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HomeMy WebLinkAboutSDP201700065 Plan - Other (not approved) 2018-02-16 (3)1 D RAW I N G INDEX 2 3 0 5 Dewberry' E C n GENERAL T1.01 COVER SHEET CIVIL CO.01 GENERAL NOTES CO.02 EROSION AND SEDIMENT CONTROL NOTES C1.01—C1.02 EXISTING SITE CONDITIONS C2.01—C2.02 EROSION AND SEDIMENT CONTROL PHASE I PLAN C2.03—C2.04 DEMOLITION PLAN C3.01—C3.02 SITE PLAN C3.03—C3.04 GRADING AND UTILITY PLAN C3.05—C3.06 EROSION AND SEDIMENT CONTROL PHASE II PLAN C4.01—C4.02 STORM SEWER PROFILES C5.01 EROSION AND SEDIMENT CONTROL DETAILS C5.02—05.06 CONSTRUCTION DETAILS C6.01 SWM NARRATIVE AND CALCULATIONS C6.02 PRE AND POST DEVELOPED DRAINAGE AREA MAPS C6.03 WATER QUALITY NARRATIVE AND CALCULATIONS C6.04 PRE AND POST DEVELOPED LAND COVER AREA C6.05 RUNOFF REDUCTION AND STORM STRUCTURE MAPS C6.06 WATER QUANTITY NARRATIVE AND CALCULATIONS STRUCTURAL S0.01 GENERAL STRUCTURAL NOTES, SCHEDULES AND DETAILS S3.01 STRUCTURAL PLANS AND DETAILS LANDSCAPE L1 LANDSCAPE LAYOUT AND MATERIALS PLAN L2 LANDSCAPE PLANTING PLAN L3 LANDSCAPE PLANTING PLAN / BERWICK ROAD PARKING L4 LANDSCAPE SITE DETAILS L5 LANDSCAPE PLANTING DETAILS ELECTRICAL E1.01 ELECTRICAL SITE PLAN PROJECT ZONING DATA TAX MAP/PARCEL ID: 59D2-01-2 ALBEMARLE COUNTY ZONING CLASSIFICATION: HIGHWAY COMMERCIAL — HC ALBEMARLE COUNTY MAGISTERIAL DISTRICT: SAMUEL MILLER DISTRICT FEMA FLOOD INSURANCE RATE MAP: ZONE X; NOT WITHIN A FEMA DEFINED 100 YEAR FLOOD PLAN PROPERTY NOT WITHIN AN ALBEMARLE COUNTY AND / OR CITY OF CHARLOTTESVILLE WATER SUPPLY WATERSHED ZONING OVERLAY DISTRICTS — AIRPORT IMPACT AREA AND STEEP SLOPES — MANAGED CODES VIRGINIA UNIFORM STATEWIDE BUILDING CODE — 2012 DEPARTMENT OF ENVIRONMENTAL QUALITY VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK — 1992 NATIONAL ELECTRICAL CODE — 2011 ADA STANDARDS — 2010 LOCATION MAP SCALE: NTS CONTACTS OWNER: ENGINEER: University of Virginia Foundation Dewberry Engineers Inc. OWNER'S REPRESENTATIVE: Devin M. Keeler, P.E. Christopher D. Schooley 4805 Lake Brook Drive Suite 200 Real Estate Project Manager Glen Allen, Virginia 23060 One Boars Head Pointe PH. (804) 290-7957 PH. (434) 982-3777 FAX (804) 290-7928 cschooley@uvafoundation.com dkeeler@dewberry.com SUBMITTAL SET NUMBER ❑ PRELIMINARY ❑ CONSTRUCTION m APPROVAL ❑ REVISION ❑ BIDDING ❑ RECORD Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 UNIVERSITY OF VIRGINIA FOUNDATION Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com BOAR'S HEAD LOBBY RENOVATION AND PARKING RELOCATION ALBEMARLE COUNTY, VIRGINIA ENGINEERING SET VICINITY MAP I BOAR'S o HEAD �cF � Off, �O PROPERTY LINE ` \ O I PROJECT AREA SCALE: 1 " = 250' BIRDWOOD GOLF COURSE APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING/ZONING ENGINEER INSPECTIONS ARB DEPARTMENT OF FIRE RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORATION HEALTH DEPARTMENT Z z OQ Qj �QO Z Z ::)Z� QwQ LL U Q>-O Z m w O Er > z Z ,- z �e O o oC Q Iwo � Z oC Q w� Ir >_ ZQ O � m SEAL • oA Vill:''No. S -014AL KEY PLAN SCALE REVISIONS U) H Z w 2 D U OQ z 0 0 o= Z > Ow J J_ i UW w O H (r Z O U 0 -01 T 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY CHECKED BY DATE TITLE ■1 DMK 11/03/17 COVER SHEET D E I NO: 50097362 SHEET NO. T1.01 1 2 3 0 5 E J C F1 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 AND DEWBERRY DATED OCTOBER 2017. 7. 95% COMPACTION SHALL BE OBTAINED FOR ALL FILL AREAS, INCLUDING UNDER UTILITIES AND APPURTENANCES. COMPACTION SHALL BE ACHIEVED IN ACCORDANCE WITH ASTM-D698, STANDARD PROCTOR DENSITY. 8. ANY ALTERATIONS AND CONNECTIONS TO ANY UTILITY MUST BE COORDINATED THROUGH THE UNIVERSITY FOUNDATION AND UTILITY OWNER. 9. CONTRACTOR WORK DAYS AND HOURS SHALL BE FROM 8 AM TO 5PM MONDAY THROUGH FRIDAY. ANY DEVIATION FROM THIS SCHEDULE SHALL BE APPROVED BY THE UNIVERSITY FOUNDATION. SHUTDOWNS WILL BE PERFORMED AT NIGHT AND WEEKENDS WITH 10 DAYS WRITTEN NOTICE. CONTRACTOR TO CONFIRM WORK BLACKOUT DAYS WITH OWNER PRIOR TO CONSTRUCTION. 10. CONTRACTOR SHALL PROTECT THE ACTIVE WORK AREA WITH CONCRETE VEHICULAR BARRIER, CHAIN LINK FENCE WITH GREEN SCREEN, OR CONSTRUCTION SAFETY FENCE AS SHOWN ON THE DRAWING. 11. ALL LINES EXISTING AND PROPOSED, SHALL NOT HAVE A DEAD-END IN EXCESS OF 5 FEET LENGTH FROM ANY CONNECTION, AND SHALL HAVE A THRUST BLOCK ADJACENT TO THE CAPPED PIPE. IF THERE IS A VALVE IN THE DEAD-END SECTION, IT SHALL BE RODDED TO THE MAIN AND THRUST BLOCKS PUT AT END CAP. 12. ALL WATERLINE, PIPES, TEES, BENDS, VALVES AND FITTINGS SHALL HAVE FLEXIBLE RESTRAINED JOINTS. 13. CONTRACTOR SHALL VERIFY DEPTHS OF ALL UTILITY CROSSINGS PRIOR TO CONSTRUCTION 14. CONTRACTOR SHALL PROVIDE CONSTRUCTION SIGNAGE AND FLAGMEN AS NECESSARY. 15. CONTRACTOR SHALL PROVIDE A PEDESTRIAN AND VEHICULAR MAINTENANCE PLAN TO THE UNIVERSITY FOUNDATION FOR APPROVAL PRIOR TO CONSTRUCTION. 16. ALL CONTRACTOR LAYDOWN AREAS SHALL BE LOCATED WITHIN THE LIMITS OF DISTURBANCE LINE AS SHOWN ON THE SITE PLAN. 17. CONTRACTOR SHALL SECURE ALL OPEN EXCAVATIONS AT THE COMPLETION OF EACH WORK DAY WITH FENCING, BACKFILLING OR OTHER METHOD OF COVERING TO PREVENT VEHICULAR OR PEDESTRIAN ACCESS. 18. THE GENERAL CIVIL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS AND SPECIFICATIONS. SHOULD CONFLICTS EXIST BETWEEN THE DRAWINGS, SPECIFICATIONS, AND GENERAL CIVIL NOTES, THE STRICTEST PROVISION SHALL GOVERN. 19. FIRE ACCESS TO EXISTING BUILDINGS SHALL BE MAINTAINED THROUGHOUT THE PROJECT AND COORDINATED WITH THE LOCAL FIRE DEPARTMENT. 20. CONTRACTOR TO PROVIDE A DETAILED POLLUTION PREVENTION PLAN FOR APPROVAL PRIOR TO CONSTRUCTION. 21. CONTRACTOR MAY ONLY COMPLETE TREE CLEARING ACTIVITIES FROM SEPTEMBER 16TH, 2017 TO APRIL 14TH, 2018. IF THE CONTRACTOR WOULD LIKE TO CLEAR OUTSIDE OF THIS WINDOW, THEY SHALL COMPLETE A FIELD SURVEY TO ENSURE NO NORTHERN LONG-EARED BAT ROOSTS ARE IN THE VICINITY. ANY ROOSTS FOUND MAY NOT BE DISTURBED THROUGHOUT THE DURATION OF THE PROJECT. 22. CONTRACTOR SHALL LOCATE ALL PRIVATELY OWNED UTILITIES PRIOR TO CONSTRUCTION, INCLUDING BUT NOT LIMITED TO, FDC LINES, WATER LINES, IRRIGATION, SITE LIGHTING, ROOF DOWNSPOUT DRAINAGE, FOUNDATION DRAINS, ETC. PLANT PROTECTION 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 V-0" FOR EACH 1" IN DIAMETER UP TO A MAXIMUM OF 20'-0" FOR TREES TO REMAIN. DAMAGED TREES AND PLANTS SHALL BE RESTORED TO THE SATISFACTION OF THE UNIVERSITY. 3. THE PARKING OF VEHICLES AND STORAGE OF ANY CONSTRUCTION EQUIPMENT OR MATERIALS SHALL NOT OCCUR UNDER THE DRIP LINE OF TREES TO BE PROTECTED. GENERAL DEMOLITION NOTES 1. SAW CUT AND REMOVE ALL ASPHALT AND CONCRETE TO LIMITS REQUIRED FOR PROPOSED WORK. 2. REMOVE VEGETATION, GRASS, & ROOTMAT IN AREAS TO RECEIVE NEW ASPHALT AND CONCRETE PAVEMENTS. 3. ALL PRIMARY UTILITIES DISCOVERED DURING DEMOLITION OPERATIONS THAT SERVE OTHER ACTIVITIES SHALL BE PROPERLY PRESERVED AND PROTECTED. 4. THE CONTRACTOR SHALL IMMEDIATELY REPORT TO THE OWNER ANY UNFORESEEN OR ADVERSE CONDITIONS DISCOVERED DURING DEMOLITION OPERATIONS. 5. CONTRACTOR SHALL PROTECT EXISTING PLANT MATERIAL NOT DESIGNATED FOR REMOVAL OR RELOCATION FROM DAMAGE DURING CONSTRUCTION. 6. CONTRACTOR SHALL KEEP ALL SURROUNDING PUBLIC ROADWAYS AND DRAINAGE SYSTEMS FREE FROM DIRT, MUD, AND CONSTRUCTION DEBRIS AT ALL TIMES. 7. LIMITS OF DEMOLITION INDICATED ON PLAN ARE MINIMUM. CONTRACTOR SHALL REMOVE ASPHALT PAVEMENT, CONCRETE AND MISCELLANEOUS ITEMS AS NECESSARY TO FACILITATE CONSTRUCTION IN ACCORDANCE WITH STATE AND LOCAL REGULATIONS. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR OF ANY ITEMS DAMAGED DURING THE CONSTRUCTION. 9. CONTRACTOR IS RESPONSIBLE FOR STAGING THE DEMOLITION OF EXISTING UTILITIES WITH INSTALLATION OF NEW. OWNER SHALL BE GIVEN AMPLE WARNING PRIOR TO ANY DISCONTINUATION OF ANY SERVICE. ACSA GENERAL WATER AND SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN, ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL ON HIS OWN INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILITY" (1-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3.5 FT. OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATERLINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEAD-END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 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 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) LEGEND o BOLLARD ® SANITARY CLEANOUT © CABLE BOX ❑E ELECTRIC PEDISTAL Ell ELECTRIC TRANSFORMER ® SANITARY SEWER MANHOLE So STORM DRAINAGE MANHOLE ® IRIGATION CONTROL VALVE CD TELEPHONE PEDISTAL SPRINKLER HEAD SIGN TRAVERSE STATION GPS STATION LIGHT POLE o STORM SEWER GRATE �� FIRE HYDRANT wM WATER METER WATER MANHOLE ® WATER VALVE GROUND LIGHT ELECTRIC CAR CHARGING STATION DOORWAY ACCESS - UCE- UNDERGROUND ELECTRIC LINE - Ucc- UNDERGROUND GAS LINE SS SANITARY SEWER LINE SD STORM SEWER LINE DITCH LINE - UGT - INDERGROUND TELEPHONE LINE - - - - - - INDEX CONTOUR INTERMEDIATE CONTOUR - Ucw- UNDER GROUND WATERLINE EXISTING MANAGED SLOPES VIRGINIA UNIFORM CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL PRACTICES 3.02 CONSTRUCTION ENTRANCE 3.05 SILT FENCE SF -�X X, 3.07 INLET PROTECTION I P 3.31 TEMPORARY SEEDING O 3.32 PERMANENT SEEDING PS 3.35 MULCHING 3.38 TREE PRESERVATION & P -TP TP- PROTECTION 3.39 DUST CONTROL SURVEY CONTROL MAP NOTE: CONTRACTOR SHALL REQUEST SURVEY CONTROL FROM ENGINEER PRIOR TO CONSTRUCTION. 8' HIGH CHAIN LINK CONSTRUCTION FENCE W/GREEN SCREEN - - - - - - - PROPOSED LIMITS OF DISTURBANCE HARDSCAPE TO BE DEMOLISHED TREE TO BE DEMOLISHED UTILITY/STRUCTURE TO BE DEMOLISHED SITE FEATURE TO BE DEMOLISHED 620 PROPOSED MAJOR CONTOUR 618 PROPOSED MINOR CONTOUR UTILITY EASEMENT UGE PROPOSED ELECTRICAL LINE W PROPOSED WATER LINE PROPOSED STORM LINE PROPOSED STORM SEWER STRUCTURE �-4 PROPOSED TEE O■ PROPOSED POST INDICATOR VALVE (PIV) PROPOSED FIRE HYDRANT ASSEMBLY ® PROPOSED WATER VAULT H PROPOSED GATE VALVE xex PROPOSED FIRE DEPARTMENT CONNECTION (FDC) ® PROPOSED LIGHT POLE PROPOSED ROADWAY ASPHALT PAVEMENT PROPOSED SERVICE DRIVE AND PARKING ASPHALT PAVEMENT AREA a PROPOSED CONCRETE PAVEMENT PROPOSED FLAGSTONE PAVERS �'0000000��� °0000000000 00000000000 00 PROPOSED PERMEABLE PAVERS PROPOSED RETAINING/SEAT WALL x 56 EXISTING PROPERTY LINE 69EX SPOT ELEVATION BW=BOTTOM MH=MANHOLE RIM OF WALL SP=SPOT EP=EDGE OF SW=SIDEWALK PAVEMENT TC=TOP OF CURB EX=EXISTING BC=BOTTOM OF CURB GR=GRATE TW=TOP OF WALL HP=HIGH POINT SCALE: 1 " = 200' POINT NO. NORTHING(Y) EASTING X ELEV Z DESCRIPTION 1 3905330.16 11470492.42 563.88 TRV/IRS CAP 2 3905701.91 11470690.09 567.26 TRV/IRS CAP 3 3905664.88 11471052.54 575.12 TRV/IRS CAP 4 3905368.77 11471280.47 577.08 TRV/IRS CAP 5 3905246.23 11471425.10 580.25 TRV/IRS CAP 6 3905095.71 11471672.17 565.83 TRV/IRS CAP 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 zz 00 Q� � z Z00 ::) z �-- 0 LU Q LL oC U QUO W J z m o O fr J 5;zz LL Z 0 0 0� Q H LU 0 �/� z LLI v J Q Q z0 D W SEAL • oA No10 1 aJONAL�� KEY PLAN SCALE REVISIONS W I- z LU G U O z 0 (� Z > OLL J J_ I- > UU) w �o oc fr � Q z U O U O 0 T 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY CHECKED BY DATE TITLE ■1 DMK 11/03/17 GENERAL NOTES DEI NO: 50097362 SHEET NO. C0001 1 2 i 3 4 1 5 E C F1 EROSION & SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION THIS PROJECT INCLUDES PARKING LOT IMPROVEMENTS OF THE EXISTING BOAR'S HEAD INN BUILDING AND LOBBY. THIS INCLUDES UTILITY INFRASTRUCTURE, AND PARKING TO SERVICE THE EXISTING FACILITY. THE UTILITY INFRASTRUCTURE INCLUDES THE INSTALLATION OF STORMWATER, AND ELECTRICAL LINES. THE PROJECT AREAS ARE APPROXIMATELY 0.97 ACRES (LOBBY) AND 0.65 (SIDE OF THE BUILDING) AND WILL DISTURB APPROXIMATELY 1.62 ACRES. 0.26 ACRES OF IMPERVIOUS AREA IS BEING ADDED. EXISTING SITE CONDITIONS THE EXISTING SITE CONSISTS OF TWO PARKING LOT AREAS AT THE EXISTING BOAR'S HEAD INN 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 SOUTH OF BERWICK ROAD, WEST OF WELLINGTON DRIVE, AND EAST OF EDNAM DRIVE. NO WORK WILL BE DONE ON ADJACENT PROPERTIES. OFFSITE ACTIVITIES ALL OFFSITE ACTIVITIES NEED TO BE ADDRESSED BY THE VSMP PERMIT HOLDER AND APPROPRIATE INFORMATION CONTAINED IN THE SWPPP. CONTRACTOR SHALL ONLY PERFORM OFFSITE ACTIVITIES THAT ARE COVERED UNDER THE PERMIT HOLDER FOR THIS PROJECT OR COVERED UNDER THE PERMIT OF ANOTHER PROJECT. STORMWATER RUNOFF CONSIDERATIONS THIS PROJECT WILL INCREASE IMPERVIOUS AREA AND STORMWATER RUNOFF. STORMWATER CALCULATIONS CAN BE FOUND IN THE STORMWATER PLANS, SHEETS C6.01-C6.06. 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 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. PERMITS PROJECT DISTURBANCE IS MORE THAN 1 ACRE. THEREFORE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING A VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) PERMIT AND MAINTAINING A STORMWATER POLLUTION PREVENTION PLAN (SWPPP). THE PROJECT IS MORE THAN 10,000 SF AND WILL REQUIRE EROSION AND SEDIMENT REVIEW APPROVAL. EROSION & SEDIMENT CONTROL MAINTENANCE IN GENERAL, THE PROJECT AREA SHALL BE CHECKED WITHIN 24 HOURS OF EACH RAINFALL EVENT OR WEEKLY IF NO RAINFALL EVENT HAS OCCURED, WHICH EVER IS MORE FREQUENT TO ENSURE THAT ALL EROSION AND SEDIMENT CONTROL DEVICES ARE IN WORKING ORDER. EROSION CONTROL DEVICES SHALL BE MAINTAINED ACCORDING TO THE FOLLOWING SCHEDULE: 1. 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. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AN EMPLOYEE WHO WILL BE RESPONSIBLE OF THE EROSION AND SEDIMENT CONTROL PLAN AND REQUIREMENTS FOR THE PROJECT THAT IS CERTIFIED BY THE VIRGINIA DEPARTMENT OF CONSERVATION OR THE VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY AND RECREATION AS A RESPONSIBLE LAND DISTURBER (RLD). THE NAME OF THE CONTRACTOR'S RLD AND COPY OF HIS CURRENT CERTIFICATION SHALL BE PROVIDED TO THE OWNER, ENGINEER AND EROSION & SEDIMENT CONTROL PLAN APPROVING AUTHORITY PRIOR TO ISSUANCE TO THE NOTICE TO PROCEED FOR THE PROJECT. GENERAL EROSION & SEDIMENT CONTROL NOTES ES-1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS (9VAC25-840). ES-2: THE PLAN -APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY AND ONE WEEK PRIOR TO THE FINAL INSPECTION. THE NAME OF THE RESPONSIBLE LAND DISTURBER MUST BE PROVIDED TO THE PLAN -APPROVING AUTHORITY PRIOR TO ACTUAL ENGAGEMENT IN THE LAND -DISTURBING ACTIVITY SHOWN ON THE APPROVED PLAN. IF THE NAME IS NOT PROVIDED PRIOR TO ENGAGING IN THE LAND -DISTURBING ACTIVITY, THE PLAN'S APPROVAL WILL BE REVOKED. ES-3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. ES-4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN -APPROVING AUTHORITY. ES-6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN -APPROVING AUTHORITY. ES-7: ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED, AFTER WHICH, UPON APPROVAL OF THE PLAN -APPROVING AUTHORITY, THE CONTROLS SHALL BE REMOVED. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE REMOVAL OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. ES-8: DURING DEWATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED FILTERING DEVICE. ES-9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES AT LEAST AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT OR WEEKLY. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. ES-10: THE CONTRACTOR IS RESPONSIBLE FOR THE DAILY REMOVAL OF SEDIMENT THAT HAS BEEN TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE. ES-1 1: SEEDING OPERATIONS SHALL BE INITIATED WITHIN 7 DAYS AFTER REACHING FINAL GRADE OR UPON SUSPENSION OF GRADING OPERATIONS FOR ANTICIPATED DURATION OF GREATER THAN 14 DAYS OR UPON COMPLETION OF GRADING OPERATIONS FOR A SPECIFIC AREA. ES-12: THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOILS WHICH MAY PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS, OR HARM ANIMAL OR PLANT LIFE. ES-13: A VIRGINIA STORMWATER MANAGEMENT PROGRAM PERMIT (VSMPP) FOR THE DISCHARGE OF STORMWATER FROM CONSTRUCTION ACTIVITIES IS REQUIRED FOR PROJECTS DISTURBING 1 ACRE OR GREATER. VISIT THE VIRGINIA STORMWATER MANAGEMENT PROGRAM PERMITTING WEB PAGE AT HTTP://WWW.DEQ.STATE.VA.US/PROGRAMS/WATER/STORMWATERMANAGEMENT/VSMPPERMITS/CONSTRUCTIONGENERALPERMIT.ASPX FOR MORE INFORMATION. EROSION AND SEDIMENT MINIMUM STANDARDS 1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. SPECIFIC FERTILIZER, NUTRIENT, & SEED APPLICATION MUST MEET EROSION AND SEDIMENT CONTROL (ESC) TECHNICAL BULLETIN NO. 4 NUTRIENT MANAGEMENT FOR DEVELOPMENT PROJECTS. DOWNLOAD AT http://www.deq.virginia.gov/Programs/Water/StormwaterManagement/Publications.aspxl. MULCHING REQUIREMENTS MUST MEET VESC HANDBOOK MULCHING TABLE 3.35A. 2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. ANY BORROW, FILL, OR WASTE SUCH AS DEMOLITION MATERIAL MUST BE PROVIDED FROM OR HAULED TO A PERMITTED, APPROVED, SUPPLY OR WASTE AREA. ALL OFFSITE ACTIVITY IS NOT PART OF THIS PERMIT/ PLAN SET AND IS ADDRESSED UNDER SEPARATE COVER. SOIL STOCKPILES ARE NOT ANTICIPATED ONSITE. 