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HomeMy WebLinkAboutSDP201700065 Plan - Other (not approved) 2018-04-11 (3)1 DRAWING INDEX 2 3 0 5 96 66 0-F 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 C6.07 WATER QUANTITY CALCULATIONS STRUCTURAL S0.01 GENERAL STRUCTURAL NOTES, SCHEDULES AND DETAILS S3.01 STRUCTURAL PLANS AND DETAILS LANDSCAPE 11 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 E 1.01 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 ® 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 VICINITY MAP ENGINEERING SET / Foy BOAR'S HEAD INN P� t �cF Off, O G /1/ PROPERTY LINE `00 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 zz 00 Q�z �00 z �Z1-- 0 < LL Q >- O 00 z Co w _ �0 Er J �zZ ,Lz� 0pLL Q two C/)=z Q W z0 � m z W 2 D U 0 0 Z 0 U z 0 U 0 0 T SEAL "sVALT1IOA r 2v • 2 '-IN 14i. KEELER N .46506 S1�NALE KEY PLAN SCALE REVISIONS 3 04/09/18 CLG REVISION #2 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 COVER SHEET DEI NO: 50097362 SHEET NO. T1.01 1 GENERAL NOTES 2 3 ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR EROSION & SEDIMENT CONTROL PLANS El LEGEND 5 11,111 ,a 66 wefo Dewberry' E J C 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. CONTRACTOR SHALL VERIFY DEPTHS OF ALL UTILITY CROSSINGS PRIOR TO CONSTRUCTION 13. CONTRACTOR SHALL PROVIDE CONSTRUCTION SIGNAGE AND FLAGMEN AS NECESSARY. 14. CONTRACTOR SHALL PROVIDE A PEDESTRIAN AND VEHICULAR MAINTENANCE PLAN TO THE UNIVERSITY FOUNDATION FOR APPROVAL PRIOR TO CONSTRUCTION. 15. ALL CONTRACTOR LAYDOWN AREAS SHALL BE LOCATED WITHIN THE LIMITS OF DISTURBANCE LINE AS SHOWN ON THE SITE PLAN. 16. 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. 17. 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. 18. FIRE ACCESS TO EXISTING BUILDINGS SHALL BE MAINTAINED THROUGHOUT THE PROJECT AND COORDINATED WITH THE LOCAL FIRE DEPARTMENT. 19. 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. 20. CONTRACTOR SHALL LOCATE ALL PRIVATELY OWNED UTILITIES PRIOR TO CONSTRUCTION, INCLUDING BUT NOT LIMITED TO, FDC LINES, WATER LINES, IRRIGATION, SITE LIGHTING, ROOF DOWNSPOUT DRAINAGE, FOUNDATION DRAINS, ETC. PLANT PROTECTION 1. TREES AND VEGETATION ADJACENT TO THE ACTUAL WORK AREA OR BORROW AREA ARE TO BE PROTECTED WITH TEMPORARY FENCING (CHAIN LINK FENCE FOR TREES; CONSTRUCTION SAFETY FENCE FOR VEGETATION) TO PRESERVE EXISTING ITEMS INDICATED TO REMAIN AND TO PREVENT DAMAGE TO PROPERTY. 2. UNDERGROUND UTILITIES SHALL BE LOCATED SO THAT CONSTRUCTION WILL NOT DAMAGE OR DESTROY THE PLANTS TO REMAIN. UTILITY TRENCHING SHALL NOT BE LOCATED CLOSER THAN 1'-0" FOR EACH 1" IN DIAMETER UP TO A MAXIMUM OF 20'-0" FOR TREES TO REMAIN. DAMAGED TREES AND PLANTS SHALL BE RESTORED TO THE SATISFACTION OF THE UNIVERSITY. 3. THE PARKING OF VEHICLES AND STORAGE OF ANY CONSTRUCTION EQUIPMENT OR MATERIALS SHALL NOT OCCUR UNDER THE DRIP LINE OF TREES TO BE PROTECTED. GENERAL DEMOLITION NOTES 1. SAW CUT AND REMOVE ALL ASPHALT AND CONCRETE TO LIMITS REQUIRED FOR PROPOSED WORK. 2. REMOVE VEGETATION, GRASS, & ROOTMAT IN AREAS TO RECEIVE NEW ASPHALT AND CONCRETE PAVEMENTS. 3. ALL PRIMARY UTILITIES DISCOVERED DURING DEMOLITION OPERATIONS THAT SERVE OTHER ACTIVITIES SHALL BE PROPERLY PRESERVED AND PROTECTED. 4. THE CONTRACTOR SHALL IMMEDIATELY REPORT TO THE OWNER ANY UNFORESEEN OR ADVERSE CONDITIONS DISCOVERED DURING DEMOLITION OPERATIONS. 5. CONTRACTOR SHALL PROTECT EXISTING PLANT MATERIAL NOT DESIGNATED FOR REMOVAL OR RELOCATION FROM DAMAGE DURING CONSTRUCTION. 6. CONTRACTOR SHALL KEEP ALL SURROUNDING PUBLIC ROADWAYS AND DRAINAGE SYSTEMS FREE FROM DIRT, MUD, AND CONSTRUCTION DEBRIS AT ALL TIMES. 7. LIMITS OF DEMOLITION INDICATED ON PLAN ARE MINIMUM. CONTRACTOR SHALL REMOVE ASPHALT PAVEMENT, CONCRETE AND MISCELLANEOUS ITEMS AS NECESSARY TO FACILITATE CONSTRUCTION IN ACCORDANCE WITH STATE AND LOCAL REGULATIONS. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR OF ANY ITEMS DAMAGED DURING THE CONSTRUCTION. 9. CONTRACTOR IS RESPONSIBLE FOR STAGING THE DEMOLITION OF EXISTING UTILITIES WITH INSTALLATION OF NEW. OWNER SHALL BE GIVEN AMPLE WARNING PRIOR TO ANY DISCONTINUATION OF ANY SERVICE. ACSA GENERAL WATER AND SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN, ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL ON HIS OWN INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILITY" (1-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3.5 FT. OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATERLINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEAD-END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 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) o BOLLARD ® SANITARY CLEANOUT © CABLE BOX 0 ELECTRIC PEDISTAL ETI ELECTRIC TRANSFORMER ® SANITARY SEWER MANHOLE so STORM DRAINAGE MANHOLE ® IRIGATION CONTROL VALVE TELEPHONE PEDISTAL SPRINKLER HEAD SIGN p TRAVERSE STATION ♦ GPS STATION LIGHT POLE o STORM SEWER GRATE � FIRE HYDRANT wM WATER METER 0 WATER MANHOLE ® WATER VALVE 4 GROUND LIGHT 0 ELECTRIC CAR CHARGING STATION DOORWAY ACCESS - UGE- UNDERGROUND ELECTRIC LINE - UGG- UNDERGROUND GAS LINE SS SANITARY SEWER LINE SD STORM SEWER LINE DITCH LINE - UGT- INDERGROUND TELEPHONE LINE - - - - - - INDEX CONTOUR INTERMEDIATE CONTOUR - UGw- UNDER GROUND WATERLINE asEXISTING 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 3.35 MULCHING 3.38 TREE PRESERVATION & ©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 UD PROPOSED UNDERDRAIN '} sD PROPOSED STORM SEWER STRUCTURE PROPOSED TRENCH DRAIN i' PROPOSED TEE BOO PROPOSED POST INDICATOR VALVE (PIV) PROPOSED FIRE HYDRANT ASSEMBLY ® PROPOSED WATER VAULT H PROPOSED GATE VALVE PROPOSED FIRE DEPARTMENT CONNECTION (FDC) ® PROPOSED LIGHT POLE PROPOSED ROADWAY ASPHALT PAVEMENT ................ PROPOSED SERVICE DRIVE AND PARKING ASPHALT PAVEMENT AREA PROPOSED CONCRETE PAVEMENT PROPOSED FLAGSTONE PAVERS 00000� 0000000000o PROPOSED PERMEABLE PAVERS PROPOSED RETAINING/SEAT WALL ------------- EXISTING PROPERTY LINE X 56 SPOT ELEVATION MH=MANHOLE RIM 69 Ex BW=BOTTOM SP=SPOT OF WALL SW=SIDEWALK EP=EDGE OF TC=TOP OF CURB PAVEMENT BC=BOTTOM OF CURB EX=EXISTING TW=TOP OF WALL GR=GRATE 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 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 �zI­ 0wQ LL 0 Q 0 z0MM0w W o 0 J 5;zz LL z 0pLL Q �=z w U) Q Q z0 D W W z CLI G U 0 z 0 (5 Ir Z > 0 w J J_ I- > UW w � J Q W U 0 U O 0 7- SEAL ,svALT11op o� Gip r 2v • • 2 --IN 14i. KEELER N .46506 0% • S1�NALE KEY PLAN SCALE REVISIONS 3 04/09/18 CLG REVISION #2 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 ABN DMK 11/03/17 GENERAL NOTES DEI NO: 50097362 SHEET NO. C0001 1 EROSION & SEDIMENT CONTROL NARRATIVE 2 i 3 EROSION & SEDIMENT CONTROL MAINTENANCE 4 5 Wit w b e r r E FBI If L� 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 0.91 ACRES (LOBBY) AND 0.77 (SIDE OF THE BUILDING) AND WILL DISTURB APPROXIMATELY 1.68 ACRES. 0.23 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-C6.07. CRITICAL AREAS THERE ARE NO CRITICAL AREAS ONSITE. THE PLAN HAS BEEN DEVELOPED TO MINIMIZE LAND DISTURBANCE. WHERE GRADING IS NECESSARY, ADEQUATE PRECAUTIONS SHALL BE TAKEN TO MINIMIZE EROSION AND TO CONTAIN SILT THROUGH PROPER EROSION AND SEDIMENT CONTROL PRACTICES. THE INTENT OF THIS EROSION AND SEDIMENT CONTROL PLAN IS TO GUIDE THE CONTRACTOR IN IMPLEMENTING ACCEPTABLE MEASURES, INFRASTRUCTURE, AND MAINTENANCE PROGRAMS THAT WILL MINIMIZE THE AMOUNT OF EROSION AND RESULTING SEDIMENT THAT WILL TAKE PLACE DURING THE CONSTRUCTION OF THIS PROJECT. ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE VA EROSION & SEDIMENT CONTROL 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. 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 ES-2: ES-3: ES-4: ES-5: ES-6: ES-7: ES-8: ES-9: ES-10 ES-1 1 ES-12 ES-13 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). 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. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 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. 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. 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. DURING DEWATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 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. THE CONTRACTOR IS RESPONSIBLE FOR THE DAILY REMOVAL OF SEDIMENT THAT HAS BEEN TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE. 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. 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. 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 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.virginio.gov/Programs/Water/StormwaterManagement/PubIications.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.VI RGI N IA.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 MAP UNIT NAME SLOPES NATURAL DRAINAGE CLASS CAPACITY OF THE MOST LIMITING LANDCAPABILITY HYDROLOGICAL SYMBOL LnELENTI LAYER TO TRANSMIT WATER (Ksat) (NON -IRRIGATED) SOIL GROUP 4C ASHE LOAM 7 to 15 SOMEWHAT EXCESSIVELY DRAINED VERY LOW TO HIGH 4E B 4D ASHE LOAM 15 to 25 SOMEWHAT EXCESSIVELY DRAINED VERY LOW TO HIGH 6E B 19B CULLEN LOAM 2 to 7 WELL DRAINED VERY LOW TO MODERATELY HIGH 2E B 19C CULLEN LOAM 7 to 15 WELL DRAINED VERY LOW TO MODERATELY HIGH 3E B 36C HAYESVILLE LOAM 7 to 15 WELL DRAINED MODERATELY HIGH TO HIGH 4E B W WATER - - - - - 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> moo Z z Z� OoCU W Q L.L O 0 Q zmw c�o°C J �z� Z z LL O 0 fr Q Q �w0 ��=^z VJ W I..L Q zp U) z Cw G U Q O 0 (_'3 Er z > Ow J J_ ULU w E) k- Ir Er i W _ z O U 0 O 0 T SEAL P-1VpLTHpAG 2U all 27 fIN M. KEELER N .46506 • .