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SDP201700065 Plan - Approved Minor Amendment 2018-06-14
E FBI Ef A 0 GENERAL T1.01 COVER SHEET CIVIL C0.01 GENERAL NOTES r=66.0/2- \VJlON AND SEDIMENT eE)NTROL NOTES C1.01—C1.02 EXISTING SITE CONDITIONS 201-62-702 EEROSIe AND SEDIMENT 6 ITRe P! ASE I PLAN C2.03—C2.04 DEMOLITION PLAN V C3.01—C3.02 SITE PLAN C3.03—C3.04 GRADING AND UTILITY PLAN 6� 65—r z -'U962- E,Resie�d AND SEDIMENT 60NTROL PHASE 11 P 64,01 cT inn csnnirn nnr nI nc 650`1- AND SEDIMENT SONTRni DETAILS C5.02—05.06 CONSTRUCTION DETAILS CIninAninRr>nTI\in AND CALCULATIONS nnn ANIT\ -)STDEVE OPEF` F1MAI�In(I AREA nnnnc 66.0 I \ L /`\I VV I IJJI DEVELOPE LL) LJRAI AGE /-\REE MAPS 66.UJ / r (_ _ nAn Int IINFnon intAND lrI CT nn�nn3 nnrnnnnnn ���Inn�n G6.9 roc STRUCTURAL S0.01 GENERAL STRUCTURAL NOTES, SCHEDULES AND DETAILS S3.01 STRUCTURAL PLANS AND DETAILS LANDSCAPE L1 LANDSCAPE LAYOUT AND MATERIALS PLAN L2 LANDSCAPE PLANTING PLAN L3 LANDSCAPE PLANTING PLAN / BERWICK ROAD PARKING L4 LANDSCAPE SITE DETAILS L5 LANDSCAPE PLANTING DETAILS ELECTRICAL E1.01 ELECTRICAL SITE PLAN PROJECT ZONING DATA TAX MAP/PARCEL ID: 59D2-01-2 ALBEMARLE COUNTY ZONING CLASSIFICATION: HIGHWAY COMMERCIAL — HC ALBEMARLE COUNTY MAGISTERIAL DISTRICT: SAMUEL MILLER DISTRICT FEMA FLOOD INSURANCE RATE MAP: ZONE X; NOT WITHIN A FEMA DEFINED 100 YEAR FLOOD PLAN PROPERTY NOT WITHIN AN ALBEMARLE COUNTY AND / OR CITY OF CHARLOTTESVILLE WATER SUPPLY WATERSHED ZONING OVERLAY DISTRICTS —AIRPORT IMPACT AREA AND STEEP SLOPES —MANAGED CODES VIRGINIA UNIFORM STATEWIDE BUILDING CODE — 2012 DEPARTMENT OF ENVIRONMENTAL QUALITY VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK — 1992 NATIONAL ELECTRICAL CODE — 2011 ADA STANDARDS — 2010 LOCATION MAP SCALE: NTS CONTACTS OWNER: University of Virginia Foundation OWNER'S REPRESENTATIVE: Christopher D. Schooley Real Estate Project Manager One Boars Head Pointe PH. (434) 982-3777 cschooley@uvafoundation.com ENGINEER: Dewberry Engineers Inc. Devin M. Keeler, P.E. 4805 Lake Brook Drive Suite 200 Glen Allen, Virginia 23060 PH. (804) 290-7957 FAX (804) 290-7928 dkeeler@dewberry.com SUBMITTAL SET NUMBER ❑ PRELIMINARY ❑ CONSTRUCTION PLANNING/ZONING � � � _ - ® APPROVAL ❑ REVISION ENGINEER ❑ BIDDING ❑ RECORD INSPECTIONS Dewberrya Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 UNIVERSITY OF VIRGINIA FOUNDATION www.dewberry.com oil nialffl ALBEMARLE COUNTY, VIRGINIA PLANNING SET - SDP201700065 VICINITY MAP SCALE: 1 " = 250' BIRDWOOD GOLF COURSE Submittal Type Reviewed and Approved by the Communi 0rggvelopment (department D�t��31a File - APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING/ZONING � � � _ - 1.11A 192 ENGINEER INSPECTIONS ARB DEPARTMENT OF FIRE RESCUE zoo Z ALBEMARLE COUNTY SERVICE AUTHORITY — VIRGINIA DEPARTMENT OF TRANSPORATION Z HEALTH DEPARTMENT O z 00 <<>z zoo Z — z Z F— O W < U- CC CU <t>- 04/09/18 O — W J zCO REVISION #1 � V O 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION 5;zz ,Lz�e OoC <C W -=o CC z Q W - CC z 1 m z W D U Q O z 0 Z > Ow J J V W H v��� Q J z " O C) x0 O 7— SEAL SEAL AP 40PT M.`IiEELER DI;IIi Li P4 46506 r 0 KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE COVER SHEET DEI NO: 50097362 SHEET NO. T1 ■ 5 06/14/18 CLG REVISION #4 4 05/17/18 CLG REVISION #3 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 COVER SHEET DEI NO: 50097362 SHEET NO. T1 ■ 1 1 2 GENERAL NOTES 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 T'rIE PLANTS TO REMAIN. UTILITY TRENCHING SHALL NOT BE LOCATED CLOSER THAN V-0" FOR EACH 1" IN DIAMETER UP TO A MAXIMUN 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. & 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). A 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). 0 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 i,7rfER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED, (WATER PROTECTION ORDINANCE SECTION 17-207B) M LEGEND 1. THE INFORMATION AND DATA SHOWN OR INDICATED WITH RESPECT TO EXISTING UNDERGROUND FACILITIES AT OR CONTIGUOUS TO THE SITE {(;gm IS BASED ON INFORMATION AND DATA FURNISHED TO THE ENGINEER BY THE OWNER. THE OWNER AND ENGINEER SHALL NOT BE 3.05 RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF ANY SUCH INFORMATION OR DATA. THE CONTRACTOR SHALL HAVE FULL 3905330.16 RESPONSIBILITY FOR REVIEWING AND CHECKING ALL SUCH INFORMATION AND DATA, FOR LOCATING ALL UNDERGROUND FACILITIES SHOWN OR 3.07 INDICATED PRIOR TO CONSTRUCTION, FOR COORDINATION OF THE WORK WITH THE OWNERS OF SUCH UNDERGROUND FACILITIES DURING I P CONSTRUCTION, FOR THE SAFETY AND PROTECTION THEREOF RESULTING FROM THE WORK, ALL OF WHICH WILL BE AT NO ADDITIONAL COST 3,31 TO THE OWNER. CONTRACTOR SHALL CONTACT "MISS UTILITY' OF VIRGINIA AT 1-800-552-7001 72 HOURS PRIOR TO THE START OF t. CONSTRUCTION, WORK SHALL BE SUBJECT TO INSPECTION BY THE UNIVERSITY OF VIRGINIA FOUNDATION, THE CONTRACTOR WILL BE E RESPONSIBLE FOR APPLYING FOR UVA EXCAVATION PERMIT WITHIN TWO HOURS OF NOTIFYING MISS UTILITY. PS 2. WHEN WORKING ADJACENT TO EXISTING STRUCTURES, POLES, ETC,, CONTRACTOR SHALL USE WHATEVER METHODS THAT ARE NECESSARY TO 3.35 PROTECT STRUCTURES FROM DAMAGE. CONTRACTOR SHALL HAND EXCAVATE WITHIN 5' OF ALL BUILDINGS AND WALLS. REPLACEMENT OF CAP DAMAGED STRUCTURES SHALL BE AT THE CONTRACTOR'S EXPENSE. 3.38 3. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONTRACT DOCUMENTS TO THE 577.08 ENGINEER. 3.39 4. THE LOCATION OF ALL EXISTING UTILITIES ACROSS THE LINES OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS, AND 3905246.23 WHERE SHOWN ARE ONLY APPROXIMATE. THE CONTRACTOR SHALL LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY 580.25 PRIOR TO CONSTRUCTION. CAP 5. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CONSTRUCTION DOCUMENTS. 3905095.71 6. EXISTING CONDITIONS MAPPING: 565.83 A. BOUNDARY AND TOPOGRAPHIC SURVEY PROVIDED BY KIRK HUGHES & ASSOCIATES SURVEY DATED APRIL 2017 AND DEWBERRY DATED OCTOBER 2017, CAP 7. 95% COMPACTION SHALL BE OBTAINED FOR ALL FILL AREAS, INCLUDING UNDER UTILITIES AND APPURTENANCES, COMPACTION SHALL BE I, .T. ACHIEVED IN ACCORDANCE WITH ASTM -13698, STANDARD PROCTOR DENSITY, ... J r 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 I 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 D 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. I. 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 WITHI 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 CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL PRACTICES 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 T'rIE PLANTS TO REMAIN. UTILITY TRENCHING SHALL NOT BE LOCATED CLOSER THAN V-0" FOR EACH 1" IN DIAMETER UP TO A MAXIMUN 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. & 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). A 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). 0 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 i,7rfER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED, (WATER PROTECTION ORDINANCE SECTION 17-207B) M LEGEND 3.02 CONSTRUCTION ENTRANCE {(;gm ELEV Z 3.05 SILT FENCE 3905330.16 X X 3.07 UH I P 2 3,31 3 0s. _ t. 3 3.32 VIt<; PS 11471052,54 3.35 _,t CAP 4 3.38 TREE PRESERVATION & PROTECTION 577.08 -TP TP - 3.39 DUST CONTROL 3905246.23 i 580.25 TRV/IRS CAP ,, 3905095.71 11471672.17 565.83 TRV/IRS CAP I, .T. ... J r I I. x /� ✓ 2rA � r, <, ^' VIRGINIA UNIFORM CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL PRACTICES 3.02 CONSTRUCTION ENTRANCE {(;gm ELEV Z 3.05 SILT FENCE 3905330.16 X X 3.07 INLET PROTECTION I P 2 3,31 TEMPORARY SEEDING 567.26 TRV/IRS 3.32 PERMANENT SEEDING PS 11471052,54 3.35 MULCHING CAP 4 3.38 TREE PRESERVATION & PROTECTION 577.08 -TP TP - 3.39 DUST CONTROL 3905246.23 11471425.10 0 8' HIGH CHAIN LINK CONSTRUCTION FENCE W/GREEN SCREEN --- -- --® - �- PROPOSED LIMITS OF DISTURBANCE e ' f>° 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 j�Q� SD PROPOSED STORM SEWER STRUCTURE PROPOSED TRENCH DRAIN PROPOSED TEE } PROPOSED POST INDICATOR VALVE (PIV) ' PROPOSED FIRE HYDRANT ASSEMBLY PROPOSED WATER VAULT N 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 PROPOSED PERMEABLE PAVERS PROPOSED RETAINING/SEAT WALL ------------- EXISTING PROPERTY LINE x 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 - - STOPPING SIGHT DISTANCE LINE SURVEY CONTROL MAP SCALE: 1 " = 200' NOTE: CONTRACTOR SHALL REQUEST SURVEY CONTROL POINT NO. NORTHING(Y) EASTING X ELEV Z DESCRIPTION FROM ENGINEER PRIOR TO CONSTRUCTION. 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 W.A., 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 Q _z 0 LLT J LU C} U KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE h, 014011111 i l -Cmf Wt4 118 DEI NO: 50097362 SHEET NO. 4 05/17/18 CLG REVISION p 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 h, 014011111 i l -Cmf Wt4 118 DEI NO: 50097362 SHEET NO. 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 � 1 zoo • 05/17/18 CLG REVISION #3 3 04/09/18 CLG REVISION #2 CO 02/12/18 CLG CO 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY I DESCRIPTION 0 i i i zo ca KEY PLAN SCALE 0' 20' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE �-rw W 18 DEI NO: 00097362 SHEET NO. C1.01 4 05/17/18 CLG REVISION #3 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 I DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE �-rw W 18 DEI NO: 00097362 SHEET NO. C1.01 F: 1 1 2 1 .. 3 1 4 1 5 X I: I I 0 A no TM m ROM 0 1. SURVEYED INFORMATION BY DEWBERRY DATED OCTOBER 2017 SHOWN IN BLACK AND AERIAL SURVEY BY KIRK HUGHES & ASSOCIATES DATED APRIL 2017 IS FADED TO GRAY FOR CLARITY. , 11 k � � � . .11.1li-11111 ...... 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C1 002 x KDewberry 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 zoo 0 LU 4 05/17/18 ■ REVISION #3 r 04/09/18 CLG REVISION #2 ■■ 02/12/18 2 ■■ 1 11/03/17 OJG ■ i DATE BY DESCRIPTION 0 i ■ 0 Fn:r CC U) ■ r z 0 i■ i KEY PLAN SCALE 0' 20' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS DRAWN BY APPROVED BY CHECKED BY DATE ABN 11/03/17 TITLE Jdr� DEI NO: 50097362 SHEET NO. 4 05/17/18 CLG REVISION #3 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 ABN 11/03/17 TITLE Jdr� DEI NO: 50097362 SHEET NO. .4 Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dowberry.com KEY PLAN A At ICN {. �'r�•r+�� � , SCALE 01 20't s GRAPHIC REVISIONS DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11103/17 TITLE t � 1 1W DEI NO: 50097362 SHEET NO. 4 05/17/18 CLG REVISION #3 3 04/09/18 iCLG REVISION #2 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 1007 CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11103/17 TITLE t � 1 1W DEI NO: 50097362 SHEET NO. 1 � 2 FOO ��•.•�i Dewberry' 3 4 5 FOO ��•.