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HomeMy WebLinkAboutSDP201700065 Plan - Other (not approved) 2018-04-111 2 3 0 5 11,111 ,a 66 0-F Dewberry' DRAWING INDEX GENERAL E T1.01 COVER SHEET CIVIL CO.01 GENERAL NOTES 60. EniT �nniT�ni ninTEc C1.01—C1.02 EXISTING SITE CONDITIONS 62.81 e2 n�—EROSION AND SEDIMENT 6 C2.03—C2.04 DEMOLITION PLAN C3.01—C3.02 SITE PLAN C3.03—C3.04 GRADING AND UTILITY PLAN ■ . , ■, _- - - .. ��LWW.MLILW.MM�LIN WOO .. • ■ . A M , ■ ■ � � 1 SO.01 GENERAL STRUCTURAL NOTES, SCHEDULES AND DETAILS S3.01 STRUCTURAL PLANS AND DETAILS LANDSCAPE L1 LANDSCAPE LAYOUT AND MATERIALS PLAN L2 LANDSCAPE PLANTING PLAN L3 LANDSCAPE PLANTING PLAN / BERWICK ROAD PARKING L4 LANDSCAPE SITE DETAILS L5 LANDSCAPE PLANTING DETAILS ELECTRICAL 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 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 ® 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 PROPERTY LINE < 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 �p0 z ::)zI-- pwQ LLCCU Q>- OJ z CO w _ m � (DO V 5;zz ,Lz� O o oL Q two U)=z Cc w�Q zp D m z ILL U O 0 z O U D V ) z O U 0 0 T w J J_ W w F- 0 J Q 2 U SEALgp►LT�ION1�6 2v • 2 --IN M. KEELER � N . 46-%6 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 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 _.' 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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 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 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 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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