3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. 4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. 5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. 6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 25-YEAR STORM OF 24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. 7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. EROSION AND SEDIMENT MINIMUM STANDARDS (CONT. 8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. 9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. 12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE 13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. 14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. 15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. 16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. 17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. 18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 14 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE REGULATORY AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA FOUND IN VESC REGULATION 94VAC25-840-40 MS-19 PARTS A-N FOUND AT WEBPAGE HTTP://LIS.VIRGINIA.GOV/CGI-BIN /LEGP604.EXE?000+REG+9VAC25-840-40 EROSION AND SEDIMENT CONTROL SEQUENCE 1. CONTRACTOR TO INSTALL EROSION AND SEDIMENT PHASE I CONTROLS. 2. CONTRACTOR TO COMPLETE DEMOLITION. 3. CONTRACTOR TO COMPLETE SITE IMPROVEMENTS. 4. CONTRACTOR TO IMPLEMENT EROSION AND SEDIMENT PHASE II CONTROLS. 5. CONTRACTOR TO STABILIZE SITE. 6. CONTRACTOR TO REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROLS. SOILS MAP SCALE: 1 " = 150' MAP UNIT MAPUNITNAME SLOPES NATURAL DRAINAGE CLASS CAPACITY OF THE MOST LIMITING LANDCAPABILITY HYDROLOGICAL SYMBOL (PERCENT) LAYER TO TRANSMIT WATER (Ksat) (NON -IRRIGATED) SOILGROUP 4C ASHE LOAM 7to 15 SOMEWHAT EXCESSIVELY DRAINED VERY LOWTO HIGH 4E B 4D ASHE LOAM 15 to 25 SOMEWHAT EXCESSIVELY DRAINED VERY LOWTO HIGH 6E B 19B CULLEN LOAM 2 to 7 WELL DRAINED VERY LOW TO MODERATELY HIGH 2E B 19C CULLEN LOAM 7to 15 WELL DRAINED VERY LOW TO MODERATELY HIGH 3E B 36C HAYESVILLE LOAM 7to 15 WELL DRAINED MODERATELY HIGH TO HIGH 4E B W WATER - - - - 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 zz OO Q� � z zoo z H w Q OoCU O Q 0 zmw o O M J >-zz z� 0C)Q Q r� �..0 V 0 J Ir �/� z w vJ Q zp D co SEAL • QA No. �Ssj�NAL��, KEY PLAN SCALE REVISIONS W z Cw G U Q O z 0 (� Z > OLL J J_ > UU) w F- O fr Q W _ z U O U O O 0 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY CHECKED BY DATE TITLE ■1 DMK 11/03/17 EROSION AND SEDIMENT CONTROL NOTES DEI NO: 50097362 SHEET NO. C0002 A A A w r 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 zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z 0° w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE EXISTING SITE CONDITIONS DEI NO: 50097362 SHEET NO. C1.01 r% e% w All Dewberrye Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z 0° w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' GRAPHIC SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE EXISTING SITE CONDITIONS DEI NO: 50097362 SHEET NO. C1.02 A r% A w r All 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 zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z 0° w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE EROSION AND SEDIMENT CONTROL PLAN PHASE DEI NO: 50097362 SHEET NO. C2001 J r% A A r All Dewberrye Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO 0° z w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q 1..� Iwo �=z CC �Q w rr za �O m z w U 0 0 z 0 U D or VJ z 0 U O 0 T w J J_ U) w F- O J Q 2 U SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' GRAPHIC SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE EROSION AND SEDIMENT CONTROL PLAN PHASE DEI NO: 50097362 SHEET NO. C2002 J A A w r All 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 zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z 0° w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION D RAW N BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 DEMOLITION PLAN DEI NO: 50097362 SHEET NO. C2mO3 J A A A r All Dewberrye Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z 0° w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' GRAPHIC SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION D RAW N BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 DEMOLITION PLAN DEI NO: 50097362 SHEET NO. C2004 a r% e% w All 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 zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z 0° w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION D RAW N BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 SITE PLAN DEI NO: 50097362 SHEET NO. C3m01 J r% r% A r All Dewberrye Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z0°w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' GRAPHIC SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION D RAW N BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 SITE PLAN DEI NO: 50097362 SHEET NO. C3002 r% e% w All 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 zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z 0° w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION D RAW N BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 GRADING AND UTILITY PLAN DEI NO: 50097362 SHEET NO. C3mO3 J A A A r All Dewberrye Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z 0° w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' GRAPHIC SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION D RAW N BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 GRADING AND UTILITY PLAN DEI NO: 50097362 SHEET NO. C3004 r% e% w All 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 zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO 0° z w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q 1..� Iwo �=z CC �Q w rr za �O m z w U 0 0 z 0 U D or VJ z 0 U O 0 T w J J_ U) w F- O J Q 2 U SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE EROSION AND SEDIMENT CONTROL PHASE II DEI NO: 50097362 SHEET NO. C3mO5 J A A A r All Dewberrye Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO 0° z w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q 1..� Iwo �=z CC �Q w rr za �O m z w U 0 0 z 0 U D or VJ z 0 U O 0 T w J J_ U) w F- O J Q 2 U SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' GRAPHIC SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE EROSION AND SEDIMENT CONTROL PHASE II DEI NO: 50097362 SHEET NO. C3mO6 J r% r% A r All 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 zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z0°w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION D RAW N BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 STORM SEWER PROFILES DEI NO: 50097362 SHEET NO. C4001 J n r% w r All Dewberrye Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z0°w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION D RAW N BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 STORM SEWER PROFILES DEI NO: 50097362 SHEET NO. C4002 1 i 2 3 5 E J C r'1 TABLE 3.32—D (REVISED JUNE 2003) SEED' LAND USE SPECIES APPLICATION PER ACRE MINIMUM CARE LAWN TALL FESCUE' 95-100% (COMMERCIAL OR PERENNIAL RYEGRASS 0-5% RESIDENTIAL) KENTUCKY BLUEGRASS' 5% TOTAL: 175-2000 HIGH —MAINTENANCE TALL FESCUE' TOTAL: 200-250 LBS. LAWN GENERAL SLOPE TALL FESCUE 128 LBS. (3:1 OR LESS) RED TOP GRASS OR CREEPING RED 2 LBS. FESCUE 2 SEASONAL NURSE CROP 20 LBS. TOTAL: 150 LBS. LOW MAINTENANCE TALL FESCUE 128 LBS. SLOPE RED TOP GRASS OR CREEPING 2 LBS. (STEEPER THAN 3:1) FESCUE 2 SEASONAL NURSE CROP 20 LBS. CROWNVETCH s TOTAL: 150 LBS. 1— WHEN SELECTING VARIETIES OF TURFGRASS, USE THE VIRGINIA CROP IMPROVEMENT ASSOCIATION (VCIA) RECOMMENDED TURFGRASS VARIETY LIST. QUALITY SEED WILL BEAR A LABEL INDICATING THAT THEY ARE APPROVED BY VCIA. A CURRENT TURFGRASS VARIETY LIST IS AVAILABLE AT THE LOCAL COUNTY EXTENSION OFFICE OR THROUGH VCIA AT 804.746.4884 OR AT http_//sudon.cses.vt.edu/html/Turf/turf/publications/publications2.html 2—USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16 — APRIL 30.................. ANNUAL RYE MAY 1 — AUGUST 15.......................... FOXTAIL MILLET AUGUST 16 — OCTOBER 31................ ANNUAL RYE NOVEMBER 1 — FEBRUARY 15............ WINTER RYE 3—SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SEED, ALL OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED, INCREASE RATE TO 30 LBS/ACRE. IF WEEPING LOVEGRASS IS USED, INCLUDE IN ANY SLOPE OR LOW MAINTENANCE MIXTURE DURING WARMER SEEDING PERIODS, INCREASE TO 30-40. FERTILIZER & LIME • APPLY 10-10-10 FERTILIZER AT A RATE OF 450 Ibs./acre (OR 10 Ibs./1,000 sq. ft.) • APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE (OR 90 LBS./1,000 SQ. FT.) NOTE: 1.) A SOIL TEST IS NECESSARY TO DETERMINE THE ACTUAL AMOUNT OF LIME REQUIRED TO ADJUST THE SOIL pH OF SITE. 2.) INCORPORATE THE LIME AND FERTILIZER INTO THE TOP 4-6 INCHES OF THE SOIL BY DISKING OR BY OTHER MEANS. 3.) WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN EROSION & SEDIMENT CONTROL TECHNICAL BULLETIN #4, 2003 NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES AT: http://ww.dcr.state.va.us/sw/e&s.htm#pubs 3.32 : PERMANENT SEEDING SPECIFICATIONS Ps FOR PIEDMONT AREA N.T.S. STONE CONSTRUCTION ACCESS (VDOT #1 COURSE AGGREGATE) 70' MIN. 3" SM-2A ASPHALT 2% TOP COURSE % EXISTING GROUND 6" MIN. 21A AGGREGATE BASE PROFILE VIEW STONE CONSTRUCTION ACCESS (VDOT #1 COURSE AGGREGATE) 70' MIN. r —A * MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION ASPHALT PAVED WASHRACK EXISTING 2% _ 12% 12" IN.* �2% PAVEMENT A ► - POSITIVE DRAINAGE TO SEDIMENT TRAPPING DEVICE PLAN VIEW 12' MIN. 2% EXISTING PAVEMENT POSITIVE DRAINAGE TO SEDIMENT TRAPPING DEVICE JLI_/IIU1V ri—/1 LILI\ Lviii cE 3.02 : STONE CONSTRUCTION ENTRANCE N.T.S. TABLE 3.31-13 SOURCE: VA. DSWC (REVISED JUNE 2003) SEED APPLICATION DATES SPECIES APPLICATION RATES 50/50 MIX OF ANNUAL RYEGRASS SEPT. 1 — FEB. 15 (LOLIUM MULTI—FLORUM) & CEREAL 50-100 (Ibs./acre) (WINTER) RYE (SECALE CEREALE) FEB. 16 — APR. 30 ANNUAL RYEGRASS (LOLIUM 60-100 (Ibs./acre) MULTI—FLORUM) MAY 1 — AUG. 31 GERMAN MILLET 50 (Ibs./acre) FERTILIZER & LIME • APPLY 10-10-10 FERTILIZER AT A RATE OF 450 Ibs./acre (OR 10 Ibs./1,000 sq. ft.) • APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE (OR 90 LBS./1,000 SQ. FT.) NOTE: 1.) A SOIL TEST IS NECESSARY TO DETERMINE THE ACTUAL AMOUNT OF LIME REQUIRED TO ADJUST THE SOIL pH OF SITE. 2.) INCORPORATE THE LIME AND FERTILIZER INTO THE TOP 4-6 INCHES OF THE SOIL BY DISKING OR BY OTHER MEANS. 3.) WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN EROSION & SEDIMENT CONTROL TECHNICAL BULLETIN #4, 2003 NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES AT: http://ww.dcr.state.va.us/sw/e&s.htm#pubs 3.31 :TEMPORARY SEEDING SPECIFICATIONS Ts QUICK REFERENCE FOR ALL REGIONS N.T.S. TABLE 3.35—A RATES MULCHES NOTES PER ACRE PER 1,000 sq. ft. 12-2 TONS FREE FROM WEEDS AND COARSE STRAW OR (MINIMUM 2 TONS MATTER. MUST BE ANCHORED. HAY FOR WINTER 70-90 Ibs. SPREAD WITH MULCH BLOWER OR COVER) BY HAND DO NOT USE AS MULCH FOR FIBER MINIMUM 1,500 35 Ibs. WINTER COVER OR DURING HOT, MULCH Ibs. DRY PERIODS.* APPLY AS SLURRY. CUT OR SHREDDED IN 4-6" CORN LENGTHS. AIR DRIED. DO NOT STALKS 4-6 TONS 185-275 Ibs. USE IN FINE TURF AREAS. APPLY WITH MULCH BLOWER OR BY HAND. FREE OF COARSE MATTER. AIR—DRIED. TREAT WITH 12 Ibs. WOOD 4-6 TONS 185-275 Ibs. NITROGEN PER TON. DO NOT USE CHIPS IN FINE TURF AREAS. APPLY WITH MULCH BLOWER, CHIP HANDLER, OR BY HAND. FREE OF COARSE MATTER. BARK AIR—DRIED. TREAT WITH 12 Ibs. CHIPS OR 50-70 cu. yds. 1-2 cu. yds. NITROGEN PER TON. DO NOT USE SHREDDED IN FINE TURF AREAS. APPLY WITH BARK MULCH BLOWER, CHIP HANDLER, OR BY HAND. * WHEN FIBER MULCH IS THE ONLY AVAILABLE MULCH DURING PERIODS WHEN STRAW SHOULD BE USED, APPLY AT A MINIMUM RATE OF 2,000 Ibs./ac. OR 45 Ibs./1,000 sq. ft. 3.35 : ORGANIC MULCH MATERIALS AND APPLICATION RATES N.T.S. GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER 18" MIN. RUNOFF WATER GRAVEL (12" MIN. DEPTH) W/ SEDIMENT 0077 Lj Li ,Q a p as III a .4 II ,,WIRE WIRE MESH FILTERED WATER SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. NOTES: 1. CAP NYLOPLAST INLETS UNTIL SITE IS STABILIZED. iP 3.07 : INLET PROTECTION N.T.S. CD 00 + 0 3/4' x 3-1/2" x 1'-0" SPLICE PLAT AT POSTS ALL WOOD TO BE PRESSURE TREATED (POSTS FOR GROUND CONTACT), DRIED, PRIMED TO RECEIVE TWO (2) FINISHED COATS OF PAINT ON ALL EXPOSED SURFACES. PAINT COLORS TO MATCH AS INDICATED: 1. ALL LOCATIONS EXCEPT UVA HEALTH SYSTEMS TO USE DURON E-2Y24F-30Y DELUXE EXTERIOR ACCENT LATEX BASE. 2. UVA HEALTH SYSTEM TO USE PPG GROTTOES GREEN #4039. 1-1/2" x 1-1/2" SPECIFY THAT CONTRACTOR IS TO MAINTAIN FENCING INCLUDING THE PROMPT WD. TRIM (TYP.) REMOVAL OF GRAFFITI AND REPAINTING TO RESTORE APPEARANCE. 3/4" EXT. GRADE PLYWOOD (TYP. ) 16 —0 +/- 7' 10-1/4" +/— 7' 10-1/4" NJ 11 lit .1 0 0 L4=41--- L�� =„1111 flI III, III,=„III,=„III riIII=„III,=„III=„III,=„III,,"III,=„III,=„7I'�=„III,=„LI ;,III„ U CONTINUOUS HINGE U ELEVATION OF GATE 1 /4" = 1' 4'-0" PANEL WIDTHS —1/2" X 3-1/2" BASE AND CAP 6" TYP.�� —�— '/--3-1 /2" x 3-1/2" x 10' '----3/4" EXTERIOR 1-1/2" x 1-1/2" TREATED TREATED WOOD POSTS GRADE PLYWOOD WOOD TRIM WITH MITERED PARTIAL PLAN DETAIL CORNERS 1-1/2" = 1' NOTE: SEE FACILITIES 11111XLEMBEDDED POST 1' MIN. BRACED WITH DIAGONALS. STAKED DESIGN GUIDELINES, SITE L— -1 AT GRADE WITH OR WITHOUT SANDBAG WEIGHT AS REQUIRED WORK SW.1.3 FOR OTHER FOR UPRIGHT STRAIGHT ALIGNMENT AND STRENGTH. REQUIREMENTS TO BE INCORPORATED IN SECTION THRU FENCE SPECIFICATIONS AND/OR 1-1/2" = 1' DESIGN. CONSTRUCTION FENCING DRIP LINE 4' CHAIN LINK FENCE MAXIMUM LIMITS OF CLEARING AND GRADING PROPOSED GRADING Lel N.T.S. WHERE DRIPLINE IS LESS THAN 5' CONSTRUCTION OPERATIONS RELATIVE TO THE LOCATION OF PROTECTED TREES 3.38 : TREE PROTECTION N.T.S. CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 2. EXCAVATE A 4"X 4" TRENCH 1. SET THE STAKES. UPSLOPE ALONG THE LINE OF STAKES. FLOW 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) 3.05 : SILT FENCE 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 zz 00 Q�z �00 z Zz� w �w Q � U Cc U Q CO 0 J o z a= z mw z > _ O O w J ~ U) >z_ z jLU �z� �o �Q O �Q z " °0 � U) Q W > o T z0 D m SEAL 1prl rlsm;1H DA • T11 No . o Z i1 ', �Ssj�NAL�� KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE EROSION AND SEDIMENT CONTROL DETAILS DEI NO: 50097362 SHEET NO. N.T.S. C5m01 E J C 1 HEAVY DUTY FRAME COVER HS-20 RATED WITH 24" CLEAR OPENING ALTERNATE GRADE IN STEEP SLOPE CONDITION (MAX. 3:1 SIDE SLOPE) 00 SEE MANHOLE RISER RING DETAIL \ / LLJ oCD \. o \/ a d n SEAL JOINT (TYP), X/ .. SEE SPECS \ d . B PIPE BEDDING. SEE DETAIL. PRECAST JOINT. SEAL JOINT WITH "0" RING GASKET, GROUT OPENING, AND FIELD APPLY BITUMASTIC ON EXTERIOR SURFACE. SEE DETAIL AND SPECIFICATIONS PRECAST FILLETED INVERT FOR A SMOOTH TRANSITION OF FLOW BETWEEN INLET AND OULET PIPE SHALL BE PROVIDED BY PRECAST MFG. PER VDOT IS-1. CONC. FOOTER. PRECAST MFG. - SHALL BE REQUIRED TO SUBMIT BUOYANCY CALCULATIONS. MIN. 6" BEDDING WITH NO. 68 STONE COMPACTED SUBGRADE TO 98% MAX. DRY DENSITY STD. PROCTOR PER ASTM D-698. (12" MIN. BELOW SUBGRADE) FLOW - FINISHED GRADE (OR PAVEMENT) a/ Q' if �i COATED STEPS CAST -IN -PLACE \% /� - - - - - - - - - - - - \ B n n \/• A 4'-0" MIN j FLOW - \ ° d d d' �� a SLOPE INLET SHAPING SHOUL TOWARDS FLOW l A DIAMETER= 4'-8"+ (2 x WALL THICKNESS) SECTION A -A AAAAII In1 r IAIAI 1 2 3 4 5 6" TOPSOIL OR PAVEMENT REPAIR AS NECESSARY (SEE PAVEMENT FINISHED GRADE REPAIR DETAIL) DO NOT GROUT AROUND FRAME STAINLESS STEEL NUT AND WASHER, AND NEOPRENE WASHER APPLY 2 BEADS OF POLYURETHANE ELASTOMERIC SEALANT/ADHESIVE (SIKAFLEX-11 OR EQUAL) AROUND ENTIRE CIRCUMFERENCE OF RISER RINGS. THERE SHALL BE A MINIMUM OVERLAP OF 2". 