•�i Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com ZZ OO F— > Z — >Z zoo D z i- OWQ LL CC U Q>- O _mom zMW O >zz LL Z 2 O o oC Q I W � = O � U)Z W rr Q z D W vJ z W Z) U O o0 Ccz _Ow J J � o J Q CC Z U O U O 0 T SEAL ' 'Nuff 10 .'CNO GIXI t E- I ,? Tl KEY PLAN SCALE 0 20' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS DRAWN BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 SITE PLAN -TV DEI NO: 50097362 C3.01 5 06/14/18 CLG REVISION #4 4 05/17/18 CLG REVISION #3 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 ABN DMK 11/03/17 SITE PLAN -TV DEI NO: 50097362 C3.01 E x C 0 K 3 0 GENERAL NOTES 1. BUILDING EGRESS SHALL BE MAINTAINED THROUGHOUT CONSTRUCTION. ALL BUILDING EXITS FROM OCCUPIED PORTIONS OF THE BUILDING MUST BE MAINTAINED AT ALL TIMES WHEN THE BUILDING IS OCCUPIED, OR A TEMPORARY ALTERNATE EGRESS PLAN MUST BE SUBMITTED TO THE UVAF FOR APPROVAL PRIOR TO IMPLEMENTATION. 5 EXISTING PARKING COUNT 55 PROPOSED PARKING COUNT 53 'o FRONT WHEEL 3.0 ft 21.0 ft —A 11.0 ftSTEERING LOCK ANGLE = 31.6 d ACHIEVED STEERING ANGLE: 30 deg. SWEEP ANGLE: 19.1 d 5.0 ft V 60 deg. SWEEP ANGLE: 26.5 c 90 deg. SWEEP ANGLE: 29.5 c 7.0 ft 1 120 deg. SWEEP ANGLE: 30.8 c 150 deg. SWEEP ANGLE: 31.3 d 180 deg. SWEEP ANGLE: 31.5 d E AASHTO 2011 (US) ANN, ft� co c) 2 8 T --ft Solutions, Inc. All rights reserved. O Oft 1Oft 20ft AUTOTURN EXHIBIT AT NORTHWEST PARKING ENTRANCE 40 me 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 z 04 Q>z 0Q Z o_ ::) W ~ O Q L.L OC C.) Q>-0 -m-J �mW 0o Er J (� >zz LL Z 2 00CC Q CL W -_� z CC C/) < W rr -�l z 0 Z) co z W 0 O 0 z O C) D z O C) 0 0 T SEALT 0, _�,7 AJILViN ,7,- [[ M 5506 KEY PLAN SCALE 0 >z LL1 J J LLI 0 J a 0 0 20' 40' GRAPHIC SCALE 1 " = 20' REVISIONS DRAWN BY CLG APPROVED BY CHECKED BY DATE T PATH ---N TITLE y� E SWEPT PATH \moo\ 7 ABN DIMK 11/03/17 SITE PLAN I ? ig DEI NO: 50097362 ' SHEET NO. C3.02 5 06/14/18 CLG REVISION #4 4 05/17/18 CLG REVISION #3 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 T PATH ---N TITLE y� E SWEPT PATH \moo\ 7 ABN DIMK 11/03/17 SITE PLAN I ? ig DEI NO: 50097362 ' SHEET NO. C3.02 Am 0"00, Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewbarry.com zz 00 � 1 i zoo 0 LU s 05/17/18 CLG REVISION #3 1 04/09/18 CLG REVISION #2 ii -J CLG ii 1 o 0 rr" CC DATE BY DESCRIPTION LL Z Re 1 M 1 i 1 0 in M pu (D L cry u..l t-- 0 d 0 KEY PLAN SCALE 0' 20' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS DRAWN BY APPROVED BY CLG, ABN CHECKED BY DMK DATE 11Z03Z17 TITLE D UTILITY PLAN' "50 0448 DEI NO: 5007362' SHEET NO. 4 05/17/18 CLG REVISION #3 3 04/09/18 CLG REVISION #2 2 02%12/18 CLG REVISION #1 1 11/03/17 OJG 1007. CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY APPROVED BY CLG, ABN CHECKED BY DMK DATE 11Z03Z17 TITLE D UTILITY PLAN' "50 0448 DEI NO: 5007362' SHEET NO. 01% n A r r Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dowborry.corn zz 00 "f 1q Im i LL i REVISION #3 3 04/09/18 CLG REVISION #2 ti 02/12/18 CLG ii 1 11/03/17 OJG 100% CONSTRUCTION DOCS Cr J BY DESCRIPTION LL Z 00< 0 i ■ t ii KEY PLAN C`3 tr w J U) LU 0 r� =t 0 Y M II iq r 1 is s ; SCALE 01 20' 40' GRAPHIC SCALE 1" = 20' REVISIONS DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE GOA r-lr%DING AND UTILITY PLAIN DEI NO: 50097362 SHEET NO. 4 05/17/18 CLG REVISION #3 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 GOA r-lr%DING AND UTILITY PLAIN DEI NO: 50097362 SHEET NO. 7' c 0 i 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 FINISHED GRADE (OR PAVEMENT) 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 ;t A Y 4'-0" MIN SLOPE INLET SHAPING SHOUL TOWARDS FLOW I A DIAMETER= 4'-8"+ (2 x WALL THICKNESS) 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". " 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 CONTRACTOR SHALL FILL ANNULAR SPACE BETWEEN PIPE AND WALL WITH NON -SHRINK GROUT (TYP) - CONCRETE FOOTING MANHOLE WALL SECTION A -A FLEXIBLE BOOT CONNECTION DO NOT GROUT ABOVE SPRING LINE SPRING LINE GROUT ANNULAR SPACE BETWEEN PIPE AND PRECAST FLOW TRANSITION (PER VDOT IS -1) 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' FLOUR HALF SECTION (WITH FRAME AND COV STORM SEWER MANHOLE DETAIL N.T.S. SEE NOTE HEAVY DUTY FRAME AND COVER HS -20 RATED 6" TOPSOIL OR PAVEMENT REPAIR AS NECESSARY (SEE PAVEMENT FINISHED GRADE REPAIR DETAIL) kt, FINISHED GRADE ` COMPACTED APPROVED , .t> 117, Ii , ,j l , BACKFILL. SEE NOTE #1. t r -, t ( f t r ,f UTILITY MARKER TAPE r � F ✓tis' , t ;47 a- - - - - - - - - - y PRECAST RISER RINGS. DO NOT TRACER WIRE USE BRICKS. MAXIMUM OF 12" OF RISER RINGS PERMITTED. ti' .5 12" MIN. ----`----, COMPACTED VDOT FIELD APPLY BITUMASTIC I ON OUTSIDE OF RISER #10 STONE s T;� 6�t IN SOIL - - - - - - - - - RINGS. OVERLAP PRECAST F'' 4 IN ROCK COMPACTED SUBGRADE TO 98% MAX. MANHOLE BY 6" MINIMUM DRY DENSITY STD. PROCTOR PER ASTM ``-- HIGH STRENGTH EPDXY D-698. (12" MINI BELOW SUBGRADE) ' 24„+0 p ANCHOR SYSTEM OR 20" MIN MANHOLE RISER RING DETAIL N.T.S. 0 NOTES: 1. FRAME AND COVER SHALL BE HEAVY DUTY RATED FOR HS -20 LOADING. 7. COVER SHALL HAVE NON -PENETRATING LIFTING BARS. A A 25 3/4" mp 8 0 0 A 7/8 M iuEcw m DUMP 3/ I 8" WPRODUCTS r� CNdlIS TO 64Y 1 1 /S .. 5" 24" 5" MINIMUM 4-1 "0 BOLT HOLES 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.) INEW CONCRETE [!SIDEWALK 4 Q �--- 4000 PSI 6" SIDEWALK 4 A CONCRETE X X_ X_ , 16" 5.5, x x = - SDE ALSEE INTEG AL CUIL RB/ OR REINFORCEMENT DETAILS " EXPANSION JOINT ° 3"x3" CHAMFER MATERIAL (TYP) #4 LONGITUDINAL STEEL © 12" O.C. #4 U -BAR ® 12" O.C. 24„ `- 6" BEDDING WITH N0. fib STONE CURB TRENCH DRAIN DETAIL PRECAST MANHOLE RISER GROUT JOINT FACTORY APPLIED BITUMASTIC NOTES: 1.) JOINTS FOR ALL MANHOLES, YARD INLETS, AND PRECAST STRUCTURES SHALL BE CONSTRUCTED ACCORDING TO THIS DETAIL. N.T.S. GASKET (SEE SPECS) • 4 GROUT JOINT FIELD APPLIED BITUMASTIC OVER �. GROUT PRECAST CONCRETE SHIPLAP JOINT DETAIL N.T.S. 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 N.T.S. PROVIDE 12" #4 BARS AT 12" O.G., DOWELLED 6" IN EXISTING SEE NOTE #2 BELOW CONCRETE. 6" GREASE SLEEVE SHALL BE PROVIDED IN NEW c,nNrRFTF PATCH CONCRETE (THICKNESS UNKNOWN) SAW TO NEAT EDGE PRE -MOLDED JOINT FILLER EX. GROUND TYPICAL 2'-0" , THICKNESS OF ASPHALT 1216 SUBBASE (10" P IOADWAYS/6" DEPTH FOR PARKING w Cn ROADS). ;TONE BACKFILL, VDOT #21B. ALL STONE iBOVE PIPE BEDDING c F ;K o 4 05/17/18 CLG REVISION #3 3 04/09/18 CLG REVISION #2 2 02/12/18 CLG REVISION #1 1 f' ` OJG 9 . NO, DATE COATED STEPS > DESCRIPTION SEAL JOINT (TYP), CAST -IN-PLACE SEE SPECS 7,rL BIF 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 ;t A Y 4'-0" MIN SLOPE INLET SHAPING SHOUL TOWARDS FLOW I A DIAMETER= 4'-8"+ (2 x WALL THICKNESS) 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". " 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 CONTRACTOR SHALL FILL ANNULAR SPACE BETWEEN PIPE AND WALL WITH NON -SHRINK GROUT (TYP) - CONCRETE FOOTING MANHOLE WALL SECTION A -A FLEXIBLE BOOT CONNECTION DO NOT GROUT ABOVE SPRING LINE SPRING LINE GROUT ANNULAR SPACE BETWEEN PIPE AND PRECAST FLOW TRANSITION (PER VDOT IS -1) 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' FLOUR HALF SECTION (WITH FRAME AND COV STORM SEWER MANHOLE DETAIL N.T.S. SEE NOTE HEAVY DUTY FRAME AND COVER HS -20 RATED 6" TOPSOIL OR PAVEMENT REPAIR AS NECESSARY (SEE PAVEMENT FINISHED GRADE REPAIR DETAIL) kt, FINISHED GRADE ` COMPACTED APPROVED , .t> 117, Ii , ,j l , BACKFILL. SEE NOTE #1. t r -, t ( f t r ,f UTILITY MARKER TAPE r � F ✓tis' , t ;47 a- - - - - - - - - - y PRECAST RISER RINGS. DO NOT TRACER WIRE USE BRICKS. MAXIMUM OF 12" OF RISER RINGS PERMITTED. ti' .5 12" MIN. ----`----, COMPACTED VDOT FIELD APPLY BITUMASTIC I ON OUTSIDE OF RISER #10 STONE s T;� 6�t IN SOIL - - - - - - - - - RINGS. OVERLAP PRECAST F'' 4 IN ROCK COMPACTED SUBGRADE TO 98% MAX. MANHOLE BY 6" MINIMUM DRY DENSITY STD. PROCTOR PER ASTM ``-- HIGH STRENGTH EPDXY D-698. (12" MINI BELOW SUBGRADE) ' 24„+0 p ANCHOR SYSTEM OR 20" MIN MANHOLE RISER RING DETAIL N.T.S. 0 NOTES: 1. FRAME AND COVER SHALL BE HEAVY DUTY RATED FOR HS -20 LOADING. 7. COVER SHALL HAVE NON -PENETRATING LIFTING BARS. A A 25 3/4" mp 8 0 0 A 7/8 M iuEcw m DUMP 3/ I 8" WPRODUCTS r� CNdlIS TO 64Y 1 1 /S .. 5" 24" 5" MINIMUM 4-1 "0 BOLT HOLES 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.) INEW CONCRETE [!SIDEWALK 4 Q �--- 4000 PSI 6" SIDEWALK 4 A CONCRETE X X_ X_ , 16" 5.5, x x = - SDE ALSEE INTEG AL CUIL RB/ OR REINFORCEMENT DETAILS " EXPANSION JOINT ° 3"x3" CHAMFER MATERIAL (TYP) #4 LONGITUDINAL STEEL © 12" O.C. #4 U -BAR ® 12" O.C. 24„ `- 6" BEDDING WITH N0. fib STONE CURB TRENCH DRAIN DETAIL PRECAST MANHOLE RISER GROUT JOINT FACTORY APPLIED BITUMASTIC NOTES: 1.) JOINTS FOR ALL MANHOLES, YARD INLETS, AND PRECAST STRUCTURES SHALL BE CONSTRUCTED ACCORDING TO THIS DETAIL. N.T.S. GASKET (SEE SPECS) • 4 GROUT JOINT FIELD APPLIED BITUMASTIC OVER �. GROUT PRECAST CONCRETE SHIPLAP JOINT DETAIL N.T.S. 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 N.T.S. PROVIDE 12" #4 BARS AT 12" O.G., DOWELLED 6" IN EXISTING SEE NOTE #2 BELOW CONCRETE. 6" GREASE SLEEVE SHALL BE PROVIDED IN NEW c,nNrRFTF PATCH CONCRETE (THICKNESS UNKNOWN) SAW TO NEAT EDGE PRE -MOLDED JOINT FILLER EX. GROUND TYPICAL 'IPE BEDDING BASED ON PIPE MATERIAL SEE PIPE LAYING CONDITION DETAILS) WRIED PIPE CONCRETE PAVEMENT 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 dVINIMUM 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 t". 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 N.T.S. 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) N.T.S. 10" STONE AGGREGATE BASE (VDOT 21-B) X r S, ! )r COMPACTED SUBGRADE TO 98% MAX. r . DRY DENSITY STD. PROCTOR PER ASTM D-698. (12" MIN. BELOW SUBGRADE) TYPICAL ASPHALT PAVEMENT SECTION (ROADWAY) N.T.S. J :a 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 z z C7) � L �d :D L.LM O RZ Lj LLj C'C ( U) Z Z r LL O � < CL 0 " J 0 CC cn LLl "> r KEY PLAN SCALE REVISIONS UNKNOWN THICKNESS OF ASPHALT 1216 SUBBASE (10" DEPTH FOR IOADWAYS/6" DEPTH FOR PARKING AREAS AND SERVICE ROADS). ;TONE BACKFILL, VDOT #21B. ALL STONE iBOVE PIPE BEDDING STONE SHALL BE #21B. 'IPE BEDDING BASED ON PIPE MATERIAL SEE PIPE LAYING CONDITION DETAILS) WRIED PIPE CONCRETE PAVEMENT 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 dVINIMUM 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 t". 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 N.T.S. 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) N.T.S. 10" STONE AGGREGATE BASE (VDOT 21-B) X r S, ! )r COMPACTED SUBGRADE TO 98% MAX. r . DRY DENSITY STD. PROCTOR PER ASTM D-698. (12" MIN. BELOW SUBGRADE) TYPICAL ASPHALT PAVEMENT SECTION (ROADWAY) N.T.S. J :a 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 z z C7) � L �d :D L.LM O RZ Lj LLj C'C ( U) Z Z r LL O � < CL 0 " J 0 CC cn LLl "> r KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE CONSTRUCTION % 114Its DEI NO: 50097362 ' SHEET NO. C5.O2 4 05/17/18 CLG REVISION #3 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 % 114Its DEI NO: 50097362 ' SHEET NO. C5.O2 J r1 A 6 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 `z>z �p Z 0 :D Z I- 0 w Q LJL CLG U 3 04/09/18 0 REVISION #2 2 J zmw REVISION #1 1 o0°C OJG 100% CONSTRUCTION DOCS N0. DATE BY 5;zz ,LZV p0� _ w i CC U) z < w rr z0 Z) W U) z W U 0 D z _O U rr C/) ) z 0 U 01 0 0 T Q z w J J LU r 0 J lY Q V SEALi� i ')'i :°Vt . KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE CONSTRUCTION DETAILS lmv DEI NO: 50097362 i SHEET NO. C5.03 5 06/14/18 CLC REVISION #4 4 05/17/18 CLG REVISION #3 3 04/09/18 CLG REVISION #2 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 100% CONSTRUCTION DOCS N0. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE CONSTRUCTION DETAILS lmv DEI NO: 50097362 i SHEET NO. C5.03 0 0 FTAI 1 I 2 BRICK PATTERN AND EDGING PER BRICK PAVER WITH NUBBUY LANDSCAPE ARCHITECT BRICKER SPACERS W/ SQUARE CLEAN OUT MAXIMUM 3/8" GAP (SEE DETAIL — THIS SHEET) INFILL BETWEEN BRICKS SHALL BE WASHED #8 STONE (NO FINES) AND W/ A LIGHT BROWN COLOR /-12" MIN COVER ABOVE PERFORATED PIPE 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 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. p'`R 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 -T PERMEABLE PAVER UNDERDRAIN DETAIL �nr-r inns! nn�lrn 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 TYPICAL VALVE SETTING DETAIL 'VALVE VALVE BOX WATER MAIN N.T.S. PLAN 0 WATER WATER COVER MORTAR JOINT N.T.S. 6" 12" 1/ [ 9/16 COMPACTED EARTH N.T.S. — 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 SCHEDULE HANDHOLE DIMENSION CUSTOM COVER TYPE A B C D E DESIGNATION 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 WIITH 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. —.71/2" 7 1 4" CAST IRON CLEANOUT FRAME AND COVER FINISHED GRADE IN LANDSCAPE AREAS CONCRETE 3" BELOW SURFACE — CONCRETE COLLAR 4 1 IN HARDSCAPE AREAS CONCRETE SHALL BE FLUSH 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. 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 6" MIN. s 4000 PSI CONCRETE SWEEP WYE OR SANITARY WYE & 45' ELL (SEE PLAN FOR SIZE) SANITARY COVER 2„ BOTTOM VIEW 1/4" OF COVER o00 A 1/41' nn oun 9/16" X.F., ; s .> 5 1/2" 10" 3/8 2" X 3 3/4" LETTER SIZE STORM COVER 1/4" 0 NOTE: ALL COVERS SHALL BE HS -20 COVER DETAIL SERVICE LINE FLOW 1% SLOPE MINIMUM TRAFFIC RATED 9/16 00 0 0 2" X 3 3/4" LETTER SIZE SANITARY AND STORM SEWER CLEAN OUT DETAIL )V'x4" ADHESIVE BOLT, SELF-LOCKING HEX. NUT, FLAT WASHER. 1�. -.t-Yz"X1Y4" ! 3l4„ DIA. BOLT t HOLE 4" METAL PLATE R21 Y4" Y,! SIDE VIEW OF BOLT WELDE ON TO METAL PLATE SIDE VIEW FRONT VIEW DETAIL FOR DEBRIS RACK HOLDER z_ 00 TOP VIEW TOP TO BE HINGED TO ALLOW ACCESS TO WATER QUALITY ORIFICE (SEE HOLDER DETAIL ABOVE) �L STAINLESS STEEL DIA. BARS 1'-OY2" MIN. SIDE VIEW SANITARY COVER STORM COVER 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. ❑❑ ODD ❑❑ 1:11:1 ❑❑❑ ❑ ❑ z ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 1:11:11:1 ❑ ❑ ❑ ❑ ❑ 1:11:1 ❑❑❑ ❑ 1:11:11:1 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ TOP TO BE HINGED TO ALLOW ACCESS TO WATER QUALITY ORIFICE (SEE NOTE 3) ❑ ❑ ❑❑❑� o 1:1❑ El F -1S' DIA, HOLES R ❑ ❑ ❑ ❑ ❑ (EE NOTE 2) 1-11:11:11:1 ❑ ❑ MIN. fiiml Dewberry° Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23080 Phone: 804.290,7957 Fax: 804.290.7928 www.dewberry.com 1-0l, 7" - Sy f a I ,i I Fy 6" MIN. s 4000 PSI CONCRETE SWEEP WYE OR SANITARY WYE & 45' ELL (SEE PLAN FOR SIZE) SANITARY COVER 2„ BOTTOM VIEW 1/4" OF COVER o00 A 1/41' nn oun 9/16" X.F., ; s .> 5 1/2" 10" 3/8 2" X 3 3/4" LETTER SIZE STORM COVER 1/4" 0 NOTE: ALL COVERS SHALL BE HS -20 COVER DETAIL SERVICE LINE FLOW 1% SLOPE MINIMUM TRAFFIC RATED 9/16 00 0 0 2" X 3 3/4" LETTER SIZE SANITARY AND STORM SEWER CLEAN OUT DETAIL )V'x4" ADHESIVE BOLT, SELF-LOCKING HEX. NUT, FLAT WASHER. 1�. -.t-Yz"X1Y4" ! 3l4„ DIA. BOLT t HOLE 4" METAL PLATE R21 Y4" Y,! SIDE VIEW OF BOLT WELDE ON TO METAL PLATE SIDE VIEW FRONT VIEW DETAIL FOR DEBRIS RACK HOLDER z_ 00 TOP VIEW TOP TO BE HINGED TO ALLOW ACCESS TO WATER QUALITY ORIFICE (SEE HOLDER DETAIL ABOVE) �L STAINLESS STEEL DIA. BARS 1'-OY2" MIN. SIDE VIEW SANITARY COVER STORM COVER 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. ❑❑ ODD ❑❑ 1:11:1 ❑❑❑ ❑ ❑ z ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 1:11:11:1 ❑ ❑ ❑ ❑ ❑ 1:11:1 ❑❑❑ ❑ 1:11:11:1 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ TOP TO BE HINGED TO ALLOW ACCESS TO WATER QUALITY ORIFICE (SEE NOTE 3) ❑ ❑ ❑❑❑� o 1:1❑ El F -1S' DIA, HOLES R ❑ ❑ ❑ ❑ ❑ (EE NOTE 2) 1-11:11:11:1 ❑ ❑ MIN. fiiml Dewberry° Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23080 Phone: 804.290,7957 Fax: 804.290.7928 www.dewberry.com SCALE REVISIONS i 4 05/17/18 CLG REVISION #3 3 04/09/18 CLG REVISION #2 2 02/12/18 CLG i 1 11/03/17 OJG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION i! i i s i #s ii SCALE REVISIONS DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 /f ir/ i ❑❑L FRONT VIEW HIGH DENSITY POLYETHYLENE DETAIL FOR DEBRIS RACK r METAL (FOR WATER QUALITY ORIFICE) SHEET 2 OF 5 SPECIFICATION REFERENCE STORMWATER MANAGEMENT {SIMM} 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 SHEET NO. REV. 3/03 116.05 ■ 4 05/17/18 CLG REVISION #3 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 /f ir/ i ❑❑L FRONT VIEW HIGH DENSITY POLYETHYLENE DETAIL FOR DEBRIS RACK r METAL (FOR WATER QUALITY ORIFICE) SHEET 2 OF 5 SPECIFICATION REFERENCE STORMWATER MANAGEMENT {SIMM} 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 SHEET NO. REV. 3/03 116.05 ■ N We IEA!111111'111��� 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 NOTE t 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. 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 NTS FIG, W-2 TD -2 M.J.. GATE VALVE WATER -dHb I I a[ -I. LINE 14 41 2500 P.S.I. CONCRETE 4 2'x 2' BEARING AREA, THRUST BLOCK 4 .4 4 4 NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NITS FIG. W- 5 TD -9 M m- > 7, > 45' MIN - T SECTION 1-1 45' max PLUG 2 FOR TEE OR WYE FITTINGS WIDEN TRENCH TO ACCOMMODATE ANCHOR IF REQUIRED. I BEDDING AS M REQUIRED MG SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU.YD. ANY PART OF BEND 4. THE CONSULTING ENGINEER SHALL BE L H T L H T CLG 90 2.50 2.50 3.01 0.24 NTS ,_3_ i'a"_ 4'-6" 7'-6',3'-0' 4'-3- 5'-0' 2 1/4' CLG 12' 41, & 611 45 2.00 2.25 2.130 0.15 BY DESCRIPTION 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 ti 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 2,58 186 0.24 11 1/4 1.83 1 2.33 1 2.84 1 0.18 1 1 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANCES DIRECTION, CHANCES A B SIZE, DEAD ENDS AND AT VALVES. 4" 6" V-9" 2'-3 11 1/4' 2. USE 2500 P.S.I. CONCRETE. 10" 2--9- 3'-9' 2'-6- 2'-0' V-0, 2' 1 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 8" 1-0"' 4* -3" 2'-6' 2'-6" 3'-3- ALL THRUST BLOCKS. 12' V-9" 6'-3 3'_0' 3'-6" 4'-3" 2" 18" 5'-0' 7'-6',3'-,3' 4'-0* 5'-8"2 1/2* CLG CONCRETE THRUST BLOCKS 3'-6-6' -3'-0- S-181- V-9- 2 1/4' 45' NTS ,_3_ i'a"_ 4'-6" 7'-6',3'-0' 4'-3- 5'-0' 2 1/4' CLG 12' FIG. W-3 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS 11111� fill 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 'NET 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. FOR BENDS 10" THROUGH 12" USE 2 STRAPS ON BENDS ADJACENT TO BELLS. FOR 18" BEND USE 3 STRAPS AS SHOWN. D Lp < qER ��4 BARS ON ARS 0_1�K 9N CENTER -1 12 BENDS & LARGER B ELEVATION Lei 0 0.II II W lN 2 shNIgEl�, IN PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT. BEND - PIPE SIZE A B APPROVED BY 4" 6" V-9" 2'-3 11 1/4' CHECKED BY 2'-3'; S-0' 10" 2--9- 3'-9' 2'-6- 2'-0' V-0, 2' 11ZO3117 12' V-0- 4'-3- S-0- 2'-3' 3'-6' 2' 18" V-6" 5'-6- S-3"-3'-0" 4!-61 2 1/2" 22 1/2' - 4' - 6' 2'-6" 3'-0' 2'-6- V-6- 2'-8' 1 1/4- 8" 1-0"' 4* -3" 2'-6' 2'-6" 3'-3- -2' to" 3'-3' 5'-0' 3'-0" 2'-9- V-9-1 2' 12' V-9" 6'-3 3'_0' 3'-6" 4'-3" 2" 18" 5'-0' 7'-6',3'-,3' 4'-0* 5'-8"2 1/2* CLG -6-T_0" 6'-0 3'-0' 31-3- 3'-3- 2 1/4" 3 8- 3'-6-6' -3'-0- S-181- V-9- 2 1/4' 45' 011 1 ,_3_ i'a"_ 4'-6" 7'-6',3'-0' 4'-3- 5'-0' 2 1/4' CLG 12' 5'-3 5, 0. '_9;-9"2 1/2' 18" - 6, 0. 'T_ 8'-O� 7'-3- 2 1/2' 19M If WIDTH = DIM. "F" THICKNESS OF FILLET WELD STRAP =1/4" STANDARD HEX NUT 1/4" THICK PLATE WASHER 3" THREAD AL INSIDE DIAMETER EXTRA ..�Z4 ANCHOR BOLTS STRONG STEEL PIPE #4P BARS 0 12" PIPEBELL 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 WT.S. FIG. W -3A TD -4 CONCRETE WASHOUT AREA N.T.S. Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804290-7928 www.dewberry.corn r\E T t-LtAll SCALE REVISIONS CLG APPROVED BY ABN CHECKED BY DMK DATE 11ZO3117 4 05/17/18 CLG REVISION #3 3 04/09/18 _02/12/18 CLG REVISION #2 2 CLG as PNO.11/03/17 OJG 1007 CONSTRUCTION DOCS DATE BY DESCRIPTION • ti r\E T t-LtAll SCALE REVISIONS DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11ZO3117 4 05/17/18 CLG REVISION #3 3 04/09/18 _02/12/18 CLG REVISION #2 2 CLG REVISION #1 PNO.11/03/17 OJG 1007 CONSTRUCTION DOCS DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11ZO3117 TITLE CONSTRUCT14A DEI NO: 50097362 SHEET NO. ■ x •A fill . • 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 zoo 0 LU -y U. i REVISION #3 3 04/09/18 CLG REVISION #2 ii 02/12/18 CLG ii 1 if rot OJG i i DATE BY DESCRIPTION i ■ i i .i 0 ii N KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY at CHECKED BY DMK DATE 11/03/17 TITLE CONSTRUCTIOW DETAILS lmv U 1.4118 DEI NO: 50097362 SHEET NO. 4 05/17/18 CLG REVISION #3 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 at CHECKED BY DMK DATE 11/03/17 TITLE CONSTRUCTIOW DETAILS lmv U 1.4118 DEI NO: 50097362 SHEET NO. 0,4., 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 r C'3 L J J :3 C) LLJ 0 J U KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 TITLE SWIM NARRATIVE AN CALCULATIONJI -r* 1� DEI NO: 50097362 SHEET NO. 4 05/17/18 CLG REVISION #3 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 SWIM NARRATIVE AN CALCULATIONJI -r* 1� DEI NO: 50097362 SHEET NO. 0 -gj °'f 1 lI�, — e acv J ,� �k J' K ....... Y Z A J I., all I ,. CHANNEL N U.Ul' L= DIA. = 1 in r-, �Tj - I I t, / lirTp 0.0 lifhk ZY11 f L 101' S = 1.98% "ITC -".59 Min. PRE—DEVELOPED DA A FLOW j 7— Y APPROXIMATE Jt POIND LIMITS ow C N TF,[Y �' J F OW IL 1256' 13.$2% 11 15 Min. VI WN ok, 4 Z// `h CZ 00� % 7`- \A PRE—DEVELOPED DA 8 FLOW A = 0.66 cc q = 0.11 of D = 2.02" Tc = 5 min CN = 90 Q = 2.39 cfs *TOTAL SITE FLOWS DO EQUAL (DA A FLOW) + (DA B FLOW) DUE TO ROUNDING WITHIN CALCULATION SOFTWARE � Z 'A 41 *PRE—DEVELOPED TOTAL SITE FLOW A = 1.57 cc q = 0.23 of D = 1.77" Tc = 5 min CN = 87 Q = 5.09 cfs 0 60' 120' SCALE: 1 60 POST -DEVELOPED DRAINAGE AREA MAP T 4 k_ -h yr 0 A NEL FL N L w DIA. 12 in. 0.13 Mi ly 0 4, t T $ J 94' 'IS 2 C . 3 TC _0 .53 Mini. .Rs is IL I NEAmf, - 25' APPROXIMATE DA h in. POIND LIMITS C 0. 0 M i in. SHALLO QENTM_TE 7 S 1. 1% C�0.9 I in. W, =4K \J A Afam.0 IF A ul r/ PRE—DEVELOPED DA A FLOW A = 0.91 cc q = 0.14 of D = 1.85" Tc = 5 min CN = 88 Q = 3.07 cfs PRE—DEVELOPED DA B FLOW A = 0.66 cc q = 0.11 of D = 2.02'° Tc = 5 min CN = 90 Q = 2.39 cfs *PRE—DEVELOPED TOTAL SITE FLOW A = 1.57 cc q = 0.25 of D = 1.94" Te = 5 min CN = 89 Q = 5.49 cfs S�Pti��Po 03 60, 120' SCALE: 1 60 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 LLI LU Z D C) < z > Z > LU LLf Lr) W 0 LL < C/) L3 0 FJ5 Uj in 00" U) 0 0 0 LU CC > SEAL IIS NELSON uc� NO. 060666 -711 KEY PLAN SCALE REVISIONS A = 0.91 cc q = 0.12 of D = 1.62" Tc = 5 min CN = 85 Q = 2.72 cfs j 7— Y APPROXIMATE Jt POIND LIMITS ow C N TF,[Y �' J F OW IL 1256' 13.