► IONALEl`1 KEY PLAN SCALE REVISIONS 3 04/09/18 CLG REVISION #2 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 NOTES DEI NO: 50097362 SHEET NO. COmO2 _.' Dewberry" Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z z 00 Q>Z Z�p0 DZ� pwQ L m U QUO z0°w _mm p0 cr J V > z Z ,LZ� 0Om Q two �=z Ir w�Q > rr za �O m vJ z w U 0 0 z 0 U VJ z 0 U 0 0 T SEAL ��I'ti�ypLTH pAG 2v40 2 'IN M. KEELER N .46506 SStONALQ�� 11,00MIM SCALE 020' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS 3 04/09/18 CLG REVISION #2 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 _.' Dewberry" Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z z 00 Q>Z Z�p0 DZ� pwQ L m U QUO z0°w _mm p0 cr J V > z Z ,LZ� 0Om Q two �=z Ir w�Q > rr za �O m vJ z w U 0 0 z 0 U VJ z 0 U 0 0 T SEAL ��I'ti�ypLTH pAG 2v40 2 'IN M. KEELER N .46506 "Ap � ri SStONALQ�� I1,0rdWA_1►1 SCALE 0' 20' 40' GRAPHIC SCALE 1 " = 20' REVISIONS 3 04/09/18 CLG REVISION #2 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 _.' Dewberry" Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z z 00 Q>Z Z�p0 DZ� pwQ L m U QUO z0°w _mm p0 cr J V > z Z ,LZ� 0Om Q two �=z Ir w�Q > rr za �O m vJ z w U 0 0 z 0 U VJ z 0 U 0 0 T SEAL ��I'ti�ypLTH pAG 2v40 2 'IN M. KEELER N .46506 SStONALQ�� 11,00MIM SCALE 020' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS 3 04/09/18 CLG REVISION #2 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 I DEI NO: 50097362 SHEET NO. C2001 _.' Dewberry" Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z z 00 Q>Z Z�p0 DZ� pwQ L m U QUO z0°w _mm p0 cr J V > z Z ,LZ� 0Om Q two �=z Ir w�Q > rr za �O m vJ z w U 0 0 z 0 U VJ z 0 U 0 0 T SEAL ��I'ti�ypLTH pAG 2v40 2 'IN M. KEELER N .46506 "Ap � ri SStONALQ�� I1,0rdWA_1►1 SCALE 0' 20' 40' GRAPHIC SCALE 1 " = 20' REVISIONS 3 04/09/18 CLG REVISION #2 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 I DEI NO: 50097362 SHEET NO. C2002 _.' Dewberry" Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z z 00 Q>Z Z�p0 DZ� pwQ L m U QUO z0°w _mm p0 cr J V > z Z ,LZ� 0Om Q two �=z Ir w�Q > rr za �O m vJ z w U 0 0 z 0 U VJ z 0 U 0 0 T SEAL ��I'ti�ypLTH pAG 2v40 2 'IN M. KEELER N .46506 SStONALQ�� 11,00MIM SCALE 020' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS 3 04/09/18 CLG REVISION #2 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 DEMOLITION PLAN DEI NO: 50097362 SHEET NO. C2mO3 _.' Dewberry" Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z z 00 Q>Z Z�p0 DZ� pwQ L m U QUO z0°w _mm p0 cr J V > z Z ,LZ� 0Om Q two �=z Ir w�Q > rr za �O m vJ z w U 0 0 z 0 U VJ z 0 U 0 0 T SEAL ��I'ti�ypLTH pAG 2v40 2 'IN M. KEELER N .46506 SStONALQ�� I1,0rdWA_1►1 SCALE 0' 20' 40' GRAPHIC SCALE 1 " = 20' REVISIONS 3 04/09/18 CLG REVISION #2 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 DEMOLITION PLAN DEI NO: 50097362 SHEET NO. C2004 _.' Dewberry" Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z z 00 Q>Z Z�p0 DZ� pwQ L m U QUO z0°w _mm p0 cr J V > z Z ,LZ� 0Om Q two �=z Ir w�Q > rr za �O m vJ z w U 0 0 z 0 U VJ z 0 U 0 0 T SEAL ��I'ti�ypLTH pAG 2v40 2 'IN M. KEELER N .46506 SStONALQ�� 11,00MIM SCALE 020' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS 3 04/09/18 CLG REVISION #2 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 SITE PLAN DEI NO: 50097362 SHEET NO. C3m01 _.' Dewberry" Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z z 00 Q>Z Z�p0 DZ� pwQ L m U QUO z0°w _mm p0 cr J V > z Z ,LZ� 0Om Q two �=z Ir w�Q > rr za �O m vJ z w U 0 0 z 0 U VJ z 0 U 0 0 T SEAL ��I'ti�ypLTH pAG 2v40 2 'IN M. KEELER N .46506 SStONALQ�� I1,0rdWA_1►1 SCALE 0' 20' 40' GRAPHIC SCALE 1 " = 20' REVISIONS 3 04/09/18 CLG REVISION #2 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 SITE PLAN DEI NO: 50097362 SHEET NO. C3002 _.' Dewberry" Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z z 00 Q>Z Z�p0 DZ� pwQ L m U QUO z0°w _mm p0 cr J V > z Z ,LZ� 0Om Q two �=z Ir w�Q > rr za �O m vJ z w U 0 0 z 0 U VJ z 0 U 0 0 T SEAL ��I'ti�ypLTH pAG 2v40 2 'IN M. KEELER N .46506 SStONALQ�� 11,00MIM SCALE 020' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS 3 04/09/18 CLG REVISION #2 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 GRADING AND UTILITY PLAN DEI NO: 50097362 SHEET NO. C3mO3 _.' Dewberry" Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z z 00 Q>Z Z�p0 DZ� pwQ L m U QUO z0°w _mm p0 cr J V > z Z ,LZ� 0Om Q two �=z Ir w�Q > rr za �O m vJ z w U 0 0 z 0 U VJ z 0 U 0 0 T SEAL ��I'ti�ypLTH pAG 2v40 2 'IN M. KEELER N .46506 SStONALQ�� 11,00MIM SCALE 0' 20' 40' GRAPHIC SCALE 1 " = 20' REVISIONS 3 04/09/18 CLG REVISION #2 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 GRADING AND UTILITY PLAN DEI NO: 50097362 SHEET NO. C3004 _.' Dewberry" Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z z 00 Q>Z Z�p0 DZ� pwQ L m U QUO z0°w _mm p0 cr J V > z Z ,LZ� 0Om Q two �=z Ir w�Q > rr za �O m vJ z w U 0 0 z 0 U VJ z 0 U 0 0 T SEAL ��I'ti�ypLTH pAG 2v40 2 'IN M. KEELER N .46506 "Ap � ri SStONALQ�� I1,0rdWW_1►1 SCALE 020' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS 3 04/09/18 CLG REVISION #2 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 _.' Dewberry" Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z z 00 Q>Z Z�p0 DZ� pwQ L m U QUO z0°w _mm p0 cr J V > z Z ,LZ� 0Om Q two �=z Ir w�Q > rr za �O m vJ z w U 0 0 z 0 U VJ z 0 U 0 0 T SEAL ��I'ti�ypLTH pAG 2v40 2 'IN M. KEELER N .46506 "Ap � ri SStONALQ�� I1,0rdWA_1►1 SCALE 0' 20' 40' GRAPHIC SCALE 1 " = 20' REVISIONS 3 04/09/18 CLG REVISION #2 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 n n A r _.' Dewberry" Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z z 00 Q>Z Z�p0 DZ� pwQ L m U QUO z0°w _mm p0 cr J V > z Z ,LZ� 0Om Q two �=z Ir w�Q > rr za �O m vJ z w U 0 0 z 0 U VJ z 0 U 0 0 T SEAL ��I'ti�ypLTH pAG 2v40 2 'IN M. KEELER N .46506 SStONALQ�� I1,0rdWW_1►1 SCALE REVISIONS 3 04/09/18 CLG REVISION #2 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 STORM SEWER PROFILES DEI NO: 50097362 SHEET NO. C4001 _.' Dewberry" Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com Z z 00 Q>Z Z�p0 DZ� pwQ L m U QUO z0°w _mm p0 cr J V > z Z ,LZ� 0Om Q two �=z Ir w�Q > rr za �O m vJ z w U 0 0 z 0 U VJ z 0 U 0 0 T SEAL ��I'ti�ypLTH pAG 2v40 2 'IN M. KEELER N .46506 SStONALQ�� 11,00MIM SCALE REVISIONS 3 04/09/18 CLG REVISION #2 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 STORM SEWER PROFILES DEI NO: 50097362 SHEET NO. C4002 1 2 3 4 5 E FBI Aj 0 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' 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 z SEASONAL NURSE CROP 20 LBS. CROWNVETCH 3 TOTAL: 150 LBS. 1— WHEN SELECTING VARIETIES OF TURFGRASS, USE THE VIRGINIA CROP IMPROVEMENT ASSOCIATION (VCIA) RECOMMENDED TURFGRASS VARIETY LIST. QUALITY SEED WILL BEAR A LABEL INDICATING THAT THEY ARE APPROVED BY VCIA. A CURRENT TURFGRASS VARIETY LIST IS AVAILABLE AT THE LOCAL COUNTY EXTENSION OFFICE OR THROUGH VCIA AT 804.746.4884 OR AT http://sudan.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 STONE CONSTRUCTION ACCESS (VDOT #1 COURSE AGGREGATE) 70' MIN. 3" SM-2A ASPHALT 2% TOP COURSE 2% 0 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% _ 2% 12" IN.* 2� PAVEMENT A POSITIVE DRAINAGE 1 TO SEDIMENT TRAPPING DEVICE PLAN VIEW 12' MIN. 2% EXISTING PAVEMENT POSITIVE DRAINAGE TO SEDIMENT TRAPPING DEVICE I ILI LI\ \,LV I I I cE 3.02 : STONE CONSTRUCTION ENTRANCE N.T.S. N.T.S. TABLE 3.31—B 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 GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER 18" MIN. RUNOFF WATER :L,,,...�GRAAVVELL(12" MIN. DEPTH) W/ SEDIMENT ONS 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. 3.07 : INLET PROTECTION N.T.S. N.T.S. 3/4" x 3-1/2" x 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. 0 `-3/4" EXT. 00 GRADE PLYWOOD (TYP.) 16 —0 +/- 7' 10-1/4" +/— 7' 10-1/4" I __j 0 0 LLL =„ 1111 rl 1 1=„III=„III=„III=„III=„III=„III=„III=„III=„ I I=„ I I=„ I I=„III 1=„III=„� L1 CnNTINUnIJS HINGF L1 + ELEVATION OF GATE BADE 1/4" = 1' N 4'-0" PANEL WIDTHS —1/2" X 3-1/2" BASE AND CAP 6' TYP.�� III �IIIIION MIA 0 3-1 /2" x 3-1/2" x 10' 3/4" EXTERIOR 1-1 /2" x 1-112" TREATED TREATED WOOD POSTS GRADE PLYWOOD WOOD TRIM WITH MITERED PARTIAL PLAN DETAIL CORNERS 1-1/2" = 1' NOTE: SEE FACILITIES EMBEDDED 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. 8' HIGH WOODEN CONSTRUCTION FENCING DRIP LINE 4' CHAIN LINK FENCE MAXIMUM LIMITS OF CLEARING AND GRADING PROPOSED GRADING FLOW WHERE DRIPLINE IS LESS THAN 5' CONSTRUCTION OPERATIONS RELATIVE TO THE LOCATION OF PROTECTED TREES 3.38 : TREE PROTECTION 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. 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) FLOW ���i//,III I I I III I I III I I I III I I I POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) 3.05 : SILT FENCE N.T.S. N.T.S. N.T.S. wet tiewberry' 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 Q z z Z 00 w z� 2 �w Q D U U Q �0 CO _j 0 aC zoow z OLu J UO o�JC'3 U J w z z U_ Er � _j Q 0 oQ z " 0 tz W C%)=� o MU)z o W M 0 T z0 SEAL o�yyVALTR0 2 "IN Mi. KEELER N . 46506 IONALEl`1 KEY PLAN SCALE REVISIONS 3 04/09/18 CLG REVISION #2 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. 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 w w 0 0 0 SEAL JOINT (TYP),_ SEE SPECS B i> FLOW PIPE BEDDING. SEE DETAIL. FINISHED GRADE (OR PAVEMENT) a/ \ \j o 4 \� I \\ ° \\/\ COATED STEPS CAST -IN -PLACE B A 4'-0" MIN \\� PRECAST JOINT. SEAL JOINT WITH "0" RING j/° .. .. GASKET, GROUT OPENING, AND FIELD APPLY BITUMASTIC ON EXTERIOR SURFACE. SEE DETAIL\/ FLOW 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 // CONC. FOOTER. PRECAST MFG.\\ °q a ° a . Q . ° �q.°o SHALL BE REQUIRED TO SUBMIT\\ Q' BUOYANCY CALCULATIONS.