2" STAINLESS STEEL THREADED ROD AT 4 LOCATIONS. FIELD CUT RODS 1" ABOVE TOP OF NUT. ROUGH EDGES SHALL BE GROUND SMOOTH HIGH STRENGTH EPDXY ANCHOR SYSTEM SEE NOTE "^ FLEXIBLE BOOT CONNECTION WITH A STAINLESS STEEL COMPRESSION BANDS (TYP) CONCRETE FOOTING FLEXIBLE BOOT CONNECTION DO NOT GROUT ABOVE SPRING LINE SPRING LINE GROUT ANNULAR SPACE BETWEEN PIPE AND PRECAST FLOW TRANSITION (PER VDOT IS NOTES: 1. PRECAST CONCRETE SHALL HAVE A MINIMUM STRENGTH OF 4,000 PSI. 2. ALL JOINTS, LIFT HOLES, INLETS, AND OUTLETS SHALL BE SEALED WITH NON -SHRINK GROUT INSIDE AND OUT. THE EXTERIOR SURFACE OF THE MANHOLE SHALL BE WATERPROOFED USING BITUMASTIC WATERPROOFING. 3. MINIMUM ELEVATION DIFFERENCE ACROSS THE MANHOLE FROM INLET TO OUTLET SHALL BE 0.1 FEET FOR STRAIGHT RUNS AND 0.25 FEET FOR CHANGES IN DIRECTION. 4. PRECAST MANHOLE SHALL BE DESIGNED IN ACCORDANCE WITH ASTM C890 FOR HS-20 LOADING AND SHALL CONFORM TO ASTM 478. 5. COATED STEPS ARE REQUIRED FOR MANHOLE DEPTHS GREATER THAN 4 FEET. 6. CONTRACTOR SHALL LEAVE TOP OF PRECAST MANHOLE, RISER RINGS, AND FRAME UNEXCAVATED FOR REVIEW BY UVA DURING VACUUM TEST. 6. MANHOLE DIAMETER MINIMUM 4'. PRECAST MANUFACTURER SHALL SELECT SIZE BASED ON SPECIFIED PIPE SIZE AND GEOMETRY AND OTHER REQUIREMENTS. HALF PLAN VIE FLON HALF SECTION (WITH FRAME AND COV STORM SEWER MANHOLE DETAIL N.T.S. 4-1"0 BOLT HOLt� HEAVY DUTY FRAME AND COVER HS-20 RATED Clnncu CTl noAnE_ MANHOLE RISER RING DETAIL PRECAST RISER RINGS. DO NOT USE BRICKS. MAXIMUM OF 12" OF RISER RINGS PERMITTED. COMPACTED VDOT FIELD APPLY BITUMASTIC ON OUTSIDE OF RISER #10 STONE j 6" IN SOIL RINGS. OVERLAP PRECAST �,\\�,\\�,\\�,\\�� 4" IN ROCK COMPACTED SUBGRADE TO 98% MAX. MANHOLE BY 6" MINIMUM DRY DENSITY STD. PROCTOR PER ASTM HIGH STRENGTH EPDXY D-698. (12" MIN. BELOW SUBGRADE) 24"+0.D. ANCHOR SYSTEM OR 20" MIN N.T.S. NOTES: 1. FRAME AND COVER SHALL BE HEAVY DUTY RATED FOR HS-20 LOADING. 2. COVER SHALL HAVE NON -PENETRATING LIFTING BARS. A 25 3/4" 7/8" 8" 5" 24" 5" MINIMUM TOP SECTION A -A STORM FRAME AND COVER N.T.S. HS-20 RATED SOLID STEEL PLATE. CONTRACTOR TO COORDINATE FINISH WITH OWNER. PLATE TO HAVE ANTI -SLIP COATING. SIDEWALK AND THE TRENCH DRAIN SHALL BE A CONTINUOUS CONCRETE POUR (TYP.). STEEL PLATE TO BE FABRICATED 12" AND INSTALLED AFTER CONCRETE IS POURED. #3 REBAR TIE (TYP.) NEW CONCRETE SIDEWALK 4000 PSI 6" SIDEWALK ° CONCRETE x x- x- . 10" x ° x SEE INTEGRAL CURB/ 5.5" a SIDEWALK DETAIL FOR REINFORCEMENT DETAILS 2" EXPANSION JOINT ° a 3"x3" CHAMFER MATERIAL (TYP) #4 LONGITUDINAL STEEL @ 12" O.C. #4 U-BAR @ 12" O.C. 24" 6" BEDDING WITH N0. 68 STONE CURB TRENCH DRAIN DETAIL rAl1Tnnv AMMI Irh PRECAST MANHOI RISER GROUT JOINT GASKET (SEE SPECS) N.T.S. COMPACTED APPROVED BACKFILL. SEE NOTE #1. UTILITY MARKER TAPE TRACER WIRE NOTES: 1. ALL BACKFILL IN TRENCHES WHICH ARE LOCATED UNDER PAVED AREAS INCLUDING ROADS, PARKING LOTS, AND SIDEWALKS SHALL BE VDOT NO. 21-B STONE FROM ABOVE VDOT #10 STONE TO BOTTOM OF PAVEMENT. ALL OTHER BACKFILL SHALL BE SUITABLE BACKFILL ACCORDING TO EARTHWORK SPECIFICATIONS. 2. INSTALL UNDERGROUND UTILITY MARKER TAPE AND TRACER WIRE PER SPECIFICATIONS. 3. ALL TRENCH EXCAVATION SHALL BE SLOPED, BENCHED, OR SHORED ACCORDING TO ALL APPLICABLE FEDERAL, STATE, AND LOCAL REGULATIONS. 4. MINIMUM COVER: STORM SEWER - 2.0' UNLESS OTHERWISE NOTED PIPE LAYING CONDITION - DIP AND RCP PROVIDE 12" #4 BARS AT 12" O.C., DOWELLED 6" IN EXISTIN( CONCRETE. 6" GREASE SLEEVE SHALL BE PROVIDED IN NEV CONCRETE PATCH CONCRETE (THICKNESS UNKNOWN) SAW TO NEAT EDGE PRE -MOLDED JOINT FILLER CONCRETE PAVEMENT N.T.S. EX. GROUND TYPICAL 411 - UNKNOWN THICKNESS OF ASPHALT '21B SUBBASE (10" DEPTH FOR 'OADWAYS/6" DEPTH FOR PARKING kREAS AND SERVICE ROADS). TONE BACKFILL, VDOT #21 B. ALL STONE kBOVE PIPE BEDDING STONE SHALL BE #21 B. 'IPE BEDDING BASED ON PIPE MATERIAL SEE PIPE LAYING CONDITION DETAILS) IURIED PIPE 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 A MINIMUM OF 3" BM-25.0 + 2" SM-9.5A FOR ROADS OR 2" BM-25.0 + 1 1/2" SM-9.5A FOR PARKING AREAS, BUT TOTAL THICKNESS OF ASPHALT OR CONCRETE SHALL NOT BE LESS THAN 1.5 X C. 3. CONTRACTOR SHALL MATCH EXISTING PAVEMENT TYPE FOR REPAIRS. 4. CONCRETE SHALL INCLUDE AIR ENTRAINMENT, BROWN SAND, AND SOLOMAN COLORS, INC. #306 COLORFLO LIQUID COLOR (CANVAS) AT A RATE OF 6.4 LBS LIQUID COLOR PER CUBIC YARD OF CONCRETE OR APPROVED EQUAL BY UVA. BROWN SAND UNDER CONCRETE SHALL HAVE CONSISTENT COLOR THROUGHOUT PROJECT. MATCH EXISTING ADJACENT WALKS. 5. TRENCH SIDES SHALL BE SHEETED AS REQUIRED TO KEEP TRENCH WIDTH TO A MINIMUM. PAVEMENT REPAIR DETAIL FINISHED GRADE 1.5" SURFACE COURSE (VDOT SM-9.5A) 2" BASE COURSE (VDOT BM-25.0) 6" STONE AGGREGATE BASE (VDOT 21-13) COMPACTED SUBGRADE TO 98% MAX. DRY DENSITY STD. PROCTOR PER ASTM D-698. (12" MIN. BELOW SUBGRADE) TYPICAL ASPHALT PAVEMENT SECTION (SERVICE DRIVES AND PARKING) N.T.S. )TES: N.T.S. JOINTS FOR ALL �NHOLES, YARD INLETS, AND ZECAST STRUCTURES SHALL BE )NSTRUCTED ACCORDING TO ]IS DETAIL. GROUT JOINT FIELD APPLIED BITUMASTIC OVER GROUT PRECAST CONCRETE SHIPLAP JOINT DETAIL N.T.S. FINISHED GRADE 2" SURFACE COURSE (VDOT SM-9.5A) 3" BASE COURSE (VDOT BM-25.0) 10" STONE AGGREGATE BASE (VDOT 21-13) COMPACTED SUBGRADE TO 98% MAX. DRY DENSITY STD. PROCTOR PER ASTM D-698. (12" MIN. BELOW SUBGRADE) TYPICAL ASPHALT PAVEMENT SECTION (ROADWAY) N.T.S. r• . Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 Q�z W z00 z Z w z� w Q U CCU Q CO 0 J o z °C zmw z> ' R VoCJC'3 O O LL J ~ U) - �z� zz D� U_ �° Q O �Q � z " LU z � (n Q p W o T z0 m SEAL_jer4V;LT$ ONS- J . IN M. KEEL R 11 ' No o Z 111 M �, Ssj�NAL�� KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY r DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE CONSTRUCTION DETAILS DEI NO: 50097362 SHEET NO. C5mO2 All ffits r• . i�:�1 Dewberryo Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz Op Q�z � Zp0 ::) Z �-- 0LQ LL C) QUO -mJ zm� oO fr J V > z Z ,LZ� O p °C Q H L 0 Cl) = Z L Q > za O Dm SEAL z L U O z o Z > O LL J J_ UU) w �o or i �Q Z U O U O 0 T OP I ' No . ' AO Z i1, SsjONALi KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE CONSTRUCTION DETAILS DEI NO: 50097362 SHEET NO. C5mO3 1 2 E BRICK PATTERN AND EDGING PER LANDSCAPE ARCHITECT D CLEAN OUT SHALL BE INSTALLED BRICK PAVER WITH PLASTIC SPACERS W/ INFILL BETWEEN BRICKS SHALL BE WASHED #8 AWAY OF BRICK PAVERS MAXIMUM 3/8" GAP STONE (NO FINES) 1/8" MORTAR BED 12" MIN COVER ABOVE 3"Wx5"D CONCRETE EDGE SLAB PERFORATED PIPE C WITH #3 REBAR IIII-11 2-3/4 PERMEABLE B ninv -All...- o " 8 AGGREGATE -III 2# -1-1 SETTING BED I_III_III o . IIIIIIIIIII o 4" VDOT #57 STONE 4" OBSERVATION WELL WITH CAST IRON CLEAN 0 0 0 0 0 0 0 0 _ 9" VDOT #2 STONE OUT CAP AND FRAME. TEE TO PERFORATED PIPE. I11=111= 0 0 0 0 0 0 0 010 0 0 0 12" VDOT #57 STD WRAP ALL SIDE OF ROCK RESERVOIR IIIrill WITH PERMEABLE NON -WOVEN GEOTEXTILE FABRIC Iir II=III= 6" COARSE SAND (, STEP PAVER BASE LAYERS TO 2" #8 CHOKER STC PROFILE FOLLOW SLOPING FINISHED GRADE NOTES: 6" PERFORATED PIPE (SEE UNDERDRAIN DETAIL) UNCOMPACTED SUBGRADE. 1. PROVIDE SAMPLE WITH PROPOSED BRICK FOR UVAF APPROVAL. SUBGRADE SHALL BE LEVEL 2. CONTRACTOR TO PERFORM FIELD -VERIFIED INFILTRATION TESTS, 1-2 PER FACILITY. (SEE NOTES FOR ELEVATIONS). LEVEL 1 PERMEABLE PAVER DETAIL NOTES: 1. UNDERDRAIN SLOPES SHALL BE A MINIMUM OF 0.5% 2. AN IMPERMEABLE LINER SHALL BE USED ALONG THE SIDES CLOSEST TO THE BUILDING. 3. UNDERDRAINS SHALL BE LOCATED AT LEAST 100' FROM ANY WATER SUPPLY WELL AND AT LEAST 35' FROM ANY SEPTIC SYSTEM. 0.5% MIN. SLOPE 120° (TYP) MAX. LONGITUDINAL / SPACING 6" O.C. 4" OR 6" HDPE 4­0 0 HDPE PIPE JAL WALL/SMOOTH :RFORATED PIPE PROVIDE 3 ROWS OF 0.38" HOLE PENETRATIONS AT 51`AGLU Al 2U 120° O.C. OR LESS FROM NEXT UNDERDRAIN PERMEABLE PAVER UNDERDRAIN DETAIL /1AC`T I nKl tin\l= ADJUSTABLE SCREW -TYPE CAST IRON VALVE BOX WITH BASE MORTAR SUPPORT BOX WITH MINIMUM TWO COURSES OF BRICK BOTTOM OF TOP BRICK TO BE EVEN WITH TOP OF BONNET BOLT FLANGE COMPACT BACKFILL TO NATURAL GROUND NOTES: 1. VALVE BOX ASSEMBLY AND COVER SHALL BE HS-20 RATED. SECTION VALVE BOX WATER MAIN N.T.S. PLAN ce WATER COVER MORTAR JOINT TYPICAL VALVE SETTING DETAIL N.T.S. 6" 12" 1/i11� c 9/16"_T COMPACTED EARTH SECTION - TOPSOIL OR PAVEMENT REPAIR AS NECESSARY (SEE PAVEMENT REPAIR DETAIL) 10" CRUSHED ROCK BOX AND COVER SKID RESISTANT SURFACE CONCRETE RING AROUND BOX 6" A 3 I 4 SEE COVER DETAIL FOR DIMENSIONS AND LETTERING 12" MIN COVER ABOVE PERFORATED PIPE -6" PERFORATED PIPE (SEE UNDERDRAIN PENETRATION DETAIL) 3" SEPARATION FROM ADJACENT LAYERS UNCOMPACTED SUBGRADE. SUBGRADE SHALL BE LEVEL SCHEDULE HANDHOLE TYPE DIMENSION CUSTOM COVER DESIGNATION A B C D E B 30" 19" 15" 32" 28" ELECTRICAL STAINLESS STEEL HEX BOLT AND WASHER COVER SHALL BE HS-20 RATED CUSTOM COVER DESIGNATION SECTIONAL BOX WHEN REQUIRED CORE DRILL DUCT ENTRANCES NOTES: 1. HOUSING SHALL BE A POLYMER CONCRETE REINFORCED WITH A HEAVY WEAVE FIBERGLASS REINFORCING WITH COMPRESSIVE STRENGTH OF NO LESS THAN 10,000 PSI. 2. PROVIDE STAINLESS STEEL BOLTS AND INSERTS. 3. COVER SHALL BE LEVEL AND ORIENTED TO FOLLOW GRADE. CONCRETE REINFORCED HANDHOLE DETAIL N.T.S. GL 7 1 /2" 7 1/4" IN LANDSCAPE AREAS CONCRETE 3" BELOW SURFACE - CONCRETE COLLAR CAST IRON CLEANOUT FRAME AND COVER FINISHED GRADE d° d 6 IN HARDSCAPE AREAS CONCRETE SHALL BE FLUSH \j WITH TOP OF CONCRETE SLAB ; NO. 57 STONE NOTES: 1. MATERIALS SHALL BE AS SPECIFIED IN DOCUMENTS OR AS SHOWN ON PLAN (SEWER SERVICE). 2. DEPTH OF SERVICE SHALL BE HELD TO A MINIMUM BUT SHALL PROVIDE FOR CONNECTION TO SERVICE MAIN. 3. USE SQUARE COVERS IN HARDSCAPE AREAS WITH BRICK OR PAVERS. BOTTOM VIEW CIL SANITARY COVER 5 THREADED CLEANOUT CAP WITH 2" EXTERNAL SQUARE NUT SEE COVER DETAIL FOR DIMENSIONS AND LETTERING IN LANDSCAPE AREAS COVER SHALL BE FLUSH WITH FINAL GRADE r-3" MAX. MULCH ABOVE CONCRETE 10„ ^ ai 6" MIN. 4000 PSI CONCRETE SWEEP WYE OR SANITARY WYE & 45° ELL (SEE PLAN FOR SIZE) OF COVER o 1/4" 1/4„ Jul 0 0�� / 9 16" 3/8" o 0 0 0 0 5 1 /2" „ 3/8 10 2 X 3 3/4„ LETTER SIZE STORM COVER 1/4" NOTE: 1/4" ALL COVERS SHALL BE HS-20 COVER DETAIL SERVICE LINE FLOW 1 % SLOPE MINIMUM TRAFFIC RATED 9/16" oIdo 0 0 0 0 2" X 3 3/4" LETTER SIZE SANITARY AND STORM SEWER CLEAN OUT DETAIL Y2"x4" ADHESIVE BOLT, SELF-LOCKING HEX. NUT, FLAT WASHER. Y4 3„ Y4,> 1 Y211 I BOLT IIIIIII III III HOLE IA. Y4" METAL PLATE R Y4 1Y" SIDE VIEW OF BOLT WELDED L-- ON TO METAL PLATE SIDE VIEW FRONT VIEW DETAIL FOR DEBRIS RACK HOLDER Z 00 z 0 I TOP VIEW TOP TO BE HINGED TO ALLOW ACCESS TO WATER QUALITY ORIFICE (SEE HOLDER DETAIL ABOVE) �P+ ti STAINLESS STEEL :Y8" DIA. BARS SANITARY COVER IIIIIIIIIII Illly_��IIII IIIIIIIIIII ------ 11111111111 STORM COVER IT, 1I�►`11I1111111 11I 1I MEMEME N.T.S. 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 BOLT IS LOCATED ON THE METAL PLATE THE 1 /2" DIA. BOLT LENGTH IS TO BE REDUCED 1/4 LG. AND WELDED TO THE PLATE. DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GALVANIZED. ❑ ❑ ❑ ❑ ❑ ❑ ❑ 00 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑F7 ­7 ❑ ❑ ❑ TOP TO BE HINGED TO ALLOW ACCESS TO WATER QUALITY ORIFICE (SEE NOTE 3) z 0 I ❑ ❑ ❑❑❑� ❑ ❑ ❑ ❑ ❑ 3" DIA. HOLES R ❑ ❑ ❑ ❑ ❑ (SEE NOTE 2) _❑❑❑❑❑❑K 1'-0" MIN. _ V-0Y2" MIN. _I FRONT VIEW HIGH DENSITY POLYETHYLENE r SIDE VIEW METAL DETAIL FOR DEBRIS RACK (FOR WATER QUALITY ORIFICE) SHEET 2 OF 5 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 robe • . 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 zz Q�z Z �p0 z� OCc0 � Q>-CIO O zomw �p� J >zz ,�z� O o o� Q 0- r� Uj 0 V J z Q Uj z O m SEAL z Cw G U O Qz 0 � z > Ow J J_ > U w �o oc fr Q z U O U 0 O T oA J . IN M.Xft KEEL R Iil oZi1 i Ssj�NAL�� KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS N0. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE CONSTRUCTION DETAILS DEI NO: 50097362 SHEET NO. REV. 3/03 116.05 C5mO4 1 2 3 4 5 Dewberry E J C GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL INITIAL BACKFILL BEDDING 8 STONE * STABLE SOIL ROCK * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE. FOUNDATION IN POOR SOIL UNDER -CUT CONDITION UNSTABLE solL� T INITIAL BACKFILL ei I [a 00 3 STONE 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 SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION & BEDDING N TS FI G. W- 2 X FOR ALL BENDS 4,5 ° min = D 45 MIN T SECTION 1-1 45* 1- max L 2 7 45° max PLUG I i l i I 17 1 1 FOR TEE OR WYE FITTINGS WIDEN TRENCH TO ACCOMMODATE ANCHOR IF REQUIRED. BEDDING AS M REQUIRED SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU.YD. BEND L H T L H T 90 2.50 2.50 3.01 0.24 4" & 6" 45 22 1/2 2.00 1.50 2.25 2.00 2.60 2.52 0.15 0.10 2.00 2.25 2.50 0.15 11 1/4 1.50 2.00 2.50 0.10 90 3.66 3.16 3.21 0.48 8 45 2.66 2.66 2.77 0.26 22 1/2 1.66 2.16 2.69 0.13 3.16 2.91 2.66 0.32 11 1/4 1.66 2.16 2.67 0.13 90 4.83 3.83 3.42 0.83 10" & 12" 45 3.33 3.58 2.95 0.43 3.83 4.00 2.83 0.52 22 1/2 2.33 2.58 2.86 0.24 11 1/4 1.83 2.33 2.84 0.18 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2. USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS N TS FIG. W-3 TD-2 TD-3 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' (270') 18"-22"VALVE BOX 7 CU. FT. #68 STONEI 42"iMIN 6" GATE " ' o VALVE e ;; , ► Q TEE 2500 P.S.I. CONCRETE o;p. BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL PILE RESTRAINED JOINT FITTINGS WHEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 TD-8 FOR BENDS 8" & SMALLER USE STRAP ON BEND WITH ANCHOR BOLT ON CENTER LINE OF BEND. USE BRACING STRAPS FOR BENDS 10" THROUGH 12" r ALL PIPE SIZES USE 2 STRAPS ON BENDS ADJACENT TO BELLS. FOR 18" BEND USE 3 STRAPS AS SHOWN. Wp \ii; 4 BARS @ 12" ON CENTER \ �' FOR 12' BENDS & LARGER B v CONCRETE CLASS B ELEVATION PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT. BEND PIPE SIZE A B C D E F 4" - 6" 1'-9" 2'-3" 2'-6" V-2" 2'-0" 1 1/4" 8" 2'-3' 3'-0" 2'-6" 1'-6' 2'-6" 1 1/4" 11 1/4' 10" 2'-9" 3'-9" 2'-6" 2'-0' 3'-0" 2" 12" 3'-0' 4'-3" 3'-0" 2'-3" 3'-6" 2" 18" 3'-6" 5'-6" 3'-3" 3'-0" 4'-6" 2 1/2" 4" - 6" 2'-6" 3'-0" 2'-6" 1'-6" 2'-8" 1 1/4" 8" 3'-0 4'-3" 2'-6" 2'-6" 3'-3" 2" 22 1/2' 10" 3'-3" 5'-0" 3'-0" 2'-9" 3'-9" 2" 12" S-9" 6'-3 3'-0' 3'-6" 4'-3" 2" 18" 5'-0 7'-6 3'-3" 4'-0" 5'-8" 2 1/2" 4" - 6" 3'-0" 6'-0' 3'-0' 3'-3" 3'-3" 2 1/4" 8" S-6" 6'-6 3'-0' 3'-8" 3'-9" 2 1/4" 45' 10" 4'-6" 7'-6" 3'-0" 4'-3" 5' 0' 2 1/4" 12" 5'-3 9'-0' 3'-3" 5'-0 5'-9" 2 1/2" 18" 6'-6' 11'-0 3'-9" 6'-0' CHART FOR UPPER VERTICAL BLOCKING WIDTH = DIM. "F" THICKNESS OF FILLET WELD STRAP = 1/4" STANDARD HEX NUT 1/4" THICK PLATE WASHER 3" THREAD 1 1" NOMINAL INSIDE 3/4" ANCHOR DIAMETER EXTRA BOLTS STRONG STEEL PIPE #4 BARS @ 12" PIPE BELL ON CENTER FOR 12" BENDS & CONCRETE CLASS "B" LARGER C - SECTION NOTE: STANDARD 90° HOOK ON END OF ANCHOR BOLTS TO FACE CENTER OF BLOCKS. CONCRETE BLOCKING FOR UPPER VERTICAL BENDS N.T.S. FIG. W-3A TD-4 72" MIN. X ET ALUMINUM ACCESS HATCH OVER OVER METER AND TEST TAPA. 60" MIN. NOTES: 1. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN -PLACE VAULTS SHALL BE 4" MINIMUM WALL THICKNESS FOR VAULT CONSTRUCTED OF MASONARY BLOCK SHALL BE 8". 2. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATERPROOFING COMPOUND 3. PROVIDE A FLOOR DRAIN WITH A 2" DRAIN PIPE RUN TO DAYLIGHT OR INSTALL A SUMP PUMP. IN EITHER CASE THE FLOOR OF THE VAULT SHALL SLOPE TO THE DRAIN OR SUMP. TYPICAL METER VAULT (4" METER) NTS FIG. W-7E 144" d ° WALL SLEEVES W/ BLOCK 18" MIN. e ' WATERPROOF SEAL A' ' Da4 e TEST CONNECTION ° AINER METER 18" MIN. n Da4 0 � Da4 I� * �8" MIN.►-- � a a. MIN. 6" MIN. *LAYING LENGTH (MIN) 18" MIN. 6" MIN. ' 4" STANDARD METER=23.25" V. 4" COMPOUND METER=29.25" e e 4 4 d d STEPS SHALL BE RUBBER COATED TEST CONNECTION � e ° STEEL COUPLING DRESSER 12" 2" GATE VALVE W/ . 