$2% 11 15 Min. VI WN ok, 4 Z// `h CZ 00� % 7`- \A PRE—DEVELOPED DA 8 FLOW A = 0.66 cc q = 0.11 of D = 2.02" Tc = 5 min CN = 90 Q = 2.39 cfs *TOTAL SITE FLOWS DO EQUAL (DA A FLOW) + (DA B FLOW) DUE TO ROUNDING WITHIN CALCULATION SOFTWARE � Z 'A 41 *PRE—DEVELOPED TOTAL SITE FLOW A = 1.57 cc q = 0.23 of D = 1.77" Tc = 5 min CN = 87 Q = 5.09 cfs 0 60' 120' SCALE: 1 60 POST -DEVELOPED DRAINAGE AREA MAP T 4 k_ -h yr 0 A NEL FL N L w DIA. 12 in. 0.13 Mi ly 0 4, t T $ J 94' 'IS 2 C . 3 TC _0 .53 Mini. .Rs is IL I NEAmf, - 25' APPROXIMATE DA h in. POIND LIMITS C 0. 0 M i in. SHALLO QENTM_TE 7 S 1. 1% C�0.9 I in. W, =4K \J A Afam.0 IF A ul r/ PRE—DEVELOPED DA A FLOW A = 0.91 cc q = 0.14 of D = 1.85" Tc = 5 min CN = 88 Q = 3.07 cfs PRE—DEVELOPED DA B FLOW A = 0.66 cc q = 0.11 of D = 2.02'° Tc = 5 min CN = 90 Q = 2.39 cfs *PRE—DEVELOPED TOTAL SITE FLOW A = 1.57 cc q = 0.25 of D = 1.94" Te = 5 min CN = 89 Q = 5.49 cfs S�Pti��Po 03 60, 120' SCALE: 1 60 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 LLI LU Z D C) < z > Z > LU LLf Lr) W 0 LL < C/) L3 0 FJ5 Uj in 00" U) 0 0 0 LU CC > SEAL IIS NELSON uc� NO. 060666 -711 KEY PLAN SCALE REVISIONS DRAWN BY CLO APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 uftAf 14 119 DEI NO: 50097362 1 4 05/17/18 CLG REVISION #3 3 04/09/18 CLG REVISION #2 2 2/12/18 CLG REVISION #1 1 11/03/17 oic 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLO APPROVED BY ABN CHECKED BY DMK DATE 11/03/17 uftAf 14 119 DEI NO: 50097362 1 0 0 WATER QUALITY NARRATIVE SUMMARY: THE TOTAL DISTURBED AREA OF THE SITE IS 1.68 ACRES. THROUGH THE USE OF THE VRRM SPREADSHEET, IT WAS DETERMINED THAT A PHOSPHORUS LOAD OF 0.87 POUNDS PER YEAR NEEDED TO BE REMOVED FROM THE SITE. TO ACCOMPLISH THIS, PERMEABLE PAVERS WERE IMPLEMENTED. IN TOTAL, 0.88 POUNDS PER YEAR WERE REMOVED FROM THE SITE. DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet -Version 3.0 BMP Design Specifications List- 2013 Draft Stds & Specs Site Summary Total Rainfall (in): 43� Total Disturbed Acreage: 1.68 Site Land Cover Summary t 7.,4 rnvu ra r sM rt.�.�t_ra.,nfl,.entnmm�nt 3 �nA r -.r farracl A soils B Soils C Soils D Boils Totals %6 of Total Forest/open (acres) 0.00 0.00 0.00 0.00 0.00 0 .Managed Turf (acres) 0.00 0.00 0.73 0.00 0.73 43 Impervious Cover (acres) 0.00 0.00 0.95 0.00 0.95 7 D.50 2.31 0.77 0.00 0.00 1 1.68 100 rt.�.�t_ra.,nfl,.entnmm�nt 3 �nA r -.r farracl Site Tv and Land Cover Nutrient Loads A soils B soils C Soils D Soils Totals %of Total Forest/open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0,00 0.00 0.50 0.00 0.50 30 impervious Cover (acres) 0.00 0.00 1,18 0.00 1.18 70 D.50 2.31 0.77 0.00 0.00 1 1.68 100 Site Tv and Land Cover Nutrient Loads Total TP Load Reduction Required (Ib/yr) 0.87 0.45 0.40 Final Post -Development Post- Post- Adjusted Pre- 6.30 (Post-ReDevelopmen# ReDevelopment Development ReDevelopmen# Remaining TP Load Reduction (Ib/yr) & New Impervious) Required (New Impervious) 1.59 Site Rv 0.73 0.70 0.95 0.70 Treatment Volume (ft3) 4,469 3,675 793 3,675 TP Load (Ib/yr) 2.81 2.31 D.50 2.31 Total TP Load Reduction Required (Ib/yr) 0.87 0.45 0.40 Site Compliance Summary Maximum % Reduction Required Below 20% Pre -Re Development Load Total Runoff Volume Reduction (fe) Final Post -Development Load Pre- (Post-ReDevelopment & New Impervious) ReDevelopment TN Load (Ib/yr) 20.08 17.35 Site Compliance Summary Maximum % Reduction Required Below 20% Pre -Re Development Load Total Runoff Volume Reduction (fe) 1,074 Total TP Load Reduction Achieved (Ib/yr) 0.88 Total TN Load Reduction Achieved (Ib/yr) 6.30 Remaining Post Development TP Load 1.93 (lb/yr) (lb/acre/yr) Remaining TP Load Reduction (Ib/yr) 0.00 Required 1.67 Drainage Area Summary i TARGET TP REDUCTION EXCEEDED BY 0.01 LS/SPEAR Pre Final Post -Development Post-Re®evelopmentTP ReDoad TP Wad per acre Load per acre per acrente TP Load per acre (Ib/acre/yr) (lb/aere/yr) (lb/acre/yr) 0.00 0.00 1.59 1.67 1.59 Drainage Area Compliance Summary} D.A. A MA. B D.A. C MA. D D.A, E Total Forest/ripen (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf (acres) 0.32 0.18 0.00 0-00 0.00 0.50 Impervious Cover (acres) 0.59 0.59 0.00 0.00 0.00 1.18 Total Area (acres) 0.91 0.77 0.00 0.00 1 0.00 1.68 Drainage Area Compliance Summary} Drainage Area A Summary Land Cover Summary 010 D.A. A D.A. R D.A. C D,A, D D.A. E Total x Load Reduced (Ib/yr) 0.58 0.30 0.00 0.00 0.00 0.88 3 Load Reduced (Ib/yr) 4.13 2.16 0.00 0.00 0.00 6.30 Drainage Area A Summary Land Cover Summary BMP selections A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.00 0.32 0.00 0.32 35 impervious Cover (acres) 0.00 0.00 0.59 0.00 0.59 65 BMP selections Total Impervious Cover Treated (acres) 0.45 Total Turf Area Treated (acres) 0.00 Total TP Wad Reduction Achieved in D.A. 0.58 (ib/yr) Total TN Load Reduction Achieved in D.A. 4.13 (Ib/yr) Drainage Area B Summary Land Cover Summary Managed Turf impervious BMP Treatment TP Load from Untreated TP Load TfP Removed TP Remaining Downstream Treatment Practice Credit Area Cover Credit 3 Volume (ft) upstream to Practice {lbs} (Ib/yr) (Ib/yrj to be Employed 0.00 (acres) Area (acres) 0.18 Practices jibs} Impervious Cover (acres) 0.00 0.00 3.a. Permeable Pavement 41 (Spec 97) 0.00 0.454201102 1,566.31 0.00 0.98 0.58 0.41 0 Total Impervious Cover Treated (acres) 0.45 Total Turf Area Treated (acres) 0.00 Total TP Wad Reduction Achieved in D.A. 0.58 (ib/yr) Total TN Load Reduction Achieved in D.A. 4.13 (Ib/yr) Drainage Area B Summary Land Cover Summary Imo'. BMP Selections A Soils B Sails C soils D Soils Total %of Total Forest/open {acres} 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0,00 0.00 0.18 0.00 0.18 23 Impervious Cover (acres) 0.00 0.00 0.59 0.00 0.59 77 Imo'. BMP Selections Total Impervious Cover Treated (acres) 0.24 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. (!b/yr) 0.30 Total TN Load Reduction Achieved in D.A. (Ib/Yr) 2.16 Runoff Volume and CN Calculations 1 -year storm 2 -year storm 10 -year storm Event (in) 1 3.04 3.68 5.56 Drainage Areas Managed Turf impervious BMP Treatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream Treatment Practice Credit Area Cover Credit a Volume (ft) Upstream to Practice (!bs} (lb/yr} (Ib/yr) to be Employed RR (ft?) (acres) Area {acres) practices (lbs} 369 0 0 0 3.a. Permeable Pavement #1 (Spec #7) 0.237993572 820.72 0.00 0.52 1 0.30 1 0.21 0.00 Total Impervious Cover Treated (acres) 0.24 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. (!b/yr) 0.30 Total TN Load Reduction Achieved in D.A. (Ib/Yr) 2.16 Runoff Volume and CN Calculations 1 -year storm 2 -year storm 10 -year storm Event (in) 1 3.04 3.68 5.56 Drainage Areas RV & CN Drainage Area A Drainage Area B Drainage Area C Drainage Area D Drainage Area E CN After installation 90 92 0 0 0 RR (ft?) 705 369 0 0 0 1 -year return period RV wa RR (ws4n) 2,02 2.20 0.00 0.00 0.00 RvwRR(ws-in) 1.81 2.07 0.00 0.00 4-00 Cit adjusted 87 90 0 1 0 0 2 -year return period Rvwa RR (ws-in) 2.62 2.81 0.00 0.00 0.00 RvwRR(w-in) 2.40 2.68 0.00 0.00 0.00 CN adjusted 88 91 0 0 0 10 -year return period RV wo RR (ws-in) 4.42 4.64 0.00 0.00 0.00 R1twRR(ws-in) 4.20 4.51 0.00 0.00 0.00 Cit adjusted $8 91 D 0 0 0 DRAINAGE AREA A PERMEABLE PAVERS: PERMEABLE PAVERS HAVE BEEN ADDED TO THE SITE TO AROUND THE ENTRANCE TO THE BOAR'S HEAD LOBBY TO AID IN IMPROVING WATER QUALITY. THE PAVERS DESIGNED TO BE A LEVEL 1 SYSTEM, AND HAD A TREATMENT AREA OF 0.46 -ACRES. Dewberry Permeable Pavement Sizing Sizing Requirements for Permeable Pavement (Per VA DCR Stormwater Design Specification No, 7) Stone Depth (dstone) (Equation 7,1): Boar's Head Lobby Site: _ ('pr.ti:p ..,A Rainfall Depth [Level 1=1 `, .Level Z=1.1 "](P)= Contributing Drainage Area (A a)= Volumetric runoff coefficent for impervious (Rv i)= Area of permeable pavement (A P)= Porosity of reservoir layer (rl r)= Depth of stone reservoir layer (dstone) PERMEABLE PAVEMENT MAINTENANCE REQUIREMENTS: 0.08 ft. 20025 sf. 0.95 9270 sf. 0,4 m • SECTION 4 VAC 50-60-124 OF THE REGULATIONS SPECIFIES THE CIRCUMSTANCES UNDER WHICH A MAINTENANCE AGREEMENT MUST BE EXECUTED BETWEEN THE OWNER AND THE LOCAL PROGRAM. THIS SECTION SETS FORTH INSPECTION REQUIREMENTS, COMPLIANCE PROCEDURES IF MAINTENANCE IS NEGLECTED, NOTIFICATION OF THE LOCAL PROGRAM UPON TRANSFER OF OWNERSHIP, AND RIGHT -OF -ENTRY FOR LOCAL PROGRAM PERSONNEL. FOR PERMEABLE PAVEMENT, MAINTENANCE AGREEMENTS MUST CONTAIN A LONG TERM MAINTENANCE AGREEMENT AND DRAINAGE EASEMENT. THE MAINTENANCE AGREEMENT SHALL INCLUDE WHAT CONVENTIONAL MAINTENANCE TASKS SHALL BE AVOIDED, AND SIGNS SHALL NOTE THEIR STORMWATER FUNCTION. Table 7-8. Recommended Maintenance Tasks for Permeable Pavement Practices. 8.2 PERMEABLE PAVEMENT CONSTRUCTION SEQUENCE THE FOLLOWING IS A TYPICAL CONSTRUCTION SEQUENCE TO PROPERLY INSTALL PERMEABLE PAVEMENT, WHICH MAY NEED TO BE MODIFIED TO DEPENDING ON WHETHER POROUS ASPHALT (PA), PERVIOUS CONCRETE (PC) OR INTERLOCKING PAVER (IP) DESIGNS ARE EMPLOYED, STEP 1. CONSTRUCTION OF THE PERMEABLE PAVEMENT SHALL ONLY BEGIN AFTER THE ENTIRE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED. THE PROPOSED SITE SHOULD BE CHECKED FOR EXISTING UTILITIES PRIOR TO ANY EXCAVATION. DO NOT INSTALL THE SYSTEM IN RAIN OR SNOW, AND DO NOT INSTALL FROZEN AGGREGATE MATERIALS. STEP 2. AS NOTED ABOVE, TEMPORARY EROSION AND SEDIMENT (E&:S) CONTROLS ARE NEEDED DURING INSTALLATION TO DIVERT STORMWATER AWAY FROM THE PERMEABLE PAVEMENT AREA UNTIL IT IS COMPLETED. SPECIAL PROTECTION MEASURES SUCH AS EROSION CONTROL FABRICS MAY BE NEEDED TO PROTECT VULNERABLE SIDE SLOPES FROM EROSION DURING THE EXCAVATION PROCESS. THE PROPOSED PERMEABLE PAVEMENT AREA MUST BE KEPT FREE FROM SEDIMENT DURING THE ENTIRE COINSTRUCTION PROCESS. CONSTRUCTION MATERIALS THAT ARE CONTAMINATED BY SEDIMENTS MUST BE REMOVED AND REPLACED WITH CLEAN MATERIALS. STEP 3. WHERE POSSIBLE, EXCAVATORS OR BACKHOES SHOULD WORK FROM THE SIDES TO EXCAVATE THE RESERVOIR LAYER TO ITS APPROPRIATE DESIGN DEPTH AND DIMENSIONS. FOR MICRO -SCALE AND SMALL-SCALE PAVEMENT APPLICATIONS, EXCAVATING EQUIPMENT SHOULD HAVE ARMS WITH ADEQUATE EXTENSION SO THEY DO NOT HAVE TO WORK INSIDE THE FOOTPRINT OF THE PERMEABLE PAVEMENT AREA (TO AVOID COMPACTION). CONTRACTORS CAN UTILIZE A CELL CONSTRUCTION APPROACH, WHEREBY THE PROPOSED PERMEABLE PAVEMENT AREA IS SPLIT INTO 500 TO 1000 SQ. FT. TEMPORARY CELLS WITH A 10 TO 15 FOOT EARTH BRIDGE IN BETWEEN, SO THAT CELLS CAN BE EXCAVATED FROM THE SIDE. EXCAVATED MATERIAL SHOULD BE PLACED AWAY FROM THE OPEN EXCAVATION SO AS TO NOT JEOPARDIZE THE STABILITY OF THE SIDE WALLS. STEP 4. THE NATIVE SOILS ALONG THE BOTTOM AND SIDES OF THE PERMEABLE PAVEMENT SYSTEM SHOULD BE SCARIFIED OR TILLED TO A DEPTH OF 3 TO 4 INCHES PRIOR TO THE PLACEMENT OF THE FILTER LAYER OR FILTER FABRIC. IN LARGE SCALE PAVING APPLICATIONS WITH WEAK SOILS, THE SOIL SUBGRADE MAY NEED TO BE COMPACTED TO 957 OF THE: STANDARD PROCTOR DENSITY TO ACHIEVE THE DESIRED LOAD-BEARING CAPACITY, (NOTE: THIS EFFECTIVELY ELIMINATES THE INFILTRATION FUINCTION OF THE INSTALLATION, AND IT MUST BE ADDRESSED DURING HYDROLOGIC DESIGN.) STEP 5. THE FILTER LAYER SHOULD BE INSTALLED ON THE BOTTOM OF THE RESERVOIR LAYER, AND WHERE WARRANTED, FILTER FABRIC CAN BE PLACED ON THE SIDES. STEP 6. PROVIDE A MINIMUM OF 2 INCHES OF AGGREGATE ABOVE AND BELOW THE UNDERDRAINS. THE UNDERDRAINS SHOULD SLOPE DOWN TOWARDS THE OUTLET AT A GRADE OF 0.57 OR STEEPER. THE UP -GRADIENT END OF UNDERDRAINS IN THE RESERVOIR LAYER SHOULD BE CAPPED. WHERE AN UNDERDRAIN PIPE IS CONNECTED TO A STRUCTURE, THERE SHALL BE NO PERFORATIONS WITHIN 1 FOOT OF THE STRUCTURE. ENSURE THAT THERE ARE NO PERFORATIONS IN CLEAN -OUTS AND OBSERVATION WELLS WITHIN 1 FOOT OF THE SURFACE. STEP 7. SPREAD 6 -INCH LIFTS OF THE APPROPRIATE CLEAN, WASHED STONE AGGREGATE. PLACE AT LEAST 4 INCHES OF ADDITIONAL AGGREGATE ABOVE THE UNDERDRAIN, AND THEN COMPACT IT USING A VIBRATORY ROLLER IN STATIC MODE UNTIL THERE IS NO VISIBLE MOVEMENT OF THE AGGREGATE. DO NOT CRUSH THE AGGREGATE WITH THE ROLLER. STEP 8. INSTALL OVERDRAIN IF REQUIRED AND CONNECT INTO OUTLET CONVEYANCE SYSTEM. STEP 9. INSTALL THE DESIRED DEPTH OF THE BEDDING LAYER, DEPENDING ON THE TYPE OF PAVEMENT, AS FOLLOWS: PERVIOUS CONCRETE: NO BEDDING LAYER IS USED. POROUS ASPHALT: THE BEDDING LAYER FOR POROUS ASPHALT (PAVEMENT CONSISTS OF 1 TO 2 INCHES OF CLEAN, WASHED ASTM D 448 NO.57 STONE. THE FILTER COURSE MUST BE LEVELED AND PRESSED (CHOKED) INTO THE RESERVOIR BASE WITH AT LEAST FOUR (4) PASSES OF A 10 -TON STEEL DRUM STATIC ROLLER. INTERLOCKING PAVERS: THE BEDDING LAYER FOR OPEN -JOINTED PAVEMENT BLOCKS SHOULD CONSIST OF 2 INCHES OF WASHED ASTM D 448 N0.8 STONE. 