\\ ° ° j \ MIN. 6" BEDDING WITH NO. 68 STONE \\\ \\ COMPACTED SUBGRADE TO 98% MAX. DRY DENSITY STD. PROCTOR PER ASTM / / / / D-698. (12" MIN. BELOW SUBGRADE) A DIAMETER= 4'-8"+ (2 x WALL THICKNESS) SLOPE INLET SHAPING SHOUL TOWARDS FLOW l SECTION A -A AAAAII In1 r IAIAI 1 2 I 3 I 4 I 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 "^ CONTRACTOR SHALL FILL ANNULAR A SPACE BETWEEN PIPE AND WALL WITH NON -SHRINK GROUT (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 FLOV HALF SECTION (WITH FRAME AND COV STORM SEWER MANHOLE DETAIL N.T.S. 4-1 "0 BOLT HGLF-,D HEAVY DUTY FRAME AND COVER HS-20 RATED FINISHED GRADE q - - - - - - - - - - - q- - - - - - - - - - - a. PRECAST RISER RINGS. DO NOT USE BRICKS. MAXIMUM OF 12" OF RISER RINGS PERMITTED. r COMPACTED APPROVED BACKFILL. SEE NOTE #1. UTILITY MARKER TAPE TRACER WIRE / \\\� COMPACTED VDOT FIELD APPLY BITUMASTIC #10 STONE \ 6" IN SOIL \ ` ON OUTSIDE OF RINGS. OVERLAP RISER PRECAST /\\�/\\�/\\�,\\�/\\�� 4" IN ROCK \\j COMPACTED SUBGRADE TO 98% MAX. ° °\\\\ \! MANHOLE BY 6 MINIMUM DRY DENSITY STD. PROCTOR PER ASTM HIGH STRENGTH EPDXY D-698 12" MIN BELOW SUBGRADE ( ) I .I 24 +O.D. ANCHOR SYSTEM OR 20" MIN ° °q q. / ° /\\ \%q 4 \% a 4. MANHOLE RISER RING DETAIL N.T.S. NOTES: 1. FRAME AND COVER SHALL BE HEAVY DUTY RATED -20 LOADING. FOR HS 2. COVER SHALL HAVE NON -PENETRATING LIFTING BARS. A 25 3/4" 7/8„ 8" 1 1 /8" 5" 24" 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 18" AND INSTALLED AFTER CONCRETE IS POURED. #3 REBAR TIE (TYP.) NEW CONCRETE SIDEWALK 4000 PSI 6" SIDEWALK ° CONCRETE x x- x- 16" x ° x ­-�SEE INTEGRAL CURB/ 5.5" a SIDEWALK DETAIL FOR REINFORCEMENT DETAILS " EXPANSION JOINT ° a 3"x3" CHAMFER MATERIAL (TYP) #4 LONGITUDINAL STEEL © 12" O.C. #4 U-BAR @ 12" O.C. 24° 6" BEDDING WITH NO. 68 STONE CURB TRENCH DRAIN DETAIL rAnTnnv Ann1 17n PRECAST MANHOI RISER GROUT JOINT GASKET (SEE SPECS) )TES: JOINTS FOR ALL �NHOLES, YARD INLETS, AND ZECAST STRUCTURES SHALL BE )NSTRUCTED ACCORDING TO IIS DETAIL. GROUT JOINT FIELD APPLIED BITUMASTIC OVER GROUT PRECAST CONCRETE SHIPLAP JOINT DETAIL N.T.S. N.T.S. NOTES: 1. ALL BACKFILL IN TRENCHES WHICH ARE LOCATED UNDER PAVED AREAS INCLUDING ROADS, PARKING LOTS, AND SIDEWALKS SHALL BE VDOT N0. 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 J11 - UNKNOWN THICKNESS OF ASPHALT '2113 SUBBASE (10" DEPTH FOR 'OADWAYS/6" DEPTH FOR PARKING AREAS AND SERVICE ROADS). TONE BACKFILL, VDOT #21 B. ALL STONE ABOVE 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-B) 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) FINISHED GRADE 2" SURFACE COURSE (VDOT SM-9.5A) 3" BASE COURSE (VDOT BM-25.0) 10" STONE AGGREGATE BASE (VDOT 21-B) 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. N.T.S. 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 Qjz 000 z zz� w w Q � U LL U Q En 0 J o z °C z ' CO w z O > w J R O 0 W W -zz >Z� LL _j Q -Ir oQ z " O I- W W _ z o oC WC:) o o T z0 m SEAL "sVALT11op r - 2v • • 2 '-IN M. KEELER � N . 46506 '01 SI�NALE KEY PLAN SCALE REVISIONS 3 04/09/18 CLG REVISION #2 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. N.T.S. C5mO2 310 -1 .--.wberry 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 p >z zoo ::)z� OwQ LL OC U Q>- O —mom zm� �o J V z z ,Lz� O p °C �Q� �wp �=z o� w�Q Q z O Z) co z w U O Q o z > O_w_ J J ULU w � o �Q cn z " O U 01 0 0 T SEAL IVALTIfOP • 2 'IN M. KEELER N .46506 IONALEl`1 KEY PLAN SCALE REVISIONS 3 04/09/18 CLG REVISION #2 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY APPROVED BY CHECKED BY DATE TITLE CLG AN DMK 11/03/17 CONSTRUCTION DETAILS DEI NO: 50097362 SHEET NO. C5mO3 1 2 3 4 Dewberry E FBI If 0 2-3/4" PERMEABLE BRICK PAVERS 2" #8 AGGREGATE SETTING BED 4" VDOT #57 STONE I 9" VDOT #2 STONE 12" VDOT #57 STONE O 6" COARSE SAND (ASTM C 33) 2" #8 CHOKER STONE SECTION BRICK PATTERN AND EDGING PER LANDSCAPE ARCHITECT SQUARE CLEAN OUT (SEE DETAIL — THIS SHEET) 6" OBSERVATION WELL WITH CAST IRON CLEAN OUT CAP AND FRAME. TEE TO PERFORATED PIPE. WRAP ALL SIDE OF ROCK RESERVOIR WITH PERMEABLE NON —WOVEN GEOTEXTILE FABRIC PROFILE BRICK PAVER WITH NUBBUY BRICKER SPACERS W/ MAXIMUM 3/8" GAP 12" MIN COVER ABOVE PERFORATED PIPE —6" PERFORATED PIPE (SEE UNDERDRAIN PENETRATION DETAIL) 3" SEPARATION FROM ADJACENT LAYERS UNCOMPACTED SUBGRADE. SUBGRADE SHALL BE LEVEL INFILL BETWEEN BRICKS SHALL BE WASHED #8 STONE (NO FINES) AND W/ A LIGHT BROWN COLOR 12" MIN COVER ABOVE PERFORATED PIPE 0 0 0 0 0 0 0 0 0 —---------- 9" VDOT #2 STONE 12 VDOT #57 STONE — — — — — — — — — — — 6" COARSE SAND ASTM C 33 ........ L . III-III—III—III-11 11-III-III-1 111-I L= 2 #8 CHOKER STONE 6" PERFORATED PIPE (SEE UNDERDRAIN DETAIL) UNCOMPACTED SUBGRADE. SUBGRADE SHALL BE LEVEL (SEE NOTES FOR ELEVATIONS). NOTES: 1. CONTRACTOR SHALL PROVIDE PAVER SAMPLES FOR ARCHITECT REVIEW AND SELECTION PRIOR TO ORDERING MATERIAL 2. PAVER RESTRAINT SHALL BE INSTALLED ON ALL EDGES OF PAVERS NOT LOCKED BY BUILDINGS OR PAVEMENT 3. PAVER SURFACE SHOULD BE SWEPT CLEAR OF ANY LOOSE AGGREGATE AT COMPLETION OF INSTALLATION. 4. THE GRAVEL UNDER THE PAVERS SHOULD BE DOUBLE WASHED, CLEANED, AND FREE OF ALL FINES. 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 JAL WALL/SMOOTH RFORATED PIPE PROVIDE 3 ROWS OF 0.38" HOLE PENETRATIONS AT \-- SPACED AT 20' 120' O.C. OR LESS FROM NEXT UNDERDRAIN PERMEABLE PAVER UNDERDRAIN DETAIL CACT ionNi nnvE_o 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 VALVE BOX WATER MAIN TYPICAL VALVE SETTING DETAIL N.T.S. P LA N 0 WATER WATER COVER 6" 12" ROOM] — TOPSOIL OR PAVEMENT REPAIR AS NECESSARY (SEE PAVEMENT REPAIR DETAIL) 10" BOX AND COVER a. SKIDa RESISTANT d a.. SURFACE ° \/ CONCRETE RING AROUND BOX 9/ 16"—T COMPACTED EARTH CRUSHED ROCK 6 " SCHEDULE HANDHOLE TYPE DIMENSION CUSTOM COVER DESIGNATION A B C D E B 30" 19" 15" 32" 28" ELECTRICAL SEE COVER DETAIL FOR DIMENSIONS AND LETTERING STAINLESS STEEL HEX BOLT AND WASHER COVER SHALL BE HS-20 RATED CUSTOM COVER DESIGNATION NAL BOX REQUIRED 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. N.T.S. �71/2"� 7 1 /4" CAST IRON CLEANOUT FRAME AND COVER FINISHED GRADE IN LANDSCAPE AREAS CONCRETE 3" BELOW SURFACE — CONCRETE COLLAR _ a° 6 . . IN HARDSCAPE AREAS CONCRETE SHALL BE FLUSH\% WITH TOP OF CONCRETE SLAB i 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. SANITARY COVER 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 1'0„ 6" MIN. 4000 PSI CONCRETE SWEEP WYE OR SANITARY WYE & 45' ELL (SEE PLAN FOR SIZE) SERVICE LINE FLOW 2" BOTTOM VIEW 1 /4" OF COVER o 0 0 0 1/4„ 1 000 000 9/16„ 3/8" — 0 0 0 0 0 0 0 0 5 1 /2" 3/8" 10" 2" X 3 3/4" LETTER SIZE STORM COVER _ 1 /4" NOTE: 000000 ALL COVERS SHALL BE HS 20 1/4' L o 0 0 COVER DETAIL 1 % SLOPE MINIMUM TRAFFIC RATED 9/16" DU7% o o 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 23�4" Y4„ 1 YI�HI I- BOLT/4 IIIIIII III III I '/4" IA. HOLE Y4" METAL PLATE R Y4" 1 Y4" SIDE VIEW OF BOLT WELDED 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+ h STAINLESS STEEL :Y8" DIA. BARS SANITARY COVER IIIIIIIy_ialIII Fi IIIIIII1111111 STORM COVER IIIIIIIIIII F►`l[�l'��I1 I I I1111111111 11111111111 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 SWIM DRAINAGE STRUCTURE. 2. DEBRIS RACK MAY BE FABRICATED FROM WELDED 3/8" DIAMETER STAINLESS STEEL BARS OR 1/2" THICK HIGH DENSITY POLYETHYLENE. 3. DEBRIS RACK TO BE HINGED AS SHOWN OR CONTRACTOR MAY SUBSTITUTE A COMPARABLE DESIGN AS APPROVED BY THE ENGINEER. 4. THE LOCATION OF THE DEBRIS RACK HOLDER MAY BE ADJUSTED FOR VARIABLE CONDITIONS. WHEN HOLDER BOLT IS LOCATED ON THE METAL PLATE THE 1/2" DIA. BOLT LENGTH IS TO BE REDUCED 1 /4 LG. AND WELDED TO THE PLATE. DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GALVANIZED. z ❑ ❑ ❑ ❑ ❑ ❑ ❑ Li Li El El El El 1:11:11:1 00 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ TOP TO BE HINGED TO ALLOW ACCESS TO WATER QUALITY ORIFICE (SEE NOTE 3) z 5i 0 I ❑ ❑ ❑ ❑ ❑ ❑ 3" DIA. HOLE El El El UARE OR ❑ ❑ ❑ ❑ ❑ (SEE NOTE 2) _❑❑❑❑❑❑� 1_ 1'-0" MIN. _I 1'—OY2" MIN. FRONT VIEW HIGH DENSITY POLYETHYLENE f SIDE VIEW 1 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 SWIM DRAINAGE STRUCTURES, SWIM RISER PIPES AND SWIM DAMS) VIRGINIA DEPARTMENT OF TRANSPORTATION 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 �00 z Zz� w �w Q D U � U Q Q �0 CID _j o(3 Ir zoow z OLu > J o�JC'3 O U J w Z Z LLz CC I­Ir j Q O oQ U) zUj 0 (� = z 0 o� U o W \ M 1..� 0 T zp SEAL O�yyVALTROP 2 IN M. KEELER N . 46506 IONALEl`1 KEY PLAN SCALE REVISIONS 3 04/09/18 CLG REVISION #2 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. REV. 3/03 Fi 16.05 C5mO4 1 2 3 4 5 I %ilee" 1 e2ipl' 441 D e w b e r r y° E J C GOOD FOUNDATION MATERIAL_ ROCKY FOUNDATION MATERIAL INITIAL BACKFILL BEDDING B 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 INITIAL BACKFILL 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 8c BEDDING N TS FI G. W- 2 X _ FOR ALL BENDS SECTION 1-1 o I u 45` max PLUG 2 I I I J I 1 1 FOR TEE OR WYE FITTINGS WIDEN TRENCH TO ACCOMMODATE ANCHOR IF REQUIRED. NG AS MI JIRED 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 2.00 2.25 2.60 0.15 22 1/2 1.50 2.00 2.52 0.10 2.00 2.25 2.50 0.15 11 1/4 1.50 2.00 2.50 0.10 90 3.66 3.16 3.21 0.48 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 PLACE 5' GALVANIZED WITNESS POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS oI AS DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE CD II ::_.::::::::........ II ADJUSTABLE VALVE BOX W/ LID II z L Z N M.J. GATE VALVE WATER -1Nh I I dHhm LINE I I 2500 P.S.I. CONCRETE 4< 2'x 2' BEARING AREA. THRUST BLOCK d a. d v a akd NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE N TS FIG. W- 5 TD-9 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" 7 CU. FT. VALVE BOX #68 STONE 42"MIN ' 6" GATE VALVE I'Qs el e' o I, 8„ X 6„ TEE 2500 P.S.I. CONCRETE BASE AND THRUST iI.