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Home My WebLink AboutSDP201700065 Plan - Other (not approved) 2018-02-161 2 3 0 5 Dewberry' DRAWING INDEX GENERAL E T1.01 COVER SHEET CIVIL CO.01 GENERAL NOTES 60 (1� Cp/lC`I/lf`I nt\In �_flIAACf`IT (`/lf`ITI7/lI t\I(lT�� C1.01—C1.02 EXISTING SITE CONDITIONS C2.03—C2.04 DEMOLITION PLAN C3.01—C3.02 SITE PLAN C3.03—C3.04 GRADING AND UTILITY PLAN C5.02—05.06 CONSTRUCTION DETAILS 66. �ninn nlnnnnTl it nnln �nl ( III nTlnr Ir 66 (lam I�I7� nt\In I�/lC`T n_\/CI (lf�Cn nl7nit\In(`��CnL�AA�nf�� 6VTR6 nLDn6\1n1/n ER AREA �i��7 �ViV nV rr �Lnl l(TInnI nnln C`Tnnnn C`TDI IeTI IRr ndnnC` STRUCTURAL D Sam GENERAL STRUCTURAL NOTES, SCHEDULES AND DETAILS S3.01 STRUCTURAL PLANS AND DETAILS LANDSCAPE L1 LANDSCAPE LAYOUT AND MATERIALS PLAN L2 LANDSCAPE PLANTING PLAN L3 LANDSCAPE PLANTING PLAN / BERWICK ROAD PARKING L4 LANDSCAPE SITE DETAILS L5 LANDSCAPE PLANTING DETAILS ELECTRICAL E1.01 ELECTRICAL SITE PLAN PROJECT ZONING DATA TAX MAP/PARCEL ID: 59D2-01-2 ALBEMARLE COUNTY ZONING CLASSIFICATION: HIGHWAY COMMERCIAL — HC ALBEMARLE COUNTY MAGISTERIAL DISTRICT: SAMUEL MILLER DISTRICT FEMA FLOOD INSURANCE RATE MAP: ZONE X; NOT WITHIN A FEMA DEFINED C 100 YEAR FLOOD PLAN PROPERTY NOT WITHIN AN ALBEMARLE COUNTY AND / OR CITY OF CHARLOTTESVILLE WATER SUPPLY WATERSHED ZONING OVERLAY DISTRICTS — AIRPORT IMPACT AREA AND STEEP SLOPES — MANAGED CODES n VIRGINIA UNIFORM STATEWIDE BUILDING CODE — 2012 DEPARTMENT OF ENVIRONMENTAL QUALITY VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK — 1992 NATIONAL ELECTRICAL CODE — 2011 ADA STANDARDS — 2010 LOCATION MAP SCALE: NTS CONTACTS OWNER: ENGINEER: University of Virginia Foundation Dewberry Engineers Inc. OWNER'S REPRESENTATIVE: Devin M. Keeler, P.E. Christopher D. Schooley 4805 Lake Brook Drive Suite 200 Real Estate Project Manager Glen Allen, Virginia 23060 One Boars Head Pointe PH. (804) 290-7957 PH. (434) 982-3777 FAX (804) 290-7928 cschooley@uvafoundation.com dkeeler@dewberry.com SUBMITTAL SET NUMBER ❑ PRELIMINARY ❑ CONSTRUCTION m APPROVAL ❑ REVISION ❑ BIDDING ❑ RECORD Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 UNIVERSITY OF VIRGINIA FOUNDATION Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.cm BOAR'S HEAD LOBBY RENOVATION AND PARKING RELOCATION ALBEMARLE COUNTY, VIRGINIA VICINITY MAP PLANNING SET o= FO,f,Liu BOAR'S o HEAD / OO�Iiq� A O � � 1cF Off, �O PROPERTY LINE ` \ O I 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 0Q Q 0 > Z Z QO ::)Z� QWQ LL U Q>-O —J Z m W 0 V > Z z Z �e Q 0 It Q L:Wo Cn = Z Q W °C > ZQ Q � m SEAL KEY PLAN SCALE REVISIONS oA I� '' No O .1 Ss-0NAL�� V`/ 1 Z D U 0 Q z 0 0 01: Z > 0 w J J_ i UU w o cr_ -i v J z 0 U 0 -01 T 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY CHECKED BY DATE TITLE -1 DMK 11/03/17 COVER SHEET D E I NO: 50097362 SHEET NO. T1.01 1 2 3 0 5 E J C F1 GENERAL NOTES 1. THE INFORMATION AND DATA SHOWN OR INDICATED WITH RESPECT TO EXISTING UNDERGROUND FACILITIES AT OR CONTIGUOUS TO THE SITE IS BASED ON INFORMATION AND DATA FURNISHED TO THE ENGINEER BY THE OWNER. THE OWNER AND ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF ANY SUCH INFORMATION OR DATA. THE CONTRACTOR SHALL HAVE FULL RESPONSIBILITY FOR REVIEWING AND CHECKING ALL SUCH INFORMATION AND DATA, FOR LOCATING ALL UNDERGROUND FACILITIES SHOWN OR INDICATED PRIOR TO CONSTRUCTION, FOR COORDINATION OF THE WORK WITH THE OWNERS OF SUCH UNDERGROUND FACILITIES DURING CONSTRUCTION, FOR THE SAFETY AND PROTECTION THEREOF RESULTING FROM THE WORK, ALL OF WHICH WILL BE AT NO ADDITIONAL COST TO THE OWNER. CONTRACTOR SHALL CONTACT "MISS UTILITY" OF VIRGINIA AT 1-800-552-7001 72 HOURS PRIOR TO THE START OF CONSTRUCTION. WORK SHALL BE SUBJECT TO INSPECTION BY THE UNIVERSITY OF VIRGINIA FOUNDATION. THE CONTRACTOR WILL BE RESPONSIBLE FOR APPLYING FOR UVA EXCAVATION PERMIT WITHIN TWO HOURS OF NOTIFYING MISS UTILITY. 2. WHEN WORKING ADJACENT TO EXISTING STRUCTURES, POLES, ETC., CONTRACTOR SHALL USE WHATEVER METHODS THAT ARE NECESSARY TO PROTECT STRUCTURES FROM DAMAGE. CONTRACTOR SHALL HAND EXCAVATE WITHIN 5' OF ALL BUILDINGS AND WALLS. REPLACEMENT OF DAMAGED STRUCTURES SHALL BE AT THE CONTRACTOR'S EXPENSE. 3. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONTRACT DOCUMENTS TO THE ENGINEER. 4. THE LOCATION OF ALL EXISTING UTILITIES ACROSS THE LINES OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS, AND WHERE SHOWN ARE ONLY APPROXIMATE. THE CONTRACTOR SHALL LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY PRIOR TO CONSTRUCTION. 5. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CONSTRUCTION DOCUMENTS. 6. EXISTING CONDITIONS MAPPING: A. BOUNDARY AND TOPOGRAPHIC SURVEY PROVIDED BY KIRK HUGHES & ASSOCIATES SURVEY DATED APRIL 2017 AND DEWBERRY DATED OCTOBER 2017. 7. 95% COMPACTION SHALL BE OBTAINED FOR ALL FILL AREAS, INCLUDING UNDER UTILITIES AND APPURTENANCES. COMPACTION SHALL BE ACHIEVED IN ACCORDANCE WITH ASTM-D698, STANDARD PROCTOR DENSITY. 8. ANY ALTERATIONS AND CONNECTIONS TO ANY UTILITY MUST BE COORDINATED THROUGH THE UNIVERSITY FOUNDATION AND UTILITY OWNER. 9. CONTRACTOR WORK DAYS AND HOURS SHALL BE FROM 8 AM TO 5PM MONDAY THROUGH FRIDAY. ANY DEVIATION FROM THIS SCHEDULE SHALL BE APPROVED BY THE UNIVERSITY FOUNDATION. SHUTDOWNS WILL BE PERFORMED AT NIGHT AND WEEKENDS WITH 10 DAYS WRITTEN NOTICE. CONTRACTOR TO CONFIRM WORK BLACKOUT DAYS WITH OWNER PRIOR TO CONSTRUCTION. 10. CONTRACTOR SHALL PROTECT THE ACTIVE WORK AREA WITH CONCRETE VEHICULAR BARRIER, CHAIN LINK FENCE WITH GREEN SCREEN, OR CONSTRUCTION SAFETY FENCE AS SHOWN ON THE DRAWING. 11. ALL LINES EXISTING AND PROPOSED, SHALL NOT HAVE A DEAD-END IN EXCESS OF 5 FEET LENGTH FROM ANY CONNECTION, AND SHALL HAVE A THRUST BLOCK ADJACENT TO THE CAPPED PIPE. IF THERE IS A VALVE IN THE DEAD-END SECTION, IT SHALL BE RODDED TO THE MAIN AND THRUST BLOCKS PUT AT END CAP. 12. ALL WATERLINE, PIPES, TEES, BENDS, VALVES AND FITTINGS SHALL HAVE FLEXIBLE RESTRAINED JOINTS. 13. CONTRACTOR SHALL VERIFY DEPTHS OF ALL UTILITY CROSSINGS PRIOR TO CONSTRUCTION 14. CONTRACTOR SHALL PROVIDE CONSTRUCTION SIGNAGE AND FLAGMEN AS NECESSARY. 15. CONTRACTOR SHALL PROVIDE A PEDESTRIAN AND VEHICULAR MAINTENANCE PLAN TO THE UNIVERSITY FOUNDATION FOR APPROVAL PRIOR TO CONSTRUCTION. 16. ALL CONTRACTOR LAYDOWN AREAS SHALL BE LOCATED WITHIN THE LIMITS OF DISTURBANCE LINE AS SHOWN ON THE SITE PLAN. 17. CONTRACTOR SHALL SECURE ALL OPEN EXCAVATIONS AT THE COMPLETION OF EACH WORK DAY WITH FENCING, BACKFILLING OR OTHER METHOD OF COVERING TO PREVENT VEHICULAR OR PEDESTRIAN ACCESS. 18. THE GENERAL CIVIL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS AND SPECIFICATIONS. SHOULD CONFLICTS EXIST BETWEEN THE DRAWINGS, SPECIFICATIONS, AND GENERAL CIVIL NOTES, THE STRICTEST PROVISION SHALL GOVERN. 19. FIRE ACCESS TO EXISTING BUILDINGS SHALL BE MAINTAINED THROUGHOUT THE PROJECT AND COORDINATED WITH THE LOCAL FIRE DEPARTMENT. 20. CONTRACTOR TO PROVIDE A DETAILED POLLUTION PREVENTION PLAN FOR APPROVAL PRIOR TO CONSTRUCTION. 21. CONTRACTOR MAY ONLY COMPLETE TREE CLEARING ACTIVITIES FROM SEPTEMBER 16TH, 2017 TO APRIL 14TH, 2018. IF THE CONTRACTOR WOULD LIKE TO CLEAR OUTSIDE OF THIS WINDOW, THEY SHALL COMPLETE A FIELD SURVEY TO ENSURE NO NORTHERN LONG-EARED BAT ROOSTS ARE IN THE VICINITY. ANY ROOSTS FOUND MAY NOT BE DISTURBED THROUGHOUT THE DURATION OF THE PROJECT. 22. CONTRACTOR SHALL LOCATE ALL PRIVATELY OWNED UTILITIES PRIOR TO CONSTRUCTION, INCLUDING BUT NOT LIMITED TO, FDC LINES, WATER LINES, IRRIGATION, SITE LIGHTING, ROOF DOWNSPOUT DRAINAGE, FOUNDATION DRAINS, ETC. PLANT PROTECTION TREES AND VEGETATION ADJACENT TO THE ACTUAL WORK AREA OR BORROW AREA ARE TO BE PROTECTED WITH TEMPORARY FENCING (CHAIN LINK FENCE FOR TREES; CONSTRUCTION SAFETY FENCE FOR VEGETATION) TO PRESERVE EXISTING ITEMS INDICATED TO REMAIN AND TO PREVENT DAMAGE TO PROPERTY. 2. UNDERGROUND UTILITIES SHALL BE LOCATED SO THAT CONSTRUCTION WILL NOT DAMAGE OR DESTROY THE PLANTS TO REMAIN. UTILITY TRENCHING SHALL NOT BE LOCATED CLOSER THAN V-0" FOR EACH 1" IN DIAMETER UP TO A MAXIMUM OF 20'-0" FOR TREES TO REMAIN. DAMAGED TREES AND PLANTS SHALL BE RESTORED TO THE SATISFACTION OF THE UNIVERSITY. 3. THE PARKING OF VEHICLES AND STORAGE OF ANY CONSTRUCTION EQUIPMENT OR MATERIALS SHALL NOT OCCUR UNDER THE DRIP LINE OF TREES TO BE PROTECTED. GENERAL DEMOLITION NOTES 1. SAW CUT AND REMOVE ALL ASPHALT AND CONCRETE TO LIMITS REQUIRED FOR PROPOSED WORK. 2. REMOVE VEGETATION, GRASS, & ROOTMAT IN AREAS TO RECEIVE NEW ASPHALT AND CONCRETE PAVEMENTS. 3. ALL PRIMARY UTILITIES DISCOVERED DURING DEMOLITION OPERATIONS THAT SERVE OTHER ACTIVITIES SHALL BE PROPERLY PRESERVED AND PROTECTED. 4. THE CONTRACTOR SHALL IMMEDIATELY REPORT TO THE OWNER ANY UNFORESEEN OR ADVERSE CONDITIONS DISCOVERED DURING DEMOLITION OPERATIONS. 5. CONTRACTOR SHALL PROTECT EXISTING PLANT MATERIAL NOT DESIGNATED FOR REMOVAL OR RELOCATION FROM DAMAGE DURING CONSTRUCTION. 6. CONTRACTOR SHALL KEEP ALL SURROUNDING PUBLIC ROADWAYS AND DRAINAGE SYSTEMS FREE FROM DIRT, MUD, AND CONSTRUCTION DEBRIS AT ALL TIMES. 7. LIMITS OF DEMOLITION INDICATED ON PLAN ARE MINIMUM. CONTRACTOR SHALL REMOVE ASPHALT PAVEMENT, CONCRETE AND MISCELLANEOUS ITEMS AS NECESSARY TO FACILITATE CONSTRUCTION IN ACCORDANCE WITH STATE AND LOCAL REGULATIONS. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR OF ANY ITEMS DAMAGED DURING THE CONSTRUCTION. 