1 5 DRAINAGE AREA B PERMEABLE PAVERS: PERMEABLE PAVERS HAVE BEEN ADDED TO THE SITE TO WITHIN THE SIDE PARKING LOT TO AID IN IMPROVING WATER QUALITY. THE PAVERS DESIGNED TO BE A LEVEL 1 SYSTEM, AND HAD A TREATMENT AREA OF 0.24 -ACRES. Dewberry Permeable Pavement Sizing Sizing Requirements for Permeable Pavement (Per VA DCR Stormwater Design Specification No. 7) Stone Depth (dstone) (Equation 7.1): Additional Parking Site: N, `; AVg ,, P -.,: a " ?p: Rainfall Depth [Level 1=1 ", Levet 2=1.1'7(P)= 0.08 ft. Contributing Drainage Area (A!)= 10351 sf. Volumetric runoff coefficent far impervious (Rv 1)= 0.95 Area of permeable pavement (A P)= 7368 sf. Porosity of reservoir layer (rl r)= 0,4 Depth of .stone reservoir layer (dstone) 0.49 ft. 5.84 in. VA DEQ. STORMWATER DESIGN SPECIFICATION NO. 7 PERMEABLE PAVEMENT SECTION 4: TYPICAL DETAILS Figure T.2. Typical Detail (Source: Smith, 2009) STEP 10. PAVING MATERIALS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER OR INDUSTRY SPECIFICATIONS FOR THE PARTICULAR TYPE OF PAVEMENT. • INSTALLATION OF INTERLOCKING PAVERS. THE BASIC INSTALLATION PROCESS IS DESCRIBED IN GREATER DETAIL BY SMITH (2006). THE BASIC INSTALLATION PROCESS IS DESCRIBED( IN GREATER DETAIL BY SMITH (SMITH 2011). PERMEABLE PAVER JOB FOREMEN SHOULD SUCCESSFULLY COMPLETE THE PICP INSTALLER TECHNICIAN COURSE TRAINING PROGRAM OFFERED BY THE INTERLOCKING CONCRETE PAVEMENT INSTITUTE. THE FOLLOWING INSTALLATION METHOD ALSO APPLIES TO CLAY PAVING UNITS. CONTACT MANUFACTURERS OF COMPOSITE UNITS FOR INSTALLATION SPECIFICATIONS. 1. MOISTEN, PLACE AND LEVEL THE NO. 2 STONE SUBBASE AND COMPACT IT IN MINIMUM 12 INCH THICK LIFTS WITH FOUR PASSES OF A 10 -TON STEEL DRUM STATIC ROLLER UNTIL THERE IS NO VISIBLE MOVEMENT. THE FIRST TWO PASSES ARE IN VIBRATORY MODE WITH THE FINAL TWO PASSES IN STATIC MODE. THE FILTER AGGREGATE SHOULD BE MOIST TO FACILITATE MOVEMENT INTO THE RESERVOIR COURSE. 2. PLACE EDGE RESTRAINTS BEFORE THE BASE LAYER, BEDDING AND PAVERS ARE INSTALLED. PERMEABLE INTERLOCKING PAVEMENT SYSTEMS REQUIRE EDGE RESTRAINTS TO PREVENT VEHICLE LOADS FROM MOVING THE PAVERS. EDGE RESTRAINTS MAY BE STANDARD CONCRETE CURBS OR CURB AND GUTTERS. 3. MOISTEN, PLACE AND LEVEL THE NO. 57 BASE STONE IN A SINGLE LIFT (4 INCHES THICK). COMPACT IT INTO THE RESERVOIR COURSE BENEATH WITH AT LEAST FOUR (4) PASSES OF A 10 -TON STEEL DRUM STATIC ROLLER UNTIL THERE IS NO VISIBLE MOVEMENT. THE FIRST TWO PASSES ARE IN VIBRATORY MODE, WITH THE FINAL TWO PASSES IN STATIC MODE, 4. PLACE AND SCREED THE BEDDING COURSE MATERIAL (TYPICALLY NO. 8 STONE, 2 INCHES THICK). 5. PAVERS MAY BE PLACED BY HAND OR WITH MECHANICAL INSTALLERS. 6. FILL GAPS AT THE EDGE OF THE PAVED AREAS WITH CUT PAVERS OR EDGE UNITS. WHEN CUT PAVERS ARE NEEDED, CUT THE PAVERS WITH A PAVER SPLITTER OR MASONRY SAW. CUT PAVERS NO SMALLER THAN ONE-THIRD (1/3) OF THE FULL UNIT SIZE IF SUBJECT TO TIRES. T FILL THE JOINTS AND OPENINGS WITH STONE. JOINT OPENINGS MUST BE FILLED WITH NO. 8, 8P OR 9 STONE PER THE PAVER MANUFACTURER'S RECOMMENDATION. SWEEP AND REMOVE EXCESS STONES FROM THE PAVER SURFACE. 8. COMPACT AND SEAT THE PAVERS INTO THE BEDDING COURSE WITH A MINIMUM LOW -AMPLITUDE 5,000 LBF, 75- TO 95 HZ PLATE COMPACTOR. DO NOT COMPACT WITHIN 6 FEET OF THE UNRESTRAINED EDGES OF THE PAVERS. 9.THOROUGHLY SWEEP THE SURFACE AFTER CONSTRUCTION TO REMOVE ALL EXCESS AGGREGATE, 1O.INSPECT THE AREA FOR SETTLEMENT. ANY PAVING UNITS THAT SETTLE MUST BE RESET AND INSPECTED. 11.THE CONTRACTOR SHOULD RETURN TO THE SITE WITHIN 6 MONTHS TO TOP UP THE PAVER JOINTS WITH STONES. 8.3 CONSTRUCTION INSPECTION INSPECTIONS BEFORE, DURING AND AFTER CONSTRUCTION ARE NEEDED TO ENSURE THAT PERMEABLE PAVEMENT IS BUILT IN ACCORDANCE WITH THESE SPECIFICATIONS. USE A DETAILED INSPECTION CHECKLIST THAT REQUIRES SIGN -OFFS BY QUALIFIED INDIVIDUALS AT CRITICAL STAGES OF CONSTRUCTION AND TO ENSURE THAT THE CONTRACTOR'S INTERPRETATION OF THE PLAN IS CONSISTENT WITH THE DESIGNER'S INTENT. THE BASIC ELEMENTS OF A PERMEABLE PAVEMENT CONSTRUCTION CHECKLIST ARE PROVIDED AT THE END OF THIS SPECIFICATION. ONCE THE FINAL CONSTRUCTION INSPECTION HAS BEEN COMPLETED, LOG THE GPS COORDINATES FOR EACH FACILITY AND SUBMIT THEM FOR ENTRY INTO THE LOCAL BMP MAINTENANCE TRACKING DATABASE. IT MAY BE ADVISABLE TO DIVERT THE RUNOFF FROM THE FIRST FEW RUNOFF -PRODUCING STORMS AWAY FROM LARGER PERMEABLE PAVEMENT APPLICATIONS, PARTICULARLY WHEN UP -GRADIENT CONVENTIONAL ASPHALT AREAS DRAIN TO THE PERMEABLE PAVEMENT. THIS CAN HELP REDUCE THE INPUT OF FINE PARTICLES THAT ARE OFTEN PRODUCED SHORTLY AFTER CONVENTIONAL ASPHALT IS LAID DOWN. Dewberryo Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.co m Ma�ntenlnc� Task; _ '� Frequertc�f • For the first 6 months following cc)nstruction, the practice and contributing drainage area should be inspected at least After installation twice after storm events that exceed 1/2 inch of rainfall. Conduct any needed repairs or stabiilization. Flow grass in grid paver applications At least 1 time every 1-2 months during the growing 05/17/18 CLG season • Stabilize the GDA to prevent erosion CLG • Remove any soil or sediment deposlited on pavement. As needed • Replace or repair any necessary pavement surface areas 1 11/03/17 that are degenerating or spading 1007 CONSTRUCTION DOCS NO, Vacuum pavement with a standard street sweeper to 2-4 times per year (depending DESCRIPTION prevent clogging on use) • Conduct a maintenance inspection Annually Spot weeding of grass applications Remove any accumulated sediment in pre-treatment cels Once every 2 to 3 years and inflow points t Conduct maintenance using a regenerative street sweeper If clogged • Replace any necessary joint material Required frequency of maintenance will depend on pavement use, traffic loads, and surrounding land use. 8.2 PERMEABLE PAVEMENT CONSTRUCTION SEQUENCE THE FOLLOWING IS A TYPICAL CONSTRUCTION SEQUENCE TO PROPERLY INSTALL PERMEABLE PAVEMENT, WHICH MAY NEED TO BE MODIFIED TO DEPENDING ON WHETHER POROUS ASPHALT (PA), PERVIOUS CONCRETE (PC) OR INTERLOCKING PAVER (IP) DESIGNS ARE EMPLOYED, STEP 1. CONSTRUCTION OF THE PERMEABLE PAVEMENT SHALL ONLY BEGIN AFTER THE ENTIRE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED. THE PROPOSED SITE SHOULD BE CHECKED FOR EXISTING UTILITIES PRIOR TO ANY EXCAVATION. DO NOT INSTALL THE SYSTEM IN RAIN OR SNOW, AND DO NOT INSTALL FROZEN AGGREGATE MATERIALS. STEP 2. AS NOTED ABOVE, TEMPORARY EROSION AND SEDIMENT (E&:S) CONTROLS ARE NEEDED DURING INSTALLATION TO DIVERT STORMWATER AWAY FROM THE PERMEABLE PAVEMENT AREA UNTIL IT IS COMPLETED. SPECIAL PROTECTION MEASURES SUCH AS EROSION CONTROL FABRICS MAY BE NEEDED TO PROTECT VULNERABLE SIDE SLOPES FROM EROSION DURING THE EXCAVATION PROCESS. THE PROPOSED PERMEABLE PAVEMENT AREA MUST BE KEPT FREE FROM SEDIMENT DURING THE ENTIRE COINSTRUCTION PROCESS. CONSTRUCTION MATERIALS THAT ARE CONTAMINATED BY SEDIMENTS MUST BE REMOVED AND REPLACED WITH CLEAN MATERIALS. STEP 3. WHERE POSSIBLE, EXCAVATORS OR BACKHOES SHOULD WORK FROM THE SIDES TO EXCAVATE THE RESERVOIR LAYER TO ITS APPROPRIATE DESIGN DEPTH AND DIMENSIONS. FOR MICRO -SCALE AND SMALL-SCALE PAVEMENT APPLICATIONS, EXCAVATING EQUIPMENT SHOULD HAVE ARMS WITH ADEQUATE EXTENSION SO THEY DO NOT HAVE TO WORK INSIDE THE FOOTPRINT OF THE PERMEABLE PAVEMENT AREA (TO AVOID COMPACTION). CONTRACTORS CAN UTILIZE A CELL CONSTRUCTION APPROACH, WHEREBY THE PROPOSED PERMEABLE PAVEMENT AREA IS SPLIT INTO 500 TO 1000 SQ. FT. TEMPORARY CELLS WITH A 10 TO 15 FOOT EARTH BRIDGE IN BETWEEN, SO THAT CELLS CAN BE EXCAVATED FROM THE SIDE. EXCAVATED MATERIAL SHOULD BE PLACED AWAY FROM THE OPEN EXCAVATION SO AS TO NOT JEOPARDIZE THE STABILITY OF THE SIDE WALLS. STEP 4. THE NATIVE SOILS ALONG THE BOTTOM AND SIDES OF THE PERMEABLE PAVEMENT SYSTEM SHOULD BE SCARIFIED OR TILLED TO A DEPTH OF 3 TO 4 INCHES PRIOR TO THE PLACEMENT OF THE FILTER LAYER OR FILTER FABRIC. IN LARGE SCALE PAVING APPLICATIONS WITH WEAK SOILS, THE SOIL SUBGRADE MAY NEED TO BE COMPACTED TO 957 OF THE: STANDARD PROCTOR DENSITY TO ACHIEVE THE DESIRED LOAD-BEARING CAPACITY, (NOTE: THIS EFFECTIVELY ELIMINATES THE INFILTRATION FUINCTION OF THE INSTALLATION, AND IT MUST BE ADDRESSED DURING HYDROLOGIC DESIGN.) STEP 5. THE FILTER LAYER SHOULD BE INSTALLED ON THE BOTTOM OF THE RESERVOIR LAYER, AND WHERE WARRANTED, FILTER FABRIC CAN BE PLACED ON THE SIDES. STEP 6. PROVIDE A MINIMUM OF 2 INCHES OF AGGREGATE ABOVE AND BELOW THE UNDERDRAINS. THE UNDERDRAINS SHOULD SLOPE DOWN TOWARDS THE OUTLET AT A GRADE OF 0.57 OR STEEPER. THE UP -GRADIENT END OF UNDERDRAINS IN THE RESERVOIR LAYER SHOULD BE CAPPED. WHERE AN UNDERDRAIN PIPE IS CONNECTED TO A STRUCTURE, THERE SHALL BE NO PERFORATIONS WITHIN 1 FOOT OF THE STRUCTURE. ENSURE THAT THERE ARE NO PERFORATIONS IN CLEAN -OUTS AND OBSERVATION WELLS WITHIN 1 FOOT OF THE SURFACE. STEP 7. SPREAD 6 -INCH LIFTS OF THE APPROPRIATE CLEAN, WASHED STONE AGGREGATE. PLACE AT LEAST 4 INCHES OF ADDITIONAL AGGREGATE ABOVE THE UNDERDRAIN, AND THEN COMPACT IT USING A VIBRATORY ROLLER IN STATIC MODE UNTIL THERE IS NO VISIBLE MOVEMENT OF THE AGGREGATE. DO NOT CRUSH THE AGGREGATE WITH THE ROLLER. STEP 8. INSTALL OVERDRAIN IF REQUIRED AND CONNECT INTO OUTLET CONVEYANCE SYSTEM. STEP 9. INSTALL THE DESIRED DEPTH OF THE BEDDING LAYER, DEPENDING ON THE TYPE OF PAVEMENT, AS FOLLOWS: PERVIOUS CONCRETE: NO BEDDING LAYER IS USED. POROUS ASPHALT: THE BEDDING LAYER FOR POROUS ASPHALT (PAVEMENT CONSISTS OF 1 TO 2 INCHES OF CLEAN, WASHED ASTM D 448 NO.57 STONE. THE FILTER COURSE MUST BE LEVELED AND PRESSED (CHOKED) INTO THE RESERVOIR BASE WITH AT LEAST FOUR (4) PASSES OF A 10 -TON STEEL DRUM STATIC ROLLER. INTERLOCKING PAVERS: THE BEDDING LAYER FOR OPEN -JOINTED PAVEMENT BLOCKS SHOULD CONSIST OF 2 INCHES OF WASHED ASTM D 448 N0.8 STONE. 