36" MIN. COUPLING THREADED CONNECTIONS 54" MAX. METER � 2" BRASS PIPE e STRAINER ° a 12" MIN. MIN. � �8" MIN. n` 30" MAX. BLOCK BLOCK BLOCK a TD-18 PLACE 5' GALVANIZED " WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS o AS DIRECTED. MARKER LOCATION MAY BE SUBJECT _4 TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE CD 11 ADJUSTABLE VALVE BOX W/ LID 11 z Li z N = M.J. GATE VALVE 2500 P.S.I. CONCRETE b' a 2'x 2' BEARING AREA. THRUST BLOCK d a. a a a. d a NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE N TS FIG. W-5 TD-9 STAKE STRAW BALES 10 MIL PLASTIC LINING - - - - - - - i A A r VISIBLE SIGN c+Nci� HOU STAKE �'- `,P ^ wnsEA STRAW BALES 10 MIL PLASTIC LINING � NATURAL GROUND f ; 'SECTION A- A VISIBLE SIGN BELOW GROUND CONCRETE STAKES WT AREA T- II 10 MIL PLASTIC T Mir /LINING NATURAL GROUND'S SECTION A - A WOOD PLANKS ABOVE GRDUND CONCRETE WASHOUT AREA N.T.S. Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz O0 Q�z W z00 z Zz� w 2 U CCU Q CO 0 J o z zmLLI z > _ O w J >z_ z j F- LLz� �o �Q O Q z U O HL� C%)=7� Z o Q 0 L > O T z0 m SEAL �V��TffE 'IN M. KEEL R • No. 506 o ��1 i'� ' its G� sI�NAL�� KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE CONSTRUCTION DETAILS DEI NO: 50097362 SHEET NO. C5mO5 All �0. Ils:: D e w b e r r Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804,290.7957 Fax: 804, 290.7928 www.dewberry.com zz 00 Q�z � Zp0 ::) Z �-- 0LQ LL C) Q 0 - mJ zm� oO fr J V > z Z ,LZ� 0 p °C Q H L 0 Cl) = Z Q L > za O Dm SEAL z L U 0 z o Z > 0 LL J J_ UU) w �o or i �Q Z U 0 U O 0 T OP J m � rY IN M. 4471KEEL R L1 No 506 7 . SSPMAL � KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE CONSTRUCTION DETAILS DEI NO: 50097362 SHEET NO. C5mO6 All ffits r• . i�:�1 Dewberryo Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz Op Q�z � Zp0 ::) Z �-- 0LQ LL C) QUO -mJ zm� oO fr J V > z Z ,LZ� O p °C Q H L 0 Cl) = Z L Q > za O Dm SEAL z L U O z o Z > O LL J J_ UU) w �o or i �Q Z U O U O 0 T OP Ie • rp J IN M. KEEL R No A0,Ssj�NAL��, KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE SWM NARRATIVE AND CALCULATIONS DEI NO: 50097362 SHEET NO. C6m01 r• . 3;1;� Dewberr Al Al Al :1 PRE -DEVELOPED DRAINAGE AREA MAP • N � I I N a0 1 0/9 / / C _ ❑ _._SHAD I1 CONCENTRATED , J O L = 1 1' S = 1.98°o Tc = 0.59 Min. - 91_v7 I'M ° -,J-? *\ 77/ J row.-B, F700.252 �B0=If/FM PRE —DEVELOPED TOTAL SITE FLOW A = 1.57 cc q = 0.23 of D = 1 .77" Tc = 5 min CN = 87 Q = 5.09 cfs 0 OfARIANNIAMM 10fir"I ffilm 0' 80' 160' SCALE: 1 " = 80 POST -DEVELOPED DRAINAGE AREA MAP / f _ � 1 L FLOW v� 0.01 I N \ _ I = 41' 12 in. I \ Min. Y• N I- 1 S 4. I/I I�r \ \ ® \ \ \ \ T \ i i I CONCENTRAT \ �1 F OW ° S = 13% Tc = 0.53 Min. ► I i POST —DEVELOPMENT TOTAL SITE FLOW A = 1.57 cc q = 0.25 of D = 1 .94" Tc = 5 min CN = 89 Q = 5.49 cfs 1100199 WON 0' 01 80' 160' SCALE: 1 " = 80 Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 H Qjz 1­—NN C/) 0 z z 0 LD w z 1­--2 � U U Q Q 0 o z zmw z > —0� 0LL J >z_ z j F- `Lz� �0 O 0 C/) z U >- Q O W IrC �z Q O W > - o T z0 D m SEAL �S)XTR 0�,� J IN M. KEEL R I : '' No 0 �SsjONAL�� KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE PRE AND POST DEVELOPED DRAINAGE AREA MAPS DEI NO: 50097362 SHEET NO. C6mO2 1 2 3 4 5 r• . Dewberry' WATER QUALITY NARRATIVE DRAINAGE AREA A PERMEABLE PAVERS: DRAINAGE AREA B PERMEABLE PAVERS: PERMEABLE PAVERS HAVE BEEN ADDED TO THE SITE TO AROUND THE ENTRANCE TO THE BOAR'S HEAD LOBBY TO AID IN PERMEABLE PAVERS HAVE BEEN ADDED TO THE SITE TO WITHIN THE SIDE PARKING LOT TO AID IN IMPROVING WATER QUALITY. THE IMPROVING WATER QUALITY. THE PAVERS DESIGNED TO BE A LEVEL 1 SYSTEM, AND HAD A TREATMENT AREA OF 0.46-ACRES. PAVERS DESIGNED TO BE A LEVEL 1 SYSTEM, AND HAD A TREATMENT AREA OF 0.24-ACRES. SUMMARY: Dewberry Engineers Inc. THE TOTAL DISTURBED AREA OF THE SITE IS 1.68 ACRES. THROUGH THE USE OF THE VRRM SPREADSHEET, IT WAS DETERMINED 4805 Lake Brook Drive Suite 200 THAT A PHOSPHORUS LOAD OF 0.87 POUNDS PER YEAR NEEDED TO BE REMOVED FROM THE SITE. TO ACCOMPLISH THIS, Glen Allen, VA 23060 PERMEABLE PAVERS WERE IMPLEMENTED. IN TOTAL, 0.88 POUNDS PER YEAR WERE REMOVED FROM THE SITE. i Dewberry ) Dewberry Phone:804.290.7957 Fax: Permeable Pavement Sizing Permeable Pavement Sizing www.dewberry.com dewbcom E Sizing Requirements for Permeable Pavement Per VA DCR Stormwater Design Specification No. 7 Sizing Requirements for Permeable Pavement (Per VA DCR Stormwater Design Specification No. 7) DEQVirginia Runoff Reduction Method Re -Development Compliance Spreadsheet -Version 3.0 g q ( ii p ) 7 BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Stone Depth (dAdditional Parking Site: stone) (Equation 7.1): Stone Depth (dstone) (Equation Site: O O Boar's Head Lobby Site: Total Rainfall (in): 43 Total Disturbed Acreage: 1.68 (P X Al X RT71) + 1, P X Ap) _ �P X Ar X RL'r) + (P x AF) < ~ C� r xA Q Q � Site Land Cover Summary �, xAF lr P Q > Z Z w Pre -Redevelopment Land Cover (acres) Rainfall Depth [Level l=1'; Level 2=1.1 "](P)= 0.08 ft. Rainfall Depth [Level 1=1 ", Level 2=1.1 "](P)= 0.08 ft. Z O O_ Asoils Bsoils Csoils DSoils Totals %of Total Contributing Drainage Area (Ai)= 20025 sf. Contributing Drainage Area (Ai)= 10351 sf. E) Z Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 o Volumetric runoff coefficentoimpervious R0 fr mpervous (v i )= .95 Q Volumetric runoff coefficent for impervious (Rv �)= 0.95 O w Managed Turf (acres) 0.00 0.00 0.73 0.00 0.73 43 Area of permeable pavement (A P)= 9270 sf. Area of permeable pavement (A P)= 7368 sf. U LL Q Impervious Cover (acres) 0.00 0.00 0.95 0.00 0.95 57 Porosity of reservoir layer (r) r)= 0.4 1.68 100 Porosity of reservoir layer (n r)= 0.4 Q M O 0 z Post-ReDevelopment Land Cover (acres) r _J cr A soils Bsoils C soils D sails totals % of Total Depth of stone reservoir layer (dstone) 0.64 ft. Depth of stone reservoir layer (dstone) 0.49 ft. 7 W UJ Z Forest/open (acres) 0.00 0.00 0.00 0.00 0.00 0 7.63 i n. 5.84 I n. ` m LL Managed Turf (acres) 0.00 0.00 0.50 0.00 0.50 30 I� O O J Impervious Cover (acres) 0.00 0.00 1.18 0.00 1.18 70 J / R U) 1.68 100 V Site Tv and Land Cover Nutrient Loads VA DEQ STORMWATER DESIGN SPECIFICATION NO. 7 PERMEABLE PAVEMENT \ 7 7 O Pre- PERMEABLE PAVEMENT MAINTENANCE REQUIREMENTS: / Lz L� i (Post-ReDevelopment Development 7P Load per acre Load per acre Final Post -Development Post- Final Post -Development Post-ReDevelopment TP Post- Adjusted Pre- ReDevelopment cr & New Impervious) ReDevelopment (New Impervious) ReDevelopment TP Load per acre (Ib/acre/yr) (Ib/acre/yr) SECTION 4• TYPICAL DETAILS 2 (Ib/acre/yr) SECTION 4 VAC 50-60-124 OF THE REGULATIONS SPECIFIES THE O Q < U Site Rv o46 0.70 o.9s o.70 1.s9 1.67 1.s9 CIRCUMSTANCES UNDER WHICH A MAINTENANCE AGREEMENT MUST BE Treaoad(lb/tment olume(fta) 2.81 2.31 .5 3,.31 EXECUTED BETWEEN THE OWNER AND THE LOCAL PROGRAM. THIS Q Z D TPLoad(Ib/yr) z.s1 z.31 o.so 2.31 O SECTION SETS FORTH INSPECTION REQUIREMENTS, COMPLIANCE Concrete Pavers w PROCEDURES IF MAINTENANCE IS NEGLECTED, NOTIFICATION OF THE 0 U LOCAL PROGRAM UPON TRANSFER OF OWNERSHIP, AND -���}- Permeable Joint Material vJ Total TP Load Reduction Required (Ib/yr) 0.87 0.46 0.40 a RIGHT -OF -ENTRY FOR LOCAL PROGRAM PERSONNEL.-- �-�`a =- ^ O �= Open -graded v_) Q a-_ FOR PERMEABLE PAVEMENT, MAINTENANCE AGREEMENTS MUST CONTAIN - - �- Bedding Course w C) Final Post -Development Load Pre- A LONG TERM MAINTENANCE AGREEMENT AND DRAINAGE EASEMENT. THE (Post-ReDevelopment& New Impervious) ReDevelopment MAINTENANCE AGREEMENT SHALL INCLUDE WHAT CONVENTIONAL -? - - > T TN Load (Ib/yr) zoos v.3s MAINTENANCE TASKS SHALL BE AVOIDED, AND SIGNS SHALL NOTE THEIR ' h; , Open -graded Z Q 7 STORMWATER FUNCTION. Y ! ,.1 � � � O Site Compliance Summary W Open -graded Maximum% Reduction Required Below Subbase 2oi Table 7-8. Recommended Maintenance Tasks for Permeable Pavement Practices. �, , Pre-ReDevelopment Load 1 /t,, � - " Maintenance Task Frequency ' �, r Reservoir SEAL ELT$ D • For the first 6 months following construction, the practice ` ,�r� 1 V'S A Total Runoff Volume Reduction (ft3) 1,074 and contributing drainage area should be inspected at least After installation ' ' , , ;�.'r �'� U-1-d- rdrain twice after storm events that exceed 1/2 inch of rainfall. equired);'� 401 Total TP Load Reduction Achieved (lb/yr) 0.88 Conduct any needed repairs or stabilization. '� _ - - --- 0 e • 0 Total TN Load Reduction Achieved (lb/yr) 6.30 Optional IN 1VA. EL R Remaining Post Development TP Load 193 • Mow grass in grid paver applications At least 1 time every 1-2 Under Subbase 11y No (lb/yr) months during the growing T '♦ Remaining TP Load Reduction (lb/yr) 0.00 ** TARGET TP REDUCTION EXCEEDED BY 0.01 LB/YEAR ** season Uncompacted Subgrade Soil Required Stabilize the CDA to prevent erosion SSIpNAL$� • Remove any soil or sediment deposited on pavement. As needed Figure 7.2. Typical Detail (Source: Smith, 2009) Drainage Area Summary • Replace or repair any necessary pavement surface areas KEY PLAN that are degenerating or spalling D.A. A D.A. B D.A. C D.A. D D.A. E Total • Vacuum pavement with a standard street sweeper to 2-4 times per year (depending Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 prevent clogging on use) Observation Well. -6 olid C (No Perforations) 4'�" PVC Managed Turf (acres) 0.32 0.18 0.00 0.00 0.00 0.50 • Conduct a maintenance inspection Impervious Cover acres 0.59 0.59 0.00 0.00 0.00 1.18 • Annually (acres) Spot weeding of grass applications -P�rnfeable Pavdmeilitsunace Material Total Area (acres) 0.91 0.77 1 0.00 1 0.00 1 0.00 1 .69 • Remove any accumulated sediment in pre-treatment cells Bedding Layer (as directed by manufacturer) all and inflow points Once every 2 to 3 years --�------�- -� ----- Drainage Area Compliance Summary • Conduct maintenance using a regenerative street sweeper If clogged • Replace an necessary joint material Reservoir Layer. Table 7.2 =' Nor -Woven Geolextile D.A.A D.A.B D.A.0 D.A.D D.A.E Total ' Required frequency of maintenance will depend on pavement use, traffic loads, and surrounding (sides only) TP Load Reduced (Ib/yr) 0.58 0.30 0.00 0.00 0.00 0.88 land use. TN Load Reduced (lb/yr) 4.13 2.16 0.00 0.00 0.00 6.30 SCALE Perforated Undendr2h, Drainage Area A Summary Schedule 40 PVC Figure 7.3. Typical Section Permeable Pavement Level 1 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 0.32 0.00 0.32 35 8.2 PERMEABLE PAVEMENT CONSTRUCTION SEQUENCE STEP 10. PAVING MATERIALS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER OR INDUSTRY SPECIFICATIONS FOR THE PARTICULAR TYPE Impervious Cover (acres) 0.00 0.00 0.59 0.00 0.59 65 0.91 THE FOLLOWING IS A TYPICAL CONSTRUCTION SEQUENCE TO PROPERLY INSTALL PERMEABLE PAVEMENT, WHICH MAY NEED TO BE MODIFIED TO OF PAVEMENT. BMP Selections DEPENDING ON WHETHER POROUS ASPHALT (PA), PERVIOUS CONCRETE (PC) OR INTERLOCKING PAVER (IP) DESIGNS ARE EMPLOYED. INSTALLATION OF INTERLOCKING PAVERS. THE BASIC INSTALLATION PROCESS IS DESCRIBED IN GREATER DETAIL BY SMITH (2006). THE BASIC REVISIONS STEP 1. CONSTRUCTION OF THE PERMEABLE PAVEMENT SHALL ONLY BEGIN AFTER THE ENTIRE CONTRIBUTING DRAINAGE AREA HAS BEEN INSTALLATION PROCESS IS DESCRIBED IN GREATER DETAIL BY SMITH (SMITH 2011). PERMEABLE PAVER JOB FOREMEN SHOULD Managed Turf Impervious BMP Treatment TPLoad from Untreated TP Load TP Removed TP Remaining Downstream Treatment SUCCESSFULLY COMPLETE THE PICP INSTALLER TECHNICIAN COURSE TRAINING PROGRAM OFFERED BY THE INTERLOCKING CONCRETE Practice Credit Area Cover Credit Volume(ft3) Upstream to Practice (Ibs) (lb/yr) (lb/yr) to be Employed STABILIZED. THE PROPOSED SITE SHOULD BE CHECKED FOR EXISTING UTILITIES PRIOR TO ANY EXCAVATION. DO NOT INSTALL THE SYSTEM IN RAIN (acres) Area (acres) Practices(lbs) OR SNOW, AND DO NOT INSTALL FROZEN AGGREGATE MATERIALS. PAVEMENT INSTITUTE. THE FOLLOWING INSTALLATION METHOD ALSO APPLIES TO CLAY PAVING UNITS. CONTACT MANUFACTURERS OF 3.a. Permeable Pavement #1 (Spec #7) 0.454201102 1 1,566.31 0.00 0.98 0.58 0.41 COMPOSITE UNITS FOR INSTALLATION SPECIFICATIONS. STEP 2. AS NOTED ABOVE, TEMPORARY EROSION AND SEDIMENT (E&S) CONTROLS ARE NEEDED DURING INSTALLATION TO DIVERT STORMWATER Total Impervious Cover Treated (acres) 0.45 AWAY FROM THE PERMEABLE PAVEMENT AREA UNTIL IT IS COMPLETED. SPECIAL PROTECTION MEASURES SUCH AS EROSION CONTROL FABRICS MAY 1. MOISTEN, PLACE AND LEVEL THE NO. 2 STONE SUBBASE AND COMPACT IT IN MINIMUM 12 INCH THICK LIFTS WITH FOUR PASSES OF A B Total Turf Area Treated (acres) 0.00 BE NEEDED TO PROTECT VULNERABLE SIDE SLOPES FROM EROSION DURING THE EXCAVATION PROCESS. THE PROPOSED PERMEABLE PAVEMENT 10-TON STEEL DRUM STATIC ROLLER UNTIL THERE IS NO VISIBLE MOVEMENT. THE FIRST TWO PASSES ARE IN VIBRATORY MODE WITH Total TP Load Reduction Achieved in D.A. 0.58 THE FINAL TWO PASSES IN STATIC MODE. THE FILTER AGGREGATE SHOULD BE MOIST TO FACILITATE MOVEMENT INTO THE RESERVOIR (lb/yr) AREA MUST BE KEPT FREE FROM SEDIMENT DURING THE ENTIRE CONSTRUCTION PROCESS. CONSTRUCTION MATERIALS THAT ARE CONTAMINATED BY Total TN Load Reduction Achieved in D.A. 4.13 SEDIMENTS MUST BE REMOVED AND REPLACED WITH CLEAN MATERIALS. COURSE. (Ib/yr) 2. PLACE EDGE RESTRAINTS BEFORE THE BASE LAYER, BEDDING AND PAVERS ARE INSTALLED. PERMEABLE INTERLOCKING PAVEMENT Drainage Area B Summary 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 SYSTEMS REQUIRE EDGE RESTRAINTS TO PREVENT VEHICLE LOADS FROM MOVING THE PAVERS. EDGE RESTRAINTS MAY BE STANDARD 2 02/12/18 CLG REVISION #1 Land Cover Summary WITH ADEQUATE EXTENSION SO THEY DO NOT HAVE TO WORK INSIDE THE FOOTPRINT OF THE PERMEABLE PAVEMENT AREA (TO AVOID CONCRETE CURBS OR CURB AND GUTTERS. 1 11/03/17 OJG 100% CONSTRUCTION DOCS . CONTRACTORS CAN UTILIZE A CELL CONSTRUCTION APPROACH, WHEREBY THE PROPOSED PERMEABLE PAVEMENT AREA IS SPLIT INTO 3. MOISTEN, PLACE AND LEVEL THE NO. 57 BASE STONE IN A SINGLE LIFT (4 INCHES THICK). COMPACT IT INTO THE RESERVOIR COURSE Asoils Bsoils CSoils DSoils Total %of7otal COMPACTION). N0. DATE BY DESCRIPTION Forest/Open(acres) 0.00 0.00 0.00 0.00 0.00 0 500 TO 1000 SQ. FT. TEMPORARY CELLS WITH A 10 TO 15 FOOT EARTH BRIDGE IN BETWEEN, SO THAT CELLS CAN BE EXCAVATED FROM THE BENEATH WITH AT LEAST FOUR (4) PASSES OF A 10-TON STEEL DRUM STATIC ROLLER UNTIL THERE IS NO VISIBLE MOVEMENT. THE Managed Turf (acres) 0.00 0.00 0.18 0.00 0.18 23 SIDE. EXCAVATED MATERIAL SHOULD BE PLACED AWAY FROM THE OPEN EXCAVATION SO AS TO NOT JEOPARDIZE THE STABILITY OF THE SIDE FIRST TWO PASSES ARE IN VIBRATORY MODE, WITH THE FINAL TWO PASSES IN STATIC MODE. impervious Cover (acres) 0.00 0.00 0.59 0.00 0.59 77 WALLS. DRAWN BY CLG 077 4. PLACE AND SCREED THE BEDDING COURSE MATERIAL (TYPICALLY N0. 8 STONE, 2 INCHES THICK). STEP 4. THE NATIVE SOILS ALONG THE BOTTOM AND SIDES OF THE PERMEABLE PAVEMENT SYSTEM SHOULD BE SCARIFIED OR TILLED TO A DEPTH 5. PAVERS MAY BE PLACED BY HAND OR WITH MECHANICAL INSTALLERS. APPROVED BY ABN BMP Selections OF 3 TO 4 INCHES PRIOR TO THE PLACEMENT OF THE FILTER LAYER OR FILTER FABRIC. IN LARGE SCALE PAVING APPLICATIONS WITH WEAK SOILS, THE SOIL SUBGRADE MAY NEED TO BE COMPACTED TO 95% OF THE STANDARD PROCTOR DENSITY TO ACHIEVE THE DESIRED LOAD -BEARING 6. FILL GAPS AT THE EDGE OF THE PAVED AREAS WITH CUT PAVERS OR EDGE UNITS. WHEN CUT PAVERS ARE NEEDED, CUT THE PAVERS CHECKED BY DMK Managed Turf Impervious BMP Treatment Untreated TP Load TP Removed TP Remaining Downstream Treatment TPLoadfrom CAPACITY. (NOTE: THIS EFFECTIVELY ELIMINATES THE INFILTRATION FUNCTION OF THE INSTALLATION, AND IT MUST BE ADDRESSED DURING WITH A PAVER SPLITTER OR MASONRY SAW. CUT PAVERS NO SMALLER THAN ONE-THIRD (1/3) OF THE FULL UNIT SIZE IF SUBJECT TO Practice Credit Area Cover Credit Upstream Volume (ft) to Practice (Ibs) (Ib/yr) (Ib/yr) to be Employed (acres) Area (acres) Practices(Ibs) HYDROLOGIC DESIGN.) TIRES. DATE 11103117 3.a. Permeable Pavement #1 (Spec #7) 0.237993572 820.72 0.00 0.52 0.30 0.21 STEP 5. THE FILTER LAYER SHOULD BE INSTALLED ON THE BOTTOM OF THE RESERVOIR LAYER, AND WHERE WARRANTED, FILTER FABRIC CAN BE T FILL THE JOINTS AND OPENINGS WITH STONE. JOINT OPENINGS MUST BE FILLED WITH NO. 8, 8P OR 9 STONE PER THE PAVER Total Impervious Cover Treated (acres) 0.24 PLACED ON THE SIDES. MANUFACTURER'S RECOMMENDATION. SWEEP AND REMOVE EXCESS STONES FROM THE PAVER SURFACE. TITLE Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. STEP 6. PROVIDE A MINIMUM OF 2 INCHES OF AGGREGATE ABOVE AND BELOW THE UNDERDRAINS. THE UNDERDRAINS SHOULD SLOPE DOWN &COMPACT AND SEAT THE PAVERS INTO THE BEDDING COURSE WITH A MINIMUM LOW -AMPLITUDE 5,000 LBF, 75- TO 95 HZ PLATE (lb/yr) 0 30 WATER QUALITY Total TN Load Reduction Achieved in D.A. TOWARDS THE OUTLET AT A GRADE OF 0.5% OR STEEPER. THE UP -GRADIENT END OF UNDERDRAINS IN THE RESERVOIR LAYER SHOULD BE COMPACTOR. DO NOT COMPACT WITHIN 6 FEET OF THE UNRESTRAINED EDGES OF THE PAVERS. (lb/yr) 2.16 CAPPED. WHERE AN UNDERDRAIN PIPE IS CONNECTED TO A STRUCTURE, THERE SHALL BE NO PERFORATIONS WITHIN 1 FOOT OF THE STRUCTURE. 