9. CONTRACTOR IS RESPONSIBLE FOR STAGING THE DEMOLITION OF EXISTING UTILITIES WITH INSTALLATION OF NEW. OWNER SHALL BE GIVEN AMPLE WARNING PRIOR TO ANY DISCONTINUATION OF ANY SERVICE. ACSA GENERAL WATER AND SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN, ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL ON HIS OWN INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILITY" (1-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3.5 FT. OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATERLINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEAD-END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR EROSION & SEDIMENT CONTROL PLANS 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:00 PM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, IN ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80 LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90 LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000 LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180 LBS/ACRES AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80 LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DIKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WITHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) LEGEND o BOLLARD ® SANITARY CLEANOUT © CABLE BOX ❑E ELECTRIC PEDISTAL Ell ELECTRIC TRANSFORMER ® SANITARY SEWER MANHOLE So STORM DRAINAGE MANHOLE ® IRIGATION CONTROL VALVE CD TELEPHONE PEDISTAL SPRINKLER HEAD SIGN TRAVERSE STATION GPS STATION LIGHT POLE o STORM SEWER GRATE �� FIRE HYDRANT wM WATER METER WATER MANHOLE ® WATER VALVE GROUND LIGHT ELECTRIC CAR CHARGING STATION DOORWAY ACCESS - UCE- UNDERGROUND ELECTRIC LINE - Ucc- UNDERGROUND GAS LINE SS SANITARY SEWER LINE SD STORM SEWER LINE DITCH LINE - UGT - INDERGROUND TELEPHONE LINE - - - - - - INDEX CONTOUR INTERMEDIATE CONTOUR - Ucw- UNDER GROUND WATERLINE EXISTING MANAGED SLOPES VIRGINIA UNIFORM CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL PRACTICES 3.02 CONSTRUCTION ENTRANCE 3.05 SILT FENCE SF -�X X, 3.07 INLET PROTECTION I P 3.31 TEMPORARY SEEDING O 3.32 PERMANENT SEEDING PS 3.35 MULCHING 3.38 TREE PRESERVATION & P -TP TP- PROTECTION 3.39 DUST CONTROL SURVEY CONTROL MAP NOTE: CONTRACTOR SHALL REQUEST SURVEY CONTROL FROM ENGINEER PRIOR TO CONSTRUCTION. 8' HIGH CHAIN LINK CONSTRUCTION FENCE W/GREEN SCREEN - - - - - - - PROPOSED LIMITS OF DISTURBANCE HARDSCAPE TO BE DEMOLISHED TREE TO BE DEMOLISHED UTILITY/STRUCTURE TO BE DEMOLISHED SITE FEATURE TO BE DEMOLISHED 620 PROPOSED MAJOR CONTOUR 618 PROPOSED MINOR CONTOUR UTILITY EASEMENT UGE PROPOSED ELECTRICAL LINE W PROPOSED WATER LINE PROPOSED STORM LINE PROPOSED STORM SEWER STRUCTURE �-4 PROPOSED TEE O■ PROPOSED POST INDICATOR VALVE (PIV) PROPOSED FIRE HYDRANT ASSEMBLY ® PROPOSED WATER VAULT H PROPOSED GATE VALVE xex PROPOSED FIRE DEPARTMENT CONNECTION (FDC) ® PROPOSED LIGHT POLE PROPOSED ROADWAY ASPHALT PAVEMENT PROPOSED SERVICE DRIVE AND PARKING ASPHALT PAVEMENT AREA a PROPOSED CONCRETE PAVEMENT PROPOSED FLAGSTONE PAVERS �'0000000�� °0000000000 00000000000 00 PROPOSED PERMEABLE PAVERS PROPOSED RETAINING/SEAT WALL x 56 EXISTING PROPERTY LINE 69EX SPOT ELEVATION BW=BOTTOM MH=MANHOLE RIM OF WALL SP=SPOT EP=EDGE OF SW=SIDEWALK PAVEMENT TC=TOP OF CURB EX=EXISTING BC=BOTTOM OF CURB GR=GRATE TW=TOP OF WALL HP=HIGH POINT SCALE: 1 " = 200' POINT NO. NORTHING(Y) EASTING X ELEV Z DESCRIPTION 1 3905330.16 11470492.42 563.88 TRV/IRS CAP 2 3905701.91 11470690.09 567.26 TRV/IRS CAP 3 3905664.88 11471052.54 575.12 TRV/IRS CAP 4 3905368.77 11471280.47 577.08 TRV/IRS CAP 5 3905246.23 11471425.10 580.25 TRV/IRS CAP 6 3905095.71 11471672.17 565.83 TRV/IRS CAP r• . Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 Q� � z Z00 ::) z �-- 0 LU Q LL oC U QUO W J z m o O fr J 5;zz LL Z 0 0 0� Q H LU 0 �/� z LLI v J Q Q z0 D W SEAL • oA No10 1 aJONAL�� KEY PLAN SCALE REVISIONS W I- z LU G U O z 0 (� Z > OLL J J_ I- > UU) w �o oc fr � Q z U O U O 0 T 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY CHECKED BY DATE TITLE ■1 DMK 11/03/17 GENERAL NOTES DEI NO: 50097362 SHEET NO. 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C1.02 J A A w r All Dewberrye Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z 0° w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION D RAW N BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 DEMOLITION PLAN DEI NO: 50097362 SHEET NO. C2mO3 J A A A r All Dewberrye Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z 0° w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' GRAPHIC SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION D RAW N BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 DEMOLITION PLAN DEI NO: 50097362 SHEET NO. C2004 a r% e% w All Dewberrye Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z 0° w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION D RAW N BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 SITE PLAN DEI NO: 50097362 SHEET NO. C3m01 J r% r% A r All Dewberrye Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z0°w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' GRAPHIC SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION D RAW N BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 SITE PLAN DEI NO: 50097362 SHEET NO. C3002 r% e% w All Dewberrye Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z 0° w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION D RAW N BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 GRADING AND UTILITY PLAN DEI NO: 50097362 SHEET NO. C3mO3 J A A A r All Dewberrye Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 �F- Q>z z�p0 ::)z�-- 0wQ LmC) QUO z 0° w _mm p0 fr J V >zz ,Lz�e 0 0 CC Q F- W 0 � =z CC wrr �Q za �O m z w U 0 z o 0 fr z > 0 w J J_ U w rr° J Q z U 0 U O 0 T SEALT$A i 0 �O • � r i I "'"Ni. FEEL R Z I , '' No 506 • SSI�NAL,E�G KEY PLAN SCALE 020' 40' GRAPHIC SCALE 1 " = 20' REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION D RAW N BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 GRADING AND UTILITY PLAN DEI NO: 50097362 SHEET NO. C3004 E J C 1 HEAVY DUTY FRAME COVER HS-20 RATED WITH 24" CLEAR OPENING ALTERNATE GRADE IN STEEP SLOPE CONDITION (MAX. 3:1 SIDE SLOPE) 00 SEE MANHOLE RISER RING DETAIL \ / LLJ oCD \. o \/ a d n SEAL JOINT (TYP), X/ .. SEE SPECS \ d . B PIPE BEDDING. SEE DETAIL. PRECAST JOINT. SEAL JOINT WITH "0" RING GASKET, GROUT OPENING, AND FIELD APPLY BITUMASTIC ON EXTERIOR SURFACE. SEE DETAIL AND SPECIFICATIONS PRECAST FILLETED INVERT FOR A SMOOTH TRANSITION OF FLOW BETWEEN INLET AND OULET PIPE SHALL BE PROVIDED BY PRECAST MFG. PER VDOT IS-1. CONC. FOOTER. PRECAST MFG. - SHALL BE REQUIRED TO SUBMIT BUOYANCY CALCULATIONS. MIN. 6" BEDDING WITH NO. 68 STONE COMPACTED SUBGRADE TO 98% MAX. DRY DENSITY STD. PROCTOR PER ASTM D-698. (12" MIN. BELOW SUBGRADE) FLOW - FINISHED GRADE (OR PAVEMENT) a/ Q' if �i COATED STEPS CAST -IN -PLACE \% /� - - - - - - - - - - - - \ B n n \/• A 4'-0" MIN j FLOW - \ ° d d d' �� a SLOPE INLET SHAPING SHOUL TOWARDS FLOW l A DIAMETER= 4'-8"+ (2 x WALL THICKNESS) SECTION A -A AAAAII In1 r IAIAI 1 2 3 4 5 6" TOPSOIL OR PAVEMENT REPAIR AS NECESSARY (SEE PAVEMENT FINISHED GRADE REPAIR DETAIL) DO NOT GROUT AROUND FRAME STAINLESS STEEL NUT AND WASHER, AND NEOPRENE WASHER APPLY 2 BEADS OF POLYURETHANE ELASTOMERIC SEALANT/ADHESIVE (SIKAFLEX-11 OR EQUAL) AROUND ENTIRE CIRCUMFERENCE OF RISER RINGS. THERE SHALL BE A MINIMUM OVERLAP OF 2". 2" STAINLESS STEEL THREADED ROD AT 4 LOCATIONS. FIELD CUT RODS 1" ABOVE TOP OF NUT. ROUGH EDGES SHALL BE GROUND SMOOTH HIGH STRENGTH EPDXY ANCHOR SYSTEM SEE NOTE "^ FLEXIBLE BOOT CONNECTION WITH A STAINLESS STEEL COMPRESSION BANDS (TYP) CONCRETE FOOTING FLEXIBLE BOOT CONNECTION DO NOT GROUT ABOVE SPRING LINE SPRING LINE GROUT ANNULAR SPACE BETWEEN PIPE AND PRECAST FLOW TRANSITION (PER VDOT IS NOTES: 1. PRECAST CONCRETE SHALL HAVE A MINIMUM STRENGTH OF 4,000 PSI. 2. ALL JOINTS, LIFT HOLES, INLETS, AND OUTLETS SHALL BE SEALED WITH NON -SHRINK GROUT INSIDE AND OUT. THE EXTERIOR SURFACE OF THE MANHOLE SHALL BE WATERPROOFED USING BITUMASTIC WATERPROOFING. 3. MINIMUM ELEVATION DIFFERENCE ACROSS THE MANHOLE FROM INLET TO OUTLET SHALL BE 0.1 FEET FOR STRAIGHT RUNS AND 0.25 FEET FOR CHANGES IN DIRECTION. 4. PRECAST MANHOLE SHALL BE DESIGNED IN ACCORDANCE WITH ASTM C890 FOR HS-20 LOADING AND SHALL CONFORM TO ASTM 478. 5. COATED STEPS ARE REQUIRED FOR MANHOLE DEPTHS GREATER THAN 4 FEET. 6. CONTRACTOR SHALL LEAVE TOP OF PRECAST MANHOLE, RISER RINGS, AND FRAME UNEXCAVATED FOR REVIEW BY UVA DURING VACUUM TEST. 6. MANHOLE DIAMETER MINIMUM 4'. PRECAST MANUFACTURER SHALL SELECT SIZE BASED ON SPECIFIED PIPE SIZE AND GEOMETRY AND OTHER REQUIREMENTS. HALF PLAN VIE FLON HALF SECTION (WITH FRAME AND COV STORM SEWER MANHOLE DETAIL N.T.S. 4-1"0 BOLT HOLt� HEAVY DUTY FRAME AND COVER HS-20 RATED Clnncu CTl noAnE_ MANHOLE RISER RING DETAIL PRECAST RISER RINGS. DO NOT USE BRICKS. MAXIMUM OF 12" OF RISER RINGS PERMITTED. COMPACTED VDOT FIELD APPLY BITUMASTIC ON OUTSIDE OF RISER #10 STONE j 6" IN SOIL RINGS. OVERLAP PRECAST �,\\�,\\�,\\�,\\�� 4" IN ROCK COMPACTED SUBGRADE TO 98% MAX. MANHOLE BY 6" MINIMUM DRY DENSITY STD. PROCTOR PER ASTM HIGH STRENGTH EPDXY D-698. (12" MIN. BELOW SUBGRADE) 24"+0.D. ANCHOR SYSTEM OR 20" MIN N.T.S. NOTES: 1. FRAME AND COVER SHALL BE HEAVY DUTY RATED FOR HS-20 LOADING. 2. COVER SHALL HAVE NON -PENETRATING LIFTING BARS. A 25 3/4" 7/8" 8" 5" 24" 5" MINIMUM TOP SECTION A -A STORM FRAME AND COVER N.T.S. HS-20 RATED SOLID STEEL PLATE. CONTRACTOR TO COORDINATE FINISH WITH OWNER. PLATE TO HAVE ANTI -SLIP COATING. SIDEWALK AND THE TRENCH DRAIN SHALL BE A CONTINUOUS CONCRETE POUR (TYP.). STEEL PLATE TO BE FABRICATED 12" AND INSTALLED AFTER CONCRETE IS POURED. #3 REBAR TIE (TYP.) NEW CONCRETE SIDEWALK 4000 PSI 6" SIDEWALK ° CONCRETE x x- x- . 10" x ° x SEE INTEGRAL CURB/ 5.5" a SIDEWALK DETAIL FOR REINFORCEMENT DETAILS 2" EXPANSION JOINT ° a 3"x3" CHAMFER MATERIAL (TYP) #4 LONGITUDINAL STEEL @ 12" O.C. #4 U-BAR @ 12" O.C. 24" 6" BEDDING WITH N0. 68 STONE CURB TRENCH DRAIN DETAIL rAl1Tnnv AMMI Irh PRECAST MANHOI RISER GROUT JOINT GASKET (SEE SPECS) N.T.S. COMPACTED APPROVED BACKFILL. SEE NOTE #1. UTILITY MARKER TAPE TRACER WIRE NOTES: 1. ALL BACKFILL IN TRENCHES WHICH ARE LOCATED UNDER PAVED AREAS INCLUDING ROADS, PARKING LOTS, AND SIDEWALKS SHALL BE VDOT NO. 21-B STONE FROM ABOVE VDOT #10 STONE TO BOTTOM OF PAVEMENT. ALL OTHER BACKFILL SHALL BE SUITABLE BACKFILL ACCORDING TO EARTHWORK SPECIFICATIONS. 2. INSTALL UNDERGROUND UTILITY MARKER TAPE AND TRACER WIRE PER SPECIFICATIONS. 3. ALL TRENCH EXCAVATION SHALL BE SLOPED, BENCHED, OR SHORED ACCORDING TO ALL APPLICABLE FEDERAL, STATE, AND LOCAL REGULATIONS. 4. MINIMUM COVER: STORM SEWER - 2.0' UNLESS OTHERWISE NOTED PIPE LAYING CONDITION - DIP AND RCP PROVIDE 12" #4 BARS AT 12" O.C., DOWELLED 6" IN EXISTIN( CONCRETE. 