1 5 DRAINAGE AREA B PERMEABLE PAVERS: PERMEABLE PAVERS HAVE BEEN ADDED TO THE SITE TO WITHIN THE SIDE PARKING LOT TO AID IN IMPROVING WATER QUALITY. THE PAVERS DESIGNED TO BE A LEVEL 1 SYSTEM, AND HAD A TREATMENT AREA OF 0.24 -ACRES. Dewberry Permeable Pavement Sizing Sizing Requirements for Permeable Pavement (Per VA DCR Stormwater Design Specification No. 7) Stone Depth (dstone) (Equation 7.1): Additional Parking Site: N, `; AVg ,, P -.,: a " ?p: Rainfall Depth [Level 1=1 ", Levet 2=1.1'7(P)= 0.08 ft. Contributing Drainage Area (A!)= 10351 sf. Volumetric runoff coefficent far impervious (Rv 1)= 0.95 Area of permeable pavement (A P)= 7368 sf. Porosity of reservoir layer (rl r)= 0,4 Depth of .stone reservoir layer (dstone) 0.49 ft. 5.84 in. VA DEQ. STORMWATER DESIGN SPECIFICATION NO. 7 PERMEABLE PAVEMENT SECTION 4: TYPICAL DETAILS Figure T.2. Typical Detail (Source: Smith, 2009) STEP 10. PAVING MATERIALS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER OR INDUSTRY SPECIFICATIONS FOR THE PARTICULAR TYPE OF PAVEMENT. • INSTALLATION OF INTERLOCKING PAVERS. THE BASIC INSTALLATION PROCESS IS DESCRIBED IN GREATER DETAIL BY SMITH (2006). THE BASIC INSTALLATION PROCESS IS DESCRIBED( IN GREATER DETAIL BY SMITH (SMITH 2011). PERMEABLE PAVER JOB FOREMEN SHOULD SUCCESSFULLY COMPLETE THE PICP INSTALLER TECHNICIAN COURSE TRAINING PROGRAM OFFERED BY THE INTERLOCKING CONCRETE PAVEMENT INSTITUTE. THE FOLLOWING INSTALLATION METHOD ALSO APPLIES TO CLAY PAVING UNITS. CONTACT MANUFACTURERS OF COMPOSITE UNITS FOR INSTALLATION SPECIFICATIONS. 1. MOISTEN, PLACE AND LEVEL THE NO. 2 STONE SUBBASE AND COMPACT IT IN MINIMUM 12 INCH THICK LIFTS WITH FOUR PASSES OF A 10 -TON STEEL DRUM STATIC ROLLER UNTIL THERE IS NO VISIBLE MOVEMENT. THE FIRST TWO PASSES ARE IN VIBRATORY MODE WITH THE FINAL TWO PASSES IN STATIC MODE. THE FILTER AGGREGATE SHOULD BE MOIST TO FACILITATE MOVEMENT INTO THE RESERVOIR COURSE. 2. PLACE EDGE RESTRAINTS BEFORE THE BASE LAYER, BEDDING AND PAVERS ARE INSTALLED. PERMEABLE INTERLOCKING PAVEMENT SYSTEMS REQUIRE EDGE RESTRAINTS TO PREVENT VEHICLE LOADS FROM MOVING THE PAVERS. EDGE RESTRAINTS MAY BE STANDARD CONCRETE CURBS OR CURB AND GUTTERS. 3. MOISTEN, PLACE AND LEVEL THE NO. 57 BASE STONE IN A SINGLE LIFT (4 INCHES THICK). COMPACT IT INTO THE RESERVOIR COURSE BENEATH WITH AT LEAST FOUR (4) PASSES OF A 10 -TON STEEL DRUM STATIC ROLLER UNTIL THERE IS NO VISIBLE MOVEMENT. THE FIRST TWO PASSES ARE IN VIBRATORY MODE, WITH THE FINAL TWO PASSES IN STATIC MODE, 4. PLACE AND SCREED THE BEDDING COURSE MATERIAL (TYPICALLY NO. 8 STONE, 2 INCHES THICK). 5. PAVERS MAY BE PLACED BY HAND OR WITH MECHANICAL INSTALLERS. 6. FILL GAPS AT THE EDGE OF THE PAVED AREAS WITH CUT PAVERS OR EDGE UNITS. WHEN CUT PAVERS ARE NEEDED, CUT THE PAVERS WITH A PAVER SPLITTER OR MASONRY SAW. CUT PAVERS NO SMALLER THAN ONE-THIRD (1/3) OF THE FULL UNIT SIZE IF SUBJECT TO TIRES. T FILL THE JOINTS AND OPENINGS WITH STONE. JOINT OPENINGS MUST BE FILLED WITH NO. 8, 8P OR 9 STONE PER THE PAVER MANUFACTURER'S RECOMMENDATION. SWEEP AND REMOVE EXCESS STONES FROM THE PAVER SURFACE. 8. COMPACT AND SEAT THE PAVERS INTO THE BEDDING COURSE WITH A MINIMUM LOW -AMPLITUDE 5,000 LBF, 75- TO 95 HZ PLATE COMPACTOR. DO NOT COMPACT WITHIN 6 FEET OF THE UNRESTRAINED EDGES OF THE PAVERS. 9.THOROUGHLY SWEEP THE SURFACE AFTER CONSTRUCTION TO REMOVE ALL EXCESS AGGREGATE, 1O.INSPECT THE AREA FOR SETTLEMENT. ANY PAVING UNITS THAT SETTLE MUST BE RESET AND INSPECTED. 11.THE CONTRACTOR SHOULD RETURN TO THE SITE WITHIN 6 MONTHS TO TOP UP THE PAVER JOINTS WITH STONES. 8.3 CONSTRUCTION INSPECTION INSPECTIONS BEFORE, DURING AND AFTER CONSTRUCTION ARE NEEDED TO ENSURE THAT PERMEABLE PAVEMENT IS BUILT IN ACCORDANCE WITH THESE SPECIFICATIONS. USE A DETAILED INSPECTION CHECKLIST THAT REQUIRES SIGN -OFFS BY QUALIFIED INDIVIDUALS AT CRITICAL STAGES OF CONSTRUCTION AND TO ENSURE THAT THE CONTRACTOR'S INTERPRETATION OF THE PLAN IS CONSISTENT WITH THE DESIGNER'S INTENT. THE BASIC ELEMENTS OF A PERMEABLE PAVEMENT CONSTRUCTION CHECKLIST ARE PROVIDED AT THE END OF THIS SPECIFICATION. ONCE THE FINAL CONSTRUCTION INSPECTION HAS BEEN COMPLETED, LOG THE GPS COORDINATES FOR EACH FACILITY AND SUBMIT THEM FOR ENTRY INTO THE LOCAL BMP MAINTENANCE TRACKING DATABASE. IT MAY BE ADVISABLE TO DIVERT THE RUNOFF FROM THE FIRST FEW RUNOFF -PRODUCING STORMS AWAY FROM LARGER PERMEABLE PAVEMENT APPLICATIONS, PARTICULARLY WHEN UP -GRADIENT CONVENTIONAL ASPHALT AREAS DRAIN TO THE PERMEABLE PAVEMENT. THIS CAN HELP REDUCE THE INPUT OF FINE PARTICLES THAT ARE OFTEN PRODUCED SHORTLY AFTER CONVENTIONAL ASPHALT IS LAID DOWN. Dewberryo Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.co m C3 Lr W J J U) LLI r 0 Ir C) KEY PLAN SCALE REVISIONS 4 05/17/18 CLG REVISION #3 3 04/09/18 CLG REVISION #2 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 1007 CONSTRUCTION DOCS NO, DATE BY DESCRIPTION t � 1 f! C3 Lr W J J U) LLI r 0 Ir C) KEY PLAN SCALE REVISIONS DRAWN BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 Ile W*hs DEI NO: 50097362 ° M SHEET NO. 4 05/17/18 CLG REVISION #3 3 04/09/18 CLG REVISION #2 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 1007 CONSTRUCTION DOCS NO, DATE BY DESCRIPTION DRAWN BY APPROVED BY CHECKED BY DATE TITLE CLG ABN DMK 11/03/17 Ile W*hs DEI NO: 50097362 ° M SHEET NO. I AD 10 A 0 1 1 3 1 5 PRE -DEVELOPED LAND COVER MAP Q���1 of 60' 120' SCALE: 1 " = 60 LEGEND MANAGED TURF = 0.50 ACRES IMPERVIOUS COVER = 1.18 ACRES PERMEABLE PAVERS = 0.38 ACRES -Av 0 -V I i a APPROXIMATE POIND LIMITS '\ 'NV A TOTAL AREA - 1.68 AC x \ V k, X z 00 X- ti r-) > Z z zoo 1 MINES W1 �T WWII r�g -.7 a a NINE ,a jurg"-M-4 Kmw iggm • M � IN.- H 2=2m fill 1! 1 BAER9 ua ME IN I ago—, a mftz-h I - UfaI'M -,A 4110 MA W. JI1111 a Film ad 1111111116 win ANSI! N 00,1 IM! WE owl IEEW�Ie� 0 120' SCALE: 1 " = 60 Teial 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 r-) > Z z zoo 1 05/17/18 CLG LLI 3 04/09/18 CLG REVISION #2 2 02/12/18 0 UJ CC 0 D OCG LL NO. 0 0 0 < z a Z —J LU Z cr- > 50 0 Lq > cr W WMINIMIZZ > Z) r- LL z 0 < 0 c/) z • CL 0 z W 0 IT - z 0 D co 1343-2 ". I NZ DRAWN BY -CLQ APPROVED BY ABN CHECKED BY DMK DATE IlZO3117 TITLE PRE AND POST DEVELOPED '-r�-jw, (AA9 DEI NO: 50097362 % I SHEET NO. C 6 n 0 4 1 05/17/18 CLG REVISION #3 3 04/09/18 CLG REVISION #2 2 02/12/18 CLG REVISION #1 1 11/03/17 OCG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY -CLQ APPROVED BY ABN CHECKED BY DMK DATE IlZO3117 TITLE PRE AND POST DEVELOPED '-r�-jw, (AA9 DEI NO: 50097362 % I SHEET NO. C 6 n 0 =1 a' 01 0 I STRUCTURE DRAINAGE AREA MAP I -�� --� �-., ..e< ."" aere-- ,..... a _ r�---.�-,.� ..--_. .-15--' � d ✓- 8.._rc � ( ....... �_ L * '^. `'° � t d ski ;,,�,�, I ,+/r " K X NI 6 all A, � i{��� k � ``� `�✓ � 1 04 1�¢ t f �� � .✓'? �/�f � �4i �l �T�t��t }��, "�,��� 4 tri C 1��..Y^� .1 t •,> � _ / s` � epi' / -' � :� 'e ST 4 0 E 06 7 r S 0 06 ,r 0.027 k 0.009 '01.009-- .6�9 .900 :900 p� � E , APPROXIMATE POIND LIMITS r .81 d f tit A't it 'N 9 Dewberry Figure 5.3 - Storm Sewer Piping Design PROJECT Boar3 Head inn Lobby Renovation and Parking Relocation LOCATION A bemarle County of i 1, im, \; ' " 91, .g{g='">-�,:.-'`.• FROM TO AREA DRAIN. RUNOFF COEF. INCRE- 41 INLET TIME RAIN- FALL RUNOFF Q INVERT ELEVATIONS LENGTIH SLOPE DIA. CAPE, CITY x FLOW TIME "M"" PIPE SIZE POINT POINT ACRES (3) C (4) MENT (5J ULATED (6) MIN. (7) -�� --� �-., ..e< ."" aere-- ,..... a _ r�---.�-,.� ..--_. .-15--' � d ✓- 8.._rc � ( ....... �_ L * '^. `'° � t d ski ;,,�,�, I ,+/r " K X NI 6 all A, � i{��� k � ``� `�✓ � 1 04 1�¢ t f �� � .✓'? �/�f � �4i �l �T�t��t }��, "�,��� 4 tri C 1��..Y^� .1 t •,> � _ / s` � epi' / -' � :� 'e ST 4 0 E 06 7 r S 0 06 ,r 0.027 k 0.009 '01.009-- .6�9 .900 :900 p� � E , APPROXIMATE POIND LIMITS r .81 d f tit A't it 'N 9 Dewberry Figure 5.3 - Storm Sewer Piping Design PROJECT Boar3 Head inn Lobby Renovation and Parking Relocation LOCATION A bemarle County of i 1, im, \; ' " 91, .g{g='">-�,:.-'`.• FROM TO AREA DRAIN. RUNOFF COEF. INCRE- C A ACCUM- INLET TIME RAIN- FALL RUNOFF Q INVERT ELEVATIONS LENGTIH SLOPE DIA. CAPE, CITY VELA- CITY FLOW TIME "M"" PIPE SIZE POINT POINT ACRES (3) C (4) MENT (5J ULATED (6) MIN. (7) IN./HR. (8) C.F.S. (9) UPPER (10)- LOWER - (11) FT. (12) FT./FT. (13) INCHES (14) C.F.S. _ (15) F.P.S. (16)-, SEC. (17) INCHES _(18) 7 -(2) _ 0_ Q'W9 0-.900 0.008 _ D.003 5,00 617 0,05 557.65 - 557.00_ - 32.657 5 -.4.79 4.0_3_ 810 6 RQ FJUNE 0.009 9.900 0,008 0.91rx -5 14 6:51 0111 557.0 555,96 55,16 _0;00120 4,929 5 _ 0.79 4.63 � 13.60 2X4 r`•iQ iF.311NG 5 - ti.!7.17 9-.900 9.91$ 9:932 53b 53 .58 0-21 5 5 ,40 %4.60 53;54. 0.020 -6 0,00 4,04 15.:5.1. 3.61 5 4 0.492 1 0.716 0.352 0.384 5.62 6.51 1 2.50 554.50 554.07 4271 0.010 15 6.48 5.28 &09 10.49 4 3 0.323 4.663 0.221 0.604 5.75 6:47 .3.91 553:97 553.75 22.74 0..010 6 4 i].037 0.629 0,017 0.417 5.00 0'a? J.11 555.00 5-4.00 40.90 Q'()1a 6 0,55 2.43 14.47 3.31 i 2 1 i?.09E1 81090 0000 0.400 0..00 7.97 5,76 553.75 553,58 15.90 0{710 id 10.54- 5.96 2.113- t4.3,r ' Lk - 5.75 553A7 552:7£ 78.39 9.0x4 15 - 5.016+. `L94 15;L7 14.72. 12 11 11 -. EX 0.625- 1 9721 0451 0.451 $00 1 6167" 3(71 - 3.01 55#;'_5% 557.96 557.41; 550.33 _ _ 304.9 138-08 a0la 01�55 _ 16 15 $At 15.19 522 -rZ37 5.S4 1113D _ -. .11:14 BAB 22 21 114310 0.819 07 352 0.352 i00 6.57 2,35 565.1 8 565.68 72.00 Ewa 15 X 99 x ,07 17.70 11.31 4A71 0.805 1 0.057 1 0.409 5.29 6.59 2.70 562.50 553.53 77.50 1 0,116 12 12.'12 1 1.5.43 1 5.02 1 6.93 0' 60' 120' SCALE: 1 " = 60 El REDUCTIONRUNOFF ♦ DRAINAGE PERMEABLE PAVER Rv CALCULATIONS Rv FOREST/OPEN SPACE = 0.04 Rv MANAGED TURF = 0.22 Rv IMPERVIOUS COVER = 0.95 Rv (PRE) = (0.00 AC/1.68 AC)0.04 + (0.73 AC/1.68 AC)0.22 + {0.95 AC/1.68 AC}0.95 Rv (PRE) = 0.63 Rv (POST) = (0.00 AC/1.68 AC)O.04 + (0.50 AC/1.68 AC)0.22 + (01.18 AC/1.68 AC)0.95 Rv (POST) = 0.73 0 60' 120' SCALE: 1 " = 60 Ful Dewberry 0 Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03117 TITLE MOM STRUCTURE MAPS Wr lel 1 11 DEI NO: 50097362 SHEET NO. 4 05/17/18 CLG REVISION #3 3 04/09/18 CLG REVISION #2 2 02/12/18 CLG REVISION #1 1 11/03/17 OJG 1007. CONSTRUCTION DOCS NO, DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY ABN CHECKED BY DMK DATE 11/03117 TITLE MOM STRUCTURE MAPS Wr lel 1 11 DEI NO: 50097362 SHEET NO. 10 X N MW 1 WATER QUANTITY NARRATIVE WATER QUANTITY CONTROL: IN ORDER TO ACCOMMODATE THE ADDITIONAL FLOW GENERATED BY THE ADDITION OF IMPERVIOUS AREA ON THE SITE, AN UNDERGROUND STORAGE BOX WITH A WEIR WALL AND TWO ORIFICES WAS DESIGNED TO ACCOMMODATE THE ADDITIONAL FLOW AND DETAIN IT ONSITE. THE 96%48" BOX WAS DESIGNED TO BE 62' -FOOT LONG, WITH 2 ORIFICES; ONE 4"X4" AT ELEV. 0 (INVERT OF BOX) AND THE SECOND 36"X4" AT ELEVATION 2.90 FROM INVERT OF THE BOX. THROUGH THIS DETENTION, THE FLOW RATES OF WATER LEAVING THE SITE WERE REDUCED TO BE LOWER THAN THE PRE -DEVELOPED FLOW RATES. CHANNEL PROTECTION REQUIREMENTS FOR A MANMADE CONVEYANCE SYSTEM (9VAC25-870-66.1) AND FLOOD PROTECTION REQUIREMENTS WERE MET SINCE THE SITE PEAK FLOW RATE FOR THE 2 -YEAR 24-HOUR STORM AND 10 -YEAR 24-HOUR STORM BOTH DECREASE AT THE POINT OF ANALYSIS AT THE EXISTING POND AS A RESULT OF THE PROPOSED DETENTION PIPE. EXISTING STRUCTURES THAT ARE BEING TIED INTO ARE ADEQUATE FOR NEW DRAINAGE CONDITIONS. SEE STORM SCHEDULE FOR MINIMUM PIPE SIZE CALCULATION FOR EXISTING PIPE. THE CHART BELOW SUMMARIZES THE PRE -DETENTION AND POST -DETENTION FLOW RATES. THE POST DEVELOPMENT SITE AREA IS 30% PERVIOUS AND 70% IMPERVIOUS. PiB Pre Development 4 Post Development A 1�7 b \Su cat/, 1 R ' k : �Jn A�L HydroCAD - UVAF BH Lobby Prepared by Dewberry Printed 4/5/2018 HydroCAD@ 10.00-14 sin 05760 @2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) A PRE -DETENTION (CFS) POST -DETENTION (CFS) 1 -YEAR STORM 2.63 0.95 2 -YEAR STORM 3.43 2.87 10 -YEAR STORM 5.80 5.52 PiB Pre Development 4 Post Development A 1�7 b \Su cat/, 1 R ' k : �Jn A�L HydroCAD - UVAF BH Lobby Prepared by Dewberry Printed 4/5/2018 HydroCAD@ 10.00-14 sin 05760 @2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) A Area CN Description (acres) (subcatGhment-numbers) 0,810 87 (APostl) zoo 1.720 85 (APre, Pre) 0.770 90 (Pre) 4 0.910 87 Lobby Site (Post) < 0.770 90 Parking Area (Post) 2 1 3 HydroCAD - UVAF BH Lobby Type// 24 -hr I Rainfalf=3.04 " Prepared by Dewberry Printed 41512018 HydroCAD@ 10.