9. THOROUGHLY SWEEP THE SURFACE AFTER CONSTRUCTION TO REMOVE ALL EXCESS AGGREGATE. ENSURE THAT THERE ARE NO PERFORATIONS IN CLEAN -OUTS AND OBSERVATION WELLS WITHIN 1 FOOT OF THE SURFACE. 10.INSPECT THE AREA FOR SETTLEMENT. ANY PAVING UNITS THAT SETTLE MUST BE RESET AND INSPECTED. NARRATIVE AND Runoff Volume and CN Calculations STEP 7. SPREAD 6-INCH LIFTS OF THE APPROPRIATE CLEAN, WASHED STONE AGGREGATE. PLACE AT LEAST 4 INCHES OF ADDITIONAL AGGREGATE CALCULATIONS 11.THE CONTRACTOR SHOULD RETURN TO THE SITE WITHIN 6 MONTHS TO TOP UP THE PAVER JOINTS WITH STONES. A 1-yearstorm z-yearstorm loyestorm 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. 8.3 CONSTRUCTION INSPECTION Target Rainfall Event (in) 3.04 3.68 5.5.56 STEP 8. INSTALL OVERDRAIN IF REQUIRED AND CONNECT INTO OUTLET CONVEYANCE SYSTEM. INSPECTIONS BEFORE, DURING AND AFTER CONSTRUCTION ARE NEEDED TO ENSURE THAT PERMEABLE PAVEMENT IS BUILT IN ACCORDANCE WITH Drainage Areas RV&CN Drainage Area A DrainageAreaB DrainageAreaC DrainageAreaD DrainageAreaE THESE SPECIFICATIONS. USE A DETAILED INSPECTION CHECKLIST THAT REQUIRES SIGN -OFFS BY QUALIFIED INDIVIDUALS AT CRITICAL STAGES OF CN 90 92 o 0 o STEP 9. INSTALL THE DESIRED DEPTH OF THE BEDDING LAYER, DEPENDING ON THE TYPE OF PAVEMENT, AS FOLLOWS: , RR(ft3) 705 30 0 o CONSTRUCTION AND TO ENSURE THAT THE CONTRACTORS INTERPRETATION OF THE PLAN IS CONSISTENT WITH THE DESIGNERS INTENT. THE BASIC RV wo RR(ws-in) 2.02 2.20 0.00 0.00 0.0o PERVIOUS CONCRETE: NO BEDDING LAYER IS USED. ELEMENTS OF A PERMEABLE PAVEMENT CONSTRUCTION CHECKLIST ARE PROVIDED AT THE END OF THIS SPECIFICATION. ONCE THE FINAL DEI NO: 50097362 1-year return period RVwRR(ws-in) 1.81 1 2.07 0.00 0.00 0.00 POROUS ASPHALT: THE BEDDING LAYER FOR POROUS ASPHALT PAVEMENT CONSISTS OF 1 TO 2 INCHES OF CLEAN, WASHED ASTM D 448 CONSTRUCTION INSPECTION HAS BEEN COMPLETED, LOG THE GPS COORDINATES FOR EACH FACILITY AND SUBMIT THEM FOR ENTRY INTO THE SHEET NO. CN adjusted 87 90 0 0 o NO.57 STONE. THE FILTER COURSE MUST BE LEVELED AND PRESSED (CHOKED) INTO THE RESERVOIR BASE WITH AT LEAST FOUR (4) PASSES LOCAL BMP MAINTENANCE TRACKING DATABASE. IT MAY BE ADVISABLE TO DIVERT THE RUNOFF FROM THE FIRST FEW RUNOFF -PRODUCING STORMS RV wo RR(ws-in) 2.62 2.81 0.00 0.00 0.00 OF A 10-TON STEEL DRUM STATIC ROLLER. AWAY FROM LARGER PERMEABLE PAVEMENT APPLICATIONS, PARTICULARLY WHEN UP -GRADIENT CONVENTIONAL ASPHALT AREAS DRAIN TO THE 2-year return period R wRR(ws-in) 2.4 2.68 0.000 0..00 0.00 INTERLOCKING PAVERS: THE BEDDING LAYER FOR OPEN -JOINTED PAVEMENT BLOCKS SHOULD CONSIST OF 2 INCHES OF WASHED ASTM D 448 PERMEABLE PAVEMENT. THIS CAN HELP REDUCE THE INPUT OF FINE PARTICLES THAT ARE OFTEN PRODUCED SHORTLY AFTER CONVENTIONAL CN adjusted 88 91RV wo RR(ws-in) 4.42 4.64 0.00 0.00 0.00 NO.8 STONE. ASPHALT IS LAID DOWN. C6mO3 10-year return period RV w RR (ws-in) 4.20 1 4.51 1 0.00 1 0.00 0.00 CN adjusted 88 1 91 1 0 1 0 0 rtimiiv • . 3;1;� Dewberr E C PRE -DEVELOPED LAND COVER MAP TOTAL AREA - 1.68 AC POST -DEVELOPED LAND COVER MAP LEGEND MANAGED TURF = 0.50 ACRES IMPERVIOUS COVER = 1.18 ACRES PERMEABLE PAVERS = 0.38 ACRES �. i I � � k \ u) I I ... I / �1 TOTAL AREA - 1.68 AC \0� Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz Op Q�z � Zp0 =) Z �-- pWQ LL C) QUO — m J CD O V > z Z ,LZ2 O o o� I..L H W 0 Z W � Q za p M � W SEAL • OP I-1 '' No. Ssj�NAt, KEY PLAN SCALE REVISIONS z W 2 D U O Qz o Z > OLL J J_ > UU) w Do o� � Q z U O U 0 0 T 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS N0, DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN ® CHECKED BY DMK \\ °•® DATE 11/03/17 TITLE PRE AND POST DEVELOPED LAND COVER AREA DEI NO: 50097362 SHEET NO. 0' 01 80' 160' SCALE: 1 " = 80 �O 0' 80' 160' SCALE: 1 " = 80 C6mO4 1 2 3 4 5 r• . Dewberry' �1 �1 STRUCTURE DRAINAGE AREA MAP / sN� S All. o I ' ° q °ry OR. // / a 1 13 Dewberry Figure 5.3 - Storm Sewer Piping Design PROJECT Boars Head Inn Lobby Renovation and Parking Relocation LOCATION Albemarle County FROM TO AREA DRAIN. RUNOFF COEF. C A INLET TIME RAIN- FALL RUNOFF Q INVERT ELEVATIONS LENGTH SLOPE DUL CAPA- CITY VELD- CITY FLOW TIME "Min" PIPE SIZE INCRE- ACCUM- POINT (1) POINT (2) ACRES (3) C (4) MENT (5) ULATED (6) MIN. (7) IN./HR. (8) C.F.S. (9) UPPER (10) LOWER (11) Fr. (12) FFJFT. (13) INCHES (14) C.F.S. (15) F.P.S. (16) SEC. (17) INCHES (18) 7 6 0.009 0.900 0.008 0.008 5.00 6.67 0.05 557.65 557.00 32.67 0.020 6 0.79 4.03 8.10 2.19 6 ROOFJUNC 0.009 0.900 0.008 0.016 5.14 6.63 0.11 557.00 555.90 55.18 0.020 6 0.79 4.03 13.68 2.84 ROOF JUNC 5 0.017 0.900 0.015 0.032 5.36 6.58 0.21 555.90 554.60 63.54 0.020 6 0.80 4.09 15.54 3.61 5 4 0.492 0.716 0.352 0.384 5.62 6.51 2.50 554.50 554.07 42.71 0.010 15 6.48 5.28 8.09 10.49 4 3 0.323 0.683 0.221 0.604 5.76 6.47 3.91 553.97 553.75 73.00 0.003 18 5.77 3.26 22.37 15.56 2 1 0.000 0.000 0.000 0.000 0.00 7.97 5.76 553.75 553.58 34.91 0.005 18 7.33 4.15 8.42 16.44 12 11 1 0.626 j 0.721 j 0.451 0.451 5.00 6.67 3.01 558.26 557.96 30.49 0.010 15 6.41 5.22 5.84 11.30 11 22 21 0.430 1 0.819 0.352 0.352 5.00 6.67 2.35 1 565.11 564.68 72.00 0.006 15 4.99 4.07 17.70 11.31 21 0.071 1 0.805 0.057 OA09 5.29 6.59 2.70 1 564.58 / J II r _I Loam 0 E 0' 80, 160' SCALE: 1 " = 80 RUNOFF REDUCTION & DRAINAGE MAP I PERVIOUS DRAINAGE AREA: 0.25 AC 'J/ `\ �`� \`\•\\ � 1 \\ '• �• TOTAL IMPERVIOUS TREATED: 0.46 AC I S \ 4. k / j/ \ \ \ M LE PA i o II SU FAQ REA: 0.21 I ° II II °,` � nA �1 - 0 PERMEABLE PAVER '�2 SURFACE AREA: IMPERVIOUS DRAINAGE TOTAL TREAT07 AC ED: IMPERVIOUS a,t i y li® •®'ll I II a ti % PERMEABLE PAVER Rv CALCULATIONS Rv FOREST/OPEN SPACE = 0.04 Rv MANAGED TURF = 0.22 Rv IMPERVIOUS COVER = 0.95 Rv (PRE) = (0.00 AC/1.68 AC)O.04 + (0.73 AC/1.68 AC)O.22 + (0.95 AC/1.68 AC)O.95 Rv (PRE) = 0.63 Rv (POST) = (0.00 AC/1.68 AC)O.04 + (0.50 AC/1.68 AC)O.22 + (01.18 AC/1.68 AC)O.95 Rv (POST) = 0.73 0' 80, 160' SCALE: 1 " = 80 Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 Q>z z Zz� 00 w � � U � U Q Q0 - M W J o z z Co W z > 0 � O LLI J ELL"] >z_ zj LL �o Q_ 0 Q ran V z U O HW� Lj Cn o �Cnz Q O W > o T z0 m SEAL �VXTRDA� J IN N1 KEEL R I-1 No .''501 � 2.,o �Ssj�NAL�� KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE RUNOFF REDUCTION AND STORM STRUCTURE MAPS DEI NO: 50097362 SHEET NO. 1 2 3 0 5 E J C WATER QUANTITY NARRATIVE WATER QUANTITY CONTROL: IN ORDER TO ACCOMMODATE THE ADDITIONAL FLOW GENERATED BY THE ADDITION OF IMPERVIOUS AREA ON THE SITE, AN UNDERGROUND STORAGE BOX WITH A WEIR WALL AND TWO ORIFICES WAS DESIGNED TO ACCOMMODATE THE ADDITIONAL FLOW AND DETAIN IT ONSITE. THE 96"x48" BOX WAS DESIGNED TO BE 60'-FOOT LONG, WITH 2 ORIFICES; ONE 4"X4" AT ELEV. 0 (INVERT OF BOX) AND THE SECOND 24"X6" AT ELEVATION 3.00 FROM INVERT OF THE BOX. THROUGH THIS DETENTION, THE FLOW RATES OF WATER LEAVING THE SITE WERE REDUCED TO BE LOWER THAN THE PRE -DEVELOPED FLOW RATES. CHANNEL PROTECTION REQUIREMENTS FOR A MANMADE CONVEYANCE SYSTEM (9VAC25-870-66.1) AND FLOOD PROTECTION REQUIREMENTS WERE MET SINCE THE SITE PEAK FLOW RATE FOR THE 2-YEAR 24-HOUR STORM AND 10-YEAR 24-HOUR STORM BOTH DECREASE AS A RESULT OF THE PROPOSED DETENTION PIPE na�y:ra:�■a��e►i►�Ya�nra:�r���l�a��a�:�a��m�e:■a:u■l��ye:»:�m�:�:■��e►�►■:�a��� PRE -DETENTION (CFS) POST -DETENTION (CFS) 1-YEAR STORM 2.63 0.91 2-YEAR STORM 3.43 2.70 10-YEAR STORM 5.80 5.76 APre DA A - Pre Pre Pre Development APost1 ' - DA A - Post Subcat Reach Pon Link HydroCAD - UVAF BH Lobby Prepared by Dewberry HydroCAD@ 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.810 87 (APost1) 1.720 85 (APre, Pre) 0.770 90 (Pre) 0.910 87 Lobby Site (Post) 0.770 90 Parking Area (Post) Post Post Development DA A - Detention Pipe Printed 2/9/2018 Paae 2 HydroCAD - UVAF BH Lobby Type 1124-hr 1 Rainfall=3.04" Prepared by Dewberry Printed 2/9/2018 HydroCADO 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 3 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 SubcatchmentAPost1: DA A - Post Runoff Area=0.810 ac 0.00% Impervious Runoff Depth=1.77" Tc=5.0 min CN=87 Runoff=2.63 cfs 0.120 of SubcatchmentAPre: DA A - Pre Runoff Area=0.810 ac 0.00% Impervious Runoff Depth=1.62" Tc=5.0 min CN=85 Runoff=2.42 cfs 0.109 of Subcatchment Post: Post Development Runoff Area=1.680 ac 0.00% Impervious Runoff Depth=1.85" Tc=5.0 min CN=88 Runoff=5.66 cfs 0.260 of SubcatchmentPre: Pre Development Runoff Area=1.680 ac 0.00% Impervious Runoff Depth=1.77" Tc=5.0 min CN=87 Runoff=5.45 cfs 0.248 of Pond DP1: DA A - Detention Pipe Peak EIev=3.01' Storage=0.033 of Inflow=2.63 cfs 0.120 of Outflow=0.91 cfs 0.120 of HydroCAD - UVAF BH Lobby Type // 24-hr 1 Rainfall=3.04' Prepared by Dewberry Printed 2/9/2018 HydroCADO 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment APre: DA A - Pre Runoff = 2.42 cfs @ 11.96 hrs, Volume= 0.109 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1 Rainfall=3.04" Area (ac) CN Description 0.810 85 0.810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment APre: DA A - Pre Hydrograph I I I I I I I I I I I I I I I I I I ❑Runoff I I I I I I I I I I 2.42 cfs I i I I I I I I I I1TYpe III12 -hr I I I I I I I I I II-Rainfal1=104" 2 Runbff Area=0.810 ac RunofflllVOIL06=I10.109 of w kulnoff IIIDepth-1.'62" 3 I I I I I I I I I I I I I I I I o I I 1 I I I I I I I 1 ITCZf M in LL L__ 1__ L__ L__ L__I__. I I I I I I I I I I I I I I I 1 O�=85 I I I I I I I I I I I I I o _ 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 BH Lobby Type 11 24-hr 1 Rainfall=3.04" Prepared by Dewberry Printed 2/9/2018 HydroCAD@ 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 8 Summary for Pond DP1: DA A - Detention Pipe Inflow Area = 0.810 ac, 0.00% Impervious, Inflow Depth = 1.77" for 1 event Inflow = 2.63 cfs @ 11.96 hrs, Volume= 0.120 of Outflow = 0.91 cfs @ 12.07 hrs, Volume= 0.120 af, Atten= 65%, Lag= 6.4 min Primary = 0.91 cfs @ 12.07 hrs, Volume= 0.120 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 3.01' @ 12.07 hrs Surf.Area= 0.011 ac Storage= 0.033 of Plug -Flow detention time= 20.7 min calculated for 0.120 of (100% of inflow) Center -of -Mass det. time= 20.6 min ( 837.7 - 817.0 ) Volume Invert Avail.Storage Storage Description #1 0.00, 0.044 of 96.0" W x 48.0" H Box Pipe Storage L= 60.0' Device Routing Invert Outlet Devices #1 Primary 0.00' 4.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #2 Primary 3.00' 24.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 3.50' 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=0.90 cfs @ 12.07 hrs HW=3.00' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.90 cfs @ 8.11 fps) 2=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.21 fps) 3=Broad-Crested Rectangular Weir( Controls 0.00 cfs) HydroCAD - UVAF BH Lobby Type ll 24-hr 1 Rainfall=3.04" Prepared by Dewberry Printed 2/9/2018 HydroCADO 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 9 Pond DP1: DA A - Detention Pipe Hydrograph I: I I I i I I I I n Inflow I I El Primary 2.63 cfs I I I I I I I I I y I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Pe0k:Eje'=3.p1�' I I I I I I I -----1--r--r--1--T--r-----1 T--r--i - 1-- T-------------i --i --I--T Storage=0.033 af 2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I y I I I I I I I I I I I I I I I I I I I I I I V I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3 I I I I I I I I I I I I I I I I I I I I I I p I I I I I I I I I I I I I I I I I I I I I I __I__I__I__I__1__1__I___I__ I__ __1__ 1__ I__ I___I___I__I_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 0.91 ds I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I HydroCAD - UVAF BH Lobby Type 11 24-hr 2 Rainfall=3.68" Prepared by Dewberry Printed 2/9/2018 HydroCADO 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 10 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Su bcatchmentAPost1: DA A - Post Runoff Area=0.810 ac 0.00% Impervious Runoff Depth=2.34" Tc=5.0 min CN=87 Runoff=3.43 cfs 0.158 of SubcatchmentAPre: DA A - Pre Runoff Area=0.810 ac 0.00% Impervious Runoff Depth=2.17" Tc=5.0 min CN=85 Runoff=3.22 cfs 0.147 of SubcatchmentPost: Post Development Runoff Area=1.680 ac 0.00% Impervious Runoff Depth=2.43" Tc=5.0 min CN=88 Runoff=7.33 cfs 0.341 of SubcatchmentPre: Pre Development Runoff Area=1.680 ac 0.00% Impervious Runoff Depth=2.34" Tc=5.0 min CN=87 Runoff=7.11 cfs 0.328 of Pond DP1: DAA -Detention Pipe Peak EIev=3.42' Storage=0.038 of Inflow=3.43 cfs 0.158 of Outflow=2.70 cfs 0.158 of HydroCAD - UVAF BH Lobby Type // 24-hr 2 Rainfall=3.68" Prepared by Dewberry Printed 2/9/2018 HydroCADO 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment APre: DA A - Pre Runoff = 3.22 cfs @ 11.96 hrs, Volume= 0.147 af, Depth= 2.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2 Rainfall=3.68" Area (ac) CN Description 0.810 85 0.810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment APre: DA A - Pre Hydrograph I I I I I I I � I I r I I I ❑Runoff I I I I I I I I I I I I I I I I __--L--L_-I---I---I--1Typ���II��`-�r -_ - - 3 I 2 RainfaIIT3.68'. I I I I Runbff Area=0.810 ad I I I I I I I I I -----�-- - Rung fflllV_Ql�me=10.J147_af 2 ! I I kulnoff Npth;-2.171" 3 I I I I i I I I I I I I I I I I I LL 1 1 TVT5.0 Min I I I i I I I I I I I I I I I I I I I I i I I I I I I I I I ON=86 I I I I I I I I I I I I I I I I I I I---r-r--r-_r--I---I---I---r---r--r--r--I---I--r--T--r--r--I---I---I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I o _ 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 BH Lobby Type 1124-hr 2 Rainfall=3.68" Prepared by Dewberry Printed 2/9/2018 HydroCAD@ 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 15 Summary for Pond DP1: DA A - Detention Pipe Inflow Area = 0.810 ac, 0.00% Impervious, Inflow Depth = 2.34" for 2 event Inflow = 3.43 cfs @ 11.96 hrs, Volume= 0.158 of Outflow = 2.70 cfs @ 12.01 hrs, Volume= 0.158 af, Atten= 21 %, Lag= 3.0 min Primary = 2.70 cfs @ 12.01 hrs, Volume= 0.158 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 3.42' @ 12.01 hrs Surf.Area= 0.011 ac Storage= 0.038 of Plug -Flow detention time= 18.9 min calculated for 0.158 of (100% of inflow) Center -of -Mass det. time= 18.9 min ( 828.0 - 809.1 ) Volume Invert Avail.Storage Storage Description #1 0.00, 0.044 of 96.0" W x 48.0" H Box Pipe Storage L= 60.0' Device Routing Invert Outlet Devices #1 Primary 0.00' 4.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #2 Primary 3.00' 24.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 3.50' 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=2.69 cfs @ 12.01 hrs HW=3.42' (Free Discharge) 11=Orifice/Grate (Orifice Controls 0.96 cfs @ 8.68 fps) 2=Orif i ce/G rate (Orifice Controls 1.73 cfs @ 2.07 fps) 3=Broad-Crested Rectangular Weir( Controls 0.00 cfs) HydroCAD - UVAF BH Lobby Type ll 24-hr 2 Rainfall=3.68" Prepared by Dewberry Printed 2/9/2018 HydroCAD@) 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 16 Pond DP1: DA A - Detention Pipe Hydrograph 3 w 2 0 M I I I I I I I ❑ Inflow 3.43 cfs ❑ Primary lhf loW, *e600 010 A6 Pe0k; Eje' =,3-4X 2.70 cfe Storage-0.038 of I I f I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I HydroCAD - UVAF BH Lobby Type 1124-hr 10 Rainfall=5.56" Prepared by Dewberry Printed 2/9/2018 HydroCAD@ 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 17 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 SubcatchmentAPost1: DAA - Post Runoff Area=0.810 ac 0.00% Impervious Runoff Depth=4.10" Tc=5.0 min CN=87 Runoff=5.80 cfs 0.277 of SubcatchmentAPre: DA A - Pre Runoff Area=0.810 ac 0.00% Impervious Runoff Depth=3.89" Tc=5.0 min CN=85 Runoff=5.58 cfs 0.263 of Subcatchment Post: Post Development Runoff Area=1.680 ac 0.00% Impervious Runoff Depth=4.20" Tc=5.0 min CN=88 Runoff=12.25 cfs 0.588 of SubcatchmentPre: Pre Development Runoff Area=1.680 ac 0.00% Impervious Runoff Depth=4.10" Tc=5.0 min CN=87 Runoff=12.03 cfs 0.574 of Pond DP1: DA A - Detention Pipe Peak EIev=3.70' Storage=0.041 of Inflow=5.80 cfs 0.277 of Outflow=5.76 cfs 0.277 of HydroCAD - UVAF BH Lobby Type 1124-hr 10 Rainfall=5.56" Prepared by Dewberry Printed 2/9/2018 HydroCAD@) 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment APre: DA A - Pre Runoff = 5.58 cfs @ 11.96 hrs, Volume= 0.263 af, Depth= 3.