6" GREASE SLEEVE SHALL BE PROVIDED IN NEV CONCRETE PATCH CONCRETE (THICKNESS UNKNOWN) SAW TO NEAT EDGE PRE -MOLDED JOINT FILLER CONCRETE PAVEMENT N.T.S. EX. GROUND TYPICAL 411 - UNKNOWN THICKNESS OF ASPHALT '21B SUBBASE (10" DEPTH FOR 'OADWAYS/6" DEPTH FOR PARKING kREAS AND SERVICE ROADS). TONE BACKFILL, VDOT #21 B. ALL STONE kBOVE PIPE BEDDING STONE SHALL BE #21 B. 'IPE BEDDING BASED ON PIPE MATERIAL SEE PIPE LAYING CONDITION DETAILS) IURIED PIPE ASPHALT WITH BASE NOTES: 1. MINIMUM TRENCH WIDTH SHALL BE THE LARGER OF 2 FT + PIPE O.D. OR 3 FT. EXISTING PAVEMENT, INCLUDING SUB -BASE, SHALL BE CUT AND REMOVED A MINIMUM OF 1' BEYOND THE PIPE TRENCH WIDTH ON BOTH SIDES AND RECONSTRUCTED AS SHOWN. 2. REPLACE ASPHALT PAVEMENT WITH A MINIMUM OF 3" BM-25.0 + 2" SM-9.5A FOR ROADS OR 2" BM-25.0 + 1 1/2" SM-9.5A FOR PARKING AREAS, BUT TOTAL THICKNESS OF ASPHALT OR CONCRETE SHALL NOT BE LESS THAN 1.5 X C. 3. CONTRACTOR SHALL MATCH EXISTING PAVEMENT TYPE FOR REPAIRS. 4. CONCRETE SHALL INCLUDE AIR ENTRAINMENT, BROWN SAND, AND SOLOMAN COLORS, INC. #306 COLORFLO LIQUID COLOR (CANVAS) AT A RATE OF 6.4 LBS LIQUID COLOR PER CUBIC YARD OF CONCRETE OR APPROVED EQUAL BY UVA. BROWN SAND UNDER CONCRETE SHALL HAVE CONSISTENT COLOR THROUGHOUT PROJECT. MATCH EXISTING ADJACENT WALKS. 5. TRENCH SIDES SHALL BE SHEETED AS REQUIRED TO KEEP TRENCH WIDTH TO A MINIMUM. PAVEMENT REPAIR DETAIL FINISHED GRADE 1.5" SURFACE COURSE (VDOT SM-9.5A) 2" BASE COURSE (VDOT BM-25.0) 6" STONE AGGREGATE BASE (VDOT 21-13) COMPACTED SUBGRADE TO 98% MAX. DRY DENSITY STD. PROCTOR PER ASTM D-698. (12" MIN. BELOW SUBGRADE) TYPICAL ASPHALT PAVEMENT SECTION (SERVICE DRIVES AND PARKING) N.T.S. )TES: N.T.S. JOINTS FOR ALL �NHOLES, YARD INLETS, AND ZECAST STRUCTURES SHALL BE )NSTRUCTED ACCORDING TO ]IS DETAIL. GROUT JOINT FIELD APPLIED BITUMASTIC OVER GROUT PRECAST CONCRETE SHIPLAP JOINT DETAIL N.T.S. FINISHED GRADE 2" SURFACE COURSE (VDOT SM-9.5A) 3" BASE COURSE (VDOT BM-25.0) 10" STONE AGGREGATE BASE (VDOT 21-13) COMPACTED SUBGRADE TO 98% MAX. DRY DENSITY STD. PROCTOR PER ASTM D-698. (12" MIN. BELOW SUBGRADE) TYPICAL ASPHALT PAVEMENT SECTION (ROADWAY) N.T.S. r• . Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 Q�z W z00 z Z w z� w Q U CCU Q CO 0 J o z °C zmw z> ' R VoCJC'3 O O LL J ~ U) - �z� zz D� U_ �° Q O �Q � z " LU z � (n Q p W o T z0 m SEAL_jer4V;LT$ ONS- J . IN M. KEEL R 11 ' No o Z 111 M �, Ssj�NAL�� KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY r DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE CONSTRUCTION DETAILS DEI NO: 50097362 SHEET NO. C5mO2 All ffits r• . i�:�1 Dewberryo Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz Op Q�z � Zp0 ::) Z �-- 0LQ LL C) QUO -mJ zm� oO fr J V > z Z ,LZ� O p °C Q H L 0 Cl) = Z L Q > za O Dm SEAL z L U O z o Z > O LL J J_ UU) w �o or i �Q Z U O U O 0 T OP I ' No . ' AO Z i1, SsjONALi KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE CONSTRUCTION DETAILS DEI NO: 50097362 SHEET NO. C5mO3 1 2 E BRICK PATTERN AND EDGING PER LANDSCAPE ARCHITECT D CLEAN OUT SHALL BE INSTALLED BRICK PAVER WITH PLASTIC SPACERS W/ INFILL BETWEEN BRICKS SHALL BE WASHED #8 AWAY OF BRICK PAVERS MAXIMUM 3/8" GAP STONE (NO FINES) 1/8" MORTAR BED 12" MIN COVER ABOVE 3"Wx5"D CONCRETE EDGE SLAB PERFORATED PIPE C WITH #3 REBAR IIII-11 2-3/4 PERMEABLE B ninv -All...- o " 8 AGGREGATE -III 2# -1-1 SETTING BED I_III_III o . IIIIIIIIIII o 4" VDOT #57 STONE 4" OBSERVATION WELL WITH CAST IRON CLEAN 0 0 0 0 0 0 0 0 _ 9" VDOT #2 STONE OUT CAP AND FRAME. TEE TO PERFORATED PIPE. I11=111= 0 0 0 0 0 0 0 010 0 0 0 12" VDOT #57 STD WRAP ALL SIDE OF ROCK RESERVOIR IIIrill WITH PERMEABLE NON -WOVEN GEOTEXTILE FABRIC Iir II=III= 6" COARSE SAND (, STEP PAVER BASE LAYERS TO 2" #8 CHOKER STC PROFILE FOLLOW SLOPING FINISHED GRADE NOTES: 6" PERFORATED PIPE (SEE UNDERDRAIN DETAIL) UNCOMPACTED SUBGRADE. 1. PROVIDE SAMPLE WITH PROPOSED BRICK FOR UVAF APPROVAL. SUBGRADE SHALL BE LEVEL 2. CONTRACTOR TO PERFORM FIELD -VERIFIED INFILTRATION TESTS, 1-2 PER FACILITY. (SEE NOTES FOR ELEVATIONS). LEVEL 1 PERMEABLE PAVER DETAIL NOTES: 1. UNDERDRAIN SLOPES SHALL BE A MINIMUM OF 0.5% 2. AN IMPERMEABLE LINER SHALL BE USED ALONG THE SIDES CLOSEST TO THE BUILDING. 3. UNDERDRAINS SHALL BE LOCATED AT LEAST 100' FROM ANY WATER SUPPLY WELL AND AT LEAST 35' FROM ANY SEPTIC SYSTEM. 0.5% MIN. SLOPE 120° (TYP) MAX. LONGITUDINAL / SPACING 6" O.C. 4" OR 6" HDPE 40 0 HDPE PIPE JAL WALL/SMOOTH :RFORATED PIPE PROVIDE 3 ROWS OF 0.38" HOLE PENETRATIONS AT 51`AGLU Al 2U 120° O.C. OR LESS FROM NEXT UNDERDRAIN PERMEABLE PAVER UNDERDRAIN DETAIL /1AC`T I nKl tin\l= ADJUSTABLE SCREW -TYPE CAST IRON VALVE BOX WITH BASE MORTAR SUPPORT BOX WITH MINIMUM TWO COURSES OF BRICK BOTTOM OF TOP BRICK TO BE EVEN WITH TOP OF BONNET BOLT FLANGE COMPACT BACKFILL TO NATURAL GROUND NOTES: 1. VALVE BOX ASSEMBLY AND COVER SHALL BE HS-20 RATED. SECTION VALVE BOX WATER MAIN N.T.S. PLAN ce WATER COVER MORTAR JOINT TYPICAL VALVE SETTING DETAIL N.T.S. 6" 12" 1/i11� c 9/16"_T COMPACTED EARTH SECTION - TOPSOIL OR PAVEMENT REPAIR AS NECESSARY (SEE PAVEMENT REPAIR DETAIL) 10" CRUSHED ROCK BOX AND COVER SKID RESISTANT SURFACE CONCRETE RING AROUND BOX 6" A 3 I 4 SEE COVER DETAIL FOR DIMENSIONS AND LETTERING 12" MIN COVER ABOVE PERFORATED PIPE -6" PERFORATED PIPE (SEE UNDERDRAIN PENETRATION DETAIL) 3" SEPARATION FROM ADJACENT LAYERS UNCOMPACTED SUBGRADE. SUBGRADE SHALL BE LEVEL SCHEDULE HANDHOLE TYPE DIMENSION CUSTOM COVER DESIGNATION A B C D E B 30" 19" 15" 32" 28" ELECTRICAL STAINLESS STEEL HEX BOLT AND WASHER COVER SHALL BE HS-20 RATED CUSTOM COVER DESIGNATION SECTIONAL BOX WHEN REQUIRED CORE DRILL DUCT ENTRANCES NOTES: 1. HOUSING SHALL BE A POLYMER CONCRETE REINFORCED WITH A HEAVY WEAVE FIBERGLASS REINFORCING WITH COMPRESSIVE STRENGTH OF NO LESS THAN 10,000 PSI. 2. PROVIDE STAINLESS STEEL BOLTS AND INSERTS. 3. COVER SHALL BE LEVEL AND ORIENTED TO FOLLOW GRADE. CONCRETE REINFORCED HANDHOLE DETAIL N.T.S. GL 7 1 /2" 7 1/4" IN LANDSCAPE AREAS CONCRETE 3" BELOW SURFACE - CONCRETE COLLAR CAST IRON CLEANOUT FRAME AND COVER FINISHED GRADE d° d 6 IN HARDSCAPE AREAS CONCRETE SHALL BE FLUSH \j WITH TOP OF CONCRETE SLAB ; NO. 57 STONE NOTES: 1. MATERIALS SHALL BE AS SPECIFIED IN DOCUMENTS OR AS SHOWN ON PLAN (SEWER SERVICE). 2. DEPTH OF SERVICE SHALL BE HELD TO A MINIMUM BUT SHALL PROVIDE FOR CONNECTION TO SERVICE MAIN. 3. USE SQUARE COVERS IN HARDSCAPE AREAS WITH BRICK OR PAVERS. BOTTOM VIEW CIL SANITARY COVER 5 THREADED CLEANOUT CAP WITH 2" EXTERNAL SQUARE NUT SEE COVER DETAIL FOR DIMENSIONS AND LETTERING IN LANDSCAPE AREAS COVER SHALL BE FLUSH WITH FINAL GRADE r-3" MAX. MULCH ABOVE CONCRETE 10„ ^ ai 6" MIN. 4000 PSI CONCRETE SWEEP WYE OR SANITARY WYE & 45° ELL (SEE PLAN FOR SIZE) OF COVER o 1/4" 1/4„ Jul 0 0�� / 9 16" 3/8" o 0 0 0 0 5 1 /2" „ 3/8 10 2 X 3 3/4„ LETTER SIZE STORM COVER 1/4" NOTE: 1/4" ALL COVERS SHALL BE HS-20 COVER DETAIL SERVICE LINE FLOW 1 % SLOPE MINIMUM TRAFFIC RATED 9/16" oIdo 0 0 0 0 2" X 3 3/4" LETTER SIZE SANITARY AND STORM SEWER CLEAN OUT DETAIL Y2"x4" ADHESIVE BOLT, SELF-LOCKING HEX. NUT, FLAT WASHER. Y4 3„ Y4,> 1 Y211 I BOLT IIIIIII III III HOLE IA. Y4" METAL PLATE R Y4 1Y" SIDE VIEW OF BOLT WELDED L-- ON TO METAL PLATE SIDE VIEW FRONT VIEW DETAIL FOR DEBRIS RACK HOLDER Z 00 z 0 I TOP VIEW TOP TO BE HINGED TO ALLOW ACCESS TO WATER QUALITY ORIFICE (SEE HOLDER DETAIL ABOVE) �P+ ti STAINLESS STEEL :Y8" DIA. BARS SANITARY COVER IIIIIIIIIII Illly_��IIII IIIIIIIIIII ------ 11111111111 STORM COVER IT, 1I�►`11I1111111 11I 1I MEMEME N.T.S. SWM-DR 1. COST OF DEBRIS RACK, METAL PLATE, AND DEBRIS RACK HOLDER TO BE INCLUDED IN THE BID PRICE FOR THE SWM DRAINAGE STRUCTURE. 2• DEBRIS RACK MAY BE FABRICATED FROM WELDED 3/8" DIAMETER STAINLESS STEEL BARS OR 1/2" THICK HIGH DENSITY POLYETHYLENE. 3. DEBRIS RACK TO BE HINGED AS SHOWN OR CONTRACTOR MAY SUBSTITUTE A COMPARABLE DESIGN AS APPROVED BY THE ENGINEER. 4. THE LOCATION OF THE DEBRIS RACK HOLDER MAY BE ADJUSTED FOR VARIABLE CONDITIONS. WHEN HOLDER BOLT IS LOCATED ON THE METAL PLATE THE 1 /2" DIA. BOLT LENGTH IS TO BE REDUCED 1/4 LG. AND WELDED TO THE PLATE. DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GALVANIZED. ❑ ❑ ❑ ❑ ❑ ❑ ❑ 00 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑F7 7 ❑ ❑ ❑ TOP TO BE HINGED TO ALLOW ACCESS TO WATER QUALITY ORIFICE (SEE NOTE 3) z 0 I ❑ ❑ ❑❑❑� ❑ ❑ ❑ ❑ ❑ 3" DIA. HOLES R ❑ ❑ ❑ ❑ ❑ (SEE NOTE 2) _❑❑❑❑❑❑K 1'-0" MIN. _ V-0Y2" MIN. _I FRONT VIEW HIGH DENSITY POLYETHYLENE r SIDE VIEW METAL DETAIL FOR DEBRIS RACK (FOR WATER QUALITY ORIFICE) SHEET 2 OF 5 SPECIFICATION REFERENCE STORMWATER MANAGEMENT (SWM) DETAILS DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE 302 (FOR SWM DRAINAGE STRUCTURES, SWM RISER PIPES AND SWM DAMS) VIRGINIA DEPARTMENT OF TRANSPORTATION robe • . Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz Q�z Z �p0 z� OCc0 � Q>-CIO O zomw �p� J >zz ,�z� O o o� Q 0- r� Uj 0 V J z Q Uj z O m SEAL z Cw G U O Qz 0 � z > Ow J J_ > U w �o oc fr Q z U O U 0 O T oA J . IN M.Xft KEEL R Iil oZi1 i Ssj�NAL�� KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS N0. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE CONSTRUCTION DETAILS DEI NO: 50097362 SHEET NO. REV. 3/03 116.05 C5mO4 1 2 3 4 5 Dewberry E J C GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL INITIAL BACKFILL BEDDING 8 STONE * STABLE SOIL ROCK * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE. FOUNDATION IN POOR SOIL UNDER -CUT CONDITION UNSTABLE solL� T INITIAL BACKFILL ei I [a 00 3 STONE NOTE 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION & BEDDING N TS FI G. W- 2 X FOR ALL BENDS 4,5 ° min = D 45 MIN T SECTION 1-1 45* 1- max L 2 7 45° max PLUG I i l i I 17 1 1 FOR TEE OR WYE FITTINGS WIDEN TRENCH TO ACCOMMODATE ANCHOR IF REQUIRED. BEDDING AS M REQUIRED SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU.YD. BEND L H T L H T 90 2.50 2.50 3.01 0.24 4" & 6" 45 22 1/2 2.00 1.50 2.25 2.00 2.60 2.52 0.15 0.10 2.00 2.25 2.50 0.15 11 1/4 1.50 2.00 2.50 0.10 90 3.66 3.16 3.21 0.48 8 45 2.66 2.66 2.77 0.26 22 1/2 1.66 2.16 2.69 0.13 3.16 2.91 2.66 0.32 11 1/4 1.66 2.16 2.67 0.13 90 4.83 3.83 3.42 0.83 10" & 12" 45 3.33 3.58 2.95 0.43 3.83 4.00 2.83 0.52 22 1/2 2.33 2.58 2.86 0.24 11 1/4 1.83 2.33 2.84 0.18 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2. USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS N TS FIG. W-3 TD-2 TD-3 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' (270') 18"-22"VALVE BOX 7 CU. FT. #68 STONEI 42"iMIN 6" GATE " ' o VALVE e ;; , ► Q TEE 2500 P.S.I. CONCRETE o;p. BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL PILE RESTRAINED JOINT FITTINGS WHEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 TD-8 FOR BENDS 8" & SMALLER USE STRAP ON BEND WITH ANCHOR BOLT ON CENTER LINE OF BEND. USE BRACING STRAPS FOR BENDS 10" THROUGH 12" r ALL PIPE SIZES USE 2 STRAPS ON BENDS ADJACENT TO BELLS. FOR 18" BEND USE 3 STRAPS AS SHOWN. Wp \ii; 4 BARS @ 12" ON CENTER \ �' FOR 12' BENDS & LARGER B v CONCRETE CLASS B ELEVATION PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT. BEND PIPE SIZE A B C D E F 4" - 6" 1'-9" 2'-3" 2'-6" V-2" 2'-0" 1 1/4" 8" 2'-3' 3'-0" 2'-6" 1'-6' 2'-6" 1 1/4" 11 1/4' 10" 2'-9" 3'-9" 2'-6" 2'-0' 3'-0" 2" 12" 3'-0' 4'-3" 3'-0" 2'-3" 3'-6" 2" 18" 3'-6" 5'-6" 3'-3" 3'-0" 4'-6" 2 1/2" 4" - 6" 2'-6" 3'-0" 2'-6" 1'-6" 2'-8" 1 1/4" 8" 3'-0 4'-3" 2'-6" 2'-6" 3'-3" 2" 22 1/2' 10" 3'-3" 5'-0" 3'-0" 2'-9" 3'-9" 2" 12" S-9" 6'-3 3'-0' 3'-6" 4'-3" 2" 18" 5'-0 7'-6 3'-3" 4'-0" 5'-8" 2 1/2" 4" - 6" 3'-0" 6'-0' 3'-0' 3'-3" 3'-3" 2 1/4" 8" S-6" 6'-6 3'-0' 3'-8" 3'-9" 2 1/4" 45' 10" 4'-6" 7'-6" 3'-0" 4'-3" 5' 0' 2 1/4" 12" 5'-3 9'-0' 3'-3" 5'-0 5'-9" 2 1/2" 18" 6'-6' 11'-0 3'-9" 6'-0' CHART FOR UPPER VERTICAL BLOCKING WIDTH = DIM. "F" THICKNESS OF FILLET WELD STRAP = 1/4" STANDARD HEX NUT 1/4" THICK PLATE WASHER 3" THREAD 1 1" NOMINAL INSIDE 3/4" ANCHOR DIAMETER EXTRA BOLTS STRONG STEEL PIPE #4 BARS @ 12" PIPE BELL ON CENTER FOR 12" BENDS & CONCRETE CLASS "B" LARGER C - SECTION NOTE: STANDARD 90° HOOK ON END OF ANCHOR BOLTS TO FACE CENTER OF BLOCKS. CONCRETE BLOCKING FOR UPPER VERTICAL BENDS N.T.S. FIG. W-3A TD-4 72" MIN. X ET ALUMINUM ACCESS HATCH OVER OVER METER AND TEST TAPA. 60" MIN. NOTES: 1. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN -PLACE VAULTS SHALL BE 4" MINIMUM WALL THICKNESS FOR VAULT CONSTRUCTED OF MASONARY BLOCK SHALL BE 8". 2. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATERPROOFING COMPOUND 3. PROVIDE A FLOOR DRAIN WITH A 2" DRAIN PIPE RUN TO DAYLIGHT OR INSTALL A SUMP PUMP. IN EITHER CASE THE FLOOR OF THE VAULT SHALL SLOPE TO THE DRAIN OR SUMP. TYPICAL METER VAULT (4" METER) NTS FIG. W-7E 144" d ° WALL SLEEVES W/ BLOCK 18" MIN. e ' WATERPROOF SEAL A' ' Da4 e TEST CONNECTION ° AINER METER 18" MIN. n Da4 0 � Da4 I� * �8" MIN.►-- � a a. MIN. 6" MIN. *LAYING LENGTH (MIN) 18" MIN. 6" MIN. ' 4" STANDARD METER=23.25" V. 4" COMPOUND METER=29.25" e e 4 4 d d STEPS SHALL BE RUBBER COATED TEST CONNECTION � e ° STEEL COUPLING DRESSER 12" 2" GATE VALVE W/ . 36" MIN. COUPLING THREADED CONNECTIONS 54" MAX. METER � 2" BRASS PIPE e STRAINER ° a 12" MIN. MIN. � �8" MIN. n` 30" MAX. BLOCK BLOCK BLOCK a TD-18 PLACE 5' GALVANIZED " WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS o AS DIRECTED. MARKER LOCATION MAY BE SUBJECT _4 TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE CD 11 ADJUSTABLE VALVE BOX W/ LID 11 z Li z N = M.J. GATE VALVE 2500 P.S.I. CONCRETE b' a 2'x 2' BEARING AREA. THRUST BLOCK d a. a a a. d a NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE N TS FIG. W-5 TD-9 STAKE STRAW BALES 10 MIL PLASTIC LINING - - - - - - - i A A r VISIBLE SIGN c+Nci� HOU STAKE �'- `,P ^ wnsEA STRAW BALES 10 MIL PLASTIC LINING � NATURAL GROUND f ; 'SECTION A- A VISIBLE SIGN BELOW GROUND CONCRETE STAKES WT AREA T- II 10 MIL PLASTIC T Mir /LINING NATURAL GROUND'S SECTION A - A WOOD PLANKS ABOVE GRDUND CONCRETE WASHOUT AREA N.T.S. Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz O0 Q�z W z00 z Zz� w 2 U CCU Q CO 0 J o z zmLLI z > _ O w J >z_ z j F- LLz� �o �Q O Q z U O HL� C%)=7� Z o Q 0 L > O T z0 m SEAL �V��TffE 'IN M. KEEL R • No. 506 o ��1 i'� ' its G� sI�NAL�� KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE CONSTRUCTION DETAILS DEI NO: 50097362 SHEET NO. C5mO5 All �0. Ils:: D e w b e r r Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804,290.7957 Fax: 804, 290.7928 www.dewberry.com zz 00 Q�z � Zp0 ::) Z �-- 0LQ LL C) Q 0 - mJ zm� oO fr J V > z Z ,LZ� 0 p °C Q H L 0 Cl) = Z Q L > za O Dm SEAL z L U 0 z o Z > 0 LL J J_ UU) w �o or i �Q Z U 0 U O 0 T OP J m � rY IN M. 4471KEEL R L1 No 506 7 . SSPMAL � KEY PLAN SCALE REVISIONS 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE CONSTRUCTION DETAILS DEI NO: 50097362 SHEET NO. C5mO6 1 2 3 1 4 5 GENERAL STRUCTURAL NOTES Dewberry 0 C IV /1 I REBAR SPLICE AND HOOK SCHEDULE REBAR SPLICE AND HOOK DIMENSIONS IN REINF. CONCRETE F'c = 4,000 PSI ASTM BAR SIZE LID CLASS B LAP TOP BAR LAP LDH 3 15" 20" 25" 8" 4 19" 25" 33" 10" 5 24" 32" 41" 12" 6 29" 38" 49" 15" 7 42" 55" 71" 17" 8 48" 63" 81" 19" LID - STANDARD DEVELOPMENT LENGTH OF BAR LDH - STANDARD DEVELOPMENT LENGTH OF HOOK F'c - SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE db - BAR DIAMETER PER ASTM LDH 90' BEND CRITICAL 12db SECTION 180' HOOK 4db R (2-1/2" MIN. LID STANDARD, CLASS "B" LAP AND TOP BAR LAP NOTES: TOP BAR - DEFINED AS A BAR LOCATED SUCH THAT 12 IN. OR MORE OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE SPLICE. MINIMUM OUTSIDE RADIUS OF BEND, R, SHALL BE 4db. SHOWN ON PLAN STANDARD LAP SPLICE (TYPICAL) SEE FNDN PLAN FOR • ° •a ° TOP OF = FOOTING • ELEVATION 1� V SEE FNDN 2� a ° PLAN FOR • TOP OF FOOTING ELEVATION 2H MATCH TYP. FTG. BAR '3' S3.01 S0.0 CLASS "B" FOOTING STEP DETAIL SCALE: NOT TO SCALE TENSION LAP (TYP.) vD � 90' STD. HOOK (TYPICAL) o MATCH SIZE AND SPACING OF HORIZ. REINFORCING. USE LARGER SIZE OF LAPPED REINF. WHERE VARIATIONS IN SIZE OCCUR. n SEE PLAN TYP D. V v QZ WILLJ J "WALL ANGLE" REBAR TO MATCH INSIDE HORIZONTAL REINFORCING WALL CORNER REINFORCEMENT DETAIL SCALE: NOT TO SCALE CONTROL JOINT LOCATIONS ARE NOTED ON PLAN BY THE DESIGNATION "CJ." CONT. KEYWAY SYSTEM CONT. 6" PVC WATERSTOP a TERMINATE ALL HORIZONTAL - REINFORCEMENT AT JOINT OTHER THAN SMOOTH DOWELS 5/8" DIA. x 2'-6" LONG SMOOTH DOWELS AT 12" O.C. VERTICAL. GREASE ONE END OF DOWEL OR WRAP WITH POLYETHLENE TAPE. mmilcliffm 1" 1" PROVIDE CHAMFERED JOINT AT EXPOSED FACE(S) WALL REINFORCING (SEE DETAILS) WALL CONSTRUCTION JOINT DETAIL SCALE: NOT TO SCALE DESIGN: 1. THESE GENERAL NOTES SHALL BE APPLICABLE FOR STRUCTURAL DRAWINGS DENOTED WITH THE PREFIX "S" PREPARED FOR THE UVAF BOAR'S HEAD PARKING PROJECT. THE GENERAL STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS AND SPECIFICATIONS. SHOULD CONFLICTS EXIST BETWEEN THE DRAWINGS, SPECIFICATIONS, AND GENERAL STRUCTURAL NOTES, THE STRICTEST PROVISION SHALL GOVERN. 2. STRUCTURAL DESIGN CONFORMS TO THE REQUIREMENTS OF THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE, 2012 EDITION. EXISTING STRUCTURES AND FACILITIES: 1. SIZES, ELEVATIONS, AND DIMENSIONS OF EXISTING SITE ELEMENTS ARE BASED ON EXISTING DRAWINGS PROVIDED BY THE OWNER AND/OR FIELD MEASUREMENTS AND ARE FOR GENERAL REFERENCE ONLY. THE CONTRACTOR SHALL VERIFY ACTUAL CONDITIONS AND REPORT ANY DISCREPANCIES TO THE ENGINEER BEFORE STARTING WORK. 2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE AND MAINTAIN ANY AND ALL WORK NECESSARY TO PROTECT EXISTING FACILITIES (THIS INCLUDES BUT IS NOT LIMITED TO: BUILDINGS, TUNNELS, PAVEMENT, SIDEWALKS, DRAINAGE STRUCTURES, TREES, AND PLANTED AREAS). ANY DAMAGE TO EXISTING FACILITIES SHALL BE REPAIRED TO THE SATISFACTION OF THE ENGINEER AND OWNER AT THE SOLE EXPENSE OF THE CONTRACTOR AND/OR HIS SUB -CONTRACTORS. 3. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE AND MAINTAIN ANY AND ALL WORK NECESSARY TO PROTECT EXISTING UTILITIES (THIS INCLUDES BUT IS NOT LIMITED TO: PIPING, POWER, AND COMMUNICATION LINES WITHIN THE TUNNELS AS WELL AS BURIED INFRASTRUCTURE IN THE PROJECT VICINITY. ANY DAMAGE TO EXISTING UTILITIES SHALL BE REPAIRED TO THE SATISFACTION OF THE ENGINEER AND OWNER AT THE SOLE EXPENSE OF THE CONTRACTOR AND/OR HIS SUB -CONTRACTORS. 4. THE CONTRACTOR SHALL VERIFY ANY CONFLICTS WITH EXISTING UTILITIES. IF A CONFLICT IS ENCOUNTERED, CONTRACTOR SHALL IMMEDIATELY NOTIFY ENGINEER AND UVA PROJECT MANAGER AND A RESOLUTION SHALL BE REACHED BEFORE WORK PROCEEDS IN THE AFFECTED AREA. 5. THE CONTRACTOR SHALL CONTACT "MISS UTILITY" (TELEPHONE NUMBER 1-800-552-7001) PRIOR TO STARTING ANY EXCAVATION AND SUBMIT COMPLETED UVA EXCAVATION PERMIT APPLICATION FORM TO UTILITIES DEPARTMENT WITHIN 2 HOURS OF CALLING "MISS UTILITY". 6. NO STAGING OF EQUIPMENT OR VEHICLES OUTSIDE OF MARKED AREAS SHALL BE PERMITTED WITHOUT WRITTEN PERMISSION OF THE UNIVERSITY. 7. CONTRACTOR SHALL PARK ALL VEHICLES IN AREAS DESIGNATED ON THE TRAFFIC CONTROL PLAN(S) OR PER THE SPECIFICATIONS. DO NOT PARK ON SIDEWALKS. 8. CONTRACTOR IS RESPONSIBLE FOR DOCUMENTING ALL EXISTING CONDITIONS PRIOR TO COMMENCEMENT OF CONSTRUCTION. IF AN ITEM IN QUESTION IS BELIEVED TO HAVE BEEN DAMAGED DURING CONSTRUCTION AND THERE IS NO PHOTOGRAPHIC PROOF OF ITS STATE PRIOR TO CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING OR REPLACING TO THE SATISFACTION OF THE ENGINEER AND OWNER AT THE SOLE EXPENSE OF THE CONTRACTOR AND/OR HIS SUB -CONTRACTORS. FOUNDATIONS: 1. FOUNDATION DESIGN IS BASED ON AN ASSUMED ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF. CONTRACTOR IS TO CONFIRM 2,000 PSF MINIMUM SOIL BEARING CAPACITY WITH AN INDEPENDENT GEOTECHNICAL TESTING FIRM PRIOR TO PLACING CONCRETE. CONTRACTOR SHALL PROVIDE OWNER AND ENGINEER A WRITTEN REPORT OF TEST RESULTS FOR THEIR RECORDS. 2. THE STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR SUBSURFACE CONDITIONS ENCOUNTERED IN THE FIELD CONTRARY TO THOSE ASSUMED FOR DESIGN. 3. ALL COMPACTED FILL, EXCAVATIONS, SUBGRADES, AND BEARING SURFACES SHALL BE OBSERVED AND TESTED BY A GEOTECHNICAL ENGINEER REGISTERED IN THE COMMONWEALTH OF VIRGINIA (OR A QUALIFIED GEOTECHNICAL TECHNICIAN WORKING UNDER THE DIRECT SUPERVISION OF A REGISTERED GEOTECHNICAL ENGINEER) TO VERIFY SPECIFIED GEOTECHNICAL CONFORMANCE REQUIREMENTS. 