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC Page 3 Time span=0,00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentAPostl: DAA - Post Runoff Area=0.810 ac 0.00% Impervious Runoff Depth=1.77" Tc=5.0 min CN=87 Runoff=2.63 cfs 0.120 of SubcatchmentAPre: DA A - Pre Runoff Area=0.810 ac 0.00% Impervious Runoff Depth=1.62" Tc=5.0 min CN=85 Runoff=2.42 cfs 0.109 of Subcatchment Post: Post Development Runoff Area=1.680 ac 0.00% Impervious Runoff Depth=1.85" Tc=5.0 min CN=88 Runoff=5.66 cfs 0.260 of SubcatchmentPre: Pre Development Runoff Area=1.680 ac 0,00% Impervious Runoff Depth=1.77" Tc=5.0 min CN=87 Runoff=5.45 cfs 0.248 of Pond DPI: DAA- Detention Pipe Peak Elev=2.93' Storage=0,033 of Inflow=2.63 cfs 0.120 of Outflow=0.95 cfs 0.120 of HydroCAD - UVAF BH Lobby Type 1124 -hr I Rainfall -3.+04' Prepared by Dewberry Printed 4/5/2018 HydroCAD@) 10.00-14 s/n 05760 @ 2015 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment Pre: Pre Development Runoff 5.45 cfs @ 11.96 hrs, Volume= 0.248 af, Depth= 1.77" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 1 Rainfall=3.04" Area (ac) CN Description 0.910 85 0.770 90 1.680 87 Weighted Average 1.680 100.00% Pervious Area Tic Length Slope Velocity Capacity Description (min) (feet) (Rift) (fusee) (cfs) 5.0 Direct Entry, Subcatchment Pre: Pre Development Hydrograph 6 Q Jf2_41hr_ 1, Rainfall -3.04" 7 Atinoff Aire6=1.686-ad-- 4- 4.240 if RonoffiVOI I m,6 P ------0 PT 0 Tc -5.0 Min j 2- -M=8-7, - _i_ _j J__ I L L -1- _J j L L_ 18 20 22 24 26 28 30 32 14 31 4� Hydr`66kd - 6V4F1hWLobGy fypilelf�4- r Rainfall -:3.04" Prepared by Dewberry Printed 4/5/2018 HydroCAD@ 10.00-14 s1n 05760 @ 2015 HydroCAD Software Solutions LLC Page 8 Summary for Pond DPI: DA A - Detention Pipe Inflow Area = 0.810 ac, 0.00% Impervious, Inflow Depth= 1.77" for 1 event Inflow = 2.63 cfs @ 11.96 hrs, Volume= 0.120 of Outflow = 0.95 cfs @ 12.06 hrs, Volume= 0.120 af, Atten= 64%, Lag= 6.2 min Primary 0.95 cfs, @ 12.06 hrs, Volume= 0.120 of Routing by Stor-Ind method, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Peak Elev= 2.93'@ 12.06 hrs Surf.Area= 0.011 ac Storage= 0.033 of Plug -Flow detention time= 21.3 min calculated for 0.120 of (100% of inflow) Center -of -Mass det. time= 21.2 min ( 8382 - 817.0 ) Volume Invert Avail.Storage Storage Description #1 0.00, 0.046 of 96.0" W x 48.0" H Box Pipe Storage L= 62.0' Device Routing Invert Outlet Devices #1 Primary 0.00' 4.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #2 Primary 2.90' 36.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 3.75' 6.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 rimary OutFlow Max=0.94 cfs @ 12.06 hrs HW=2.93' (Free Discharge) I=Orifice/Grate (Orifice Controls 0.89 cfs @ 8.00 fps) -2=Orifice/Grate (Orifice Controls 0.05 cfs @ 0.55 fps) -3=Broad-Crested Rectangular Weir( Controls 0.00 cfs) HydroCAD - UVAF BH Lobby Type I/ 24 -hr I Rainfall=3.04" Prepared by Dewberry Printed 415/2018 HydroCAD@ 10.00-14 s/n 05760 O 2015 HydroCAD Software Solutions LLC Page 9 Pond DPI: DA A - Detention Pipe Hydrograph 7_I E3 10(ow El Pdrna ry 4.S! 0 �ac 1hf1oW,Ar1e6 Peak' EleV=2.93' torage01.033 af S 2- 0 0 8 10 12 14 16 1*8 20 22 24 26 28 30 32 34 36 38 Time (hours) M HydroCAD - UVAF BH Lobby Type 1124 -hr 2 Rainfall=3.68" Prepared by Dewberry Printed 4/5/2018 HydroCAD@ 10.00-14 s/n 05760 0 2015 HydroCAD Software Solutions LLC Page 10 Time span=0.00-48.00 hrs, dt=0,01 hrs, 4801 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentAPostl: DA A - Post Runoff Area=0.810 ac 0.00% Impervious Runoff Depth=2.34" Tc=5.0 min CN=87 Runoff=3.43 cfs 0.158 of SubcatchmentAPre: DA A - Pre Runoff Area=0.810 ac 0.00% Impervious Runoff Depth=2.17" Tc=5.0 min CN=85 Runoff=3.22 cfs 0.147 of Su bcatchment Post: Post Development Runoff Area=1.680 ac 0.00% Impervious Runoff Depth=2.43" Tc=5.0 min CN=88 Runoff=7.33 cfs 0.341 of SubcatchmentPre: Pre Development Runoff Area=1.680 ac 0.00% Impervious Runoff Depth=2,34" Tc=5.0 min CN=87 Runoff=7.11 cfs 0.328 of Pond DP1: DA A - Detention Pipe Peak Elev=3.24' Storage=0.037 of Inflow=3.43 cfs 0.158 of Outflow=2.87 cfs 0.158 of HydroCAD - UVAF 131-11 Lobby Type// 24 -hr 2 Rainfafi=3.68" Prepared by Dewberry Printed 4/5/2018 HydroCAD@ 10.00-14 s/n 05760 0 2015 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment APre: DA A - Pre Runoff = 3.22 cfs @ 11.96 hrs, Volume= 0.147 af, Depth= 2.17" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2 Rainfall=3.68" Area (ac) CN Description 0.810 85 0.810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Rift) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment APre: DA A - Pre Hydrograph 1-322 Ifs I II Ype 11 20'r - I I --i- IT A 2 Rainfall=3.68" 'Runoff AteA=0.810 ad Runoff V616M4=0.14? Cif 2- Runoffbpth=2. 17'• Tc=5.0 Min U. CN; 85 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) HydroCAD - UVAF BH Lobby Type 1124 -hr 2 Rainfall=3.68" Prepared by Dewberry Printed 4/5/2018 Hyd CAD@ 10.00-14 s1n 05760 @ 2015 HydroCAD Software Soiutions LLC Page 15 Summary for Pond DPI: DA A - Detention Pipe Inflow Area = 0.810 ac, 0.00% Impervious, Inflow Depth = 2.34" for 2 event Inflow 3.43 cfs @ 11.96 hrs, Volume= 0.158 of Outflow 2.87 cfs @ 12.00 hrs, Volume= 0.158 af, Atten= 16%, Lag= 2.6 min Primary 2.87 cfs @ 12.00 hrs, Volume= 0.158 of Routing by Stor-Ind method, Time Span= 0,00-48.00 hrs, dt= 0.01 hrs Peak Elev= 3-24'@ 12.00 hrs Surf.Al 0.011 ac Storage= 0.037 of Plug -Flow detention time= 19.2 min calculated for 0.158 of (100% of inflow) Center -of -Mass det. time= 19.2 min (828.3 - 809.1 ) Volume Invert Avail.Storage Storage Description #1 0.00, 0.046 of 96.0" W x 48.0" H Box Pipe Storage L= 62.0' Device Routing Invert Outlet Devices #1 Primary 0.00' 4.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #2 Primary 2.90' 36.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 3.75' 6.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 rimary OutFlow Max=2.85 cfs @ 12.00 hrs HW=3.24' (Free Discharge) I=Orifice/Grate ({Orifice Controls 0.94 cfs @ 8.44 fps) -2=Orifice/Grate (Orifice Controls 1.91 cfs @ 1.91 fps) -3=Broad-Crested Rectangular Weir( Controls 0.00 cfs) HydroCAD - UVAF BH Lobby Type 1124 -hr 2 Rainfa,11=3.68" Prepared by Dewberry Printed 415/2018 HydroCAD@) 10.00-14 s/n 05760 2015 HydroCAD Software Solutions LLC Page 16 Pond DP1: DA A - Detention Pipe Hydrograph [3 Inflo 0 Primary 1 1'nf1oW,,Area'--,0.010 ac Pe0kE1eV=:3.24,' Storage -0.037 of 7 2 I - - I I- - -j - IL I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 5 HydroCAD - UVAF BH Lobby Type// 24 -hr 10 Rainfall=5.56 Prepared by Dewberry Printed 415/2018 HydroCAD@ 10.00-14 stn 05760 @ 2015 HydroCAD Software Solutions LLC Page 17 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentAPostl: DA A - Post Runoff Area=0.810ac 0.00% Impervious Runoff Depth=4.10" Tc=5.0min CN=87 Runoff=5.80cfs O.277af SubcatchmentAPre: DA A - Pre Runoff Area=0.810ac 0.0061 Impervious Runoff Depth=3.89" Tc=5.0min CN=85 Runoff=5.58cfs 0.263af Subcatchment Post: Post Development Runoff Area=1.680 ac 0.00% Impervious Runoff Depth=4.20" Tc=5.0 min CN=88 Runoi 2.25 cfs 0.588 of SubcatchmentPre: Pre Development Runoff Area=1.680 ac 0.00% Impervious Runoff Depth=4.10" Tc=5.0 min CN=87 Runoff=1 2.03 cfs 0.574 of Pond DP1: DAA - Detention Pipe Peak Elev=3.82' Storage=0.044 of Inflow=5.80 cfs 0.277 of Outflow=5.52 cfs 0.277 of HydroCAD - UVAF BH Lobby Type 1124 -hr 10 Rainfall=5.56" Prepared by Dewberry Printed 4/5/2018 HydroCAD®10.00-14 sin 05760 0 2015 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment APre: DA A - Pre Runoff 5.58 cis @ 11.96 hrs, Volume= 0.263 af, Depth= 3.89" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hi dt= 0.01 hrs Type 11 24 -hr 10 Rainfall=5.56" Area (ac) CN Description 0,810 85 0.810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, Subcatchment APre: DA A - Pre Hydrograph - - - -- - - - - - - - - - - - - - - - -- - - - - - - �T piii$ 4 24 -hr 10 Rainfall=5.561" 'Runoff Alre6=0.810 at I- 4- Rt' Off 1 V 1 M 1 M, 4.20 0 P 0 P P�h::F3.89j 1: 3- Tc"65.110 Min LL. 95,-- 2- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) HydroCAD - UVAF 131-1 Lobby Type 11 24 -hr 10 Rainfall=5.56" Prepared by Dewberry Printed 4/5/2018 Hyd CADO 10.00-14 -sin 05760 0 2015 HydroCAD Software Solutions LLC Pacie 22 Summary for Pond DP1: DA A - Detention Pipe Inflow Area = 0.810 ac, 0.00% Impervious, Inflow Depth = 4.10" for 10 event Inflow = 530 cfs @ 11.96 hrs, Volume= 0.277 of Outflow 5.52 cfs @ 11.98 hrs, Volume= 0.277 af, Atten= 5%, Lag= 1.4 min Primary 5.52 cfs @ 11.98 hrs, Volume= 0.277 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 3.82'@ 11,98 hrs Surf.Area= 0.011 ac Storage= 0.044 of Pllug-Flow detention time= 15.9 min calculated for 0.277 of (100% of inflow) Center -of -Mass det. time= 15.9 min ( 809.2 - 793.3 ) Volume Invert Avail.Storage Storage Description #1 0.00, 0.046 of 96.0" W x 48.0" H Box Pipe Storage L= 62.0' Device Routing Invert Outlet Devices #1 Primary 0.00' 4.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #2 Primary 2.90' 36.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 3.75' 6.