°°' 9 °b 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" ON ALL PIPE SIZES USE 2 STRAPS ON BENDS ADJACENT TO BELLS. - FOR 18" BEND USE 3 STRAPS AS SHOWN. D �6„ a 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" 1'-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" 3'-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" 3'-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" 9'-0' 3'-3" 5'-0' 5'-9" 2 1/2" 18" 6'-6' 11'-0 S-9" 6'-0' 7'-3" 2 1/2" 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 STAKE / STRAW BALES 10 MIL PLASTIC LINING - - A A i VISIBLE SIGN OONcRETE STAKE WASHOUT AREA STRAW BALES 10 MIL PLASTIC f LINING T- 3 M. NATURAL GROUND SECTION A- A VISIBLE SIGN BELOW GROUND CONCRETE WASHOUT STAKES �+ '0'Win. +{ AREA 10 MIL PLASTIC E / LINING NATURAL GROUND SECTION A - A WOflD PLANKS ABOVE GROUND 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 I Q�Z �00 z �Z� 0wQ U_ 0 Q O 00 z m w r_ V O � V > z z U_ Z �MM O 0 It I..L W Q ��=J/�z v Q w Q z0 m z W U O Z 0 0 Ir Z > O w J J_ i UW w �o i Ir z U O U O 0 T SEAL4440 X $VALT"op G6 r • 2v • * IN M. UELER 10 N . 46506 S ,;� -0 ALE KEY PLAN SCALE REVISIONS 3 04/09/18 CLG REVISION #2 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 Dewberry (m 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 �zI-- OwQ L m CU Q OJ 00 z w _mm o0 V >zz ,Lz� 0pm �Q� two U)=z Ir w�Q > m Q z O m z w U 0 z o Ir z > O_ w J J U w Do rr J Q z U 0 U 0 0 7— SEAL ,svALT1IOA o� Gip r 2v • *7 -IN MI. KEELER N . 46506 S10NALE KEY PLAN SCALE REVISIONS 3 04/09/18 CLG REVISION #2 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 DW DATE 11/03/17 TITLE CONSTRUCTION DETAILS DEI NO: 50097362 SHEET NO. C5mO6 J A r% A r feema �:, 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 �zI-- OwQ L m CU Q OJ 00 z w _mm o0 V >zz ,Lz� 0pm Q two U)=z oC w�Q m > za O Dm z w U 0 0 z O_ U rr V ) z 0 U 0 0 T SEALOP o� Gip r 2v • 2 --IN M. KEELER � N . 46506 S 01VALE KEY PLAN SCALE REVISIONS 3 04/09/18 CLG REVISION #2 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 SWM NARRATIVE AND CALCULATIONS DEI NO: 50097362 SHEET NO. C6m01 1 2 1 3 r4 162) Dewberry ©1 171 M1 :1 0 PRE -DEVELOPED DRAINAGE AREA MAP I • AL o Nt SS �i�� � \� i 3. \ \ l R � „ �11 \( I I_/i o°.� \♦� � 0`1� I \ �I� \� \� \ 1�®• /l// \\ \ \ ItHANNEL FLO ( \ >, DIA. = 1 in. ° 1. / I I - - II Tc = 0.094 1t N - �I a .59 Min. 5rtigtto � 4 CQNGENT ES' F T 4OW r¢ r i 115 Min. I i��l IIT 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 =1Lsa(41ff*F1 IF -WSJ ilkalol 1� 590= 595= 0' 0 60' 120' SCALE: 1 " = 60 POST -DEVELOPED DRAINAGE AREA MAP o/ \GG I • _ a ° — I 7 71 o SS ANNEL FL \ Q% \\ \ L = 41'cn'" S =1.0 % �NI\ DIA. = 12 in. 71\�\ •♦ I II \ \ o TED r (\ FLOW sS = 94' S = 2.13 L c = 0.53 Min. ,:ICI ��►� MIN NSA 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 0' 0 60' 120' SCALE: 1 " = 60 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 Qjz v ) zoo z zoo w � � U U Q Q �0 CO J o3 Ir Z Co W Z OLu > J UO �JC'3 U J w Z Z o `Lz� J O Q � z U �Q 0- O W z o� Q o W o T Z o Z) co SEAL O�yyVALT110p 2 "IN M. KEELER • N .46506 IONALEl`1 KEY PLAN SCALE REVISIONS 3 04/09/18 CLG REVISION #2 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NU. 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 WATER QUALITY NARRATIVE 2 3 DRAINAGE AREA A PERMEABLE PAVERS: PERMEABLE PAVERS HAVE BEEN ADDED TO THE SITE TO AROUND THE ENTRANCE TO THE BOAR'S HEAD LOBBY TO AID IN IMPROVING WATER QUALITY. THE PAVERS DESIGNED TO BE A LEVEL 1 SYSTEM, AND HAD A TREATMENT AREA OF 0.46-ACRES. 4 i 5 DRAINAGE AREA B PERMEABLE PAVERS: PERMEABLE PAVERS HAVE BEEN ADDED TO THE SITE TO WITHIN THE SIDE PARKING LOT TO AID IN IMPROVING WATER QUALITY. THE PAVERS DESIGNED TO BE A LEVEL 1 SYSTEM, AND HAD A TREATMENT AREA OF 0.24-ACRES. 96 66 0-F Dewberry' E C SUMMARY: THE TOTAL DISTURBED AREA OF THE SITE IS 1.68 ACRES. THROUGH THE USE OF THE VRRM SPREADSHEET, IT WAS DETERMINED THAT A PHOSPHORUS LOAD OF 0.87 POUNDS PER YEAR NEEDED TO BE REMOVED FROM THE SITE. TO ACCOMPLISH THIS, PERMEABLE PAVERS WERE IMPLEMENTED. IN TOTAL, 0.88 POUNDS PER YEAR WERE REMOVED FROM THE SITE. DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List. 2013 Draft Stds & Specs Site Summary Total Rainfall (in): 43 Total Disturbed Acreage: 1.68 Site Land Cover Summary Pre-ReDevelonment Land Cover (acres) A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.00 0.73 0.00 0.73 43 Impervious Cover (acres) 0.00 0.00 0.95 0.00 0.95 57 1.68 100 Post-ReDevelonment Land Cover (acres) A soils B Soils C Soils D Soils Totals %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.00 0.50 0.00 0.50 30 Impervious Cover (acres) 0.00 0.00 1.18 0.00 1.18 70 1.68 100 Site Tv and Land Cover Nutrient Loads Final Post -Development Post- Post- Adjusted Pre- (Post-ReDevelopment ReDevelopment Development ReDevelopment Impervious) & New ) p (New Impervious) Site Rv 0.73 0.70 0.95 0.70 Treatment Volume (ft) 4,469 3,675 793 3,675 TP Load (lb/yr) 2.81 2.31 1 0.50 1 2.31 Total TP Load Reduction Required (lb/yr) 0.87 0.46 0.40 Final Post -Development Load (Post-ReDevelopment & New Impervious) Pre- ReDevelopment TN Load (lb/yr) 20.08 17.35 Site Compliance Summary Maximum % Reduction Required Below Pre-ReDevelopment Load 20/ Total Runoff Volume Reduction (ft) 1,074 Total TP Load Reduction Achieved (lb/yr) 0.88 Total TN Load Reduction Achieved (lb/yr) 6.30 Remaining Post Development TP Load 1.93 (lb/yr) Remaining TP Load Reduction (lb/yr) Required 0.00 Drainage Area Summary k* TARGET TP REDUCTION EXCEEDED BY 0.01 LB/YEAR ** Pre - Final Post -Development Post-ReDevelopment TP ReDevelopment TP Load per acre Load per acre TP Load per acre (lb/acre/yr) (lb/acre/yr) (lb/acre/yr) 1.59 1.67 1.59 D.A. A D.A. B D.A. C D.A. D D.A. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf (acres) 0.32 0.18 0.00 0.00 0.00 0.50 Impervious Cover (acres) 0.59 0.59 0.00 0.00 0.00 1.18 Total Area (acres) 0.91 0.77 0.00 0.00 0.00 1.68 Drainage Area Compliance Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total TP Load Reduced (lb/yr) 0.58 0.30 0.00 0.00 0.00 0.88 TN Load Reduced (lb/yr) 4.13 2.16 0.00 0.00 0.00 6.30 Drainage Area A Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.00 0.32 0.00 0.32 35 Impervious Cover (acres) 0.00 0.00 0.59 0.00 0.59 65 1 0.91 1 BMP Selections Managed Turf Impervious BMP Treatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream Treatment Practice Credit Area Cover Credit s Volume (ft) Upstream to Practice (Ibs) (Ib/yr) (Ib/yr) to be Employed (acres) Area (acres) Practices (Ibs) 3.a. Permeable Pavement #1 (Spec #7) 0.454201102 1,566.31 0.00 0.98 0.58 0.41 Total Impervious Cover Treated (acres) 0.45 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. 0.58 (lb/yr) Total TN Load Reduction Achieved in D.A. 4.13 (lb/yr) Drainage Area B Summary Land Cover Sum 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 0.18 0.00 0.18 23 Impervious Cover (acres) 0.00 0.00 0.59 0.00 0.59 77 0.77 1 BMP Selections Managed Turf Impervious BMP Treatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream Treatment Practice Credit Area Cover Credit s Volume (ft) Upstream to Practice (Ibs) (Ib/yr) (Ib/yr) to be Employed (acres) Area (acres) Practices (Ibs) 3.a. Permeable Pavement #1 (Spec #7) 0.237993572 1 820.72 0.00 0.52 0.30 0.21 Total Impervious Cover Treated (acres) 0.24 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. (lb/yr) 0.30 Total TN Load Reduction Achieved in D.A. (lb/yr) 2.16 Runoff Volume and CN Calculations A1-year storm 2-year storm 10-years Target Rainfall Event (in) 3.04 3.68 5.56 Drainage Areas RV & CN Drainage Area A Drainage Area B Drainage Area C Drainage Area D Drainage Area E CN 90 92 0 0 0 RR (ft) 705 369 0 0 0 1-year return period RV wo RR (ws-in) 2.02 2.20 0.00 0.00 0.00 RV w RR (ws-in) 1.81 1 2.07 0.00 0.00 0.00 CN adjusted 87 90 0 0 0 2-year return period RV wo RR (ws-in) 2.62 2.81 0.00 0.00 0.00 RV w RR (ws-in) 2.40 2.68 0.00 0.00 0.00 CN adjusted 88 91 0 0 0 10-year return period RV wo RR (ws-in) 4.42 4.64 0.00 0.00 0.00 RV w RR (ws-in) 4.20 4.51 0.00 0.00 1 0.00 CN adjusted 88 91 1 0 1 0 1 0 It Dewberry Permeable Pavement Sizing Sizing Requirements for Permeable Pavement (Per VA DCR Stormwater Design Specification No. 7) Stone Depth (dstone) (Equation 7.1): Boar's Head Lobby Site: ?ri r Rainfall Depth [Level 1=1 ", Level 2=1.1 "](P)= Contributing Drainage Area (A ()= Volumetric runoff coefficent for impervious (Rv ()_ Area of permeable pavement (A P)= Porosity of reservoir layer (n r)= Depth of stone reservoir layer (dstone) PERMEABLE PAVEMENT MAINTENANCE REQUIREMENTS: 0.08 ft. 20025 sf. 0.95 9270 sf. 0.4 0.64 ft. 7.63 in. SECTION 4 VAC 50-60-124 OF THE REGULATIONS SPECIFIES THE CIRCUMSTANCES UNDER WHICH A MAINTENANCE AGREEMENT MUST BE EXECUTED BETWEEN THE OWNER AND THE LOCAL PROGRAM. THIS SECTION SETS FORTH INSPECTION REQUIREMENTS, COMPLIANCE PROCEDURES IF MAINTENANCE IS NEGLECTED, NOTIFICATION OF THE LOCAL PROGRAM UPON TRANSFER OF OWNERSHIP, AND RIGHT -OF -ENTRY FOR LOCAL PROGRAM PERSONNEL. FOR PERMEABLE PAVEMENT, MAINTENANCE AGREEMENTS MUST CONTAIN A LONG TERM MAINTENANCE AGREEMENT AND DRAINAGE EASEMENT. THE MAINTENANCE AGREEMENT SHALL INCLUDE WHAT CONVENTIONAL MAINTENANCE TASKS SHALL BE AVOIDED, AND SIGNS SHALL NOTE THEIR STORMWATER FUNCTION. Table 7-8. Recommended Maintenance Tasks for Permeable Pavement Practices. Maintenance Task Frequency For the first 6 months following construction, the practice and contributing drainage area should be inspected at least After installation twice after storm events that exceed 1/2 inch of rainfall. Conduct any needed repairs or stabilization. Mow grass in grid paver applications At least 1 time every 1-2 months during the growing season • Stabilize the CDA to prevent erosion • Remove any soil or sediment deposited