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10 Rainfall=5.56" Area (ac) CN Description 0.810 85 0.810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment APre: DA A - Pre Hydrograph I I I I I i ■Runoff 6 I f I I I I II II I I I I I I I I I I I I I I I I I 45.58CIS--- -----I-- -- - I --------peI-r------- I 5 � ! 110 Raiilfal1T5.56'• I I I I I I I I I I I I I I I I I I - - - - -II - - - - - Ru nbff Atet=0.810 at ROnoffl'IVolume-0.263 of w p l ------- -- -- -- ---_kul,r'>�ci#f De th,-3,88"- 30 3 LL TcT5.10 Min Iw I I I I I I I I I I I I I I 2 I I I I I I I I I I I I I I I I I I I I I I I I I ----------- ------ ------1--1--L--L-------�--- i. . I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I 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 BH Lobby Type // 24-hr 10 Rainfall=5.56" Prepared by Dewberry Printed 2/9/2018 HydroCAD@) 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 22 Summary for Pond DP1: DA A - Detention Pipe Inflow Area = 0.810 ac, 0.00% Impervious, Inflow Depth = 4.10" for 10 event Inflow = 5.80 cfs @ 11.96 hrs, Volume= 0.277 of Outflow = 5.76 cfs @ 11.97 hrs, Volume= 0.277 af, Atten= 1 %, Lag= 0.5 min Primary = 5.76 cfs @ 11.97 hrs, Volume= 0.277 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 3.70' @ 11.97 hrs Surf.Area= 0.011 ac Storage= 0.041 of Plug -Flow detention time= 15.6 min calculated for 0.277 of (100% of inflow) Center -of -Mass det. time= 15.5 min ( 808.8 - 793.3 ) Volume Invert Avail.Storage Storage Description #1 0.00, 0.044 of 96.0" W x 48.0" H Box Pipe Storage L= 60.0' Device Routing Invert Outlet Devices #1 Primary 0.00' 4.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #2 Primary 3.00' 24.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 3.50' 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=5.74 cfs @ 11.97 hrs HW=3.70' (Free Discharge) 11=Orifice/Grate (Orifice Controls 1.01 cfs @ 9.05 fps) 2=Orif i ce/G rate (Orifice Controls 3.20 cfs @ 3.20 fps) 3=Broad-Crested Rectangular Weir(Weir Controls 1.54 cfs @ 1.26 fps) HydroCAD - UVAF BH Lobby Type ll 24-hr 10 Rainfall=5.56" Prepared by Dewberry Printed 2/9/2018 HydroCADO 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 23 Pond DP1: DA A - Detention Pipe Hydrograph I I I I I I _-- -- - - -I- - I ■Inflow ' I ■ Prima s.80 cfs I I I I I I I I I I ry 6 5.76cfs I I I Inflow;kea:O0 l 0 ;a� 5 I I I I I I I I I I I I I I I I 4 I I I I I I I I ^y I I I t ---1 T --r- I I I I I I I I O 3 LL I I I I I I 2 I I I I I I I I I I I I I I 1 I I I I I I I I I I I PpOk; EIe'r=,3.70!' I I I I I I I I -Stbr-a-de= ',"01-af - vs:: 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 zz 0 0 Q�z Z O 0 D z 0 w Q CCU Q>-0 - m J z mUJ 0 0 J >zz LL O Q Q H W 0 z �/ v) Q LI..I z0 W SEAL KEY PLAN SCALE REVISIONS z Cw G U 0 z 0 � cr Z > 0 w J J_ l- > ULu w �o oc cr I- Q z U 0 U O O T OP Ll No �- ,1. �SSI�NA'L�� 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION D RAW N BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 WATER QUANTITY NARRATIVE AND CALCULATIONS DEI NO: 50097362 SHEET NO. C6mO6 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) 1 1 1 1 111111 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 1 2 3 1 4 5 GENERAL STRUCTURAL NOTES Dewberry 0 C IV /1 I REBAR SPLICE AND HOOK SCHEDULE REBAR SPLICE AND HOOK DIMENSIONS IN REINF. CONCRETE F'c = 4,000 PSI ASTM BAR SIZE LID CLASS B LAP TOP BAR LAP LDH 3 15" 20" 25" 8" 4 19" 25" 33" 10" 5 24" 32" 41" 12" 6 29" 38" 49" 15" 7 42" 55" 71" 17" 8 48" 63" 81" 19" LID - STANDARD DEVELOPMENT LENGTH OF BAR LDH - STANDARD DEVELOPMENT LENGTH OF HOOK F'c - SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE db - BAR DIAMETER PER ASTM LDH 90' BEND CRITICAL 12db SECTION 180' HOOK 4db R (2-1/2" MIN. LID STANDARD, CLASS "B" LAP AND TOP BAR LAP NOTES: TOP BAR - DEFINED AS A BAR LOCATED SUCH THAT 12 IN. OR MORE OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE SPLICE. MINIMUM OUTSIDE RADIUS OF BEND, R, SHALL BE 4db. SHOWN ON PLAN STANDARD LAP SPLICE (TYPICAL) SEE FNDN PLAN FOR • ° •a ° TOP OF = FOOTING • ELEVATION 1� V SEE FNDN 2� a ° PLAN FOR • TOP OF FOOTING ELEVATION 2H MATCH TYP. FTG. BAR '3' S3.01 S0.0 CLASS "B" FOOTING STEP DETAIL SCALE: NOT TO SCALE TENSION LAP (TYP.) vD � 90' STD. HOOK (TYPICAL) o MATCH SIZE AND SPACING OF HORIZ. REINFORCING. USE LARGER SIZE OF LAPPED REINF. WHERE VARIATIONS IN SIZE OCCUR. n SEE PLAN TYP D. V v QZ WILLJ J "WALL ANGLE" REBAR TO MATCH INSIDE HORIZONTAL REINFORCING WALL CORNER REINFORCEMENT DETAIL SCALE: NOT TO SCALE CONTROL JOINT LOCATIONS ARE NOTED ON PLAN BY THE DESIGNATION "CJ." CONT. KEYWAY SYSTEM CONT. 6" PVC WATERSTOP a TERMINATE ALL HORIZONTAL - REINFORCEMENT AT JOINT OTHER THAN SMOOTH DOWELS 5/8" DIA. x 2'-6" LONG SMOOTH DOWELS AT 12" O.C. VERTICAL. GREASE ONE END OF DOWEL OR WRAP WITH POLYETHLENE TAPE. mmilcliffm 1" 1" PROVIDE CHAMFERED JOINT AT EXPOSED FACE(S) WALL REINFORCING (SEE DETAILS) WALL CONSTRUCTION JOINT DETAIL SCALE: NOT TO SCALE DESIGN: 1. THESE GENERAL NOTES SHALL BE APPLICABLE FOR STRUCTURAL DRAWINGS DENOTED WITH THE PREFIX "S" PREPARED FOR THE UVAF BOAR'S HEAD PARKING PROJECT. THE GENERAL STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS AND SPECIFICATIONS. SHOULD CONFLICTS EXIST BETWEEN THE DRAWINGS, SPECIFICATIONS, AND GENERAL STRUCTURAL NOTES, THE STRICTEST PROVISION SHALL GOVERN. 2. STRUCTURAL DESIGN CONFORMS TO THE REQUIREMENTS OF THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE, 2012 EDITION. EXISTING STRUCTURES AND FACILITIES: 1. SIZES, ELEVATIONS, AND DIMENSIONS OF EXISTING SITE ELEMENTS ARE BASED ON EXISTING DRAWINGS PROVIDED BY THE OWNER AND/OR FIELD MEASUREMENTS AND ARE FOR GENERAL REFERENCE ONLY. THE CONTRACTOR SHALL VERIFY ACTUAL CONDITIONS AND REPORT ANY DISCREPANCIES TO THE ENGINEER BEFORE STARTING WORK. 2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE AND MAINTAIN ANY AND ALL WORK NECESSARY TO PROTECT EXISTING FACILITIES (THIS INCLUDES BUT IS NOT LIMITED TO: BUILDINGS, TUNNELS, PAVEMENT, SIDEWALKS, DRAINAGE STRUCTURES, TREES, AND PLANTED AREAS). ANY DAMAGE TO EXISTING FACILITIES SHALL BE REPAIRED TO THE SATISFACTION OF THE ENGINEER AND OWNER AT THE SOLE EXPENSE OF THE CONTRACTOR AND/OR HIS SUB -CONTRACTORS. 3. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE AND MAINTAIN ANY AND ALL WORK NECESSARY TO PROTECT EXISTING UTILITIES (THIS INCLUDES BUT IS NOT LIMITED TO: PIPING, POWER, AND COMMUNICATION LINES WITHIN THE TUNNELS AS WELL AS BURIED INFRASTRUCTURE IN THE PROJECT VICINITY. ANY DAMAGE TO EXISTING UTILITIES SHALL BE REPAIRED TO THE SATISFACTION OF THE ENGINEER AND OWNER AT THE SOLE EXPENSE OF THE CONTRACTOR AND/OR HIS SUB -CONTRACTORS. 4. THE CONTRACTOR SHALL VERIFY ANY CONFLICTS WITH EXISTING UTILITIES. IF A CONFLICT IS ENCOUNTERED, CONTRACTOR SHALL IMMEDIATELY NOTIFY ENGINEER AND UVA PROJECT MANAGER AND A RESOLUTION SHALL BE REACHED BEFORE WORK PROCEEDS IN THE AFFECTED AREA. 5. THE CONTRACTOR SHALL CONTACT "MISS UTILITY" (TELEPHONE NUMBER 1-800-552-7001) PRIOR TO STARTING ANY EXCAVATION AND SUBMIT COMPLETED UVA EXCAVATION PERMIT APPLICATION FORM TO UTILITIES DEPARTMENT WITHIN 2 HOURS OF CALLING "MISS UTILITY". 6. NO STAGING OF EQUIPMENT OR VEHICLES OUTSIDE OF MARKED AREAS SHALL BE PERMITTED WITHOUT WRITTEN PERMISSION OF THE UNIVERSITY. 7. CONTRACTOR SHALL PARK ALL VEHICLES IN AREAS DESIGNATED ON THE TRAFFIC CONTROL PLAN(S) OR PER THE SPECIFICATIONS. DO NOT PARK ON SIDEWALKS. 8. CONTRACTOR IS RESPONSIBLE FOR DOCUMENTING ALL EXISTING CONDITIONS PRIOR TO COMMENCEMENT OF CONSTRUCTION. IF AN ITEM IN QUESTION IS BELIEVED TO HAVE BEEN DAMAGED DURING CONSTRUCTION AND THERE IS NO PHOTOGRAPHIC PROOF OF ITS STATE PRIOR TO CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING OR REPLACING TO THE SATISFACTION OF THE ENGINEER AND OWNER AT THE SOLE EXPENSE OF THE CONTRACTOR AND/OR HIS SUB -CONTRACTORS. FOUNDATIONS: 1. FOUNDATION DESIGN IS BASED ON AN ASSUMED ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF. CONTRACTOR IS TO CONFIRM 2,000 PSF MINIMUM SOIL BEARING CAPACITY WITH AN INDEPENDENT GEOTECHNICAL TESTING FIRM PRIOR TO PLACING CONCRETE. CONTRACTOR SHALL PROVIDE OWNER AND ENGINEER A WRITTEN REPORT OF TEST RESULTS FOR THEIR RECORDS. 2. THE STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR SUBSURFACE CONDITIONS ENCOUNTERED IN THE FIELD CONTRARY TO THOSE ASSUMED FOR DESIGN. 3. ALL COMPACTED FILL, EXCAVATIONS, SUBGRADES, AND BEARING SURFACES SHALL BE OBSERVED AND TESTED BY A GEOTECHNICAL ENGINEER REGISTERED IN THE COMMONWEALTH OF VIRGINIA (OR A QUALIFIED GEOTECHNICAL TECHNICIAN WORKING UNDER THE DIRECT SUPERVISION OF A REGISTERED GEOTECHNICAL ENGINEER) TO VERIFY SPECIFIED GEOTECHNICAL CONFORMANCE REQUIREMENTS. 4. COMPACTED BACKFILL SHALL BE AS FOLLOWS: A. INSPECTED AND APPROVED BY PROJECT GEOTECHNICAL ENGINEER. B. VDOT #21 B OR GEOTECHNICAL ENGINEER APPROVED SOIL WITH THE FOLLOWING PARAMETERS: • NON -ORGANIC, ON -SITE OR OFF -SITE SOILS APPROVED BY THE PROJECT GEOTECHNICAL ENGINEER. • FREE DRAINING BACKFILL CONSISTING OF NON -PLASTIC MATERIAL CLASSIFYIED AS SM, ML, OR MORE GRANULAR PER ASTM D2487. • PLACED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES IN THICKNESS. • COMPACTED TO AT LEAST 95 PERCENT OF MAXIMUM DRY DENSITY PER ASTM D-698, STANDARD PROCTOR METHOD • FREE OF BOULDERS, ORGANICS, TRASH, AND OTHER DELETERIOUS MATERIALS. 5. WHERE "CONTROLLED BACKFILL" IS SPECIFIED BEHIND FOUNDATION RETAINING WALLS, BACKHOE BUCKET OR SIMILAR EQUIPMENT SHALL BE USED IN COMPACTING VDOT #21 B CRUSHED STONE BACKFILL IN LIFTS NO GREATER THAN 2 FEET IN THICKNESS. "CONTROLLED BACKFILL" SHALL EXTEND A MINIMUM DISTANCE OF 0.5 TIMES THE RETAINED WALL HEIGHT FROM THE BACK HEEL OF THE RETAINING WALL. A GEOTEXTILE FIBER SHALL BE PLACED AT THE INTERFACE BETWEEN THE "CONTROLLED BACKFILL" AND EXISTING IN -PLACE OR NEW FILL SOILS. HEAVY VIBRATORY COMPACTORS SHALL NOT BE USED WITHIN 10 FEET OF RETAINING WALLS IN ORDER TO AVOID DAMAGING WALLS. 6. DURING FILLING AND BACKFILLING, DENSITY TESTING SHALL BE MADE IN ACCORDANCE WITH ASTM D-1556 (OR EQUIVALENT) TO MONITOR COMPACTION LEVELS AND MOISTURE CONTENTS. FREQUENCY OF DENSITY TESTING SHALL BE AS DIRECTED BY GEOTECHNICAL ENGINEER TO VERIFY SPECIFIED COMPACTION AND MOISTURE CONTENT REQUIREMENTS. 7. CONTRACTOR SHALL CONTROL SITE GROUNDWATER AND/OR SURFACE WATER BY ALL MEANS NECESSARY TO MAINTAIN A WATER LEVEL A MINIMUM 2 FEET BELOW FOUNDATION SUBGRADE SO AS TO NOT DAMAGE FOUNDATION EXCAVATIONS. THE BASE OF ALL FOUNDATION EXCAVATIONS SHOULD BE FREE OF ALL WATER AND LOOSE SOIL PRIOR TO PLACING CONCRETE. ANY SUBGRADE SOILS WHICH HAVE BEEN WEAKENED DUE TO SATURATION OR DISTURBANCE SHALL BE RECOMPACTED OR REMOVED AND REPLACED WITH STRUCTURAL FILL AS DIRECTED BY THE GEOTECHNICAL ENGINEER. CONCRETE SHALL BE PLACED AS SOON AS POSSIBLE AFTER EXCAVATING SO THAT LOOSENING OR EXCESSIVE DRYING OF BEARING MATERIALS DOES NOT OCCUR. 8. WHENEVER POSSIBLE, FOUNDATION CONCRETE SHALL BE PLACED IMMEDIATELY AFTER EXCAVATION SO THAT ACCUMULATION OF WATER IN THE EXCAVATION OR DRYING OF FOUNDATION SOILS CAN BE AVOIDED. ANY SUBGRADE SOILS WHICH HAVE BEEN WEAKENED DUE TO SATURATION OR DISTURBANCE SHALL BE RECOMPACTED OR REMOVED AND REPLACED WITH STRUCTURAL FILL, WASHED STONE, OR LEAN CONCRETE (MINIMUM 200 PSI FLOWABLE FILL) AS DIRECTED BY THE PROJECT GEOTECHNICAL ENGINEER. 9. ALL EXCAVATIONS SHALL CONFORM TO APPLICABLE OSHA REGULATIONS. REINFORCED CONCRETE: 1. UNLESS NOTED OTHERWISE, ALL CONCRETE WORK, DETAILING, FABRICATION, AND PLACING OF REINFORCING AND CONCRETE SHALL BE GOVERNED BY THE LATEST REVISIONS OF: A. ACI 301, ACI 315, AND ACI 318 B. CRSI RECOMMENDED PRACTICE OF PLACING REINFORCING BARS. C. ACI 306 AND ACI 305 FOR COLD AND HOT WEATHER CONCRETING RESPECTIVELY. 2. ALL POURED IN PLACE CONCRETE SHALL BE NORMAL WEIGHT WITH A MAXIMUM UNIT WEIGHT OF 150 POUNDS PER CUBIC FOOT AND SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH EQUAL TO 4,000 PSI. SUBMIT DESIGN MIXTURES FOR APPROVAL. 3. ALL PORTLAND CEMENT SHALL BE TYPE II OR TYPE 1/11. 4. CONCRETE MIXTURES: PROPORTION NORMAL -WEIGHT CONCRETE MIXTURE AS FOLLOWS: A. MINIMUM COMPRESSIVE STRENGTH: 4,000 PSI AT 28 DAYS. B. SLUMP LIMIT: 3 TO 5 INCHES. 8 INCHES FOR CONCRETE WITH VERIFIED SLUMP OF 2 TO 4 INCHES BEFORE ADDING HIGH -RANGE WATER -REDUCING ADMIXTURE OR PLASTICIZING ADMIXTURE, PLUS OR MINUS 1 INCH. C. AIR CONTENT: 6 PERCENT, PLUS OR MINUS 1 PERCENT AT POINT OF DELIVERY FOR 1-INCH NOMINAL MAXIMUM AGGREGATE SIZE. 5. FABRICATING REINFORCEMENT: FABRICATE STEEL REINFORCEMENT ACCORDING TO CRSI'S "MANUAL OF STANDARD PRACTICE." 6. A QUALIFIED INSTALLER SHALL BE REQUIRED WHO EMPLOYS ON PROJECT PERSONNEL QUALIFIED AS ACI-CERTIFIED FLATWORK TECHNICIAN AND FINISHER AND A SUPERVISOR WHO IS AN ACI-CERTIFIED CONCRETE FLATWORK TECHNICIAN. 7. A FIRM EXPERIENCED IN MANUFACTURING READY -MIXED CONCRETE PRODUCTS AND THAT COMPLIES WITH ASTM C 94 REQUIREMENTS FOR PRODUCTION FACILITIES AND EQUIPMENT SHALL BE REQUIRED. THE MANUFACTURER SHALL BE CERTIFIED ACCORDING TO NRMCA'S "CERTIFICATION OF READY MIXED CONCRETE PRODUCTION FACILITIES." 8. CONCRETE MIXING: READY -MIXED CONCRETE: MEASURE, BATCH, MIX, AND DELIVER CONCRETE ACCORDING TO ASTM C 94, AND FURNISH BATCH TICKET INFORMATION. WHEN AIR TEMPERATURE IS BETWEEN 85 AND 90 DEG F, REDUCE MIXING AND DELIVERY TIME FROM 1-1/2 HOURS TO 75 MINUTES; WHEN AIR TEMPERATURE IS ABOVE 90 DEG F, REDUCE MIXING AND DELIVERY TIME TO 60 MINUTES. 9. CONCRETE TESTS: TESTING OF COMPOSITE SAMPLES OF FRESH CONCRETE OBTAINED ACCORDING TO ASTM C 172 SHALL BE PERFORMED ACCORDING TO THE FOLLOWING REQUIREMENTS: A. TESTING FREQUENCY: OBTAIN ONE COMPOSITE SAMPLE FOR EACH DAY'S POUR OF EACH CONCRETE MIXTURE EXCEEDING 5 CU. YD., BUT LESS THAN 25 CU. YD., PLUS ONE SET FOR EACH ADDITIONAL 50 CU. YD. OR FRACTION THEREOF. WHEN FREQUENCY OF TESTING WILL PROVIDE FEWER THAN FIVE COMPRESSIVE -STRENGTH TESTS FOR EACH CONCRETE MIXTURE, TESTING SHALL BE CONDUCTED FROM AT LEAST FIVE RANDOMLY SELECTED BATCHES OR FROM EACH BATCH IF FEWER THAN FIVE ARE USED. B. SLUMP: ASTM C 143; ONE TEST AT POINT OF PLACEMENT FOR EACH COMPOSITE SAMPLE, BUT NOT LESS THAN ONE TEST FOR EACH DAY'S POUR OF EACH CONCRETE MIXTURE. PERFORM ADDITIONAL TESTS WHEN CONCRETE CONSISTENCY APPEARS TO CHANGE. C. AIR CONTENT: ASTM C 231, PRESSURE METHOD, FOR NORMAL -WEIGHT CONCRETE; ONE TEST FOR EACH COMPOSITE SAMPLE, BUT NOT LESS THAN ONE TEST FOR EACH DAY'S POUR OF EACH CONCRETE MIXTURE. D. CONCRETE TEMPERATURE: ASTM C 1064; ONE TEST HOURLY WHEN AIR TEMPERATURE IS 40 DEG F AND BELOW AND WHEN 80 DEG F AND ABOVE, AND ONE TEST FOR EACH COMPOSITE SAMPLE. E. COMPRESSION TEST SPECIMENS: ASTM C 31. CAST AND LABORATORY CURE ONE SET OF FOUR STANDARD CYLINDER SPECIMENS FOR EACH COMPOSITE SAMPLE. F. COMPRESSIVE -STRENGTH TESTS: ASTM C 39; TEST ONE LABORATORY -CURED SPECIMEN AT 7 DAYS AND TWO SPECIMENS AT 28 DAYS, AND RETAIN ONE SPECIMEN FOR LATER TESTING AT 56 DAYS IF 28 DAY STRENGTH FALLS BELOW THE REQUIRED SPECIFIED STRENGTH. G. A COMPRESSIVE -STRENGTH TEST SHALL BE THE AVERAGE COMPRESSIVE STRENGTH FROM A SET OF TWO SPECIMENS OBTAINED FROM SAME COMPOSITE SAMPLE AND TESTED AT AGE INDICATED. 10. STRENGTH OF EACH CONCRETE MIXTURE WILL BE SATISFACTORY IF EVERY AVERAGE OF ANY THREE CONSECUTIVE COMPRESSIVE -STRENGTH TESTS EQUALS OR EXCEEDS SPECIFIED COMPRESSIVE STRENGTH AND NO COMPRESSIVE -STRENGTH TEST VALUE FALLS BELOW SPECIFIED COMPRESSIVE STRENGTH BY MORE THAN 500 PSI. 11. PROVIDE A 3/4" CHAMFER AT ALL EXPOSED CONCRETE CORNERS. 12. ALL REINFORCING SHALL CONFORM TO ASTM A 615, GRADE 60, DEFORMED BARS. 13. REINFORCING BAR LAP SPLICES SHALL BE CLASS "B" TENSION LAPS AND SHALL BE AS REQUIRED PER THE SCHEDULE ON SHEET SO.01. REINFORCING BAR HOOK DIMENSIONS SHALL BE AS REQUIRED PER THE SCHEDULE ON SHEET SO.01. 