q`UANTITY CALCULATIONS DEI PROJECT NO: 50100451 UVA WORK ORDER NO: UVA PIMS NO: SHEET NO. • 1• SEATS ��yy_►rte--- :�yyer�,_ �:�y�e1t _ 7• COURT #1 ELEV. +556' LIGHT -r= BOARD #1 168'-0" 18'-0" SCORE BOARD #2 COURT #2 ELEV. + 562.75' ELEV. + 556' VARSITY BANK OF SIX 0 8' 16' 32' SCALE: 1116" = 1'-0" 18'-0" LEV. + EXHIBITION COURT 0 8' 16' 32' SCALE: 1116" = 1'-0" COURT #3 #3 12'-0" EV. + 566' ELEV. + 558' 20'-0" 120 SEATS �UPOLE - EL V. + 558' Ef!:::1 ,050-1-068 ATS = 12'-0" N ;t N COURT #3 SCORE BOARD #3 18'-0" •: 1 .i ELEV. + 566' 18'-0" COURT #2 ELEV. + 562.75' SCORE BOARD #2 ELEV. + 556' COURT #1 CAMERA POLE FUTURE SEATS ELEV. +556' PROJECT II 1 EDNAM DRIVE CHARLOTTESVILLE, IA 22903 CONSULTANTS civil DEWBERRY 4805 LAKE BROOK DRIVE GLEN ALLEN, VA 23060 ph: 804-205-3321 fx: 804-290-7928 tennis consultant DAVID LaSOTA ENGINEERING, INC. 901 SIXTH AVE. P.O. BOX 26 PATTON, PA 16668 ph: 814-674-2650 fx: 814-674-2651 SEAL REVISIONS NUMBER DATE DESCRIPTION PROJECT NUMBER 1407 - CONCEPT DWOS DATE MAY 15, 2018 SHEET TITLE CONCEPTUAL STUDYCOURTLAYOUT SHEET NUMBER mil jr?T. 414 'NEST MANKLIN STREET R ICHMOND VA 23220 pK W-344-4405 fr 804-344-14M PROJECT TITLE UVA TENNIS FACILITY AT BOAR'S HEAD PROJECT ADDRESS 200 EDNAM DRIVE CHARLOTTESVILLE, VA 22903 CONSULTANTS civil DEWBERRY 4806 LAKE BROOK DRIVE GLEN ALLEN, VA 23060 ph: 804-206-3321 fix: 804-290-7928 0 tennis consultant DAVID LaSOTA ENGINEERING, INC. p 901 SIXTH AVE. o P.O. BOX 26 0 PATTON, PA 16668 r co ® O px $14-67426650 I co d - COURT COURT VARSITY COURTS: NORTH - SOUTH SEATING SECTION 0 2' 4' m-mmm"`! i SCALE: 1/4" =1'-0" SEAL a - -- c* - co - a -- ---- r CD _ --- ' Q I O --------------- c''COURT COURT°O ---- REVISIONS NUMBER BATE DESCRIPTION EXHIBITION COURT: SEATING SECTION AT END AND SIDE OF COURT 0 2' 4' SCALE: 1/4" =1'-0" PROJECT NUMBER 1407 - CONCEPT DWGS DATE MAY 15; 2013 SHEET TITLE SEATING SECTION DETAIL STUDY SHEET NUMBER PROJECT UVA Tennis CLIENT University of Virginia Foundation PO Box 400218 (3harlottesville, VA 434,982,4848 tel 434.982.5852 fax www.uvaf0W1dafl0f-t.00M CONSULTANT AECOM Technical Services 3101 Wil, on, Boulevard, Suite 900 Arlington, VA 22201 703.682,4900 tel www.deco m,com REGISTRATION July '20, '0'18 PROJECT NUMBER r-,885 0 n0 05 0111-� I TITLE SHEET NUMBER X ry was= 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 1,un M. kill r, al TITLE 0 SHEET NUMBER L2 m X v ra 0 Z U ry Q �) GUYING STAKES WITH HOSE GAUGE GALVANIZED WIRE 'JESSARY 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" PLANT