4. COMPACTED BACKFILL SHALL BE AS FOLLOWS: A. INSPECTED AND APPROVED BY PROJECT GEOTECHNICAL ENGINEER. B. VDOT #21 B OR GEOTECHNICAL ENGINEER APPROVED SOIL WITH THE FOLLOWING PARAMETERS: • NON -ORGANIC, ON -SITE OR OFF -SITE SOILS APPROVED BY THE PROJECT GEOTECHNICAL ENGINEER. • FREE DRAINING BACKFILL CONSISTING OF NON -PLASTIC MATERIAL CLASSIFYIED AS SM, ML, OR MORE GRANULAR PER ASTM D2487. • PLACED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES IN THICKNESS. • COMPACTED TO AT LEAST 95 PERCENT OF MAXIMUM DRY DENSITY PER ASTM D-698, STANDARD PROCTOR METHOD • FREE OF BOULDERS, ORGANICS, TRASH, AND OTHER DELETERIOUS MATERIALS. 5. WHERE "CONTROLLED BACKFILL" IS SPECIFIED BEHIND FOUNDATION RETAINING WALLS, BACKHOE BUCKET OR SIMILAR EQUIPMENT SHALL BE USED IN COMPACTING VDOT #21 B CRUSHED STONE BACKFILL IN LIFTS NO GREATER THAN 2 FEET IN THICKNESS. "CONTROLLED BACKFILL" SHALL EXTEND A MINIMUM DISTANCE OF 0.5 TIMES THE RETAINED WALL HEIGHT FROM THE BACK HEEL OF THE RETAINING WALL. A GEOTEXTILE FIBER SHALL BE PLACED AT THE INTERFACE BETWEEN THE "CONTROLLED BACKFILL" AND EXISTING IN -PLACE OR NEW FILL SOILS. HEAVY VIBRATORY COMPACTORS SHALL NOT BE USED WITHIN 10 FEET OF RETAINING WALLS IN ORDER TO AVOID DAMAGING WALLS. 6. DURING FILLING AND BACKFILLING, DENSITY TESTING SHALL BE MADE IN ACCORDANCE WITH ASTM D-1556 (OR EQUIVALENT) TO MONITOR COMPACTION LEVELS AND MOISTURE CONTENTS. FREQUENCY OF DENSITY TESTING SHALL BE AS DIRECTED BY GEOTECHNICAL ENGINEER TO VERIFY SPECIFIED COMPACTION AND MOISTURE CONTENT REQUIREMENTS. 7. CONTRACTOR SHALL CONTROL SITE GROUNDWATER AND/OR SURFACE WATER BY ALL MEANS NECESSARY TO MAINTAIN A WATER LEVEL A MINIMUM 2 FEET BELOW FOUNDATION SUBGRADE SO AS TO NOT DAMAGE FOUNDATION EXCAVATIONS. THE BASE OF ALL FOUNDATION EXCAVATIONS SHOULD BE FREE OF ALL WATER AND LOOSE SOIL PRIOR TO PLACING CONCRETE. ANY SUBGRADE SOILS WHICH HAVE BEEN WEAKENED DUE TO SATURATION OR DISTURBANCE SHALL BE RECOMPACTED OR REMOVED AND REPLACED WITH STRUCTURAL FILL AS DIRECTED BY THE GEOTECHNICAL ENGINEER. CONCRETE SHALL BE PLACED AS SOON AS POSSIBLE AFTER EXCAVATING SO THAT LOOSENING OR EXCESSIVE DRYING OF BEARING MATERIALS DOES NOT OCCUR. 8. WHENEVER POSSIBLE, FOUNDATION CONCRETE SHALL BE PLACED IMMEDIATELY AFTER EXCAVATION SO THAT ACCUMULATION OF WATER IN THE EXCAVATION OR DRYING OF FOUNDATION SOILS CAN BE AVOIDED. ANY SUBGRADE SOILS WHICH HAVE BEEN WEAKENED DUE TO SATURATION OR DISTURBANCE SHALL BE RECOMPACTED OR REMOVED AND REPLACED WITH STRUCTURAL FILL, WASHED STONE, OR LEAN CONCRETE (MINIMUM 200 PSI FLOWABLE FILL) AS DIRECTED BY THE PROJECT GEOTECHNICAL ENGINEER. 9. ALL EXCAVATIONS SHALL CONFORM TO APPLICABLE OSHA REGULATIONS. REINFORCED CONCRETE: 1. UNLESS NOTED OTHERWISE, ALL CONCRETE WORK, DETAILING, FABRICATION, AND PLACING OF REINFORCING AND CONCRETE SHALL BE GOVERNED BY THE LATEST REVISIONS OF: A. ACI 301, ACI 315, AND ACI 318 B. CRSI RECOMMENDED PRACTICE OF PLACING REINFORCING BARS. C. ACI 306 AND ACI 305 FOR COLD AND HOT WEATHER CONCRETING RESPECTIVELY. 2. ALL POURED IN PLACE CONCRETE SHALL BE NORMAL WEIGHT WITH A MAXIMUM UNIT WEIGHT OF 150 POUNDS PER CUBIC FOOT AND SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH EQUAL TO 4,000 PSI. SUBMIT DESIGN MIXTURES FOR APPROVAL. 3. ALL PORTLAND CEMENT SHALL BE TYPE II OR TYPE 1/11. 4. CONCRETE MIXTURES: PROPORTION NORMAL -WEIGHT CONCRETE MIXTURE AS FOLLOWS: A. MINIMUM COMPRESSIVE STRENGTH: 4,000 PSI AT 28 DAYS. B. SLUMP LIMIT: 3 TO 5 INCHES. 8 INCHES FOR CONCRETE WITH VERIFIED SLUMP OF 2 TO 4 INCHES BEFORE ADDING HIGH -RANGE WATER -REDUCING ADMIXTURE OR PLASTICIZING ADMIXTURE, PLUS OR MINUS 1 INCH. C. AIR CONTENT: 6 PERCENT, PLUS OR MINUS 1 PERCENT AT POINT OF DELIVERY FOR 1-INCH NOMINAL MAXIMUM AGGREGATE SIZE. 5. FABRICATING REINFORCEMENT: FABRICATE STEEL REINFORCEMENT ACCORDING TO CRSI'S "MANUAL OF STANDARD PRACTICE." 6. A QUALIFIED INSTALLER SHALL BE REQUIRED WHO EMPLOYS ON PROJECT PERSONNEL QUALIFIED AS ACI-CERTIFIED FLATWORK TECHNICIAN AND FINISHER AND A SUPERVISOR WHO IS AN ACI-CERTIFIED CONCRETE FLATWORK TECHNICIAN. 7. A FIRM EXPERIENCED IN MANUFACTURING READY -MIXED CONCRETE PRODUCTS AND THAT COMPLIES WITH ASTM C 94 REQUIREMENTS FOR PRODUCTION FACILITIES AND EQUIPMENT SHALL BE REQUIRED. THE MANUFACTURER SHALL BE CERTIFIED ACCORDING TO NRMCA'S "CERTIFICATION OF READY MIXED CONCRETE PRODUCTION FACILITIES." 8. CONCRETE MIXING: READY -MIXED CONCRETE: MEASURE, BATCH, MIX, AND DELIVER CONCRETE ACCORDING TO ASTM C 94, AND FURNISH BATCH TICKET INFORMATION. WHEN AIR TEMPERATURE IS BETWEEN 85 AND 90 DEG F, REDUCE MIXING AND DELIVERY TIME FROM 1-1/2 HOURS TO 75 MINUTES; WHEN AIR TEMPERATURE IS ABOVE 90 DEG F, REDUCE MIXING AND DELIVERY TIME TO 60 MINUTES. 9. CONCRETE TESTS: TESTING OF COMPOSITE SAMPLES OF FRESH CONCRETE OBTAINED ACCORDING TO ASTM C 172 SHALL BE PERFORMED ACCORDING TO THE FOLLOWING REQUIREMENTS: A. TESTING FREQUENCY: OBTAIN ONE COMPOSITE SAMPLE FOR EACH DAY'S POUR OF EACH CONCRETE MIXTURE EXCEEDING 5 CU. YD., BUT LESS THAN 25 CU. YD., PLUS ONE SET FOR EACH ADDITIONAL 50 CU. YD. OR FRACTION THEREOF. WHEN FREQUENCY OF TESTING WILL PROVIDE FEWER THAN FIVE COMPRESSIVE -STRENGTH TESTS FOR EACH CONCRETE MIXTURE, TESTING SHALL BE CONDUCTED FROM AT LEAST FIVE RANDOMLY SELECTED BATCHES OR FROM EACH BATCH IF FEWER THAN FIVE ARE USED. B. SLUMP: ASTM C 143; ONE TEST AT POINT OF PLACEMENT FOR EACH COMPOSITE SAMPLE, BUT NOT LESS THAN ONE TEST FOR EACH DAY'S POUR OF EACH CONCRETE MIXTURE. PERFORM ADDITIONAL TESTS WHEN CONCRETE CONSISTENCY APPEARS TO CHANGE. C. AIR CONTENT: ASTM C 231, PRESSURE METHOD, FOR NORMAL -WEIGHT CONCRETE; ONE TEST FOR EACH COMPOSITE SAMPLE, BUT NOT LESS THAN ONE TEST FOR EACH DAY'S POUR OF EACH CONCRETE MIXTURE. D. CONCRETE TEMPERATURE: ASTM C 1064; ONE TEST HOURLY WHEN AIR TEMPERATURE IS 40 DEG F AND BELOW AND WHEN 80 DEG F AND ABOVE, AND ONE TEST FOR EACH COMPOSITE SAMPLE. E. COMPRESSION TEST SPECIMENS: ASTM C 31. CAST AND LABORATORY CURE ONE SET OF FOUR STANDARD CYLINDER SPECIMENS FOR EACH COMPOSITE SAMPLE. F. COMPRESSIVE -STRENGTH TESTS: ASTM C 39; TEST ONE LABORATORY -CURED SPECIMEN AT 7 DAYS AND TWO SPECIMENS AT 28 DAYS, AND RETAIN ONE SPECIMEN FOR LATER TESTING AT 56 DAYS IF 28 DAY STRENGTH FALLS BELOW THE REQUIRED SPECIFIED STRENGTH. G. A COMPRESSIVE -STRENGTH TEST SHALL BE THE AVERAGE COMPRESSIVE STRENGTH FROM A SET OF TWO SPECIMENS OBTAINED FROM SAME COMPOSITE SAMPLE AND TESTED AT AGE INDICATED. 10. STRENGTH OF EACH CONCRETE MIXTURE WILL BE SATISFACTORY IF EVERY AVERAGE OF ANY THREE CONSECUTIVE COMPRESSIVE -STRENGTH TESTS EQUALS OR EXCEEDS SPECIFIED COMPRESSIVE STRENGTH AND NO COMPRESSIVE -STRENGTH TEST VALUE FALLS BELOW SPECIFIED COMPRESSIVE STRENGTH BY MORE THAN 500 PSI. 11. PROVIDE A 3/4" CHAMFER AT ALL EXPOSED CONCRETE CORNERS. 12. ALL REINFORCING SHALL CONFORM TO ASTM A 615, GRADE 60, DEFORMED BARS. 13. REINFORCING BAR LAP SPLICES SHALL BE CLASS "B" TENSION LAPS AND SHALL BE AS REQUIRED PER THE SCHEDULE ON SHEET SO.01. REINFORCING BAR HOOK DIMENSIONS SHALL BE AS REQUIRED PER THE SCHEDULE ON SHEET SO.01. 14. UNLESS OTHERWISE NOTED ON THE DRAWINGS, THE FOLLOWING CONCRETE COVER SHALL BE PROVIDED OVER REINFORCEMENT: A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" B. ALL OTHER CONCRETE: 2" 15. UNLESS NOTED OTHERWISE, ALL HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE WALLS SHALL HAVE A 1 /4" FULL AMPLITUDE ROUGHENED SURFACE. ALL OTHER CONSTRUCTION JOINTS SHALL BE KEYED. 8. UNLESS NOTED OTHERWISE, ALL EXPOSED CONCRETE SHALL INCLUDE RHEOCOLOR L LIQUID COLOR SYSTEM. COLOR TO MATCH SOLOMAN COLORS, INC. #306 COLORFLO LIQUID COLOR (CANVAS) OR APPROVED EQUAL BY UVA. MATCH EXISTING ADJACENT WALKS. 9. UNLESS NOTED OTHERWISE, ALL VERTICAL CONCRETE SURFACES EXPOSED TO VIEW SHALL HAVE A SMOOTH -FORMED FINISH, AND ALL HORIZONTAL WALKING SURFACES SHALL HAVE A BROOM FINISH. 10. CONTRACTOR SHALL SUBMIT HOT WEATHER CONCRETE INSTALLATION PROCEDURE FOR ENGINEER OF RECORD'S APPROVAL PRIOR TO BEGINNING CONCRETE INSTALLATION. MATERIAL FINISH: 1. BLUESTONE SHALL BE DENSE, FINE-GRAINED FELDSPATHIC BLUESTONE CONFORMING TO ASTM C 616, WITH ABSORPTION BY WEIGHT, DENSITY, COMPRESSIVE STRENGTH, MODULUS OF RUPTURE AND ABRASION RESISTANCE PROPERTIES MEETING THE REQUIREMENTS OF CLASSIFICATION III QUARTZITE. SILICA CONTENT SHALL FALL WITHIN 75-80% RANGE. BLUESTONE SHALL BE SELECT HARD AND FREE OF CRACKS, SEAMS, STARTS, REEDS, OR OTHER DEFECTS WHICH MAY IMPAIR ITS STRENGTH, DURABILITY OR APPEARANCE. 2. BLUESTONE CURB SHALL BE PENNSYLVANIA BLUESTONE WITH A FINISH AS APPROVED BY THE UNIVERSITY ARCHITECT. 3. BLUESTONE CAP SHALL BE 4" HIGH, PENNSYLVANIA BLUESTONE WITH A THERMAL FINISH. 4. STONE VENEER SHALL BE NEW, FLAT "OAKRIDGE FIELD -STONE," CONSISTING OF WEATHERED GREYS, BROWNS AND SOME MOSS, SUPPLIED BY LUCK STONE, OR APPROVED EQUAL. 5. FIELDSTONE SHALL BE STANDARD GRADE, FREE OF CRACKS, SEAMS, STARTS, OR OTHER DEFECTS WHICH MAY IMPAIR ITS STRENGTH, DURABILITY, OR APPEARANCE. EXPOSED SURFACES SHALL BE FREE FROM SPOTS, SPALLS, CHIPS, STAINS, DISCOLORATION, OR OTHER DEFECT WHICH WOULD AFFECT ITS APPEARANCE. COLOR, TEXTURE, AND FINISH SHALL BE WITHIN THE RANGE OF SAMPLES APPROVED BY THE ARCHITECT. 6. THIN SET BED SHALL BE A ONE-STEP, POLYMER FORTIFIED, THIN -SET MORTAR BOND COAT. 7. MANUFACTURER PRODUCT DATA SHALL BE SUBMITTED FOR: A. EXPANSION JOINT FILLER B. GROUT MATERIALS, INCLUDING ADDITIVES C. MORTAR MATERIALS, INCLUDING ADDITIVES 8. MORTAR JOINTS SHALL BE COMPLETELY FILLED WITH MORTAR AND SHALL THEN BE RAKED OUT TO ONE THIRD THE DEPTH OF THE STONE. RAKED JOINTS SHALL BE BRUSHED CLEAN, WETTED THOROUGHLY BEFORE APPLYING FRESH MORTAR, AND TUCK POINTED WITH COLORED MORTAR. 9. CUTTING AND SETTING DRAWINGS OF FIELDSTONE AND BLUESTONE PIECES SPECIFIED HEREIN SHALL BE SUBMITTED. DRAWINGS SHALL INDICATE ISR ANCHORAGE SYSTEM, INCLUDING STEEL SUPPORT ANGLES, ANCHORS, CRAMPS, DOWELS, COMPLETE STONE SIZES, DIMENSIONS, LAYOUT, FINISHES, ARRANGEMENT, AND OTHER NECESSARY DETAILS FOR RECEPTION OF OTHER WORK. 10. FURNISH 16 GAUGE HOT -DIPPED GALVANIZED STEEL DOVETAIL SLOTS FOR INSTALLATION BY CONCRETE TRADE. PROVIDE HOT -DIP GALVANIZED FLEXIBLE DOVETAIL BRICK TIES SIZED FOR DOVETAIL SLOT. SLOT SHALL BE FILLED WITH DISPOSABLE FOAM TO KEEP OUT CEMENT GROUT DURING POURING OPERATIONS. 