14. UNLESS OTHERWISE NOTED ON THE DRAWINGS, THE FOLLOWING CONCRETE COVER SHALL BE PROVIDED OVER REINFORCEMENT: A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" B. ALL OTHER CONCRETE: 2" 15. UNLESS NOTED OTHERWISE, ALL HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE WALLS SHALL HAVE A 1 /4" FULL AMPLITUDE ROUGHENED SURFACE. ALL OTHER CONSTRUCTION JOINTS SHALL BE KEYED. 8. UNLESS NOTED OTHERWISE, ALL EXPOSED CONCRETE SHALL INCLUDE RHEOCOLOR L LIQUID COLOR SYSTEM. COLOR TO MATCH SOLOMAN COLORS, INC. #306 COLORFLO LIQUID COLOR (CANVAS) OR APPROVED EQUAL BY UVA. MATCH EXISTING ADJACENT WALKS. 9. UNLESS NOTED OTHERWISE, ALL VERTICAL CONCRETE SURFACES EXPOSED TO VIEW SHALL HAVE A SMOOTH -FORMED FINISH, AND ALL HORIZONTAL WALKING SURFACES SHALL HAVE A BROOM FINISH. 10. CONTRACTOR SHALL SUBMIT HOT WEATHER CONCRETE INSTALLATION PROCEDURE FOR ENGINEER OF RECORD'S APPROVAL PRIOR TO BEGINNING CONCRETE INSTALLATION. MATERIAL FINISH: 1. BLUESTONE SHALL BE DENSE, FINE-GRAINED FELDSPATHIC BLUESTONE CONFORMING TO ASTM C 616, WITH ABSORPTION BY WEIGHT, DENSITY, COMPRESSIVE STRENGTH, MODULUS OF RUPTURE AND ABRASION RESISTANCE PROPERTIES MEETING THE REQUIREMENTS OF CLASSIFICATION III QUARTZITE. SILICA CONTENT SHALL FALL WITHIN 75-80% RANGE. BLUESTONE SHALL BE SELECT HARD AND FREE OF CRACKS, SEAMS, STARTS, REEDS, OR OTHER DEFECTS WHICH MAY IMPAIR ITS STRENGTH, DURABILITY OR APPEARANCE. 2. BLUESTONE CURB SHALL BE PENNSYLVANIA BLUESTONE WITH A FINISH AS APPROVED BY THE UNIVERSITY ARCHITECT. 3. BLUESTONE CAP SHALL BE 4" HIGH, PENNSYLVANIA BLUESTONE WITH A THERMAL FINISH. 4. STONE VENEER SHALL BE NEW, FLAT "OAKRIDGE FIELD -STONE," CONSISTING OF WEATHERED GREYS, BROWNS AND SOME MOSS, SUPPLIED BY LUCK STONE, OR APPROVED EQUAL. 5. FIELDSTONE SHALL BE STANDARD GRADE, FREE OF CRACKS, SEAMS, STARTS, OR OTHER DEFECTS WHICH MAY IMPAIR ITS STRENGTH, DURABILITY, OR APPEARANCE. EXPOSED SURFACES SHALL BE FREE FROM SPOTS, SPALLS, CHIPS, STAINS, DISCOLORATION, OR OTHER DEFECT WHICH WOULD AFFECT ITS APPEARANCE. COLOR, TEXTURE, AND FINISH SHALL BE WITHIN THE RANGE OF SAMPLES APPROVED BY THE ARCHITECT. 6. THIN SET BED SHALL BE A ONE-STEP, POLYMER FORTIFIED, THIN -SET MORTAR BOND COAT. 7. MANUFACTURER PRODUCT DATA SHALL BE SUBMITTED FOR: A. EXPANSION JOINT FILLER B. GROUT MATERIALS, INCLUDING ADDITIVES C. MORTAR MATERIALS, INCLUDING ADDITIVES 8. MORTAR JOINTS SHALL BE COMPLETELY FILLED WITH MORTAR AND SHALL THEN BE RAKED OUT TO ONE THIRD THE DEPTH OF THE STONE. RAKED JOINTS SHALL BE BRUSHED CLEAN, WETTED THOROUGHLY BEFORE APPLYING FRESH MORTAR, AND TUCK POINTED WITH COLORED MORTAR. 9. CUTTING AND SETTING DRAWINGS OF FIELDSTONE AND BLUESTONE PIECES SPECIFIED HEREIN SHALL BE SUBMITTED. DRAWINGS SHALL INDICATE ISR ANCHORAGE SYSTEM, INCLUDING STEEL SUPPORT ANGLES, ANCHORS, CRAMPS, DOWELS, COMPLETE STONE SIZES, DIMENSIONS, LAYOUT, FINISHES, ARRANGEMENT, AND OTHER NECESSARY DETAILS FOR RECEPTION OF OTHER WORK. 10. FURNISH 16 GAUGE HOT -DIPPED GALVANIZED STEEL DOVETAIL SLOTS FOR INSTALLATION BY CONCRETE TRADE. PROVIDE HOT -DIP GALVANIZED FLEXIBLE DOVETAIL BRICK TIES SIZED FOR DOVETAIL SLOT. SLOT SHALL BE FILLED WITH DISPOSABLE FOAM TO KEEP OUT CEMENT GROUT DURING POURING OPERATIONS. 11. WHERE DOVETAIL ANCHOR SLOTS ARE INDICATED ON DRAWINGS, THEY SHALL BE ASSUMED TO BE CONTINUOUS. 12. METAL PLATE, ANCHORS, CRAMPS, DOWELS, SHIMS, AND OTHER METAL ITEMS SHALL BE AISI TYPE 304 STAINLESS STEEL OR SUITABLE NON-FERROUS METAL OF THE TYPES AND SIZES SHOWN ON APPROVED SHOP DRAWINGS. 13. THE CONTRACTOR SHALL PROVIDE A MOCK-UP OF ALL STONE RETAINING WALLS TO THE UNIVERSITY FOR APPROVAL PRIOR TO CONSTRUCTION. THE UNIVERSITY ARCHITECT'S OFFICE SHALL PROVIDE FINAL APPROVAL ON ALL MATERIALS (STONE, FIELDSTONE, ETC.) AND FINISHES (SEE SPECIFICATION 04 42 13 FOR MOCK UP REQUIREMENTS). 14. FINISHED SURFACES ADJACENT TO THE FIELDSTONE WORK SHALL BE ADEQUATELY PROTECTED FROM SOILING, STAINING, AND OTHER DAMAGE. COORDINATION: 1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH, AND COORDINATED WITH OTHER CONTRACT DOCUMENTS. 2. COORDINATE THE EXACT SIZE AND LOCATION OF ALL BOX CONDUIT, SLEEVES, AND OPENINGS THROUGH CONCRETE SLABS AND CONCRETE WALLS WITH OTHER CONTRACT DOCUMENTS. STRUCTURAL ABBREVIATION LIST A.F.F. ABOVE FINISHED FLOOR KSI KIPS PER SQUARE INCH ARCH. ARCHITECTURAL LLH LONG LEG HORIZONTAL B.S. BOTH SIDES LLV LONG LEG VERTICAL BOT. BOTTOM MAX. MAXIMUM CF CUBIC FOOT MIN. MINIMUM CMU CONCRETE MASONRY UNIT MPH MILES PER HOUR CLR. CLEAR N.T.S. NOT TO SCALE COL. COLUMN NO. NUMBER CONC. CONCRETE # NUMBER CONT. CONTINUOUS O.C. ON CENTER DET. DETAIL PSI POUNDS PER SQUARE INCH DIA. DIAMETER PSF POUNDS PER SQUARE FOOT DIM. DIMENSION R RADIUS EA. EACH REINF. REINFORCING ELEV. ELEVATION REQ'D REQUIRED E.O.S. EDGE OF SLAB SIM SIMILAR EQ.. EQUAL S.S. STAINLESS STEEL EXTG. EXISTING STD. STANDARD EXP. EXPANSION STRU. STRUCTURAL EXT. EXTERIOR T.O.S. TOP OF STEEL FIN. FINISH TYP. TYPICAL FTG. FOOTING U.N.O. UNLESS NOTED OTHERWISE GALV. GALVANIZED V.I.F. VERIFY IN FIELD GA. GAUGE VERT. VERTICAL HORIZ. HORIZONTAL W.W.F. WELDED WIRE FABRIC INT. INTERIOR W.P. WORK POINT Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 Qjz W z z O LD L1J �WQ z � 2 D U L U Q �0 0� z W z 0 > LL J o0 o�JC'3 U J w Z Z O LLz� �Q 0 oQ W z" � � W C%)=� z o o� W- � O T z0 Z) m SEAL qyT H OF D o J H ALLEN " WOLHAR Lic. No. 035964 4 0 Z•IZ-ZD18 4, KEY ssI�NAL E��ti KEY PLAN SCALE REVISIONS 2 02/ 12/ 18 SGW REVISION # 1 NO. DATE BY DESCRIPTION DRAWN BY APPROVED BY CHECKED BY DATE TITLE SGW JAW JAW 11 /03/17 GENERAL STRUCTURAL NOTES, SCHEDULES AND DETAILS DEI NO: 50097362 SHEET NO. S0001 0 1 1 2 STAIR RAILING NOTES: 1. ALL JOINTS SHALL RECEIVE CONTINUOUS WELDS AND WELDS SHALL BE ROUNDED SMOOTH. 2. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO ENGINEER FOR REVIEW PRIOR TO FABRICATION. 3. RAILINGS SHALL BE PRIMED AND PAINTED. COLOR TO BE CHOSEN BY OWNER. 2 1 4" MINIMUM 1 1/2" x 1 /2"� CHANNEL 1 1/2" SQUARE SOLID STEEL BAR POST HANDRAIL SECTION '7 HANDRAIL DETAIL 53.01 S3.01 SCALE: 3" = 1'-0" GUARD RAIL POST D SEE 7/S3.01 FOR STEEL GUARD RAIL NOTES: CONSTRUCTION 1 1/2" x 1 1/2" SOLID 1. INTERMEDIATE GUARDRAIL STEEL GUARD RAIL POST PICKET SHALL BE 1/2" DIA. AT 5'-0" MAX. SPACING SOLID STEEL BARS AT 4" O.C. SPACING (NOT SHOWN FOR HANDRAIL CLARITY). -1/2" x 1/2" SOLID AT STAIR BOTTOM RAIL 2. GUARD RAIL STEEL SHALL RECEIVE A TWO PART EPDXY o PAINT (SEE DETAIL 7/S3.01). 1/4 I I 3. GUARD RAIL STRUCTURAL DRILL 2 1/2" DIA. x 4" STEEL SHALL BE FINISHED TO MEET STANDARDS FOR DEEP HOLE IN CONCRETE CATEGORY 1 ARCHITECTURALLY AND SET HANDRAIL POSTS EXPOSED STRUCTURAL STEEL IN HIGH STRENGTH EPDXY (A. E.S.S.) DOWELING SYSTEM, TYP. u�a EQ. �EQ. a a STAIR OR SIDEWALK C CONCRETE RETAINING WALL WITH STONE VENEER '6 GUARDRAIL DETAIL S3.01 S3.01 SCALE: 1 to = 1'-0" NOTE: CONTRACTOR SHALL BACKFILL FOUNDATION WALL ON BOTH SIDES UNIFORMLY UNTIL BACKFILL HAS REACHED FINISHED GRADE TO PREVENT UNINTENDED LOADING OF THE WALL. 3 RETAINING WALL SCHEDULE MARK "W" "T" "FT" BARS "FB" BARS N" BARS "D" DOWELS RW1 6'-0" 2'-0" (6) #5 (4) #5 1 #5 AT 12" O.C. #5 AT 12" O.C. RW2 7'-6" 2'-0" (8) #5 (5) #5 #6 AT 12" O.C. #6 AT 12" O.C. to . f ..» 4" BLUESTONE CAP OLTOP OF WALL VARIES (SEE CIVIL) 3/16" DIA. GALVANIZED TRIANGULAR TIE AT 16" (f4") O.C. HORIZONTAL SPACING (3" WIDE AT OPEN END a • AND 3" LONG). USE POWDER 2" 2 ACTUATED FASTENERS OR DOVE CLR , CLR TAIL ANCHOR SLOTS TO SECURE TO CONCRETE WALL. #4 AT 12" O.C. #5 AT 12" O.C. 1/2" EXPANSION JOINT CURB AND ASPHALT, SEE CIVIL #5 DOWEL WITH STD. 90' HOOK AT 12" O.C. 01. 4" CMU N A TOP OF FOOTING (SEE PLAN) "FT" BARS •a GUARD RAIL, SEE 6/S3.01 1/2" EXPANSION JOINT #3 TIE BAR AT 12" O.C. 4 1 5 (14) TREADS AT 12" = 14'-0" TYP TREAD 5 LENGTH 1 to RADIUS BULLNOSE S3.0 D ° D D ° STEEL LAMBS ° TONGUE RAILING °p (SEE 7/S3.01) TYP TREAD D LENGTH ° NOSING DETAIL Oil F I i� N SEE 6/SO.01 FOR , w GUARD RAIL AND HANDRAIL ° Q U.) SLOPING CHEEKWALL a •, ..° C � -H EACH SIDE OF STAIR ' a. _O w (SEE 5/S3.01) °o BOT. OF STAIR ° SEE CIVIL ° • °a • a . °O� #4 AT 12" °°°° O.C. EACH ° • . a . o 008o WAY �j SIDEWALK, TYP. °o o (SEE CIVIL DWGS.) ®. �. o°#o #4 NOSE `V 1/2" EXPANSION �.9 . JOINT MATERIAL M _j U . (TYPICAL) a TOP OF STAIR SEE CIVIL �8 a° .. •' °' . a O CXTfYO . as SEE CONCRETE KEY AT BOTTOM OF STAIRS FOR ITEMS a .a NOT IDENTIFIED. SEE SIDEWALK DETAIL ON CIVIL DRAWINGS AND GENERAL STRUCTURAL NOTES FOR CONCRETE COLOR. PLACE STAIR SLAB -ON -GRADE OVER 6" LAYER OF COMPACTED AGGREGATE BASE COURSE (VDOT #21A) OVER PROPERLY COMPACTED SUBGRADE. E 3 STAIR DETAIL "FB" BARS T (1) CONT. 5 AT ����S3.01 S3.01 SCALE: 3/4" = 1'-0" # A #5 BAR 12„ PLACE FOOTING OVER INTENTIONALLY ROUGHEN O.C. ' ������� COMPACTED FILL AS APPROVED 0 INTERFACE TO A MINIMUM W BY THE PROJECT GEOTECHNICAL SEE GENERAL NOTES \ AMPLITUDE OF 1 /4" 40 ENGINEER ( GUARD RAIL POST, SEE 6/S3.01 VARIES, SEE CIVIL #3» TIE BAR AT TOP OF WALL STAIR, SEE 3/S3.01 _ 12 O.C., TYP. ° s LJ • °4 a • LJ • ° B ° • • 0 09 WNICIQ • • CONTROLLED BACKFILL (SEE ° GENERAL NOTES ON SO.01) ° • " ° • #4 AT 12, TYP. • ° 2» #6 AT 12", TYP. TYP. � a #6 DOWELS AT 12" O.C. WITH STD. 90' HOOK AND CLASS "B" LAP, TYP. • NOTE: SEE 4/S3.01 • • ° ROUGHEN FOR ITEMS SHOWN ° CONCRETE, BUT NOT IDENTIFIED ° TYPICAL ° \��\��\ ° °�� SEE 4/S3.01 FOR ��o°\\�\\� ��0- / / $0 0 FOUNDATION DRAIN $0 0 \� \\� \\� a ° I0 a 0 DETAIL IIOgnoO-� m,�-�i U Ak SEE PLAN TOP OF • ° • a • • • •� • a g • a • • • a ° ° ° a ° ° a FOOTING a ° I • • A ° ° • • ° • • �• • • • a ° ° ° Q ° ° A #5 AT 12" O.C., EACH _j WAY, TOP AND BOTTOM "� '5 STAIR RETAINING WALL DETAIL S3.01 S3.01 SCALE: 3/4" = 1'-0" \ ��/ ° No' BARS • "D" DOWEL WITH STD. 90' a� HOOK AND CLASS "B" LAP ° CONT. 4" DIA. TYPE 2 "HDPE" PERFORATED a FOUNDATION DRAIN PIPE. WRAP 2 CF/LF OF • NO. 78 AGGREGATE AROUND DRAIN PIPE WITH DRAINAGE GEOTEXTILE CONSISTING OF MIRAFI a 140N (OR APPROVED EQUAL). TIE PIPE INTO SITE DRAINAGE SYSTEM PER CIVIL PLANS). a o -'� CONTROLLED BACKFILL IQ° SEE GENERAL NOTES • N v #5 AT 12" O.C. ON SO.01) �/ a _ - 4 _ a N 14 d -, 4 0 J Q- • _ (SEE SCHEDULE) I ON SHEET SO.01) RETAINING WALL DETAIL S3.01 S3.01 SCALE: 1/2" = 1 ' -0" , , - T.O.W., SEE CIVIL SI�� GUARD RAIL, - _ CJ �,, �'' SEE 6/S3.01 SEE I SEE 4 - - WALL PER CN\\� 5�f� CURB, TYP. 1 /S3.01 2/S3.01 S3. S TON��- _ _ - _ -SUDPE -�Op 0 I S `�2 SEE CIVIL .501 ---- z�z--- T.O.W., SEE CIVIL _--_--� STONE VENEER, D I J _ - TYP. UIU CJ CJ =Q Q _ - _ _ _ _ - _ - - - S U 50 ] RETAINING WALL FOUNDATION PLAN NOTES: M-:2 [71.00 - - - - - - - - - 1. SEE SO.01 FOR GENERAL STRUCTURAL NOTES AND ABBREVIATIONS. 2. SEE CIVIL PLAN DRAWINGS FOR RETAINING WALL LAYOUT AND GEOMETRY. _ SEE SEE _ 1 /S3.01 1 2/S3.01 3. "CJ" DENOTES WALL CONSTRUCTION JOINT LOCATIONS. SEE 1 /SO.01 FOR WALL CONSTRUCTION JOINT DETAIL. THE CONTRACTOR IS PERMITTED TO SCALE LOCATIONS OF JOINTS OFF DRAWINGS AND LOCATE THEM WITHIN f1'-O" OF THE LOCATION SHOWN. 4. [XXX.XX'] DENOTES TOP OF FOOTING ELEVATION. T.O.W. DENOTES TOP OF WALL ELEVATION MEASURED TO THE TOP OF THE MASONRY CAP. 2 5. [RWX] DENOTES RETAINING WALL TYPE. SEE SCHEDULE ON 4/S3.01. RETAINING WALL FOUNDATION PLAN - EAST 'gyp 6. CONTRACTOR SHALL BACKFILL FOUNDATION WALL ON BOTH SIDES UNIFORMLY UNTIL S3.01 S3.01 SCALE: 1 /8" = 1'-0" �T'y WALLFILL HAS REACHED FINISHED GRADE TO PREVENT UNINTENDED LOADING OF THE 7. SEE 2/SO.01 FOR ADDITIONAL REINFORCING REQUIRED AT CORNERS AND BENDS OF to REINFORCED CONCRETE WALLS. 8. S--S DENOTES FOOTING STEP. SEE 3/SO.01 FOR FOOTING STEP DETAIL. IF NOT SPECIFICALLY DIMENSIONED ON THE PLANS, THE CONTRACTOR IS PERMITTED TO SCALE T.O.W., SEE CIVIL LOCATION OF FOOTING STEPS OFF DRAWINGS AND LOCATE STEPS WITHIN f 1'-0" OF / THE LOCATION SHOWN. 9. SEE CIVIL DRAWINGS FOR EXTERIOR CONCRETE SIDEWALK DETAILS. CONTRACTOR SHALL S \ \ CJ \ T __ ft- �, COORDINATE JOINTING PLAN WITH UNIVERSITY ARCHITECT'S OFFICE. STONE VENEER, / 4 TYP. - _TRW S3.0 S I (6�Sp��1_ - RW2 SEE I SEE S CJ -� - 1 /S3.01 2/S3.01 [69.067]SLOP- _ E TOP OF' 3.0 S3.0 --I--------- PE � ----_ S 3 RW2 - 1 ---- -����� WALL R CIVI T.O.W., SEE CIVIL ------------ -w w--- zlz S C70.00'] - CJ _ CJ S3.0 CJ cIp CJ CURB, TYP7Y GUARD RAIL, _ as SEE CIVIL SEE 6/S3.01- C70.00'j SI - - - ------ 5 [71.00'] SEE I, SEE _ 3.0 1 /S3.01 12/S3.01 I I ril o I I RETAINING WALL FOUNDATION PLAN - WEST ti 0 S3.01 S3.01 SCALE: 1 /8" = 1'-0" �Tti 71.00] 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 zz OO Q C/) j z z zoo W � z � 2 WQ D U LM0 Q Q m o o z -> z = COW z O w J .r VJ o�JC'3 0 U w z Z o LL � fr Q O oQ LE:C/) z " � � U) W = o CC (n z 0 W- O T zo Z) co SEAL Its. Z,T H OF l� c J H ALLEN .- WOLHAR Lic. No. 035964 4 oZ-IZ-2o1'$ 4" KEY s�j�NAL E�C'� KEY PLAN SCALE REVISIONS 2 02/ 12/ 18 SGW REVISION # 1 NO. DATE BY DESCRIPTION DRAWN BY SGW APPROVED BY JAW CHECKED BY JAW DATE 11/03/17 TITLE STRUCTURAL PLANS AND DETAILS DEI NO: 50097362 SHEET NO. S3m01 I 8" MAPLE I I o 26" OAK 0 o 28" OAK 0 0 28" MAPLE ©' 0 0 0 0 0 0 Q z 0 w 7" SYCP SIGHT LE �bKqVEL SHOULDER 7t -------BERWICK R- 0Oo PLANTING / AREA PAVING CENTERED ON COVERED WALKWAY AND BUILDING DOOR PAVING / CENTERED ON STEPS l CENTERED PAVING, SEE ON PORCH CIVIL STEPS BOAR'S HEAD INN WO 0 5CAA E 564.5 , CONC 16 0 16 32 1 /16" = V-0" SCALE OF FEET PROJECT Boar's Head Inn Lobby Renovation R and Parking Relocation CLIENT University of Virginia Foundation PO Box 400218 Charlottesville, VA �R 434.982.4848 tel 434.982.5852 fax www.uvafoundation.com CONSULTANT i CAMOR AECOM Technical Services 3101 Wilson Boulevard, Suite 900 Arlington, VA 22201 703.682.4900 tel www.aecom.com REGISTRATION DATE FEB. 1212018 PROJECT NUMBER 60554783 TITLE LANDSCAPE LAYOUT AND MATERIALS PLAN SHEET NUMBER L 1 O 28" OAK v ...... ..... . g GRANITE CURB SYMBOL BOTANICAL NAME COMMON NAME ROOT SIZE AB AMELANCHIER X GRANDFLORA 'AUTUMN BRILLIANCE' APPLE SERVICEBERRY B&B 8-9' HT. CA CLETHRA ALNIFOLIA'HUMMINGBIRD' SUMMERSWEET CONT. 2411 HT. CF CORNUS FLORIDA'APPALACHIAN SPRING' FLOWERING DOGWOOD B&B 1.75" CAL. CO CORYLUS AVELLANA'CONTORTA' CORKSCREW HAZEL B&B 3611 HT. FG FOTHERGILLA GARDENII DWARF FOTHERGILLA CONT. 18" HT. IG ILEX GLABRA'COMPACTA' INKBERRY CONT. 18" HT. IV ITEA VIRGINICA'LITTLE HENRY VIRGINIA SWEETSPIRE CONT. 3011 HT. IVJ ILEX VERTICILLATA'JIM DANDY' MALE WINTERBERRY CONT. 24" HT. IVR ILEX VERTICILLATA'NANA' WINTERBERRY CONT. 18" HT. MC MUHLENBERGIA CAPILLARIS'WHITE CLOUD' WHITE MUHLY GRASS CONT. 1 GAL PA POLYSTICHUM ACROSTICHOIDES CHRISTMAS FERN CONT. 1 GAL VM VINCA MINOR PERIWINKLE CONT. 2.5" POT QTY NOTES SPACING 4 SELECT CLUMP, SPECIMEN AS SHOWN 121 FULL TO GROUND AS SHOWN 3 SPECIMEN AS SHOWN 1 SPECIMEN AS SHOWN 151 FULL TO GROUND AS SHOWN 122 FULL TO GROUND AS SHOWN 78 FULL TO GROUND AS SHOWN 2 FULL TO GROUND AS HOWN 37 FULL TO GROUND AS SHOWN 375 24" ON CENTER 245 18" ON CENTER 2655 12" ON CENTER "u6 - BOAR'S HL 0 County Of Albemarle Censcrvation Plan CilecQ15t—'Fa be placed on Landscape Plans (handbook, pp 111-284-111-39, for complete speciGcatiaob) 1. The tallowine items shall he show0 on the nlen; ❑ Trees to be saved; ❑ Lrini;s of cleating (oatudi driplino of trees to be saved); ❑ Lucadot and typo of protective fencing; ❑ Grade changes requiring trot; wells or walla; ❑ Proposed trvxhing or tunneling beyond the limits of cleari.og. 2. .Ixrkln ' —t All trios w be envcd shall to nutrkod with prim or ribbon at a :lwight eloarly visible to equipment operators. ❑ No grading steel I b-gin until the tree marking has beui inspected and approved by a County Inspector. 3. Pre -Construction Conference; ❑ Tree pivwTva.ion and protection mcasut:s shalt be reviewed with the contractor on site. 4. Eauiomeat ODtryj Zit and Sgtrarte: l7 heavy equipment, vehicUar traffic and ste age of construcl:= materials including soil shalltent be permiticd within the drip:im of tm os tube s4vw. S, $oil Erosion and EWrnwator Detention Devices: 0 Suck devicct ihall not zdversc:y a1ec: trees to be saved. 6. F#ray: ❑ :trot arc not permitted w•itl:in 10D feet of the dripline of trees to be saved. ?, -Toxic. Materials; ❑ Tcxic natcr als shall not bo stored within 100 foot of tl . dripline of treca lobe saved. & Protective Feneina; ❑ Trues to be ret.;.ined wlthin 40 Im o1ra proposed lwlidiig of l ading activity *hail be prowcod by fencing, ❑ 1-cueing ahali be in plane ami *h;dl be inspoetad and approved by a County inspector prior toy grading a catscn:ctia: 9. Tree Wells: ❑ %khen the grutatd level mutt he raised within the hipline of a tree m be saved, a tree wel: shall :oo provided and a construction detail satrtaitted for approval. 