on pavement. As needed • Replace or repair any necessary pavement surface areas that are degenerating or spalling • Vacuum pavement with a standard street sweeper to 2-4 times per year (depending prevent clogging on use) • Conduct a maintenance inspection Annually • Spot weeding of grass applications • Remove any accumulated sediment in pre-treatment cells Once every 2 to 3 years and inflow points • Conduct maintenance using a regenerative street sweeper If clogged • Replace any necessary joint material Required frequency of maintenance will depend on pavement use, traffic loads, and surrounding land use. 8.2 PERMEABLE PAVEMENT CONSTRUCTION SEQUENCE THE FOLLOWING IS A TYPICAL CONSTRUCTION SEQUENCE TO PROPERLY INSTALL PERMEABLE PAVEMENT, WHICH MAY NEED TO BE MODIFIED TO DEPENDING ON WHETHER POROUS ASPHALT (PA), PERVIOUS CONCRETE (PC) OR INTERLOCKING PAVER (IP) DESIGNS ARE EMPLOYED. STEP 1. CONSTRUCTION OF THE PERMEABLE PAVEMENT SHALL ONLY BEGIN AFTER THE ENTIRE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED. THE PROPOSED SITE SHOULD BE CHECKED FOR EXISTING UTILITIES PRIOR TO ANY EXCAVATION. DO NOT INSTALL THE SYSTEM IN RAIN OR SNOW, AND DO NOT INSTALL FROZEN AGGREGATE MATERIALS. STEP 2. AS NOTED ABOVE, TEMPORARY EROSION AND SEDIMENT (E&S) CONTROLS ARE NEEDED DURING INSTALLATION TO DIVERT STORMWATER AWAY FROM THE PERMEABLE PAVEMENT AREA UNTIL IT IS COMPLETED. SPECIAL PROTECTION MEASURES SUCH AS EROSION CONTROL FABRICS MAY BE NEEDED TO PROTECT VULNERABLE SIDE SLOPES FROM EROSION DURING THE EXCAVATION PROCESS. THE PROPOSED PERMEABLE PAVEMENT AREA MUST BE KEPT FREE FROM SEDIMENT DURING THE ENTIRE CONSTRUCTION PROCESS. CONSTRUCTION MATERIALS THAT ARE CONTAMINATED BY SEDIMENTS MUST BE REMOVED AND REPLACED WITH CLEAN MATERIALS. STEP 3. WHERE POSSIBLE, EXCAVATORS OR BACKHOES SHOULD WORK FROM THE SIDES TO EXCAVATE THE RESERVOIR LAYER TO ITS APPROPRIATE DESIGN DEPTH AND DIMENSIONS. FOR MICRO -SCALE AND SMALL-SCALE PAVEMENT APPLICATIONS, EXCAVATING EQUIPMENT SHOULD HAVE ARMS WITH ADEQUATE EXTENSION SO THEY DO NOT HAVE TO WORK INSIDE THE FOOTPRINT OF THE PERMEABLE PAVEMENT AREA (TO AVOID COMPACTION). CONTRACTORS CAN UTILIZE A CELL CONSTRUCTION APPROACH, WHEREBY THE PROPOSED PERMEABLE PAVEMENT AREA IS SPLIT INTO 500 TO 1000 SQ. FT. TEMPORARY CELLS WITH A 10 TO 15 FOOT EARTH BRIDGE IN BETWEEN, SO THAT CELLS CAN BE EXCAVATED FROM THE SIDE. EXCAVATED MATERIAL SHOULD BE PLACED AWAY FROM THE OPEN EXCAVATION SO AS TO NOT JEOPARDIZE THE STABILITY OF THE SIDE WALLS. STEP 4. THE NATIVE SOILS ALONG THE BOTTOM AND SIDES OF THE PERMEABLE PAVEMENT SYSTEM SHOULD BE SCARIFIED OR TILLED TO A DEPTH OF 3 TO 4 INCHES PRIOR TO THE PLACEMENT OF THE FILTER LAYER OR FILTER FABRIC. IN LARGE SCALE PAVING APPLICATIONS WITH WEAK SOILS, THE SOIL SUBGRADE MAY NEED TO BE COMPACTED TO 95% OF THE STANDARD PROCTOR DENSITY TO ACHIEVE THE DESIRED LOAD -BEARING CAPACITY. (NOTE: THIS EFFECTIVELY ELIMINATES THE INFILTRATION FUNCTION OF THE INSTALLATION, AND IT MUST BE ADDRESSED DURING HYDROLOGIC DESIGN.) STEP 5. THE FILTER LAYER SHOULD BE INSTALLED ON THE BOTTOM OF THE RESERVOIR LAYER, AND WHERE WARRANTED, FILTER FABRIC CAN BE PLACED ON THE SIDES. STEP 6. PROVIDE A MINIMUM OF 2 INCHES OF AGGREGATE ABOVE AND BELOW THE UNDERDRAINS. THE UNDERDRAINS SHOULD SLOPE DOWN TOWARDS THE OUTLET AT A GRADE OF 0.5% OR STEEPER. THE UP -GRADIENT END OF UNDERDRAINS IN THE RESERVOIR LAYER SHOULD BE CAPPED. WHERE AN UNDERDRAIN PIPE IS CONNECTED TO A STRUCTURE, THERE SHALL BE NO PERFORATIONS WITHIN 1 FOOT OF THE STRUCTURE. ENSURE THAT THERE ARE NO PERFORATIONS IN CLEAN -OUTS AND OBSERVATION WELLS WITHIN 1 FOOT OF THE SURFACE. STEP 7. SPREAD 6-INCH LIFTS OF THE APPROPRIATE CLEAN, WASHED STONE AGGREGATE. PLACE AT LEAST 4 INCHES OF ADDITIONAL AGGREGATE ABOVE THE UNDERDRAIN, AND THEN COMPACT IT USING A VIBRATORY ROLLER IN STATIC MODE UNTIL THERE IS NO VISIBLE MOVEMENT OF THE AGGREGATE. DO NOT CRUSH THE AGGREGATE WITH THE ROLLER. STEP 8. INSTALL OVERDRAIN IF REQUIRED AND CONNECT INTO OUTLET CONVEYANCE SYSTEM. STEP 9. INSTALL THE DESIRED DEPTH OF THE BEDDING LAYER, DEPENDING ON THE TYPE OF PAVEMENT, AS FOLLOWS: PERVIOUS CONCRETE: NO BEDDING LAYER IS USED. POROUS ASPHALT: THE BEDDING LAYER FOR POROUS ASPHALT PAVEMENT CONSISTS OF 1 TO 2 INCHES OF CLEAN, WASHED ASTM D 448 NO.57 STONE. THE FILTER COURSE MUST BE LEVELED AND PRESSED (CHOKED) INTO THE RESERVOIR BASE WITH AT LEAST FOUR (4) PASSES OF A 10-TON STEEL DRUM STATIC ROLLER. INTERLOCKING PAVERS: THE BEDDING LAYER FOR OPEN -JOINTED PAVEMENT BLOCKS SHOULD CONSIST OF 2 INCHES OF WASHED ASTM D 448 NO.8 STONE. Dewberry Permeable Pavement Sizing Sizing Requirements for Permeable Pavement (Per VA DCR Stormwater Design Specification No. 7) Stone Depth (dstone) (Equation 7.1): Additional Parking Site: (PXA: xRL1)+(PxA,,) i x AF Rainfall Depth [Level 1=1 ", Level 2=1.1 "](P)= 0.08 ft. Contributing Drainage Area (A ()= 10351 sf. Volumetric runoff coefficent for impervious (Rv ()= 0.95 Area of permeable pavement (A P)= 7368 sf. Porosity of reservoir layer (n r)= 0.4 Depth of stone reservoir layer (dstone) 0.49 ft. 5.84 in. VA DEQ STORMWATER DESIGN SPECIFICATION NO. 7 PERMEABLE PAVEMENT SECTION 4: TYPICAL DETAILS Concrete Pavers Permeable Joint Material Open -graded Bedding Coulrse Open -graded Base Reservoir �. ►_ M r Open -graded ��� • V A ) Subbase Reservoir V. �1 Underdrain (as required) Optional Geotextile Under Subbase ",___ Uncompacted Subgrade Soil Figure 7.2. Typical Detail (Source: Smith, 2009) Permeable Pavement Surface Material Bedding Layer (as directed by manufacturer) Reservoir Layer. Table 7.2 r ai w�aiw v�nrorvwni, Schedule 40 PVC Figure 7.3. Typical Section Permeable Pavement Level 1 Non -Woven Geotextile (sides only) STEP 10. PAVING MATERIALS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER OR INDUSTRY SPECIFICATIONS FOR THE PARTICULAR TYPE OF PAVEMENT. • INSTALLATION OF INTERLOCKING PAVERS. THE BASIC INSTALLATION PROCESS IS DESCRIBED IN GREATER DETAIL BY SMITH (2006). THE BASIC INSTALLATION PROCESS IS DESCRIBED IN GREATER DETAIL BY SMITH (SMITH 2011). PERMEABLE PAVER JOB FOREMEN SHOULD SUCCESSFULLY COMPLETE THE PICP INSTALLER TECHNICIAN COURSE TRAINING PROGRAM OFFERED BY THE INTERLOCKING CONCRETE PAVEMENT INSTITUTE. THE FOLLOWING INSTALLATION METHOD ALSO APPLIES TO CLAY PAVING UNITS. CONTACT MANUFACTURERS OF COMPOSITE UNITS FOR INSTALLATION SPECIFICATIONS. 1. MOISTEN, PLACE AND LEVEL THE NO. 2 STONE SUBBASE AND COMPACT IT IN MINIMUM 12 INCH THICK LIFTS WITH FOUR PASSES OF A 10-TON STEEL DRUM STATIC ROLLER UNTIL THERE IS NO VISIBLE MOVEMENT. THE FIRST TWO PASSES ARE IN VIBRATORY MODE WITH THE FINAL TWO PASSES IN STATIC MODE. THE FILTER AGGREGATE SHOULD BE MOIST TO FACILITATE MOVEMENT INTO THE RESERVOIR COURSE. 2. PLACE EDGE RESTRAINTS BEFORE THE BASE LAYER, BEDDING AND PAVERS ARE INSTALLED. PERMEABLE INTERLOCKING PAVEMENT SYSTEMS REQUIRE EDGE RESTRAINTS TO PREVENT VEHICLE LOADS FROM MOVING THE PAVERS. EDGE RESTRAINTS MAY BE STANDARD CONCRETE CURBS OR CURB AND GUTTERS. 3. MOISTEN, PLACE AND LEVEL THE NO. 57 BASE STONE IN A SINGLE LIFT (4 INCHES THICK). COMPACT IT INTO THE RESERVOIR COURSE BENEATH WITH AT LEAST FOUR (4) PASSES OF A 10-TON STEEL DRUM STATIC ROLLER UNTIL THERE IS NO VISIBLE MOVEMENT. THE FIRST TWO PASSES ARE IN VIBRATORY MODE, WITH THE FINAL TWO PASSES IN STATIC MODE. 4. PLACE AND SCREED THE BEDDING COURSE MATERIAL (TYPICALLY NO. 8 STONE, 2 INCHES THICK). 5. PAVERS MAY BE PLACED BY HAND OR WITH MECHANICAL INSTALLERS. 6. FILL GAPS AT THE EDGE OF THE PAVED AREAS WITH CUT PAVERS OR EDGE UNITS. WHEN CUT PAVERS ARE NEEDED, CUT THE PAVERS WITH A PAVER SPLITTER OR MASONRY SAW. CUT PAVERS NO SMALLER THAN ONE-THIRD (1/3) OF THE FULL UNIT SIZE IF SUBJECT TO TIRES. T FILL THE JOINTS AND OPENINGS WITH STONE. JOINT OPENINGS MUST BE FILLED WITH NO. 8, 8P OR 9 STONE PER THE PAVER MANUFACTURER'S RECOMMENDATION. SWEEP AND REMOVE EXCESS STONES FROM THE PAVER SURFACE. 8. COMPACT AND SEAT THE PAVERS INTO THE BEDDING COURSE WITH A MINIMUM LOW -AMPLITUDE 5,000 LBF, 75- TO 95 HZ PLATE COMPACTOR. DO NOT COMPACT WITHIN 6 FEET OF THE UNRESTRAINED EDGES OF THE PAVERS. 9.THOROUGHLY SWEEP THE SURFACE AFTER CONSTRUCTION TO REMOVE ALL EXCESS AGGREGATE. 10.INSPECT THE AREA FOR SETTLEMENT. ANY PAVING UNITS THAT SETTLE MUST BE RESET AND INSPECTED. 11.THE CONTRACTOR SHOULD RETURN TO THE SITE WITHIN 6 MONTHS TO TOP UP THE PAVER JOINTS WITH STONES. 8.3 CONSTRUCTION INSPECTION INSPECTIONS BEFORE, DURING AND AFTER CONSTRUCTION ARE NEEDED TO ENSURE THAT PERMEABLE PAVEMENT IS BUILT IN ACCORDANCE WITH THESE SPECIFICATIONS. USE A DETAILED INSPECTION CHECKLIST THAT REQUIRES SIGN -OFFS BY QUALIFIED INDIVIDUALS AT CRITICAL STAGES OF CONSTRUCTION AND TO ENSURE THAT THE CONTRACTOR'S INTERPRETATION OF THE PLAN IS CONSISTENT WITH THE DESIGNER'S INTENT. THE BASIC ELEMENTS OF A PERMEABLE PAVEMENT CONSTRUCTION CHECKLIST ARE PROVIDED AT THE END OF THIS SPECIFICATION. ONCE THE FINAL CONSTRUCTION INSPECTION HAS BEEN COMPLETED, LOG THE GPS COORDINATES FOR EACH FACILITY AND SUBMIT THEM FOR ENTRY INTO THE LOCAL BMP MAINTENANCE TRACKING DATABASE. IT MAY BE ADVISABLE TO DIVERT THE RUNOFF FROM THE FIRST FEW RUNOFF -PRODUCING STORMS AWAY FROM LARGER PERMEABLE PAVEMENT APPLICATIONS, PARTICULARLY WHEN UP -GRADIENT CONVENTIONAL ASPHALT AREAS DRAIN TO THE PERMEABLE PAVEMENT. THIS CAN HELP REDUCE THE INPUT OF FINE PARTICLES THAT ARE OFTEN PRODUCED SHORTLY AFTER CONVENTIONAL ASPHALT IS LAID DOWN. 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 �00 ::)z1­ 0wQ LL 0 0 z 00 w V 0 01: V >zz z 0pCC Q U) w za 0 m `) 1 z W 2 U 0 Z 0 U r� V z 0 U 0 O O T SEAL ,svALT1IOA r - • 2v • • 2 '-IN hi. KEELER 0 N . 46506 S1DNALE KEY PLAN SCALE REVISIONS 3 04/09/18 CLG REVISION #2 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS N0. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY CHECKED BY DATE TITLE ABN DMK 11/03/17 WATER QUALITY NARRATIVE AND CALCULATIONS DEI NO: 50097362 SHEET NO. C6mO3 1 1 2 1 3 4 1 5 Wit tja.--.wberry' E PRE -DEVELOPED LAND COVER MAP FBI If X TOTAL AREA - 1.68 AC 0 41 e 0' �� 60' 120' SCALE: 1 " = 60 POST -DEVELOPED LAND COVER MAP LEGEND MANAGED TURF = 0.50 ACRES IMPERVIOUS COVER = 1.18 ACRES PERMEABLE PAVERS = 0.38 ACRES / �j 1 ` \ 3 I ` •E � I \ I I I II \ 1 II o I l \ s � \ o II / TOTAL AREA - 1.68 AC 0 ■ate d rrrl /� SSII � �rsra. s•oi Y 1.1 I � t•� vie% vv® �+• �� '� se.rrw � ergo vie er-�ri �r�isi i e rs,-tee ern®� ®•��/ III,/a E- J. 41 e �O 0' 60' 120' SCALE: 1 " = 60 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 M > Z z o o ::) Z � 0wQ LL v QUO —m_j z m � oo J V 5; Z Z ,LZ� O p °C �Q� W p �=z � W Q z 0 Z) m U) z w U Q O Z o Z > O_w_ J J ULU w O �Q cn z " O U 01 O O T SEAL O�yyVALT110p 2 'IN M. KEELER N .46506 IONALEl`1 KEY PLAN SCALE REVISIONS 3 04/09/18 CLG REVISION #2 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 LAND COVER AREA DEI NO: 50097362 SHEET NO. C6mO4 11,111 ,a 66 OF Dewberry' JI 01 Al STRUCTURE DRAINAGE AREA MAP - rMIM e E AM to INEME . WON P. N V Dewberry Figure 5.3 - Storm Sewer Piping Design PROJECT Boar's Head Inn Lobby Renovabon and Parking Relocation LOCATION Albemarle County 7�1i%hllw 111111111>w IFsoq,�!,; �'� X FROM TO AREA DRAIN. RUNOFF COEF. C A INLET TIME RAIN- FALL RUNOFF O INVERT ELEVATIONS LENGTH SLOPE DIA. 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) FT. (12) FT./FT. (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 1 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 8 4 0.027 0.629 0.017 0.017 5.00 6.67 0.11 555.00 554.60 40.90 0.010 6 0.55 2.83 14.47 3.31 2 1 0.000 0.000 0.000 0.000 0.00 1 7.97 5.76 553.75 553.58 34.91 0.005 18 7.33 4.15 1 8.42 16.44 1 EX 5.76 553.47 552.78 78.39 0.009 15 6.06 4.94 15.87 14.72 12 11 0.626 0.721 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 EX 3.01 557.96 550.33 138.08 0.055 15 15.19 12.37 11.16 8.18 22 21 0.430 0.819 0.352 0.352 5.00 6.67 2.35 565.11 564.68 72.00 0.006 15 4.99 4.07 17.70 11.31 21 EX 0.071 0.805 0.057 0.409 5.29 6.59 2.70 562.50 553.53 77.50 0.116 12 12.12 15.43 5.02 6.83 J 595= s90_ 060' 120' SCALE: 1 " = 60 RUNOFF REDUCTION & DRAINAGE MAP N��Ii, i / /\\ \ \V ! I �°' ( • "'' \ G / Ill 111 I \ F / ° I 0 \ mrwi ar.E \NGQ } ��;' \ `\ • `\SS\ I I \ I \ VIOUS DRAINAGE / \. I :0.2 AC ;� \ \ \ S I /♦� PERVIOUS /I I I I 1 \ I , 0.46AC X. kl � 1 I 0 `� \ 91* 4 / \ P DM B 06 07 \ I .21 / 0 f I 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)0.95 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 2 590= 595= - 590- 1 0' 60' 120' SCALE: 1 " = 60 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-- CD C)Qjz z 00 w zzF �wQ � ��U C) 0 o z Q 00 Ir z m w z > �5 O O LL LIL J W -> z F- z_ �o LLz� 000L CO �Q� z I-- w O U)=� oC U) z o wECQ o > < T z0 � m SEAL ,sVALT, IpA r - 2v • 2 IN hi. KEELER • N .46506 ohs SI�NALE KEY PLAN SCALE REVISIONS 3 04/09/18 CLG REVISION #2 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 191942 RUNOFF REDUCTION AND STORM STRUCTURE MAPS DEI NO: 50097362 SHEET NO. C6mO5 1 2 1 3 5 E 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 62'-FOOT LONG, WITH 2 ORIFICES; ONE 4"X4" AT ELEV. 0 (INVERT OF BOX) AND THE SECOND 36"X4" AT ELEVATION 2.90 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. EXISTING STRUCTURES THAT ARE BEING TIED INTO ARE ADEQUATE FOR NEW DRAINAGE CONDITIONS. SEE STORM SCHEDULE FOR MINIMUM PIPE SIZE CALCULATION FOR EXISTING PIPE. THE CHART BELOW SUMMARIZES THE PRE -DETENTION AND POST -DETENTION FLOW RATES. THE POST DEVELOPMENT SITE AREA IS 30% PERVIOUS AND 70% IMPERVIOUS. PRE -DETENTION (CFS) POST -DETENTION (CFS) 1-YEAR STORM 2.63 0.95 2-YEAR STORM 3.43 2.87 10-YEAR STORM 5.80 5.52 APre DAA - Pre Pre Pre Development APostl DA A - Post Subcat Reach on Link HydroCAD - UVAF BH Lobby Prepared by Dewberry HydroCADO 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Area Listing (all nodes) A Area CN Description (acres) (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 4/5/2018 Paae 2 HydroCAD - UVAF BH Lobby Type 11 24-hr 1 Rainfall=3.04" Prepared by Dewberry Printed 4/5/2018 HydroCAD@ 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 Elev=2.93' Storage=0.033 of Inflow=2.63 cfs 0.120 of Outflow=0.95 cfs 0.120 of HydroCAD - UVAF BH Lobby Type Il 24-hr 1 Rainfall=3.04' Prepared by Dewberry Printed 4/5/2018 HydroCAD@ 10.00-14 s/n 05760 ©2015 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment Pre: Pre Development Runoff = 5.45 cfs @ 11.96 hrs, Volume= 0.248 af, Depth= 1.77" 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 0.910 85 0.770 90 1.680 87 Weighted Average 1.680 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Pre: Pre Development Hydrograph ------------------------------------------ I I I I I I I I I I I I I I 6 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 I I I I I I I I 5.45 cfs I I I I I I I I IT�p��l�-2- -�r- I---I---I--7--Y I 5 I IRainfallT3.04" I I I I I I I I I I I I I I I I (JI�� I I I I �I /x� I I ---------- J__1__1__L__'Rwn#bff-Are-1,680-at- 4-I k0n6ff V610m;e=0.24$ Of 3 Runoff �Dep I 1I I I 717 3 I I I I I I I I � � � I I I C Tc-*5.0 hii h LL I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I r--I---I--7---f r--r--r--r--I---I--7--T--r--r-- 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 1 I I I I I I I I HydroC2AD4- 161VAF1BH12L1o'b6y18 20 22 24 26 28 30 32 34 36 38 `iype If1A- r481 Rainfall=3.04'' Prepared by Dewberry Printed 4/5/2018 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 = 0.95 cfs @ 12.06 hrs, Volume= 0.120 af, Atten= 64%, Lag= 6.2 min Primary = 0.95 cfs @ 12.06 hrs, Volume= 0.120 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 2.93' @ 12.06 hrs Surf.Area= 0.011 ac Storage= 0.033 of Plug -Flow detention time=21.3 min calculated for 0.120 of (100% of inflow) Center -of -Mass det. time= 21.2 min ( 838.2 - 817.0 ) Volume Invert Avail.Storage Storage Description #1 0.00, 0.046 of 96.0" W x 48.0" H Box Pipe Storage L= 62.0' Device Routing Invert Outlet Devices #1 Primary 0.00' 4.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #2 Primary 2.90' 36.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 3.75' 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=0.94 cfs @ 12.06 hrs HW=2.93' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.89 cfs @ 8.00 fps) 2=Orifice/Grate (Orifice Controls 0.05 cfs @ 0.55 fps) 3=Broad-Crested Rectangular Weir( Controls 0.00 cfs) HydroCAD - UVAF BH Lobby Type 11 24-hr 1 Rainfall=3.04" Prepared by Dewberry Printed 4/5/2018 HydroCAD@ 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Paqe 9 Pond DP1: DA A - Detention Pipe Hydrograph I I I I I I I I I I I I I ❑ Inflow ll I ❑ I I I I 2.63 cfs I I I I I I I I I Primary Inflow Area0 �810 Iliac I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I eT-1 1 Iel I =1 I I � I I •' --I--�--r--r--1--r--r--1--�--r--r--I--1___----_I---1--r--r--r-1--r- StorageT0.033 of 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 N I I I I I I I I I I I I I I 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 p I I I I LL I I I 1 I I I 0.05 cfs I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 Il 24-hr 2 Rainfall=3.68" Prepared by Dewberry Printed 4/5/2018 HydroCAD@ 10.00-14 s/n 05760 ©2015 HydroCAD Software Solutions LLC Page 10 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentAPost1: DAA - 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: DAA - 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 Subcatchment Post: 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: DA A - Detention Pipe Peak Elev=3.24' Storage=0.037 of Inflow=3.43 cfs 0.158 of Outflow=2.87 cfs 0.158 of HydroCAD - UVAF BH Lobby Type 11 24-hr 2 Rainfall=3.68" Prepared by Dewberry Printed 4/5/2018 HydroCAD@ 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 3 2 U 3 _o LL 1 I I f I I I I I I I I I I I I I I I 3.22 cfs I I I I I I I pa 11112 r- . 2 RainfallT3.687 I I I I I I I I I I I I I RWnbff AweA=0.810 ac n ff V I me=10. 47 of tlunoff �DepthT2.17, i I I I I I I I I I I I I I I TcT5.'10 inilh I I I I I I I I I f I I I I I I I I I l I N=$ I - r _ _ r _ _ I_ _ _I _ _ -1- _ T _ _ r _ _ r _ I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 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) ■ Runoff HydroCAD - UVAF BH Lobby Type 11 24-hr 2 Rainfall=3.68" Prepared by Dewberry Printed 4/5/2018 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 = 2.87 cfs @ 12.00 hrs, Volume= 0.158 af, Atten= 16%, Lag= 2.6 min Primary = 2.87 cfs @ 12.00 hrs, Volume= 0.158 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 3.24' @ 12.00 hrs Surf.Area= 0.011 ac Storage= 0.037 of Plug -Flow detention time= 19.2 min calculated for 0.158 of (100% of inflow) Center -of -Mass det. time= 19.2 min ( 828.3 - 809.1 ) Volume Invert Avail.Storage Storage Description #1 0.00, 0.046 of 96.0" W x 48.0" H Box Pipe Storage L= 62.0' Device Routing Invert Outlet Devices #1 Primary 0.00' 4.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #2 Primary 2.90' 36.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 3.75' 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=2.85 cfs @ 12.00 hrs HW=3.24' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.94 cfs @ 8.44 fps) 2=Orifice/Grate (Orifice Controls 1.91 cfs @ 1.91 fps) 3=Broad-Crested Rectangular Weir( Controls 0.00 cfs) HydroCAD - UVAF BH Lobby Type lI 24-hr 2 Rainfall=3.68" Prepared by Dewberry Printed 4/5/2018 HydroCAD@ 10.00-14 s/n 05760 ©2015 HydroCAD Software Solutions LLC Page 16 Pond DP1: DA A - Detention Pipe Hydrograph ❑Inflow El Primary 3.43 cfs I I I I I I I I I I I I I y I,nfloW, *ea00 010111alll� PpOk Eje'=3.