11. WHERE DOVETAIL ANCHOR SLOTS ARE INDICATED ON DRAWINGS, THEY SHALL BE ASSUMED TO BE CONTINUOUS. 12. METAL PLATE, ANCHORS, CRAMPS, DOWELS, SHIMS, AND OTHER METAL ITEMS SHALL BE AISI TYPE 304 STAINLESS STEEL OR SUITABLE NON-FERROUS METAL OF THE TYPES AND SIZES SHOWN ON APPROVED SHOP DRAWINGS. 13. THE CONTRACTOR SHALL PROVIDE A MOCK-UP OF ALL STONE RETAINING WALLS TO THE UNIVERSITY FOR APPROVAL PRIOR TO CONSTRUCTION. THE UNIVERSITY ARCHITECT'S OFFICE SHALL PROVIDE FINAL APPROVAL ON ALL MATERIALS (STONE, FIELDSTONE, ETC.) AND FINISHES (SEE SPECIFICATION 04 42 13 FOR MOCK UP REQUIREMENTS). 14. FINISHED SURFACES ADJACENT TO THE FIELDSTONE WORK SHALL BE ADEQUATELY PROTECTED FROM SOILING, STAINING, AND OTHER DAMAGE. COORDINATION: 1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH, AND COORDINATED WITH OTHER CONTRACT DOCUMENTS. 2. COORDINATE THE EXACT SIZE AND LOCATION OF ALL BOX CONDUIT, SLEEVES, AND OPENINGS THROUGH CONCRETE SLABS AND CONCRETE WALLS WITH OTHER CONTRACT DOCUMENTS. STRUCTURAL ABBREVIATION LIST A.F.F. ABOVE FINISHED FLOOR KSI KIPS PER SQUARE INCH ARCH. ARCHITECTURAL LLH LONG LEG HORIZONTAL B.S. BOTH SIDES LLV LONG LEG VERTICAL BOT. BOTTOM MAX. MAXIMUM CF CUBIC FOOT MIN. MINIMUM CMU CONCRETE MASONRY UNIT MPH MILES PER HOUR CLR. CLEAR N.T.S. NOT TO SCALE COL. COLUMN NO. NUMBER CONC. CONCRETE # NUMBER CONT. CONTINUOUS O.C. ON CENTER DET. DETAIL PSI POUNDS PER SQUARE INCH DIA. DIAMETER PSF POUNDS PER SQUARE FOOT DIM. DIMENSION R RADIUS EA. EACH REINF. REINFORCING ELEV. ELEVATION REQ'D REQUIRED E.O.S. EDGE OF SLAB SIM SIMILAR EQ.. EQUAL S.S. STAINLESS STEEL EXTG. EXISTING STD. STANDARD EXP. EXPANSION STRU. STRUCTURAL EXT. EXTERIOR T.O.S. TOP OF STEEL FIN. FINISH TYP. TYPICAL FTG. FOOTING U.N.O. UNLESS NOTED OTHERWISE GALV. GALVANIZED V.I.F. VERIFY IN FIELD GA. GAUGE VERT. VERTICAL HORIZ. HORIZONTAL W.W.F. WELDED WIRE FABRIC INT. INTERIOR W.P. WORK POINT Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz 00 Qjz W z z O LD L1J �WQ z � 2 D U L U Q �0 0� z W z 0 > LL J o0 o�JC'3 U J w Z Z O LLz� �Q 0 oQ W z" � � W C%)=� z o o� W- � O T z0 Z) m SEAL qyT H OF D o J H ALLEN " WOLHAR Lic. No. 035964 4 0 Z•IZ-ZD18 4, KEY ssI�NAL E��ti KEY PLAN SCALE REVISIONS 2 02/ 12/ 18 SGW REVISION # 1 NO. DATE BY DESCRIPTION DRAWN BY APPROVED BY CHECKED BY DATE TITLE SGW JAW JAW 11 /03/17 GENERAL STRUCTURAL NOTES, SCHEDULES AND DETAILS DEI NO: 50097362 SHEET NO. S0001 0 1 1 2 STAIR RAILING NOTES: 1. ALL JOINTS SHALL RECEIVE CONTINUOUS WELDS AND WELDS SHALL BE ROUNDED SMOOTH. 2. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO ENGINEER FOR REVIEW PRIOR TO FABRICATION. 3. RAILINGS SHALL BE PRIMED AND PAINTED. COLOR TO BE CHOSEN BY OWNER. 2 1 4" MINIMUM 1 1/2" x 1 /2"� CHANNEL 1 1/2" SQUARE SOLID STEEL BAR POST HANDRAIL SECTION '7 HANDRAIL DETAIL 53.01 S3.01 SCALE: 3" = 1'-0" GUARD RAIL POST D SEE 7/S3.01 FOR STEEL GUARD RAIL NOTES: CONSTRUCTION 1 1/2" x 1 1/2" SOLID 1. INTERMEDIATE GUARDRAIL STEEL GUARD RAIL POST PICKET SHALL BE 1/2" DIA. AT 5'-0" MAX. SPACING SOLID STEEL BARS AT 4" O.C. SPACING (NOT SHOWN FOR HANDRAIL CLARITY). -1/2" x 1/2" SOLID AT STAIR BOTTOM RAIL 2. GUARD RAIL STEEL SHALL RECEIVE A TWO PART EPDXY o PAINT (SEE DETAIL 7/S3.01). 1/4 I I 3. GUARD RAIL STRUCTURAL DRILL 2 1/2" DIA. x 4" STEEL SHALL BE FINISHED TO MEET STANDARDS FOR DEEP HOLE IN CONCRETE CATEGORY 1 ARCHITECTURALLY AND SET HANDRAIL POSTS EXPOSED STRUCTURAL STEEL IN HIGH STRENGTH EPDXY (A. E.S.S.) DOWELING SYSTEM, TYP. u�a EQ. �EQ. a a STAIR OR SIDEWALK C CONCRETE RETAINING WALL WITH STONE VENEER '6 GUARDRAIL DETAIL S3.01 S3.01 SCALE: 1 to = 1'-0" NOTE: CONTRACTOR SHALL BACKFILL FOUNDATION WALL ON BOTH SIDES UNIFORMLY UNTIL BACKFILL HAS REACHED FINISHED GRADE TO PREVENT UNINTENDED LOADING OF THE WALL. 3 RETAINING WALL SCHEDULE MARK "W" "T" "FT" BARS "FB" BARS N" BARS "D" DOWELS RW1 6'-0" 2'-0" (6) #5 (4) #5 1 #5 AT 12" O.C. #5 AT 12" O.C. RW2 7'-6" 2'-0" (8) #5 (5) #5 #6 AT 12" O.C. #6 AT 12" O.C. to . f ..» 4" BLUESTONE CAP OLTOP OF WALL VARIES (SEE CIVIL) 3/16" DIA. GALVANIZED TRIANGULAR TIE AT 16" (f4") O.C. HORIZONTAL SPACING (3" WIDE AT OPEN END a • AND 3" LONG). USE POWDER 2" 2 ACTUATED FASTENERS OR DOVE CLR , CLR TAIL ANCHOR SLOTS TO SECURE TO CONCRETE WALL. #4 AT 12" O.C. #5 AT 12" O.C. 1/2" EXPANSION JOINT CURB AND ASPHALT, SEE CIVIL #5 DOWEL WITH STD. 90' HOOK AT 12" O.C. 01. 4" CMU N A TOP OF FOOTING (SEE PLAN) "FT" BARS •a GUARD RAIL, SEE 6/S3.01 1/2" EXPANSION JOINT #3 TIE BAR AT 12" O.C. 4 1 5 (14) TREADS AT 12" = 14'-0" TYP TREAD 5 LENGTH 1 to RADIUS BULLNOSE S3.0 D ° D D ° STEEL LAMBS ° TONGUE RAILING °p (SEE 7/S3.01) TYP TREAD D LENGTH ° NOSING DETAIL Oil F I i� N SEE 6/SO.01 FOR , w GUARD RAIL AND HANDRAIL ° ° Q U.) SLOPING CHEEKWALL a •, ..° C � -H EACH SIDE OF STAIR ' a. _O w (SEE 5/S3.01) °o BOT. OF STAIR ° SEE CIVIL ° • °a • a . °O� #4 AT 12" °°°° O.C. EACH ° • . a . o 008o WAY �j SIDEWALK, TYP. °o o (SEE CIVIL DWGS.) ®. �. o°#o #4 NOSE `V 1/2" EXPANSION �.9 . JOINT MATERIAL M _j U . (TYPICAL) a TOP OF STAIR SEE CIVIL �8 a° .. •' °' . a O CXTfYO . as SEE CONCRETE KEY AT BOTTOM OF STAIRS FOR ITEMS a .a NOT IDENTIFIED. SEE SIDEWALK DETAIL ON CIVIL DRAWINGS AND GENERAL STRUCTURAL NOTES FOR CONCRETE COLOR. PLACE STAIR SLAB -ON -GRADE OVER 6" LAYER OF COMPACTED AGGREGATE BASE COURSE (VDOT #21A) OVER PROPERLY COMPACTED SUBGRADE. E 3 STAIR DETAIL "FB" BARS T (1) CONT. 5 AT ��S3.01 S3.01 SCALE: 3/4" = 1'-0" # A #5 BAR 12„ PLACE FOOTING OVER INTENTIONALLY ROUGHEN O.C. ' �� COMPACTED FILL AS APPROVED 0 INTERFACE TO A MINIMUM W BY THE PROJECT GEOTECHNICAL SEE GENERAL NOTES \ AMPLITUDE OF 1 /4" 40 ENGINEER ( GUARD RAIL POST, SEE 6/S3.01 VARIES, SEE CIVIL #3» TIE BAR AT TOP OF WALL STAIR, SEE 3/S3.01 _ 12 O.C., TYP. ° s LJ • °4 a • LJ • ° B ° • • 0 09 WNICIQ • • CONTROLLED BACKFILL (SEE ° GENERAL NOTES ON SO.01) ° • " ° • #4 AT 12, TYP. • ° 2» #6 AT 12", TYP. TYP. � a #6 DOWELS AT 12" O.C. WITH STD. 90' HOOK AND CLASS "B" LAP, TYP. • NOTE: SEE 4/S3.01 • • ° ROUGHEN FOR ITEMS SHOWN ° CONCRETE, BUT NOT IDENTIFIED ° TYPICAL ° \��\��\ ° °�� SEE 4/S3.01 FOR ��o°\\�\\� ��0- / / $0 0 FOUNDATION DRAIN $0 0 \� \\� \\� a ° I0 a 0 DETAIL IIOgnoO-� m,�-�i U Ak SEE PLAN TOP OF • ° • a • • • •� • a g • a • • • a ° ° ° a ° ° a FOOTING a ° I • • A ° ° • • ° • • �• • • • a ° ° ° Q ° ° A #5 AT 12" O.C., EACH _j WAY, TOP AND BOTTOM "� '5 STAIR RETAINING WALL DETAIL S3.01 S3.01 SCALE: 3/4" = 1'-0" \ ��/ ° No' BARS • "D" DOWEL WITH STD. 90' a� HOOK AND CLASS "B" LAP ° CONT. 4" DIA. TYPE 2 "HDPE" PERFORATED a FOUNDATION DRAIN PIPE. WRAP 2 CF/LF OF • NO. 78 AGGREGATE AROUND DRAIN PIPE WITH DRAINAGE GEOTEXTILE CONSISTING OF MIRAFI a 140N (OR APPROVED EQUAL). TIE PIPE INTO SITE DRAINAGE SYSTEM PER CIVIL PLANS). a o -'� CONTROLLED BACKFILL IQ° SEE GENERAL NOTES • N v #5 AT 12" O.C. ON SO.01) �/ a _ - 4 _ a N 14 d -, 4 0 J Q- • _ (SEE SCHEDULE) I ON SHEET SO.01) RETAINING WALL DETAIL S3.01 S3.01 SCALE: 1/2" = 1 ' -0" , , - T.O.W., SEE CIVIL SI�� GUARD RAIL, - _ CJ �,, �'' SEE 6/S3.01 SEE I SEE 4 - - WALL PER CN\\� 5�f� CURB, TYP. 1 /S3.01 2/S3.01 S3. S TON��- _ _ - _ -SUDPE -�Op 0 I S `�2 SEE CIVIL .501 ---- z�z--- T.O.W., SEE CIVIL _--_--� STONE VENEER, D I J _ - TYP. UIU CJ CJ =Q Q _ - _ _ _ _ - _ - - - S U 50 ] RETAINING WALL FOUNDATION PLAN NOTES: M-:2 [71.00 - - - - - - - - - 1. SEE SO.01 FOR GENERAL STRUCTURAL NOTES AND ABBREVIATIONS. 2. SEE CIVIL PLAN DRAWINGS FOR RETAINING WALL LAYOUT AND GEOMETRY. _ SEE SEE _ 1 /S3.01 1 2/S3.01 3. "CJ" DENOTES WALL CONSTRUCTION JOINT LOCATIONS. SEE 1 /SO.01 FOR WALL CONSTRUCTION JOINT DETAIL. THE CONTRACTOR IS PERMITTED TO SCALE LOCATIONS OF JOINTS OFF DRAWINGS AND LOCATE THEM WITHIN f1'-O" OF THE LOCATION SHOWN. 4. [XXX.XX'] DENOTES TOP OF FOOTING ELEVATION. T.O.W. DENOTES TOP OF WALL ELEVATION MEASURED TO THE TOP OF THE MASONRY CAP. 2 5. [RWX] DENOTES RETAINING WALL TYPE. SEE SCHEDULE ON 4/S3.01. RETAINING WALL FOUNDATION PLAN - EAST 'gyp 6. CONTRACTOR SHALL BACKFILL FOUNDATION WALL ON BOTH SIDES UNIFORMLY UNTIL S3.01 S3.01 SCALE: 1 /8" = 1'-0" �T'y WALLFILL HAS REACHED FINISHED GRADE TO PREVENT UNINTENDED LOADING OF THE 7. SEE 2/SO.01 FOR ADDITIONAL REINFORCING REQUIRED AT CORNERS AND BENDS OF to REINFORCED CONCRETE WALLS. 8. S--S DENOTES FOOTING STEP. SEE 3/SO.01 FOR FOOTING STEP DETAIL. IF NOT SPECIFICALLY DIMENSIONED ON THE PLANS, THE CONTRACTOR IS PERMITTED TO SCALE T.O.W., SEE CIVIL LOCATION OF FOOTING STEPS OFF DRAWINGS AND LOCATE STEPS WITHIN f 1'-0" OF / THE LOCATION SHOWN. 9. SEE CIVIL DRAWINGS FOR EXTERIOR CONCRETE SIDEWALK DETAILS. CONTRACTOR SHALL S \ \ CJ \ T __ ft- �, COORDINATE JOINTING PLAN WITH UNIVERSITY ARCHITECT'S OFFICE. STONE VENEER, / 4 TYP. - _TRW S3.0 S I (6�Sp��1_ - RW2 SEE I SEE S CJ -� - 1 /S3.01 2/S3.01 [69.067]SLOP- _ E TOP OF' 3.0 S3.0 --I--------- PE � ----_ S 3 RW2 - 1 ---- -�� WALL R CIVI T.O.W., SEE CIVIL ------------ -w w--- zlz S C70.00'] - CJ _ CJ S3.0 CJ cIp CJ CURB, TYP7Y GUARD RAIL, _ as SEE CIVIL SEE 6/S3.01- C70.00'j SI - - - ------ 5 [71.00'] SEE I, SEE _ 3.0 1 /S3.01 12/S3.01 I I ril o I I RETAINING WALL FOUNDATION PLAN - WEST ti 0 S3.01 S3.01 SCALE: 1 /8" = 1'-0" �Tti 71.00] Dewberry,:;;, Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com zz OO Q C/) j z z zoo W � z � 2 WQ D U LM0 Q Q m o o z -> z = COW z O w J .r VJ o�JC'3 0 U w z Z o LL � fr Q O oQ LE:C/) z " � � U) W = o CC (n z 0 W- O T zo Z) co SEAL Its. Z,T H OF l� c J H ALLEN .