10, Trcc Walls; ❑ When the grtwnd level moat tte low'erod within the dripline a trae to be saved, a tree will shad] he provided; and a caristrot Jon dtaatl submitted for approval. IL Trenchimtand 'I'tmnclioc; ❑ 'xhcn Cone h.nk is rec aired wtthin tho limits of clearing, It shall to done as faraway &Dm the trunks of trees as passtble, Tunneling ur:ict , lai-p true shal. be consWertd as" a:teraA4vc when it is antioipsod that necessary c-enching will destroy feeder roots. 12, Cleanuo; ❑ P-ctc.,iv: fencing shall bo the last Icarus reir,3ved daring tie that elcastup. 13. 94m4i2e4 Trees: ❑ Darr.agcd trees shall be treatod inurrdialely by pranlag, krtiliaation or otbor tneihods rccom.manded by a tree specialist. IT IS THE DEVELOPER' ESPONS.IBILITV TO CONFRR WITH THE CON1RACTOR ON TRFR CONSERVATION RF,QUIREMENTS, �7 (� YG1Z SIGNA'RJ n'f .) (DATE) S/LiO6fege 1 of I PROJECT Boar's Head Inn Lobby Renovation and Parking Relocation CLIENT University of Virginia Foundation PO Box 400218 Charlottesville, VA 434.982.4848 tel 434.982.5852 fax www.uvafoundation.com CONSULTANT AECOM Technical Services 3101 Wilson Boulevard, Suite 900 Arlington, VA 22201 703.682.4900 tel www.aecom.com REGISTRATION DATE FEB. 1212018 PROJECT NUMBER 60554783 TITLE LANDSCAPE PLANTING PLAN SHEET NUMBER 16 0 16 32 1/16" = 1'-0" L2 SCALE OF FEET c� x N S o C \ -A -� Fc o \ �c G \ DENSE TREES \G \ \ \ o Gc APPLE 4" SYMBOL BOTANICAL NAME COMMON NAME ROOT SIZE QTY NOTES PO PLATANUS OCCIDENTALIS AMERICAN SYCAMORE B&B 8-9' HT. 4 SPECIMEN SPACING AS SHOWN CHERRY 30" { ---- ----- --- c c O \ .......... ................ Jam, c/ SYCA9�EE : 5" /y�c b /c / cc �Q- c AREA OF PARKING AND VEHICULAR CIRCULATION - 23,350 SF AREA REQUIRED FOR PLANTING OF TREES/SHRUBS (5%) - 1,160 SF AREA OF TREES AND SHRUBS ADJACENT TO PAVED PARKING AND VEHICULAR CIRCULATION 2,869 SF 4 NEW SHADE TREES SHOWN FOR 45 PARKING SPACES 2 EXISTING TREES TO REMAIN TOTAL SITE AREA- 26,200 SF AREA REQUIRED FOR TREE CANOPY (10%) 2,620 SF TOTAL TREE CANOPY AREA 10,100 SF ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED TO REACH, AND BE MAINTAINED AT, MATURE HEIGHT. THE TOPPING OF TREES IS PROHIBITED. ALL VEGETATION SHALL BE MAINTAINED IN A HEALTHY CONDITION BY THE CURRANT OWNER OR PROPERTY OWNERS' ASSOCIATION AND REPLACED WHEN NECESSARY. REPLACEMENT MATERIAL SHALL COMPLY WITH THE APPROVED PLAN. County of Albemarle Conservation Plan Checklist — To be placed on Landscape Plans (Handbook, pp I11.284-111.297 for complete specificatione) I. The following jtems sh all he shown on the plan: ❑ Trees to be saved; ❑ Limits of clearing (outside dripfine of trees to be saved); Location and type of protective fencing; Grade changes requiring tree wells or walls; ❑ Proposed trenching or tunneling beyond the limits of clearing. 2. Markings: ❑ All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators, ❑ No grading shall begin until the tree marking has been inspected and approved by a County Inspector. 3. Prc Construction Conference: 0 Tree preserVation and protection measures shall be reviewed with the contractor on site. 4. Equinmen4 Unetatlon and Storage: ❑ Heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the drip]incs of bocc to be saved. 5. Soil L.rosloit and Stormwater Detention Devices: ❑ Such devices shall not adversely affect trees to be saved. d. &M ❑ Fires are not permitted within. 100 feet of the MOW of trees to be saved. 7. Tgac Mat als: ❑ Toxic materials shall not be stored within 100 feet of the dripline of trees to be saved. S. Protecdve Fencing: ❑ Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing. ❑ Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction, 9. Tree W l s: ❑ When the ground level must be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail submitted for approval, 10. ee.Walls: ❑ When the ground level must he lowered within the dripline a tree to be saved, a tree wall shall be provided: and a construction detail submitted for approval. 11. Tre ch ye sill Tunpgl lr: ❑ Whoa trenching is required within the limits of clearing, it shall be done as faraway from the trunks of trees as possible, Tunneling tinder a large tree shah be considered as an alternative when it is antioipatod that necessary trenching will destroy foods mots. 12. Clesnao: I� protective fencing shall bo the bast items removed during the final cleanup. 13. 1lamared Trees: ❑ Damaged trees shall be treated immediately by pruning, fertilisation or othor methods recommended by s tree specialist. NO,*: IT IS THF. DF.VELOPF.R'S SPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION REQUIREMENTS. 1-7111 NER 9IC, ATU ( A7' .) - �, \ CONTRACT PURCHASER, GNATURY (DATE) SI4106 Pege 1 of I PROJECT Boar's Head Inn Lobby Renovation and Parking Relocation CLIENT University of Virginia Foundation PO Box 400218 Charlottesville, VA 434.982.4848 tel 434.982.5852 fax www.uvafoundation.com CONSULTANT AECOM Technical Services 3101 Wilson Boulevard, Suite 900 Arlington, VA 22201 703.682.4900 tel www.aecom.com REGISTRATION DATE FEB. 127 2018 PROJECT NUMBER 60554783 TITLE LANDSCAPE PLANTING PLAN / BERWICK ROAD PARKING SHEET NUMBER 16 0 16 32 1/16" = 1'-0" L 3 SCALE OF FEET M X N r) _ U Q SEE PLAN FOR ADJACENT MATERIAL EXPANSION JOINT 6" CRUSHED GRANITE CURB SCALE 1" = V-0" GRANITE CURB, FINISH AND LENGTH TO MATCH EXISTING CURB STONES SEE DETAIL FOR FLAGSTONE PAVING 1 /8" X 1-5/8" X 1-1 /4" STABLE EDGE "L" SHAPED ALUMINUM ALLOY 6063 WITH T-6 HARDNESS EDGE RESTRAINT IN DECO -BLACK FINISH. APPLY A THICK COAT OF BITUMINOUS PAINT ON ALL SURFACES THAT COME IN CONTACT WITH CONCRETE, TYP. CONTRACTOR'S OPTION, REVERSE ANGLE SS TYPE 304 EXPANSION BOLT 1-1 /2" LONG @ V-0" O.C., WITH FIBER WASHER ON TOP AND BOTTOM OF EACH BOLT TO PREVENT CONTACT OF SS WITH ALUMINUM, TYP. MAINTAIN A MIN. OF 2-1/2" BETWEEN EDGE OF CONCRETE AND EDGE OF BOLT HOLE, TYP. FLAGSTONE PAVING SCALE 1 1/2" = 1'-0" NOTES: 1.) TREE PRESERVATION BOUNDARIES TO BE THE LARGER OF: THE EXISTING TREE DRIP LINE PRIOR TO WORK; THE AREA 1 FOOT FROM TREE TRUNK IN ALL DIRECTIONS FOR EACH 1.5 - 2 INCHES OF TRUNK DIAMETER; THE CRITICAL ROOT ZONE AS ESTABLISHED BY AN ISA CERTIFIED ARBORIST OR URBAN FORESTER OF THE JURISDICTION. EXCEPTIONS INCLUDE EXISTING TREE CRITICAL LOCATIONS WHERE TREE DRIP LINES EXTEND OVER PAVING TO REMAIN; IN SUCH CASES, ROOT ZONE (CRZ) 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. TREE PROTECTION FENCING (TP) SINGLE SPECIMEN TREE PROTECTION - EXISTING TREE CRITICAL / - ROOT ZONE (CRZ) TREE TREE 1 TREE TREE PROTECTION FENCING LIMIT OF CONSTRUCTION _ U = /DISTURBANCE (LOD) Z (D CLUSTERED TREE PROTECTION U_ = TREE PROTECTION FENCING STING TREES AND 3ETATION TO REMAIN. ,RANGE PLASTIC SNOW ICE, SECURED AT EACH 3T WITH A MINIMUM OF HIRE TIES. TREE PRESERVATION 4 SIGNAGE, (1) EVERY FORTH SPAN OF FENCE 2" X 6' HARDWOOD OR ;TEEL U-CHANNEL EKES @ 8'-0" O.C. MAX., VEN 18" INTO GROUND. EXISTING GRADE 2" THICK STONE PA\/INr. Tr) MATCH EXISTINC SIZES AND FINISI BOND BREAKER 1/2" EXPANSION, MATERIAL WITH SEALANT TO MA_ STONE OVER BA ROD l .. �. 211 V Q A Y�X . X B: AT EXPANSION JOINTS TREE PROTECTION ZONE WITHIN THIS FENCE THERE IS TO BE NO STORAGE OF MATERIALS/EQUIPMENT TRENCHING OR EXCAVATION WASHING OF TOOLS OR EQUIPMENT FENCE NOT TO BE ALTERED OR REMOVED WITHOUT PRIOR APPROVAL FROM PROJECT ARBORIST. SIGN SIZE: APPROX. 18" X 24" GROUT JOINT, 3/8" TO 2" FLUSH WITH STONES, TYP. 3/4" LATEX MORTAR SETTING BED FULL DEPTH 1/2" EXPANSION JOINT W/ SEALANT OVER BACKER ROD AND JOINT FILLER FLUSH, TYP. REFER CIVIL FOR OTHER PAVEMENT AND SUBBASE DETAILS, TYP. THICKNESS OF CONCRETE AND AGGREGATE MUST BE NO LESS THAN IN SECTIONS BY CIVIL COMPACTED SUBGRADE NOTES: INSTALL 1/2" EXPANSION JOINT WITH SEALANT WHEN PAVING IS ADJACENT TO VERTICAL FACES, CURBS, STEPS, ANY FIXED OBJECT, OR OTHER RIGID PAVING MATERIAL, AND AT A MAXIMUM 20' O.C. UNLESS OTHERWISE NOTED ON PLANS. PROJECT Boar's Head Inn Lobby Renovation and Parking Relocation CLIENT University of Virginia Foundation PO Box 400218 Charlottesville, VA 434.982.4848 tel 434.982.5852 fax www.uvafoundation.com CONSULTANT AECOM Technical Services 3101 Wilson Boulevard, Suite 900 Arlington, VA 22201 703.682.4900 tel www.aecom.com REGISTRATION DATE FEB. 127 2018 PROJECT NUMBER 60554783 TITLE LANDSCAPE SITE DETAILS SHEET NUMBER TREE PROTECTION SIGN I L4 M X N 0 U Q 1) GUYING STAKES WITH HOSE GAUGE GALVANIZED WIRE PESSARY 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" GROUND COVER PLANTING SET PLANTS IN STAGGERED ROWS AT SPECIFIED SPACING UNLESS OTHERWISE INDICATED ON PLANS 2" MULCH OVER ENTIRE BED. DO NOT COVER CROWNS OF PLANTS. PLANTING SOIL MIX PLANTING BED CONTINUOUS BETWEEN PLANTS MULTISTEM TREE PLANTING SCALE 1 /2" = V-0" PLAN TREE SUPPORT SYSTEM (3) GUYING STAKES WITH HOSE AND TWO STRANDS OF 12 GAUGE GALVANIZED WIRE TWISTED FOR 91YFR&FLAIR ABOVE SURROUNDING FINISH GRADE NO MORE THAN 1/8 THE DEPTH OF THE ROOT BALL SURVEYOR'S FLAG, AS €�RE060 NOT COVER TRUNK FLAIR REMOVE BURLAP AND WIRE BASKET TO FULLEST EXTENT PQ&V1D1EE3"-4" SAUCER STAKE MINIMUM 8" BEYOND EXCAVATION IN UNDISTURBED SOIL FINISH GRADE PLANTING SOIL MIX NOTE: FLAGGING IS ENCOURAGED NEAR PEDESTRIAN AREAS WHETHER PAVED OR NOT. OBTAIN OWNER REPRESENTATIVE'S APPROVAL FOR FLAGGING LOCATIONS. INFO..- ---■■orrn- --■■ • ;, uql oi�. I I III II I 2" MULCH OVER ENTIRE BED. DO NOT COVER CROWNS OF PLANTS. FINISH GRADE PLANTING SOIL MIX CONTINUOUS THROUGHOUT PLANTING BED 1 I1 I1 II I 1 NOTE: 'I INSTALL PLANTS EQUAL DISTANCE APART UNLESS OTHERWISE NOTED ON PLANS. ORNAMENTAL GRASS PLANTING SHRUB PLANTING SCALE 1 /2" = V-0" C PLANT SPACING "D" ROW "A" 6" O.C. 5" O.C. 8" O.C. 7" O.C. loll O.C. 9" O.C. 12" O.C. loll O.C. 15" O.C. 13" O.C. 18" O.C. 16" O.C. 24" O.C. 20" O.C. 36" O.C. 26" O.C. PLANT SPACING 2" MULCH - FORM INTO SAUCER AROUND EACH PLANT PROJECT Boar's Head Inn Lobby Renovation and Parking Relocation CLIENT University of Virginia 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 www.aecom.com FINISH GRADE PLANT, TYP. NOTE: INSTALL PLANTS WITH TRIANGULAR SPACING UNLESS OTHERWISE NOTED ON PLANS REGISTRATION DATE FEB. 127 2018 PROJECT NUMBER 60554783 TITLE LANDSCAPE PLANTING DETAILS SHEET NUMBER L5 SCALE 1" = V-0" SCALE 1 " = V-0" SCALE 1" = V-0" 0.0 0.0 0.1 0.1 0.1 0.1 . . . . . . . . . . . . . 0.1 0.1 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 . . . . . . . . . . . . . . . . . . . . . 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 • • • • • • • • • • • • • • • • • • • • • • • •® 0.1 0.1 0.1 0.2 0.2 0.2 0.1 0.1 0.2 0.2 0.3 0.2 0.3 0.5 0.4 0.3 0.4 0.4 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0 0 • • • • • • • • • • .0 G N R • M • 0.1 0.1 0.1 0.2 0.3 0.3 0.3 0.2 0.4 0.4 .4 0.5 1/TE �. 2.5 0 *1 *0 *0 *0 *0 *0 *0 *0 • .2 1.0 0.9 0.6 0.5 0.6 0.5 0.6 0.5 0.4 • .0 0.2 0.1 O 0.0 0.1 0.1 0.2 0.4 0.4 0.5 8 0.8 0.8 0.7 0.6 0.8 1. 1.2 1.5 1.3 .3 1.3 1.0 0.8 0.9 0.9 0.9 0.8 0.6 O's8' fm 0.2 D4 ® VAULT o� O MH: 2 0 0 0 0 0 �j OO 17. 0.0 0.1 0.1 0.2 0.4 0.7 0.9 1.0 3.6 1.3 1.2 1.1 1.0 1.0 1.5 1.8 1.4 1.7 1.4 1.4 1.1 .2 .2 1.3 1.1 1.0 0 0 10.8 0.4 0.2 D5 MH: 20 • • • • • • • • • • • • • • • • • • • • • • • • • • • / • • O 0.0 0.1 0.1 0.1 0.2 0.7 1.1 1.3 .1 .1 1 1 1.9 1.4 1.1 1.2 1.3 1.4 1.4 1.4 1.4 1.3 1.4 1.1 1.3 1.6 1.4 1.3 1.3 1.1 0.4 0.2 0 *0 *0 *0 *0 *1 *1 *1 *1 • *1 *1 *1 *1 *1 • *1 *1 *1 *1 *1 • *0 *0 *0 o 0.0 0.1 0.1 0.1 0.3 1.4 1.4 1.6 1.5 1 1.5 1.3 1.5 1.8 1.7 1.4 1.2 1.2 1.2 1.2 1.3 1.2 1. .5 1. 1.5 1.4 1.� 0.6 0.2 0.1 a 3 o o i 0.1 0.1 0.1 0.1 0.2 0.4 1. 1.8 1.5 .2 1.3 1.3 1.3 1.9 2.6 2.4 .2 2.6 2.1 1.8 2.0 2.6 7 1. 1.4 1.4 1.6 1. 1.4 0.7 0.2 0.1 p 0.1 0.1 0.1 0.1 0.2 0.3 0.6 .3 2.1 1.4 1.1 1. 1.6 1.9 2.3 1. l.� 1.7 2.0 2.� 2.4 1.6 1.5 1.3 1.1 '1 .6 1.9 1. 2 0.6 0.3 0.2 S1 O MH: 20 GN 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.6 11. 2.3 1.7 .7 5 2.2 2�5 D2 1. 1.1 0',p80.7 0.7 0.8 0.9 0.9 0.8 0.7 0.7 0.7 0.6 1.6 1.9 1.3;- s 0 0.3 0.2 D2 MH' t ii �' H: 20 MR 20 0 • • • • • • • • • • • • • • • • • • • • o*0 • • 0.1 0.1 0.1 0.2 g.2 0.3 0.4 0.5 0.7 I1 8 2.6 2.0 1.7 1.6 1.7 1.5 1.0 0.7 0. *0 *0 *0 *0 *0 *0 *0 10 0.5 0.5 0.4 0.5 0.5 0.4 0.4 0.5 0.8 11• •0 1 4 0.9 0.9 0. 0.2 0.1 0.1 0.2 0.2 0.3 0.4 0.4 4F6 0.9 1. 2.3 .2 3 1.2 .3 .3\.2 0.7 0.8 0.4 0.4 0.3 0.4 0.3 0.4 0.6 0.9 1.4 1. 1.6 O 4 0.7 0. 0. 0.1 x O 4 U) 1 0.1 0.1 0.2 0.4 0.5 0.5 0.6 0.7 1.0 1.5 1.9 .9 1.0 1.0 1.5 1.7 5 0 0 H: 20 • • • • • • • 20 • • • • • • • • • 0.4 0.4 0.4 0.3 0.3 0.4 � 1.9 1.6 1.8 1.5 1 4a .- 0.8 0. 0.1 0.1 o ,a i C0 44 t3 0.1 0.2 0.3 0.5 0.7 .8 1.0 1. .3 1.7 2 0 1.8 1.1 1.0 .3 1. 1. 0.9� 0`,_8 0.6 0.5 0.4 0.5 0.9 .0 1.1 1.3 1.4 .1 0. 0.6 0 0.1 0 0 0.2 0.3 0.6 1.4 1.4 1.6 2. 1 2 2.1/ 1.4 1.0 1.0 1. 1.3 / 1.8 1,. 1.0 0.9 0.7 0.7 0.8 1.0 1.3 1. .6 1.5 l� .9 � 0.7 4 0.2 o � 0.4 .6 1.8 1.3 .5 2.3 2.3 2. 2.2 2.0 .5 1.0 1.0 1. 4 1.3 1.2 1.1 .8 0.8 0 9 1.0 1. 9 1.6 2 0.9 0.6 0.3 0.2 o CEV • �� • �• • *2 *2 3 • • *1 *1 • • • • • *1 *1 *1 • *2 '1 • • I 0.9 .1 2.\ 2.8 2. 2.4 2.4 1: 2.4 2.6 .5 1.1 1.1 1.1 1.2 .3 .0 1. 1 1.1 1.2 1.5 2.1 2.2 1. 3 1.0 5 0.2 D4 M :20 � 0 0.8 0.8 4 2.4 2.3 Q1.8 2.7 2.2 1. 1.1 1.0 1.0 0.9 1. 1.2 .4 1.4 .9 2.6 2. 7 1� 6 0. 0. MR 20 ❑ D2 MR 20 0.4 0.6 1. .3 2 6 1.7 3.0 2.4 5 1.2 1.1 1.1 1. 1 1.5 1. 1.6 .2 2.6 2.0 H:A- 9 0. 3 0.6 1. 2 3.0 2.4 1.6 1. 8 1.8 1.5 1.4 1. 1 1. 1.8 1.8 5 2. 2. 0.9 0.6 .3 0. o _ 5 1.2 2.0 2.5 1. 1.5 1. 5 7 1.6 .5 1. 1.5 1.8 1 2.5 24§1 2.0 1.1 0.6 0.3 0.3 6 1. 2MH�' 0 2� 2.7 1� 1.3 1.4 0 1. 1. 5 1.6 1.9 1. 6�O 2.0 3 0. .3 0.2 H: 20 0.5 0.9 5 �Q 7 2.1 1.6 1 -- ".4 1.4 1.4 1. .3 .5 .6 0.7 .3 0.2 �l �� • • f • • • • • • • • H: 20 • • • 0.5 0.7 2 1.6 1.4 1.4 1.3 1.3 1.1 1. 2 2.3 1 0.8 0 0.2 G �\ 0.4 0.6 0 8 9 0.9 0.9 1.0 .5 0.8 0.3 ------------- --- 0.4 0.5 0.5 0.5 0.7 --1- 0 1. 3 1.2 0. .5 GRAn12Tg CGRB � II cale: 1 inch= 20 Ft. / FUTURE v BUILDING w��v O� 5� 0 Luminaire Schedule Symbol Qty Label Arrangement Lum. Lumens LLF [MANUFAC] Description �] 9 D2 SINGLE 4816 0.950 Beacon Products URB-21-24NB-55-3K-T2 5 D3 SINGLE 4656 0.950 Beacon Products URB-21-24NB-55-3K-T3 7 D4 SINGLE 5245 0.950 Beacon Products URB-21-24NB-55-3K-T4 �] 10 D5 SINGLE 5341 0.950 Beacon Products URB-21-24NB-55-3K-T5R Calculation Summary Label CalcT pe Units Avg Max Min Avg/Min Max/Min Annex Area Illuminance Fc 0.68 4.0 0.0 N.A. N.A. Main Area Illuminance Fc 1.05 4.0 0.0 N.A. N.A. Annex Parking Illuminance Fc 1.62 2.8 1.0 1.62 2.80 Main Parking Illuminance Fc 1.65 3.0 0.6 2.75 5.00 Prepared by: LIGHTING VIRGINIA CENTRAL 4000-2 Southlake Blvd. Richmond, VA 23236 PO AAt Tel: 804-379-7777 IING VIR RGGINIA www.lightingvirginia.com '9k F MH = MOUNTING HEIGHT IN FEET NOTES: 1. NO ALTERATIONS OR MODIFICATIONS SHALL BE MADE TO THIS PLAN WITHOUT THE PERMISSION OF LIGHTING VIRGINIA CENTRAL, ADAMS PARNELL, LLC. 2. THE OUTPUT ON THIS PHOTOMETRIC LAYOUT IS SPECIFIC TO THE MANUFACTURER AND CATALOG NUMBERS LISTED IN THE LUMINAIRE SCHEDULE. SUBSTITUTIONS OR DEVIATIONS FROM THIS PLAN MAY INCUR SIGNIFICANTLY DIFFERENT RESULTS. ANY SUBSTITUTIONS MUST RECEIVE ENGINEER AND ARCHITECT APPROVAL. REVIEW COSTS, REWORKED PHOTOMETRIC LAYOUTS, PRODUCT SUBMITTALS AND A FULL SET OF ITL REPORTS WILL SOLELY BE THE RESPONSIBILITY OF ANY CONTRACTING FIRM MAKING A SUBSTITUTION, AND MUST COMPLY WITH DESIGN CRITERIA AND WITH ANY APPLICABLE JURISDICTIONAL CODES. 3. SITE DETAILS PROVIDED HEREON ARE REPRODUCED ONLY AS A VISUALIZATION AID. FIELD DEVIATIONS MAY SIGNIFICANTLY AFFECT PREDICTED PERFORMANCE. PRIOR TO INSTALLATION, CRITICAL SITE INFORMATION (POLE LOCATIONS, ORIENTATION, MOUNTING HEIGHT, ETC.) SHOULD BE COORDINATED WITH THE CONTRACTOR AND/OR SPECIFIER RESPONSIBLE FOR THE PROJECT. 4. LUMINAIRE DATA IS TESTED TO INDUSTRY STANDARDS UNDER LABORATORY CONDITIONS AND SUPPLIED BY OTHERS TO LIGHTING VIRGINIA. OPERATING VOLTAGE AND NORMAL MANUFACTURING TOLERANCES OF LAMP, BALLAST, AND LUMINAIRE MAY AFFECT FIELD RESULTS. 5. CONFORMANCE TO FACILITY CODE AND OTHER LOCAL REQUIREMENTS IS THE RESPONSIBILITY OF THE OWNER AND/OR THE OWNER'S REPRESENTATIVE. 6. CHECK GRAPHIC SCALE. DOCUMENTS PRINTED OR PLOTTED FROM ELECTRONIC FILES MAY OCCUR AT OTHER THAN THE DESIRED OR ASSUMED GRAPHIC SCALES. 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