�4' 3 287 cfs I I I I I I I I I I I I I I Storage-0;.03711 af w v 2 I I I I I I I l I I I I p LL I I I I I I I I I I I I I I I I I I 1__ L__I__ J__ 1__ L__I__ J__.i I I I I 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 I I I I I I I I I I I I I I I I I I I 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 Il 24-hr 10 Rainfall=5.56" Prepared by Dewberry Printed 4/5/2018 114061661 Dewberry HydroCAD@10.00-14 s/n 05760 © 2015 HydroCADSoftware 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 Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 SubcatchmentAPost1: DA A - Post Runoff Area=0.810 ac 0.00% Im ervious Runoff De th=4.10" Glen Allen, VA 23060 p p Phone: 804.290.7957 Tc=5.0 min CN=87 Runoff=5.80 cfs 0.277 of Fax: 804,290.7928 www.dewberry.com 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 7 z7 Subcatchment Post: Post Development Runoff Area=1.680 ac 0.00% Impervious Runoff Depth=4.20" z Tc=5.0 min CN=88 Runoff=12.25 cfs 0.588 of O O SubcatchmentPre: Pre Development Runoff Area=1.680 ac 0.00% Impervious Runoff Depth=4.10" F__ () Tc=5.0 min CN=87 Runoff=12.03 cfs 0.574 of Q Q �>z z Pond DP1: DA A - Detention Pipe Peak Elev=3.82' Storage=0.044 of Inflow=5.80 cfs 0.277 of O 0W Outflow=5.52 cfs 0.277 of Z 7 1--5 � W Q D OLLMU CU HydroCAD - UVAF BH Lobby Type 11 24-hr 10 Rainfall=5.56" >- O Q z Prepared by Dewberry Printed 4/5/2018 Q M JCE HydroCAD@ 10.00-14 s/n 05760 ©2015 HydroCAD Software Solutions LLC Page 19 z M W z > _ Co 0 Ld J Summary for Subcatchment APre: DA A - Pre 0 > OC J C� v w Runoff = 5.58 cfs @ 11.96 hrs, Volume= 0.263 af, Depth= 3.89" \ z z F- F- Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs z i Type II 24-hr 10 Rainfall=5.56" LL- Q Area (ac) CN Description 0 Q z U 0.810 85 � w � O 0.810 100.00% Pervious Area Q U Tc Length Slope Velocity Capacity Description = min feet ft/ft ft/sec cfs z O 5.0 Direct Entry, It 7- Subcatchment APre: DA A - Pre 7 Hydrograph O ' ' ' ' I I ' ' ' ' I ' ■Runoff 6 5.58 cfs I I I I I I I I I I I2I T p I I;__ _- - - SEAL �,p►LTH p 5 10 Rai�fallT5.56�' ot, AGE I I I I I I I I I I I �Rwnbff AresI=0.810 alc T 1 _ r� --T--r--r--1---1----T--r r- r- 1 -1- 1 • 4 R0noff1Volume='0.26$ Of * -IN M. KEELER • 411, -r--! Runoff Depth�3•89"- N 46 LL 3 TcT5.0 tnilh ��o �Q'y�,A I I� 1 I I I I I I I I I I - 1 �7 I I ION 2 I I I I I I I I I I I I ALE I I I I I I I I I I I I I I I I I I I I I I I I I I I I I KEY PLAN 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) HydroCAD - UVAF BH Lobby Type 11 24-hr 10 Rainfall=5.56" Prepared by Dewberry Printed 4/5/2018 HydroCADO 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 = 5.52 cfs @ 11.98 hrs, Volume= 0.277 af, Atten= 5%, Lag= 1.4 min Primary = 5.52 cfs @ 11.98 hrs, Volume= 0.277 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 3.82' @ 11.98 hrs Surf.Area= 0.011 ac Storage= 0.044 of Plug -Flow detention time= 15.9 min calculated for 0.277 of (100% of inflow) Center -of -Mass det. time= 15.9 min ( 809.2 - 793.3 ) Volume Invert Avail.Storage Storage Description #1 0.00, 0.046 of 96.0" W x 48.0" H Box Pipe Storage L= 62.0' Device Routing Invert Outlet Devices #1 Primary 0.00' 4.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #2 Primary 2.90' 36.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 3.75' 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=5.50 cfs @ 11.98 hrs HW=3.82' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.02 cfs @ 9.20 fps) 2=Orifice/Grate (Orifice Controls 4.17 cfs @ 4.17 fps) 3=Broad-Crested Rectangular Weir(Weir Controls 0.31 cfs @ 0.74 fps) HydroCAD - UVAF BH Lobby Type 11 24-hr 10 Rainfall=5.56" Prepared by Dewberry Printed 4/5/2018 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 ■Inflow I I I I I I I I I 1__-__-__I___I__-__ - �- - -� I I I I I I 5.80 CfS I I I I I I I I I I I I I I I I I El Primar %� 6 IlnfloW, Area=0.610 �a6 1 5.52 cfs I I I I I I I J _ _ L _ _ _ 1 _ _ L _ _I_ _ J _ _ L _ _ L _ _I_ _ J _y/L _ _ _ _ L _ _I_ _ J _ _ 1 _�� I 1 ■ Ok' Ele'3.$2' I �I 5 .' I I I I I I I I I I I I I I I I I I I I I I - -- ;- --�- -4 - - -- ;- - - -- Store= 004-a-- I I I I I 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 I I I I I I I I I I I I I I I I N I I I I I I I I I I I I I I I I I I I I I �--1--�--r--r- T--r--1--�--r--r--I--�--r--r--I--�--r--r--I---1--r-- I I I I I I I I I I I I I I I I 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 3 I I I LL I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2 I I I I I __ __ J__1__ I I I I I I I I I I I I 1 I I I I I I I I I I SCALE REVISIONS 3 04/09/18 CLG REVISION #2 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY APPROVED BY CHECKED BY DATE CLG ABN 11/03/17 WATER QUANTITY NARRATIVE AND CALCULATIONS DEI NO: 50097362 SHEET NO. 1 ---------- 1 2 4 6 8 1 12 14 16 18 20 22 24 26 28 30 32 34 3 38 40 42 44 46 48 Time (hours) 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) 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) C6mO6 All 4.11 Dewberry 0 Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 Q�z � Zp0 Z) Z � 0WQ L CU QUO zCOW o p oC > Z Z LL Z 2 0 CC Q W U)=z M W�Q > ZQ �p co U) z W U O Q o Cc Z > O LL J J_ CU W w Z) o � Q cn = Z U O U 0 0 7- SEAL yy,�ALTH OPp 2v ' 2 TIN M. KEELER � N .46506 SStONALE�G KEY PLAN SCALE REVISIONS 3 04/09/18 CLG REVISION #2 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY APPROVED BY CHECKED BY DATE 1111111111111111110 CLG ABN 11/03/17 WATER QUANTITY CALCULATIONS DEI NO: 50097362 SHEET NO. C6mO7 1 2 i 3 al GENERAL STRUCTURAL NOTES 5 `_:l' Dewberr""Y E 0 � REBAR SPLICE AND HOOK SCHEDULE REBAR SPLICE AND HOOK DIMENSIONS IN REINF. CONCRETE F'c = 4,000 PSI ASTM BAR SIZE LD 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" LD - 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 tldb SECTION 180' HOOK 4db R (2-1/2" MIN. LD 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 - - - S - - - STANDARD LAP SPLICE (TYPICAL) SEE FNDN PLAN FOR • a TOP OF FOOTING ELEVATION =1JSEE FNDN 2 - PLAN FOR • TOP OF FOOTING ELEVATION 2H MATCH TYP. FTG. BAR 3 FOOTING STEP DETAIL �S3.011SO.01)SCALE: NOT TO SCALE CLASS "B" TENSION LAP (TYP.) 90' STD. HOOK (TYPICAL) ADD CORNER BARS TO MATCH SIZE AND SPACING OF HORIZ. REINFORCING. USE LARGER SIZE OF LAPPED REINF. WHERE VARIATIONS IN SIZE OCCUR. '2-\ S3.01 S0.01 12db TYP D. v v ° wg D CO "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 ® TERMINATE ALL HORIZONTAL - REINFORCEMENT AT JOINT OTHER THAN SMOOTH DOWELS 1 S3.01 S0.01 5/8" DIA. x 2'-6" LONG SMOOTH DOWELS AT 12" O.C. VERTICAL. GREASE ONE END OF DOWEL OR WRAP WITH POLYETHLENE TAPE. 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 z z Op Q�z z �p0 z pwQ U_ Q>_O z w CD O J (� >zz U z� oo� �Q� w Q z w Q z� �p m W z W 2 D U OQ (D Er z > Ow J J_ > U w CC O I-Q U) _ z " O U O -01 T SEAL ��tiT H OF Dj rP o SEPH ALLEN WOLHAR Lic. No. 035964 �00 SSIO N A L E��'ti KEY PLAN SCALE REVISIONS 3 04/09/18 SGW REVISION #2 2 02/12/18 SGW REVISION #1 NO. DATE BY DESCRIPTION DRAWN BY SGW APPROVED BY JAW CHECKED BY JAW DATE 11/03/17 GENERAL STRUCTURAL NOTES, SCHEDULES, AND DETAILS DEI NO: 50097362 SHEET NO. S0001 1 1 2 3 4 1 5 E 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 CHANNEL 1/2 1 1/2" SQUARE SOLID STEEL - A- - BAR POST HANDRAIL SECTION '7 HANDRAIL DETAIL S3.01 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). 1-1/2" 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 Q0 I I 3. GUARD RAIL STRUCTURAL STEEL SHALL BE FINISHED TO DRILL 2 1 /2" DIA. x 4" 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. 5j X 0 EQ. �EQ. a A a STAIR OR SIDEWALK CONCRETE RETAINING WALL WITH STONE VENEER '6 GUARDRAIL DETAIL S3.01 S3.01 SCALE: 1 " = 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. RETAINING WALL SCHEDULE MARK "W" "T" "FT" BARS "FB" BARS "V" BARS "D" DOWELS RW 1 6'-0" 2'-0" (6) #5 (4) #5 #5 AT 12" O.C. #5 AT 12" O.C. 7RW2 7'-6" 2'-0" (8) #5 (5) #5 #6 AT 12" O.C. #6 AT 12" O.C. 4" L, v1'-0"i GUARD RAIL, SEE 6/S3.01 4" BLUESTONE CAPS 1 1 /-1/2" EXPANSION JOINT STOP OF WALL VARIES (SEE CIVIL) 3/16" DIA. GALVANIZED TRIANGULAR TIE AT 16" (f4") O.C. HORIZONTAL #3 TIE BAR AT 12" O.C. SPACING (3" WIDE AT OPEN END AND 3" LONG). USE POWDER 2" 2 vo ACTUATED FASTENERS OR DOVE CLR A° CLR TAIL ANCHOR SLOTS TO SECURE TO CONCRETE WALL "v" BARS #4 AT 12" O.C. 14__ "D" DOWEL WITH STD. 90' #5 AT 12" O.C. 7 4 4 HOOK AND CLASS "B" LAP CONT. 4" DIA. TYPE 2 "HDPE" PERFORATED 1 /2" EXPANSION JOINT FOUNDATION DRAIN PIPE. WRAP 2 CF/LF OF • NO. 78 AGGREGATE AROUND DRAIN PIPE WITH CURB AND ASPHALT, Z DRAINAGE GEOTEXTILE CONSISTING OF MIRAFI SEE CIVIL a 140N (OR APPROVED EQUAL). TIE PIPE INTO • #5 DOWEL WITH SITE DRAINAGE SYSTEM PER CIVIL PLANS). STD. 90' HOOK 10 AT 12" O.C. o �� • ° '�� CONTROLLED BACKFILL _I (SEE GENERAL NOTES 4 CMU N N #5 AT 12" O.C. / ON SO.01) TOP OF FOOTING (SEE PLAN) ° R N ° " FT" BARS Q 1 " RADIUS BULLNOSE L11oD D 0 � D D o. NOSING DETAIL N SEE 6/S0.01 FOR w GUARD RAIL AND Ln HANDRAIL J a M SLOPING CHEEKWALL- Cy -H EACH SIDE OF STAIR w (SEE 5/S3.01) .