- WOLHAR Lic. No. 035964 4 oZ-IZ-2o1'$ 4" KEY s�j�NAL E�C'� KEY PLAN SCALE REVISIONS 2 02/ 12/ 18 SGW REVISION # 1 NO. DATE BY DESCRIPTION DRAWN BY SGW APPROVED BY JAW CHECKED BY JAW DATE 11/03/17 TITLE STRUCTURAL PLANS AND DETAILS DEI NO: 50097362 SHEET NO. S3m01 I 8" MAPLE I I o 26" OAK 0 o 28" OAK 0 0 28" MAPLE ©' 0 0 0 0 0 0 Q z 0 w 7" SYCP SIGHT LE �bKqVEL SHOULDER 7t -------BERWICK R- 0Oo PLANTING / AREA PAVING CENTERED ON COVERED WALKWAY AND BUILDING DOOR PAVING / CENTERED ON STEPS l CENTERED PAVING, SEE ON PORCH CIVIL STEPS BOAR'S HEAD INN WO 0 5CAA E 564.5 , CONC 16 0 16 32 1 /16" = V-0" SCALE OF FEET PROJECT Boar's Head Inn Lobby Renovation R and Parking Relocation CLIENT University of Virginia Foundation PO Box 400218 Charlottesville, VA �R 434.982.4848 tel 434.982.5852 fax www.uvafoundation.com CONSULTANT i CAMOR AECOM Technical Services 3101 Wilson Boulevard, Suite 900 Arlington, VA 22201 703.682.4900 tel www.aecom.com REGISTRATION DATE FEB. 1212018 PROJECT NUMBER 60554783 TITLE LANDSCAPE LAYOUT AND MATERIALS PLAN SHEET NUMBER L 1 O 28" OAK v ...... ..... . g GRANITE CURB SYMBOL BOTANICAL NAME COMMON NAME ROOT SIZE AB AMELANCHIER X GRANDFLORA 'AUTUMN BRILLIANCE' APPLE SERVICEBERRY B&B 8-9' HT. CA CLETHRA ALNIFOLIA'HUMMINGBIRD' SUMMERSWEET CONT. 2411 HT. CF CORNUS FLORIDA'APPALACHIAN SPRING' FLOWERING DOGWOOD B&B 1.75" CAL. CO CORYLUS AVELLANA'CONTORTA' CORKSCREW HAZEL B&B 3611 HT. FG FOTHERGILLA GARDENII DWARF FOTHERGILLA CONT. 18" HT. IG ILEX GLABRA'COMPACTA' INKBERRY CONT. 18" HT. IV ITEA VIRGINICA'LITTLE HENRY VIRGINIA SWEETSPIRE CONT. 3011 HT. IVJ ILEX VERTICILLATA'JIM DANDY' MALE WINTERBERRY CONT. 24" HT. IVR ILEX VERTICILLATA'NANA' WINTERBERRY CONT. 18" HT. MC MUHLENBERGIA CAPILLARIS'WHITE CLOUD' WHITE MUHLY GRASS CONT. 1 GAL PA POLYSTICHUM ACROSTICHOIDES CHRISTMAS FERN CONT. 1 GAL VM VINCA MINOR PERIWINKLE CONT. 2.5" POT QTY NOTES SPACING 4 SELECT CLUMP, SPECIMEN AS SHOWN 121 FULL TO GROUND AS SHOWN 3 SPECIMEN AS SHOWN 1 SPECIMEN AS SHOWN 151 FULL TO GROUND AS SHOWN 122 FULL TO GROUND AS SHOWN 78 FULL TO GROUND AS SHOWN 2 FULL TO GROUND AS HOWN 37 FULL TO GROUND AS SHOWN 375 24" ON CENTER 245 18" ON CENTER 2655 12" ON CENTER "u6 - BOAR'S HL 0 County Of Albemarle Censcrvation Plan CilecQ15t—'Fa be placed on Landscape Plans (handbook, pp 111-284-111-39, for complete speciGcatiaob) 1. The tallowine items shall he show0 on the nlen; ❑ Trees to be saved; ❑ Lrini;s of cleating (oatudi driplino of trees to be saved); ❑ Lucadot and typo of protective fencing; ❑ Grade changes requiring trot; wells or walla; ❑ Proposed trvxhing or tunneling beyond the limits of cleari.og. 2. .Ixrkln ' —t All trios w be envcd shall to nutrkod with prim or ribbon at a :lwight eloarly visible to equipment operators. ❑ No grading steel I b-gin until the tree marking has beui inspected and approved by a County Inspector. 3. Pre -Construction Conference; ❑ Tree pivwTva.ion and protection mcasut:s shalt be reviewed with the contractor on site. 4. Eauiomeat ODtryj Zit and Sgtrarte: l7 heavy equipment, vehicUar traffic and ste age of construcl:= materials including soil shalltent be permiticd within the drip:im of tm os tube s4vw. S, $oil Erosion and EWrnwator Detention Devices: 0 Suck devicct ihall not zdversc:y a1ec: trees to be saved. 6. F#ray: ❑ :trot arc not permitted w•itl:in 10D feet of the dripline of trees to be saved. ?, -Toxic. Materials; ❑ Tcxic natcr als shall not bo stored within 100 foot of tl . dripline of treca lobe saved. & Protective Feneina; ❑ Trues to be ret.;.ined wlthin 40 Im o1ra proposed lwlidiig of l ading activity *hail be prowcod by fencing, ❑ 1-cueing ahali be in plane ami *h;dl be inspoetad and approved by a County inspector prior toy grading a catscn:ctia: 9. Tree Wells: ❑ %khen the grutatd level mutt he raised within the hipline of a tree m be saved, a tree wel: shall :oo provided and a construction detail satrtaitted for approval. 10, Trcc Walls; ❑ When the grtwnd level moat tte low'erod within the dripline a trae to be saved, a tree will shad] he provided; and a caristrot Jon dtaatl submitted for approval. IL Trenchimtand 'I'tmnclioc; ❑ 'xhcn Cone h.nk is rec aired wtthin tho limits of clearing, It shall to done as faraway &Dm the trunks of trees as passtble, Tunneling ur:ict , lai-p true shal. be consWertd as" a:teraA4vc when it is antioipsod that necessary c-enching will destroy feeder roots. 12, Cleanuo; ❑ P-ctc.,iv: fencing shall bo the last Icarus reir,3ved daring tie that elcastup. 13. 94m4i2e4 Trees: ❑ Darr.agcd trees shall be treatod inurrdialely by pranlag, krtiliaation or otbor tneihods rccom.manded by a tree specialist. IT IS THE DEVELOPER' ESPONS.IBILITV TO CONFRR WITH THE CON1RACTOR ON TRFR CONSERVATION RF,QUIREMENTS, �7 (� YG1Z SIGNA'RJ n'f .) (DATE) S/LiO6fege 1 of I PROJECT Boar's Head Inn Lobby Renovation and Parking Relocation CLIENT University of Virginia Foundation PO Box 400218 Charlottesville, VA 434.982.4848 tel 434.982.5852 fax www.uvafoundation.com CONSULTANT AECOM Technical Services 3101 Wilson Boulevard, Suite 900 Arlington, VA 22201 703.682.4900 tel www.aecom.com REGISTRATION DATE FEB. 1212018 PROJECT NUMBER 60554783 TITLE LANDSCAPE PLANTING PLAN SHEET NUMBER 16 0 16 32 1/16" = 1'-0" L2 SCALE OF FEET c� x N S o C \ -A -� Fc o \ �c G \ DENSE TREES \G \ \ \ o Gc APPLE 4" SYMBOL BOTANICAL NAME COMMON NAME ROOT SIZE QTY NOTES PO PLATANUS OCCIDENTALIS AMERICAN SYCAMORE B&B 8-9' HT. 4 SPECIMEN SPACING AS SHOWN CHERRY 30" { ---- ----- --- c c O \ .......... ................ Jam, c/ SYCA9�EE : 5" /y�c b /c / cc �Q- c AREA OF PARKING AND VEHICULAR CIRCULATION - 23,350 SF AREA REQUIRED FOR PLANTING OF TREES/SHRUBS (5%) - 1,160 SF AREA OF TREES AND SHRUBS ADJACENT TO PAVED PARKING AND VEHICULAR CIRCULATION 2,869 SF 4 NEW SHADE TREES SHOWN FOR 45 PARKING SPACES 2 EXISTING TREES TO REMAIN TOTAL SITE AREA- 26,200 SF AREA REQUIRED FOR TREE CANOPY (10%) 2,620 SF TOTAL TREE CANOPY AREA 10,100 SF ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED TO REACH, AND BE MAINTAINED AT, MATURE HEIGHT. THE TOPPING OF TREES IS PROHIBITED. ALL VEGETATION SHALL BE MAINTAINED IN A HEALTHY CONDITION BY THE CURRANT OWNER OR PROPERTY OWNERS' ASSOCIATION AND REPLACED WHEN NECESSARY. REPLACEMENT MATERIAL SHALL COMPLY WITH THE APPROVED PLAN. County of Albemarle Conservation Plan Checklist — To be placed on Landscape Plans (Handbook, pp I11.284-111.297 for complete specificatione) I. The following jtems sh all he shown on the plan: ❑ Trees to be saved; ❑ Limits of clearing (outside dripfine of trees to be saved); Location and type of protective fencing; Grade changes requiring tree wells or walls; ❑ Proposed trenching or tunneling beyond the limits of clearing. 2. Markings: ❑ All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators, ❑ No grading shall begin until the tree marking has been inspected and approved by a County Inspector. 3. Prc Construction Conference: 0 Tree preserVation and protection measures shall be reviewed with the contractor on site. 4. Equinmen4 Unetatlon and Storage: ❑ Heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the drip]incs of bocc to be saved. 5. Soil L.rosloit and Stormwater Detention Devices: ❑ Such devices shall not adversely affect trees to be saved. d. &M ❑ Fires are not permitted within. 100 feet of the MOW of trees to be saved. 7. Tgac Mat als: ❑ Toxic materials shall not be stored within 100 feet of the dripline of trees to be saved. S. Protecdve Fencing: ❑ Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing. ❑ Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction, 9. Tree W l s: ❑ When the ground level must be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail submitted for approval, 10. ee.Walls: ❑ When the ground level must he lowered within the dripline a tree to be saved, a tree wall shall be provided: and a construction detail submitted for approval. 11. Tre ch ye sill Tunpgl lr: ❑ Whoa trenching is required within the limits of clearing, it shall be done as faraway from the trunks of trees as possible, Tunneling tinder a large tree shah be considered as an alternative when it is antioipatod that necessary trenching will destroy foods mots. 12. Clesnao: I� protective fencing shall bo the bast items removed during the final cleanup. 13. 1lamared Trees: ❑ Damaged trees shall be treated immediately by pruning, fertilisation or othor methods recommended by s tree specialist. NO,*: IT IS THF. DF.VELOPF.R'S SPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION REQUIREMENTS. 1-7111 NER 9IC, ATU ( A7' .) - �, \ CONTRACT PURCHASER, GNATURY (DATE) SI4106 Pege 1 of I PROJECT Boar's Head Inn Lobby Renovation and Parking Relocation CLIENT University of Virginia Foundation PO Box 400218 Charlottesville, VA 434.982.4848 tel 434.982.5852 fax www.uvafoundation.com CONSULTANT AECOM Technical Services 3101 Wilson Boulevard, Suite 900 Arlington, VA 22201 703.682.4900 tel www.aecom.com REGISTRATION DATE FEB. 127 2018 PROJECT NUMBER 60554783 TITLE LANDSCAPE PLANTING PLAN / BERWICK ROAD PARKING SHEET NUMBER 16 0 16 32 1/16" = 1'-0" L 3 SCALE OF FEET M X N r) _ U Q SEE PLAN FOR ADJACENT MATERIAL EXPANSION JOINT 6" CRUSHED GRANITE CURB SCALE 1" = V-0" GRANITE CURB, FINISH AND LENGTH TO MATCH EXISTING CURB STONES SEE DETAIL FOR FLAGSTONE PAVING 1 /8" X 1-5/8" X 1-1 /4" STABLE EDGE "L" SHAPED ALUMINUM ALLOY 6063 WITH T-6 HARDNESS EDGE RESTRAINT IN DECO -BLACK FINISH. APPLY A THICK COAT OF BITUMINOUS PAINT ON ALL SURFACES THAT COME IN CONTACT WITH CONCRETE, TYP. CONTRACTOR'S OPTION, REVERSE ANGLE SS TYPE 304 EXPANSION BOLT 1-1 /2" LONG @ V-0" O.C., WITH FIBER WASHER ON TOP AND BOTTOM OF EACH BOLT TO PREVENT CONTACT OF SS WITH ALUMINUM, TYP. MAINTAIN A MIN. OF 2-1/2" BETWEEN EDGE OF CONCRETE AND EDGE OF BOLT HOLE, TYP. FLAGSTONE PAVING SCALE 1 1/2" = 1'-0" NOTES: 1.) TREE PRESERVATION BOUNDARIES TO BE THE LARGER OF: THE EXISTING TREE DRIP LINE PRIOR TO WORK; THE AREA 1 FOOT FROM TREE TRUNK IN ALL DIRECTIONS FOR EACH 1.5 - 2 INCHES OF TRUNK DIAMETER; THE CRITICAL ROOT ZONE AS ESTABLISHED BY AN ISA CERTIFIED ARBORIST OR URBAN FORESTER OF THE JURISDICTION. EXCEPTIONS INCLUDE EXISTING TREE CRITICAL LOCATIONS WHERE TREE DRIP LINES EXTEND OVER PAVING TO REMAIN; IN SUCH CASES, ROOT ZONE (CRZ) TREE PRESERVATION BOUNDARIES MAY BE ALIGNED WITH PAVING EDGE 2.) TREE PRESERVATION FENCING IS TO BE PRELIMINARILY STAKED PRIOR TO THE COMMENCEMENT OF CONSTRUCTION TO CONFIRM AND RECEIVE ARBORIST APPROVAL OF TREE PRESERVATION FENCE LOCATION PRIOR TO INSTALLATION. 3.) TREE PRESERVATION FENCE TO BE MAINTAINED THROUGHOUT CONSTRUCTION. 