SPACING "D" ROW "A" 6" O.C. 51' O.C. 8" O.C. 7" O.C. 10" O.C. 9" O.C. 12" O.C. 10'" O.C. 15" O.C. 13" O.C. 18" O.C. 16" O.C. 24" O.C. 26" O.C. 36" O.C. 26" O.C. NOTE: INSTALL PLANTS WITH TRIANGULAR SPACING UNLESS OTHERWISE NOTED ON PLANS PLANT SPACING SCALE 1" = V-0" PLANT, TYP. MULTISTEM TREE PLANTING SCALE 1/2" = 1'-0" EXISTING TREE CRITICAL ROOT ZONE (CRZ) TREE PROTECTION FENCING (TP) SINGLE SPECIMEN TREE PROTECTION TREE SUPPORT SYSTEM (3) GUYING STAKES WITH HOSE AND TWO STRANDS OF 12 GAUGE GALVANIZED WIRE TWISTED FOR SUPPORT. SET ROOT FLAIR ABOVE SURROUNDING FINISH GRADE NO MORE THAN 1/8 THE DEPTH OF THE ROOT BALL SURVEYOR'S FLAG, AS NECESSARY 2" MULCH- DO NOT COVER TRUNK FLAIR REMOVE BURLAP AND WIRE BASKET TO FULLEST EXTENT POSSIBLE PROVIDE 3"-4" SAUCER STAKE MINIMUM 8" BEYOND EXCAVATION IN UNDISTURBED SOIL FINISH GRADE PLANTING SOIL MIX NOTE: FLAGGING 1S ENCOURAGED NEAR PEDESTRIAN AREAS WHETHER PAVED OR NOT. OBTAIN OWNER REPRESENTATIVE'S APPROVAL FOR FLAGGING LOCATIONS. 1W C 2" MULCH - FORM INTO SAUCER AROUND EACH PLANT Alk University Of Virginia ini Foundation PO Box 400218 Charlottesville, VA 434.982.4848 tel 434.982.5852 fax www.uvafoundation.com CONSULTANT PLANTING SOIL MIX CONTINUOUS AECOM Technical Services THROUGHOUT PLANTING BED 3101 Wilson Boulevard, Suite 900 Arlington, VA 22201 703.682.4900 tel 1-1 1 www.aecom.com FINISH GRADE SCALE 1 /2" = V-0" NOTES: 1.) TREE PRESERVATION BOUNDARIES TO BE THE LARGER OF: THE EXISTING TREE DRIP LINE PRIOR TO WORK; THE AREA 1 FOOT FROM TREE TRUNK IN ALL DIRECTIONS FOR EACH 1.5 - 2 INCHES OF TRUNK DIAMETER; THE CRITICAL ROOT ZONE AS ESTABLISHED BY AN ISA CERTIFIED ARBORIST OR URBAN FORESTER OF THE JURISDICTION. EXCEPTIONS INCLUDE 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. EXISTING TREE CRITICAL ROOT ZONE (CRZ) \ \ TREE +TREE +TREE TREE PROTECTION FENCING CIOT OF CONSTRUCTION /DISTURBANCE (LOD) CLUSTERED TREE PROTECTION TREE PROTECTION NTS w I- - Uo Z = 0 _ �-ww LL_ 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,EVERY FORTH SP1 OF FENCE 2" X 2" X 6' HARDWOOD OR 2" STEEL U -CHANNEL STAKES @ 8'-0" O.C. MAX., DRIVEN 18" INTO GROUND. r- EXISTING GRADE PROTECTION WITHIN THIS FENCE THERE IS TO BE NO STORAGE OF MATERIALS/EQUIPMENT TRENCHING OR EXCAVATION WASHING OF TOOLS OR EQUIPMENT FENCE NOT TO BE ALTERED OR REMOVED WITHOUT PRIOR APPROVAL FROM PROJECT ARBORIST. TREE PROTECTION SIGN M REGISTRATION DATE July O, 2018 TITLE LANDSCAPE PLANTING DETAILS SHEET NUMBER