-. Q TYP TREAD LENGTH (14) TREADS AT 12" = 14'-0" STEEL LAMBS - TONGUE RAILING (SEE 7/S3.01) BOT. OF STAIR • SEE CIVIL ° • • a o °.0 a .a • d SIDEWALK, TYP. °o •. ° o°o (SEE CIVIL DWGS.) 1 /2" EXPANSION • �. JOINT MATERIAL (TYPICAL) • d EQ. EQ.ol it -opt STAIR DETAIL ���� �� ��' SCALE: 3 4" = 1 '-0" FB BARS �5' CONT. i i i S3.O1 S3.01 #5» AT ��j PLACE FOOTING OVER A INTENTIONALLY ROUGHEN T BAR 12 O.C. COMPACTED FILL AS APPROVED 3 0 INTERFACE TO A MINIMUM BY THE PROJECT GEOTECHNICAL AMPLITUDE OF 1 /4" W ENGINEER (SEE GENERAL NOTES ol TYP TREAD 5 LENGTH 3.0 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. u • Q ° O ° • Li ° a e a a ° o a ° a a a a ° e a • • O �o°gg • • CONTROLLED BACKFILL (SEE °°gg GENERAL NOTES ON S0.01) • ° • #4 AT 12", TYP. • ° 2" ° #6 AT 12", TYP. CLR °ryp. a #6 DOWELS AT 12" O.C. WITH STD. a 90' HOOK AND CLASS "B" LAP, TYP. ° • NOTE: SEE 4/S3.01 • • a ROUGHEN FOR ITEMS SHOWN a ' 4. CONCRETE, BUT NOT IDENTIFIED TYPICAL \ \ \ a \//\//\ • • \/ //��\�� //��\�� • o��o�-SEE 4/S3.01 FOR F b a < Ioo(0°FOUNDATION DRAIN l�•o�l s LR oogjDETAIL N -JLHO 02 •a a///���// /\��/// ° is SEE PLAN U TOP OF Al ° a a a ° a° FOOTING CN a ° ° O • • - Q O ° - - - • - - - • ° • • _4• ° • • * aG • G ° _ ° _ _ O - - _-Q. _ - - _ ° - Q O ° Q _ ° O #5 AT 12" O.C., EACH WAY, TOP AND BOTTOM '5 STAIR RETAINING WALL DETAIL S3.01 S3.01) SCALE: 3/4" = 1'-0" #4 NOSE BAR (TYP.) TOP OF STAIR s *MV SEE CIVIL ° pgo • d SEE CONCRETE KEY 40 AT BOTTOM OF STAIRS FOR ITEMS °°o a NOT IDENTIFIED. SEE SIDEWALK DETAIL ON CIVIL DRAWINGS AND GENERAL STRUCTURAL NOTES FOR CONCRETE COLOR. #4 AT 12" O.C. EACH PLACE STAIR SLAB -ON -GRADE OVER 6" WAY LAYER OF COMPACTED AGGREGATE BASE COURSE (VDOT #21A) OVER PROPERLY COMPACTED SUBGRADE. (SEE SCHEDULE) 11 ON SHEET SO.01) \ 4 RETAINING WALL DETAIL S3.01 S3.01 SCALE: 1 /2 = 1 -0 T.O.W., SEE CIVIL \ GUARD RAIL, _ CJ �, / SEE 6/S3.01 SEE I SEE 4 - - - AFL PER CIVIL' CURB, TYP. 1 /S3.01 2/S3.01 S3.Q S _ SLOPE TOP OF W S ��2 50, SEE CIVIL RW2 ---- _-- C3 1 z I z T.O.W., SEE CIVIL STONE VENEER, J I J a TYP. pIp CJ �C3 -- - QQ _ -- -- S [71.50 ] RETAINING WALL FOUNDATION PLAN NOTES: - - - I - - - - - - 1. SEE SO.01 FOR GENERAL STRUCTURAL NOTES AND ABBREVIATIONS. 00'] 2. SEE CIVIL PLAN DRAWINGS FOR RETAINING WALL LAYOUT AND GEOMETRY. _ SEE L SEE _ 1 /S3.01 12/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 f 1'-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 +0 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 ' REINFORCED CONCRETE WALLS. �Rw 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 f1'-O" OF / _ THE LOCATION SHOWN. S 9. SEE CIVIL DRAWINGS FOR EXTERIOR CONCRETE SIDEWALK DETAILS. CONTRACTOR SHALL CJ _ a COORDINATE JOINTING PLAN WITH UNIVERSITY ARCHITECTS OFFICE. STONE VENEER, 4 TYP. �CRW 1] 53.0 S I �67.50 � S _ _ C J ►� Rw _ _ SEE I SEE _ _ 1 /S3.01 2/S3.01 _ 4 4 ® SLOP � - - L69. 00'] - EpP 3.0 _ T--S3.0 OF WALL PECIVI� - --3 RW2 --- ----�- S[70 ..., z - - CJ S3.0 =1= _ UIU C3 CURB, TYP CJ GUARD RAIL,a _ a SEE CIVIL - - _ --�-� -- - SEE 6/S3.01 _ __----- Sj I I S3.0 1 /S3.01 12/S3.01 I I o I I _I I I I RETAINING WALL FOUNDATION PLAN - WEST +0 [71.00'j - J S3.01 S3.01 SCALE: 1/8" = 1'-0" �Tti St Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com z z 00 � Q C/) > z z zz O LD w � 2 w Q D 0 L m C) Q >- p o Z z ' w z OLL > J R fr O J (� ~ J - zz D� LL - Op Q Z 0 � O W O U Q 00 LU O T zp D m SEAL �4,1,T H 0P c SEPH ALLEN WOLHAR Lic. No. 035964 �00 �s101f A L E�G� KEY PLAN SCALE REVISIONS 3 04/09/18 SGW REVISION #2 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 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 April 9, 2018 PROJECT NUMBER 60554783 TITLE LANDSCAPE LAYOUT AND MATERIALS PLAN SHEET NUMBER Ll J \ / \ \\ .. .....................L�' . �0 \ SYMBOL BOTANICAL NAME COMMON NAME ROOT SIZE QTY NOTES SPACING AB AMELANCHIER X GRANDFLORA 'AUTUMN BRILLIANCE' APPLE SERVICEBERRY B&B 8-9' HT. 4 SELECT CLUMP, SPECIMEN AS SHOWN CA CLETHRA ALNIFOLIA'HUMMINGBIRD' SUMMERSWEET CONT. 24" HT. 128 FULL TO GROUND AS SHOWN CF CORNUS FLORIDA'APPALACHIAN SPRING' FLOWERING DOGWOOD B&B 1.75" CAL. 3 SPECIMEN AS SHOWN CO CORYLUS AVELLANA'CONTORTA' CORI<SCREW HAZEL B&B 36" HT. 1 SPECIMEN AS SHOWN FG FOTHERGILLA GARDENII DWARF FOTHERGILLA CONT. 18" HT. 153 FULL TO GROUND AS SHOWN IG ILEX GLABRA'COMPACTA' INKBERRY CONT. 18" HT. 133 FULL TO GROUND AS SHOWN IV ITEA VIRGINICA'LITTLE HENRY VIRGINIA SWEETSPIRE CONT. 30" HT. 94 FULL TO GROUND AS SHOWN IVJ ILEX VERTICILLATA AM DANDY' MALE WINTERBERRY CONT. 24" HT. 2 FULL TO GROUND AS HOWN IVR ILEX VERTICILLATA'NANA' WINTERBERRY CONT. 18" HT. 48 FULL TO GROUND AS SHOWN MC MUHLENBERGIA CAPILLARIS'WHITE CLOUD' WHITE MUHLY GRASS CONT. 1 GAL 835 18" ON CENTER PA POLYSTICHUM ACROSTICHOIDES CHRISTMAS FERN CONT. 1 GAL 295 18" ON CENTER TG TULIPA GESNERIANA'MAUREEN' (OR SIMILAR COLOR) TULIP BULB 295 CLUSTERS OF 3-5 VM VINCA MINOR PERIWINI<LE CONT. 2.5" POT 3816 12" ON CENTER BOAR'S HEAD I N N 10RE 24 0 AREA OF NEW PARKING AND VEHICULAR CIRCULATION - 24,777 SF AREA REQUIRED FOR PLANTING OF TREES/SHRUBS (5%) - 1,238 SF AREA OF TREES AND SHRUBS ADJACENT TO NEW PAVED PARKING AND VEHICULAR CIRCULATION 2,665 SF 2 SHADE TREES SHOWN FOR 20 PARKING SPACES TOTAL LANDSCAPE AREA - 71,630 SF AREA REQUIRED FOR TREE CANOPY (10%) 7,163 SF TOTAL TREE CANOPY AREA 24,507 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 AND REPLACED WHEN NECESSARY. REPLACEMENT MATERIAL SHALL COMPLY WITH THE APPROVED PLAN. County oI' Albernarlt Conservation Plan Cheelsl6t—'re beplaccd an Landscape Plans (Ilandbook, pp 111-284-111.397 for complete specifications) 1. The follewine items shall be Ehnrrtl on thr Plan; 0 Trees to be saved; Gl Lbnits of clearing (wolda &phno of trees to be saved); 0 Location and typo of protoctive fencing; 0 trade changes requiring trot; wells or walls; D Proposed trenching or tunneling beyond the limits of cleariall. 1. All ry i to be saved shall bo miskod with print or ribbon at a holght eloarly visible to cquipmen: operators, ❑ No grading shell begin uncil the tree marMng has been impocitod and appruvad by a Courty Inspector 3. Pre -((instruction C4nfereri4e: ❑ Tn and protection measures shall be reviewed with the contractor on site. 4, Etrutament Uoerjjgit2,nd SgtreQe: ❑ Umvy-quipment, vehicular tratYc and ste:age of wnstructxm materials includipr soil shall trot be permitkd within the driplirm of trees tube sFvccl. S. Soil ]Erosion end �Iortowetor Detention Dovices: 0 Such. devices mall not di,erse.y a1ec t trees to be saved. 6. ELUL 0 Fans are not potnikit d within 10D feet of the driflinc of trees to be saved. 7, _Toxic Matct•ials: 0 Tcxic nater.als shall not be stored withii [ W foot of th. drip line of trm so be mod. S Protqtiva F� eneina: ❑ Trees to be ret..iaed within 40 fed of a proposed buullding or jradiag activity shell by prolesrod by fencing, ❑ Fencing shaft be in pla oc and shall be inspected and approvcdl by a County Inspector prior to grading or conaruction. 9. Tree Wellst 0 When the ground level must be ratted within the dripline of a. tee to be laved, a tree well shall be provided and a construction detail sahtaitted for apprcval. 10. Tree Walls; ❑ R%:v: n t:ic yrwnd love[ mum be low'arod within the dripliat a trae to be saved, a Ccc wall shall be pravlcicd; and a emstructlatt dots:[ submitted for appreval. It. Trenchiniand 'I'pnnelioc; ❑ '}'hurt tronc h.nk is ret: aired within the finwts of clearing, it shell be done its fir away f~on tl.e to:nks of trees as posstble, Tunneling ur der ii large trae shal, be consWoned as an altemAdve when it is antic:patod that neccawry trenching will destroy feeder roots. 12, cleantarn © p-t u.,iv: fcnc;ng shall bo the last (toms remaved during the Ilea: cicmup. 13. Dama2od Trees: ❑ Damaged trees shall be troatcd intrrrdiately by pruning, krtiliaation or odsor rmtheds recommended by a tree specialist. A : IT IS THE DEVELOPER'9jtESPONS.I8ILITV TO CON FR WITH THC CON1RACTOR ON TREE CONSERVATION 11SQUIRIINIENT6, dl V slcl`AT>a - CONTRAC'1' Pt1RCHA.Sf3R GIATURE (DATE) 5!,.,D6 kge 1 of 1 16 0 16 32 1 /16" = 1'-0" SCALE OF FEET 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 April 9, 2018 PROJECT NUMBER 60554783 TITLE LANDSCAPE PLANTING PLAN SHEET NUMBER a I L2 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 April 9, 2018 PROJECT NUMBER 60554783 TITLE LANDSCAPE PLANTING PLAN / BERWICK ROAD PARKING SHEET NUMBER L3 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 April 9, 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" 2" MULCH OVER ENTIRE BED. DO NOT GROUND COVER PLANTING SET PLANTS IN STAGGERED ROWS AT SPECIFIED SPACING UNLESS OTHERWISE INDICATED ON PLANS PLANTING SOIL MIX PLANTING BED CONTINUOUS BETWEEN PLANTS MULTISTEM TREE PLANTING SCALE 1 /2" = V-0" NOTE: ; (— INSTALL PLANTS EQUAL DISTANCE - 1177 APART UNLESS OTHERWISE NOTED ON PLANS. ORNAMENTAL GRASS PLANTING PLAN TREE SUPPORT SYSTEM (3) GUYING STAKES WITH HOSE AND TWO STRANDS OF 12 GAUGE SSGALVANIZED WIRE TWISTED FOR 91YFPR8�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 PQG,'1GIEE3"-4" SAUCER STAKE MINIMUM 8" BEYOND EXCAVATION IN UNDISTURBED SOIL FINISH GRADE ,W_1►1910Eel MIA 10AIEI NOTE: FLAGGING IS ENCOURAGED NEAR PEDESTRIAN AREAS WHETHER PAVED OR NOT. OBTAIN OWNER REPRESENTATIVE'S APPROVAL FOR FLAGGING LOCATIONS. 2" MULCH OVER ENTIRE BED. DO NOT COVER CROWNS OF PLANTS. FINISH GRADE PLANTING SOIL MIX CONTINUOUS THROUGHOUT PLANTING BED a 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. 101, O.C. 15" O.C. 13" O.C. 18" O.C. 16" O.C. 24" O.C. 20" O.C. 36" O.C. 26" O.C. NOTE: INSTALL PLANTS WITH TRIANGULAR SPACING UNLESS OTHERWISE NOTED ON PLANS PLANT SPACING 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 NO ►1111111 SHRUB PLANTING SCALE 1 /2" = V-0" +D PLANT, TYP. FINISH GRADE GROUND COVERS AND BULBS SET GROUNDCOVER AND/OR PERENNIALS IN STAGGERED ROWS AT SPECIFIED SPACING UNLESS OTHERWISE INDICATED ON PLANS 2" MULCH OVER ENTIRE BED. DO NOT COVER CROWNS OF PLANTS PLANT BULBS AT DEPTH SHOWN ON PLANT LIST PLANT BULBS WITH BASAL PLATE DOWN PLANTING SOIL MIX CONTINUOUS THROUGHOUT BED REGISTRATION DATE April 9, 2018 PROJECT NUMBER 60554783 TITLE LANDSCAPE PLANTING DETAILS SHEET NUMBER L5 SCALE 1" = V-0" 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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