4.) SHRUBS MAY BE INSTALLED WITHIN TREE PRESERVATION BOUNDARIES. SHRUB PITS TO BE DUG BY HAND WITHIN THE TREE PRESERVATION BOUNDARY AND PLANTING LOCATIONS ADJUSTED AS NEEDED TO AVOID DISTURBING LARGE TREE ROOTS. TREE PROTECTION FENCING (TP) SINGLE SPECIMEN TREE PROTECTION - EXISTING TREE CRITICAL / - ROOT ZONE (CRZ) TREE TREE 1 TREE TREE PROTECTION FENCING LIMIT OF CONSTRUCTION _ U = /DISTURBANCE (LOD) Z (D CLUSTERED TREE PROTECTION U_ = TREE PROTECTION FENCING STING TREES AND 3ETATION TO REMAIN. ,RANGE PLASTIC SNOW ICE, SECURED AT EACH 3T WITH A MINIMUM OF HIRE TIES. TREE PRESERVATION 4 SIGNAGE, (1) EVERY FORTH SPAN OF FENCE 2" X 6' HARDWOOD OR ;TEEL U-CHANNEL EKES @ 8'-0" O.C. MAX., VEN 18" INTO GROUND. EXISTING GRADE 2" THICK STONE PA\/INr. Tr) MATCH EXISTINC SIZES AND FINISI BOND BREAKER 1/2" EXPANSION, MATERIAL WITH SEALANT TO MA_ STONE OVER BA ROD l .. �. 211 V Q A Y�X . X B: AT EXPANSION JOINTS TREE PROTECTION ZONE WITHIN THIS FENCE THERE IS TO BE NO STORAGE OF MATERIALS/EQUIPMENT TRENCHING OR EXCAVATION WASHING OF TOOLS OR EQUIPMENT FENCE NOT TO BE ALTERED OR REMOVED WITHOUT PRIOR APPROVAL FROM PROJECT ARBORIST. SIGN SIZE: APPROX. 18" X 24" GROUT JOINT, 3/8" TO 2" FLUSH WITH STONES, TYP. 3/4" LATEX MORTAR SETTING BED FULL DEPTH 1/2" EXPANSION JOINT W/ SEALANT OVER BACKER ROD AND JOINT FILLER FLUSH, TYP. REFER CIVIL FOR OTHER PAVEMENT AND SUBBASE DETAILS, TYP. THICKNESS OF CONCRETE AND AGGREGATE MUST BE NO LESS THAN IN SECTIONS BY CIVIL COMPACTED SUBGRADE NOTES: INSTALL 1/2" EXPANSION JOINT WITH SEALANT WHEN PAVING IS ADJACENT TO VERTICAL FACES, CURBS, STEPS, ANY FIXED OBJECT, OR OTHER RIGID PAVING MATERIAL, AND AT A MAXIMUM 20' O.C. UNLESS OTHERWISE NOTED ON PLANS. PROJECT Boar's Head Inn Lobby Renovation and Parking Relocation CLIENT University of Virginia Foundation PO Box 400218 Charlottesville, VA 434.982.4848 tel 434.982.5852 fax www.uvafoundation.com CONSULTANT AECOM Technical Services 3101 Wilson Boulevard, Suite 900 Arlington, VA 22201 703.682.4900 tel www.aecom.com REGISTRATION DATE FEB. 127 2018 PROJECT NUMBER 60554783 TITLE LANDSCAPE SITE DETAILS SHEET NUMBER TREE PROTECTION SIGN I L4 M X N 0 U Q 1) GUYING STAKES WITH HOSE GAUGE GALVANIZED WIRE PESSARY JRROUNDING FINISH THE DEPTH OF THE TRUNK FLAIR E BASKET TO E YOND NOTE: 1. FLAGGING IS ENCOURAGED NEAR PEDESTRIAN AREAS. OBTAIN OWNER REPRESENTATIVE'S APPROVAL FOR FLAGGING LOCATIONS 2. PLANTS TO CONFORM TO CURRENT AMERICAN STANDARD FOR NURSERY STOCK. 3. MULCH TO BE DOUBLE SHREDDED HARDWOOD MULCH. DO NOT PLACE MULCH AGAINST PLANT TRUNK. TREE PLANTING SCALE 1 /2" = V-0" GROUND COVER PLANTING SET PLANTS IN STAGGERED ROWS AT SPECIFIED SPACING UNLESS OTHERWISE INDICATED ON PLANS 2" MULCH OVER ENTIRE BED. DO NOT COVER CROWNS OF PLANTS. PLANTING SOIL MIX PLANTING BED CONTINUOUS BETWEEN PLANTS MULTISTEM TREE PLANTING SCALE 1 /2" = V-0" PLAN TREE SUPPORT SYSTEM (3) GUYING STAKES WITH HOSE AND TWO STRANDS OF 12 GAUGE GALVANIZED WIRE TWISTED FOR 91YFR&FLAIR ABOVE SURROUNDING FINISH GRADE NO MORE THAN 1/8 THE DEPTH OF THE ROOT BALL SURVEYOR'S FLAG, AS €�RE060 NOT COVER TRUNK FLAIR REMOVE BURLAP AND WIRE BASKET TO FULLEST EXTENT PQ&V1D1EE3"-4" SAUCER STAKE MINIMUM 8" BEYOND EXCAVATION IN UNDISTURBED SOIL FINISH GRADE PLANTING SOIL MIX NOTE: FLAGGING IS ENCOURAGED NEAR PEDESTRIAN AREAS WHETHER PAVED OR NOT. OBTAIN OWNER REPRESENTATIVE'S APPROVAL FOR FLAGGING LOCATIONS. INFO..- ---■■orrn- --■■ • ;, uql oi�. I I III II I 2" MULCH OVER ENTIRE BED. DO NOT COVER CROWNS OF PLANTS. FINISH GRADE PLANTING SOIL MIX CONTINUOUS THROUGHOUT PLANTING BED 1 I1 I1 II I 1 NOTE: 'I INSTALL PLANTS EQUAL DISTANCE APART UNLESS OTHERWISE NOTED ON PLANS. ORNAMENTAL GRASS PLANTING SHRUB PLANTING SCALE 1 /2" = V-0" C PLANT SPACING "D" ROW "A" 6" O.C. 5" O.C. 8" O.C. 7" O.C. loll O.C. 9" O.C. 12" O.C. loll O.C. 15" O.C. 13" O.C. 18" O.C. 16" O.C. 24" O.C. 20" O.C. 36" O.C. 26" O.C. PLANT SPACING 2" MULCH - FORM INTO SAUCER AROUND EACH PLANT PROJECT Boar's Head Inn Lobby Renovation and Parking Relocation CLIENT University of Virginia Foundation PO Box 400218 Charlottesville, VA 434.982.4848 tel 434.982.5852 fax www.uvafoundation.com CONSULTANT PLANTING SOIL MIX CONTINUOUS AECOM Technical Services THROUGHOUT PLANTING BED 3101 Wilson Boulevard, Suite 900 Arlington, VA 22201 703.682.4900 tel www.aecom.com FINISH GRADE PLANT, TYP. NOTE: INSTALL PLANTS WITH TRIANGULAR SPACING UNLESS OTHERWISE NOTED ON PLANS REGISTRATION DATE FEB. 127 2018 PROJECT NUMBER 60554783 TITLE LANDSCAPE PLANTING DETAILS SHEET NUMBER L5 SCALE 1" = V-0" SCALE 1 " = V-0" SCALE 1" = V-0" 0.0 0.0 0.1 0.1 0.1 0.1 . . . . . . . . . . . . . 0.1 0.1 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 . . . . . . . . . . . . . . . . . . . . . 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 • • • • • • • • • • • • • • • • • • • • • • • •® 0.1 0.1 0.1 0.2 0.2 0.2 0.1 0.1 0.2 0.2 0.3 0.2 0.3 0.5 0.4 0.3 0.4 0.4 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0 0 • • • • • • • • • • .0 G N R • M • 0.1 0.1 0.1 0.2 0.3 0.3 0.3 0.2 0.4 0.4 .4 0.5 1/TE �. 2.5 0 *1 *0 *0 *0 *0 *0 *0 *0 • .2 1.0 0.9 0.6 0.5 0.6 0.5 0.6 0.5 0.4 • .0 0.2 0.1 O 0.0 0.1 0.1 0.2 0.4 0.4 0.5 8 0.8 0.8 0.7 0.6 0.8 1. 1.2 1.5 1.3 .3 1.3 1.0 0.8 0.9 0.9 0.9 0.8 0.6 O's8' fm 0.2 D4 ® VAULT o� O MH: 2 0 0 0 0 0 �j OO 17. 0.0 0.1 0.1 0.2 0.4 0.7 0.9 1.0 3.6 1.3 1.2 1.1 1.0 1.0 1.5 1.8 1.4 1.7 1.4 1.4 1.1 .2 .2 1.3 1.1 1.0 0 0 10.8 0.4 0.2 D5 MH: 20 • • • • • • • • • • • • • • • • • • • • • • • • • • • / • • O 0.0 0.1 0.1 0.1 0.2 0.7 1.1 1.3 .1 .1 1 1 1.9 1.4 1.1 1.2 1.3 1.4 1.4 1.4 1.4 1.3 1.4 1.1 1.3 1.6 1.4 1.3 1.3 1.1 0.4 0.2 0 *0 *0 *0 *0 *1 *1 *1 *1 • *1 *1 *1 *1 *1 • *1 *1 *1 *1 *1 • *0 *0 *0 o 0.0 0.1 0.1 0.1 0.3 1.4 1.4 1.6 1.5 1 1.5 1.3 1.5 1.8 1.7 1.4 1.2 1.2 1.2 1.2 1.3 1.2 1. .5 1. 1.5 1.4 1.� 0.6 0.2 0.1 a 3 o o i 0.1 0.1 0.1 0.1 0.2 0.4 1. 1.8 1.5 .2 1.3 1.3 1.3 1.9 2.6 2.4 .2 2.6 2.1 1.8 2.0 2.6 7 1. 1.4 1.4 1.6 1. 1.4 0.7 0.2 0.1 p 0.1 0.1 0.1 0.1 0.2 0.3 0.6 .3 2.1 1.4 1.1 1. 1.6 1.9 2.3 1. l.� 1.7 2.0 2.� 2.4 1.6 1.5 1.3 1.1 '1 .6 1.9 1. 2 0.6 0.3 0.2 S1 O MH: 20 GN 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.6 11. 2.3 1.7 .7 5 2.2 2�5 D2 1. 1.1 0',p80.7 0.7 0.8 0.9 0.9 0.8 0.7 0.7 0.7 0.6 1.6 1.9 1.3;- s 0 0.3 0.2 D2 MH' t ii �' H: 20 MR 20 0 • • • • • • • • • • • • • • • • • • • • o*0 • • 0.1 0.1 0.1 0.2 g.2 0.3 0.4 0.5 0.7 I1 8 2.6 2.0 1.7 1.6 1.7 1.5 1.0 0.7 0. *0 *0 *0 *0 *0 *0 *0 10 0.5 0.5 0.4 0.5 0.5 0.4 0.4 0.5 0.8 11• •0 1 4 0.9 0.9 0. 0.2 0.1 0.1 0.2 0.2 0.3 0.4 0.4 4F6 0.9 1. 2.3 .2 3 1.2 .3 .3\.2 0.7 0.8 0.4 0.4 0.3 0.4 0.3 0.4 0.6 0.9 1.4 1. 1.6 O 4 0.7 0. 0. 0.1 x O 4 U) 1 0.1 0.1 0.2 0.4 0.5 0.5 0.6 0.7 1.0 1.5 1.9 .9 1.0 1.0 1.5 1.7 5 0 0 H: 20 • • • • • • • 20 • • • • • • • • • 0.4 0.4 0.4 0.3 0.3 0.4 � 1.9 1.6 1.8 1.5 1 4a .- 0.8 0. 0.1 0.1 o ,a i C0 44 t3 0.1 0.2 0.3 0.5 0.7 .8 1.0 1. .3 1.7 2 0 1.8 1.1 1.0 .3 1. 1. 0.9� 0`,_8 0.6 0.5 0.4 0.5 0.9 .0 1.1 1.3 1.4 .1 0. 0.6 0 0.1 0 0 0.2 0.3 0.6 1.4 1.4 1.6 2. 1 2 2.1/ 1.4 1.0 1.0 1. 1.3 / 1.8 1,. 1.0 0.9 0.7 0.7 0.8 1.0 1.3 1. .6 1.5 l� .9 � 0.7 4 0.2 o � 0.4 .6 1.8 1.3 .5 2.3 2.3 2. 2.2 2.0 .5 1.0 1.0 1. 4 1.3 1.2 1.1 .8 0.8 0 9 1.0 1. 9 1.6 2 0.9 0.6 0.3 0.2 o CEV • �� • �• • *2 *2 3 • • *1 *1 • • • • • *1 *1 *1 • *2 '1 • • I 0.9 .1 2.\ 2.8 2. 2.4 2.4 1: 2.4 2.6 .5 1.1 1.1 1.1 1.2 .3 .0 1. 1 1.1 1.2 1.5 2.1 2.2 1. 3 1.0 5 0.2 D4 M :20 � 0 0.8 0.8 4 2.4 2.3 Q1.8 2.7 2.2 1. 1.1 1.0 1.0 0.9 1. 1.2 .4 1.4 .9 2.6 2. 7 1� 6 0. 0. MR 20 ❑ D2 MR 20 0.4 0.6 1. .3 2 6 1.7 3.0 2.4 5 1.2 1.1 1.1 1. 1 1.5 1. 1.6 .2 2.6 2.0 H:A- 9 0. 3 0.6 1. 2 3.0 2.4 1.6 1. 8 1.8 1.5 1.4 1. 1 1. 1.8 1.8 5 2. 2. 0.9 0.6 .3 0. o _ 5 1.2 2.0 2.5 1. 1.5 1. 5 7 1.6 .5 1. 1.5 1.8 1 2.5 24§1 2.0 1.1 0.6 0.3 0.3 6 1. 2MH�' 0 2� 2.7 1� 1.3 1.4 0 1. 1. 5 1.6 1.9 1. 6�O 2.0 3 0. .3 0.2 H: 20 0.5 0.9 5 �Q 7 2.1 1.6 1 -- ".4 1.4 1.4 1. .3 .5 .6 0.7 .3 0.2 �l �� • • f • • • • • • • • H: 20 • • • 0.5 0.7 2 1.6 1.4 1.4 1.3 1.3 1.1 1. 2 2.3 1 0.8 0 0.2 G �\ 0.4 0.6 0 8 9 0.9 0.9 1.0 .5 0.8 0.3 ------------- --- 0.4 0.5 0.5 0.5 0.7 --1- 0 1. 3 1.2 0. .5 GRAn12Tg CGRB � II cale: 1 inch= 20 Ft. / FUTURE v BUILDING w��v O� 5� 0 Luminaire Schedule Symbol Qty Label Arrangement Lum. Lumens LLF [MANUFAC] Description �] 9 D2 SINGLE 4816 0.950 Beacon Products URB-21-24NB-55-3K-T2 5 D3 SINGLE 4656 0.950 Beacon Products URB-21-24NB-55-3K-T3 7 D4 SINGLE 5245 0.950 Beacon Products URB-21-24NB-55-3K-T4 �] 10 D5 SINGLE 5341 0.950 Beacon Products URB-21-24NB-55-3K-T5R Calculation Summary Label CalcT pe Units Avg Max Min Avg/Min Max/Min Annex Area Illuminance Fc 0.68 4.0 0.0 N.A. N.A. Main Area Illuminance Fc 1.05 4.0 0.0 N.A. N.A. Annex Parking Illuminance Fc 1.62 2.8 1.0 1.62 2.80 Main Parking Illuminance Fc 1.65 3.0 0.6 2.75 5.00 Prepared by: LIGHTING VIRGINIA CENTRAL 4000-2 Southlake Blvd. Richmond, VA 23236 PO AAt Tel: 804-379-7777 IING VIR RGGINIA www.lightingvirginia.com '9k F MH = MOUNTING HEIGHT IN FEET NOTES: 1. NO ALTERATIONS OR MODIFICATIONS SHALL BE MADE TO THIS PLAN WITHOUT THE PERMISSION OF LIGHTING VIRGINIA CENTRAL, ADAMS PARNELL, LLC. 2. THE OUTPUT ON THIS PHOTOMETRIC LAYOUT IS SPECIFIC TO THE MANUFACTURER AND CATALOG NUMBERS LISTED IN THE LUMINAIRE SCHEDULE. SUBSTITUTIONS OR DEVIATIONS FROM THIS PLAN MAY INCUR SIGNIFICANTLY DIFFERENT RESULTS. ANY SUBSTITUTIONS MUST RECEIVE ENGINEER AND ARCHITECT APPROVAL. REVIEW COSTS, REWORKED PHOTOMETRIC LAYOUTS, PRODUCT SUBMITTALS AND A FULL SET OF ITL REPORTS WILL SOLELY BE THE RESPONSIBILITY OF ANY CONTRACTING FIRM MAKING A SUBSTITUTION, AND MUST COMPLY WITH DESIGN CRITERIA AND WITH ANY APPLICABLE JURISDICTIONAL CODES. 3. SITE DETAILS PROVIDED HEREON ARE REPRODUCED ONLY AS A VISUALIZATION AID. FIELD DEVIATIONS MAY SIGNIFICANTLY AFFECT PREDICTED PERFORMANCE. PRIOR TO INSTALLATION, CRITICAL SITE INFORMATION (POLE LOCATIONS, ORIENTATION, MOUNTING HEIGHT, ETC.) SHOULD BE COORDINATED WITH THE CONTRACTOR AND/OR SPECIFIER RESPONSIBLE FOR THE PROJECT. 4. LUMINAIRE DATA IS TESTED TO INDUSTRY STANDARDS UNDER LABORATORY CONDITIONS AND SUPPLIED BY OTHERS TO LIGHTING VIRGINIA. OPERATING VOLTAGE AND NORMAL MANUFACTURING TOLERANCES OF LAMP, BALLAST, AND LUMINAIRE MAY AFFECT FIELD RESULTS. 5. CONFORMANCE TO FACILITY CODE AND OTHER LOCAL REQUIREMENTS IS THE RESPONSIBILITY OF THE OWNER AND/OR THE OWNER'S REPRESENTATIVE. 6. CHECK GRAPHIC SCALE. DOCUMENTS PRINTED OR PLOTTED FROM ELECTRONIC FILES MAY OCCUR AT OTHER THAN THE DESIRED OR ASSUMED GRAPHIC SCALES. 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