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=5.50 cfs @ 11.98 hrs HW=3.82' (Free Discharge) '=Orifice/Crate (Orifice Controls 1.02 cfs @ 9.20 fps) 2=Orifice/Grate (Orifice Controls 4.17 cfs @ 4.17 fps) 3=Broad-Crested Rectangular Weir(Weir Controls 0.31 cfs @ 0.74 fps) HydroCAD - UVAF BH Lobby Type 1124 -hr 10 Rainfall=5.56" Prepared by Dewberry Printed 4/512018 HydroCAD@ 10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 23 Pond DP1: DA A - Detention Pipe Hydrograph Fit d!5� Primary 6, 0 fnfloW, Are' -810 a6 IL _j J, L Peak E10-3.82 5- __I :__St -ag e=OL 044 af - or N 4- --i; -1 - 3' LL - j- - - - - - - --- - - - q 2- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 Time (hours) 1.0 Dewberry" Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dowberry.com zz 00 0>z zoo 4 LL 1= 0 < >- 0 . CO J ZMW REVISION #1 1 11/03/17 0 1= NO DATE BY >zz LL Z 0 [L W 0 2: Cn CC U) z < W z 0 D ca KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY CHECKED BY DATE TITLE 2.2 QMK 11/03/17 0 Uff- aft "an 1:0 W141tv DEI NO: 50097362 ` ` SHEET NO. 4 05/17/18 CLG REVISION #3 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 2.2 QMK 11/03/17 0 Uff- aft "an 1:0 W141tv DEI NO: 50097362 ` ` SHEET NO. P.., Dewberry 0 Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.corn SEAL *ALTIJ 67P7�oA ,. 1", KEY PLAN SCALE REVISIONS DRAWN BY CLG APPROVED BY CHECKED BY DATE TITLE ME DMK 11/03117 WATER QUAIKN'Tl-'Ir'\T/ -�l���I DEI NO: 50097362 SHEET NO. 4 05%17/18 CLG REVISION #3 3 04/09/18 CLG REVISION §2 2 02/12/18 CLG REVISION #1 1 11/03/17 O,JG 100% CONSTRUCTION DOCS NO. DATE BY DESCRIPTION DRAWN BY CLG APPROVED BY CHECKED BY DATE TITLE ME DMK 11/03117 WATER QUAIKN'Tl-'Ir'\T/ -�l���I DEI NO: 50097362 SHEET NO. I L 0 0 REBAR SPLICE AND HOOD 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 APPROVED BY LENGTH OF BAR LDH - STANDARD DEVELOPMENT KSI LENGTH OF HOOK F'c - SPECIFIED COMPRESSIVE LLH STRENGTH OF CONCRETE db - BAR DIAMETER PER ASTM LDH 90' BEND CRITICAL 12db SECTION 180' HOOK 4d b L LR (2-1/20 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 S STANDARD LAP SPLICE (TYPICAL) SEE FNDN PLAN FOR TOP OF Q = FOOTING ELEVATION SEE FNDN Q 2 d PLAN FOR TOP OF FOOTING ELEVATION 2H MATCH TYP. FTG. BAR FOOTING STEP DETAIL SCALE: NOT TO SCALE CLASS "B" TENSION LAP (TYP.) 90' STD. HOOK (TYPICAL) ADD CORNER BARS TO MATCH SIZE AND SPACING b ' OF HORIZ. REINFORCING. USE LARGER SIZE OF LAPPED REINF. WHERE 'PF VARIATIONS IN SIZE OCCUR. A SEE -PLAN TYP � � �• v P W J "w (n f1 -"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 5/8" DIA. x 2'-6" LONG SMOOTH DOWELS AT 12" D.C. VERTICAL. CONT. 6" PVC WATERSTOP GREASE ONE END OF DOWEL OR WRAP WITH POLYETHLENE TAPE. TERMINATE ALL HORIZONTAL - REINFORCEMENT AT JOINT OTHER THAN SMOOTH DOWELS O 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 SMALL 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 #21B 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 #218 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 RECQMPACTED 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. ►,1 GENERAL STRUCTURAL NOTES. 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 AGI 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/II. 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 AGI -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." S. 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 S0.01. 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: 21" 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. E% 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 fus..) Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804,290.7926 www.dowberry.com SGW APPROVED BY JAW 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 fus..) Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804,290.7926 www.dowberry.com SEAL ,. i. SCALE REVISIONS SGW APPROVED BY JAW CHECKED BY 00 DATE 11/03/17 C) zoo LU 3 04/09/18 SGW i 2 02/12/18 SGW i NO. DATE C) DESCRIPTION iLLJ LL t < CL 0 CC LU i co SEAL ,. i. SCALE REVISIONS DRAWN BY SGW APPROVED BY JAW CHECKED BY JAW DATE 11/03/17 3 04/09/18 SGW REMSIDN #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, I�A? 1 11 DEI NO: 50097362 ' SHEET NO. m$e A I 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 1/2" SQUARE CHANNEL SOLID STEEL BAR POST HANDRAIL SECTION 7 � HANDRAIL DETAIL .01 S3.01 SCALE: 3" = 1'-0" GUARD RAIL POST D SEE 7/S3.01 FOR MARK STEEL GUARD RAIL NOTES: CONSTRUCTION "FT" BARS "FB" BARS 1 " SOLID 1 1/2" x 1 2 / "D" DOWELS 1. INTERMEDIATE GUARDRAIL PICKET SHALL BE 1/2- DIA. STEEL GUARD RAIL POST 2'-O" SOLID 'STEEL BARS AT 4" O.C. AT 5'-0" MAX. SPACING 1 #5 AT 12" O.C. SPACING (NOT SHOWN FOR RW2 HANDRAIL CLARITY). 1-1/2" x 1/2" SOLID AT STAIR #6 AT 12" O.C. BOTTOM RAIL I 2. GUARD RAIL STEEL SHALL RECEIVE A TWO PART EPDXY 101 to PAINT (SEE DETAIL 7/S3.01). 0 LU i 2 1/4 SGW REVISION #1 NO. DATE 3. GUARD RAIL STRUCTURAL DESCRIPTION STEEL SHALL BE FINISHED TO DRILL 2 1/2" DIA. x 4" Z MEET STANDARDS FOR DEEP HOLE IN CONCRETE CATEGORY 1 ARCHITECTURALLY AND SET HANDRAIL POSTS r ' EXPOSED STRUCTURAL STEEL IN HIGH STRENGTH EPDXY (A.E.S.S.) 5 0 0 DOWELING SYSTEM, TYP. EQ. DEQ. oe a STAIR OR SIDEWALK AACONCRETE RETAINING WALL WITH STONE VENEER 6 � GUARDRAIL DETAIL S3.01 53.01 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. GUARD RAIL POST, SEE 6/S3.01 VARIES SEE CIVIL STAIR, SEE 3/S3.01 TOP OF WALL ''II � � a d d a 0 ° r CONTROLLED BACKFILL (SEE • GENERAL NOTES ON SO.01) •. • #4 AT 1.2% TYP. " • i 2 #6 AT 12% TYP. CLR, . TYP. 3 RETAINING WALL SCHEDULE MARK "W" "T" "FT" BARS "FB" BARS "V" BARS "D" DOWELS RW1 6'-0" 2'-O" (6) #5 1 (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. 4" v 1.1'-O"i GUARD RAIL, SEE 6/S3.01 4" BLUESTONE CAP I I I 1/2" EXPANSION JOINT 4TOPOF WALL VARIES (SEE CIVIL) WALL VARIES (SEE CIVIL 3/16" DIA. GALVANIZED TRIANGULAR #3 TIE BAR AT 12" O.C. TIE AT 16" (f4") O.C. HORIZONTAL SPACING (3" WIDE AT OPEN END ' " AND 3" LONG). USE POWDER 2" 2 ACTUATED FASTENERS OR DOVE CLR 77 It LR CLR TAIL ANCHOR SLOTS TO SECURE TO CONCRETE WALL. "V" BARS #4 AT 12" O.C. "D" DOWEL WITH STD. 90' #5 AT 12" O.C. HOOK AND CLASS "B" LAP a a CONT. 4" DIA. TYPE 2 "HDPE" PERFORATED 1/2" EXPANSION JOINTFOUNDATION DRAIN PIPE. WRAP 2 CF/LF OF • u NO. 78 AGGREGATE AROUND DRAIN PIPE WITH CURB AND ASPHALT, d DRAINAGE GEOTEXTILE CONSISTING OF MIRAFI SEE CIVIL 140N (OR APPROVED EQUAL). TIE PIPE INTO • 51TE DRAINAGE SYSTEM PER CIVIL PLANS). #5 DOWEL WITH STD. 90' HOOK Lo I i AT 12" O.C. \; • .-- CONTROLLED BACKFILL \ (SEE GENERAL NOTES 4" CMU l ,\ N #5 AT 12" O.C. / ON SO.01) TOP OF FOOTING \\: \ f (SEE PLAN) a a � "IF BARS W J Q d w LO r .1 1" RADIUS BULLNOSE NOSING DETAIL SEE 6/SO.01 . - GUARD RAIL AND HANDRAIL SLOPING CHEEKWALL EACH SIDE OF STAIR i f Q :• SEE CIVIL (14) TREADS AT 12" = 14'-0" STEEL LAMBS - TONGUE RAILING (SEE 7/S3.01) !1 WPM (SEE CIVIL DWGS.)#4 NOSE ' BAR (TYP.) 1/2 EXPANSION _ JOINT MATERIAL (TYPICAL) ' .4 mem J111 TOP OF STAIR IV SEE CIVIL .4 " SEE CONCRETE KEY 8 AT BOTTOM OF STAIRS FOR ITEMS a NOT IDENTIFIED. SEE SIDEWALK DETAIL ON CIVIL DRAWINGS AND GENERAL STRUCTURAL NOTES FOR #4 AT 12" CONCRETE COLOR. O.C. EACH PLACE STAIR SLAB -ON -GRADE OVER 6" WAY LAYER OF COMPACTED AGGREGATE BASE COURSE (VDOT #21A) OVER PROPERLY COMPACTED SUBGRADE. -�" ` STAIR DETAIL "FB" BARS \ \�tdo SCALE: 3/4" = 1,-0„ �1) CONT. #5 AT PLACE FOOTING OVER' 53.01 4 't :: �� " ii INTENTIONALLY ROUGHEN T 5 BAR 12 O.C. ' , , `:' COMPACTED FILL AS APPROVED INTERFACE TO A MINIMUM �� BY THE PROJECT GEOTECHNICAL SEE ENGINEER GENERAL NOTES -�j --- AMPLITUDE OF 1/4- ( t� #3 TIE BAR AT 12" O.C., TYP. •r • • #6 DOWELS AT 12" O.C. WITH STD. 90' HOOK AND CLASS "B" LAP, TYP. 4 NOTE: SEE 4/S3.011 * r d/r-ROUGHEN FOR ITEMS SHOWN ` A. CONCRETE, BUT NOT IDENTIFIED A. TYPICAL ' �o - SEE 4/S3.01 FOR FOUNDATION DRAIN DETAIL iv • r '/ /. . ' SEE PLAN a V Q TOP OF a a FOOTING N i ,� r • r • � � a. �� c r. r • a d #5 AT 12" O.C., EACH _j WAY, TOP AND BOTTOM ' �v •I' -n" B' -n" 1'-d" 2'-0" r5 � STAIR RETAINING WALL DETAIL 53.0153,01 SCALE: 3/4" = 1 I-011 (SEE SCHEDULE) ON SHEET S0.01) RETAINING WALL DETAIL S3.01 S3.01 SCALE: 1/2" = 1'-0"_= = = -r �'' T.O.W., SEE CIVIL GUARD RAIL, ..� -'"' SEE 6/S3.01 I Ct�ttt _- -•~ ' 'CURB, TYP. SEE SEEyJAt-�--- ..• 4' 1/S3.01-1 2/S3.01 __. 3.0 5 RW1 ..- �- "� -- -Top OF �_ .� ,,. •�S 'j'2' SEE CIVIL r.,1 -- t 1.0 r r -- �'" 1.50 RW 2 �- �. r....o"' .r �� �-- .� ..r! •�- �' Cv�� _ _ ----- Z ( T.O.W., SEE CIVILSTONE VENEER, TYP. _j _j y CJ.....�.. r,. r •+.+ aQ CJ71.50 RETAINING WALL FOUNDATION PLAN NOTES: X71.001 1 __ _ ------ 1, SEE SO.01 FOR GENERAL STRUCTURAL NOTES AND ABBREVIATIONS. I 2. SEE CIVIL PLAN DRAWINGS FOR RETAINING WALL LAYOUT AND GEOMETRY. SEE L SEE 1/S3.01 ( 2/S3.01 3. "CJ" DENOTES WALL CONSTRUCTION JOINT LOCATIONS. SEE 1/S0.01 FOR WALL I CONSTRUCTION JOINT DETAIL. THE CONTRACTOR IS PERMITTED TO SCALE LOCATIONS OF 1 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. 5. [RWX1 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 BACK53.01 53.01 SCALE: 1 /8" = 1'-0" WALL. 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. 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 t1' -O" OF . THE LOCATIION SHOWN. 9. SEE CIVIL (DRAWINGS FOR EXTERIOR CONCRETE SIDEWALK DETAILS. CONTRACTOR SHALL `~-.., CJ �"'•- _= �~-� COORDINATE JOINTING PLAN WITH UNIVERSITY ARCHITECTS OFFICE. _ ._ ... �``"-- STONE VENEER, ..-,, I - -- __4 TYP. ---..'1RW11 3.0 5w�~=` cd 001 - -. - ` roP of WALL PER Ct__A._ 1 "'- ~ S -- - 70. - C J VtL -y T.O.W., SEE CIVIL 3 Cd 3.0 CURB, TYP. GUARD RAIL, SEE CIVIL SEE 6/S3.01 170.00 ] S1 I I 1 I _I I r I RETAINING WALL FOUNDATION PLAN - WEST � 0 IS, 3.011SIO1 SCALE: 1/8" = 1'-0" OO I SEE loe SEE 1 /S3.01 2/S3.01 4 ! 3.0 RW2 _ _ - ^ - -- -w'�w _ zlz--� 1 CJ jv CJ +5 ------ [71.00'1 3.0SEE L SEE I ~ 1 /S3.01 12/S3.01 I I I I I fne-.I Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive Suite 200 Glen }Men, VA 23060 Phone: 804.290.7957 Fax: 804.290.7526 www.dowberry.com KEY PLAN SCALE SGW APPROVED BY JAW CHECKED BY 00 DATE 11/03/17 zoo 3 04/09/18 0 LU i 2 02/12%18 SGW REVISION #1 NO. DATE BY DESCRIPTION i! W Z >0 aj0 _j _j Liji >zz 0 Lj_ 0 i � +D i 0 0 i! KEY PLAN SCALE DRAWN BY SGW APPROVED BY JAW CHECKED BY JAW DATE 11/03/17 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 LANS AND DETAILb" -f? 6114 II DEI NO: 50097362 SHEET NO. io ra x =r 04 U IIN 20" S�+q�CAMO4 is ..r ri win-rrri1r BOAR'S HEAD INN PEA GRAVEL BETWEEN PORCH AND RAMP PAVING `- CONCRETE CENTERED PAVING, SEE ON PORCH CIVIL STEPS 16 0 16 32 m m .1-011 SCALE OF • Inn Lobby• • i Parking Relocation University of Virginia Foundation PO Box 400218 Charlottesville, VA 434.982.4848 tel 434.982.5852 fax www.uvafbundation.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 • LANDSCAPE LAYOUT AND MATERIALS PLAN SHEET NUMBER -fhtf' ........... r' i• 0 - 0 a 180) MC 1 (12) IVRRZ j . -... ............................:::.tip ............ W�:........ ...-.............::: ': ' }} ::.. .'i :. , , r 1 f ` r .r +; . 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'CONTORTN CORKSCREW 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'JIM 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 PERIWINKLE CONT. 2,5" POT 3816 12" ON CENTER ;L . w AREA OF NEW PARKING AND VEHICULAR CIRCULATION - AREA REQUIRED FOR PLANTING OF TREES/SHRUBS (5%) - AREA OF TREES AND SHRUBS ADJACENT TO NEW PAVED PARKING AND VEHICULAR CIRCULATION 2 SHADE TREES SHOWN FOR 20 PARKING SPACES I Eel I F.11 0 W.1111 AREA REQUIRED FOR TREE CANOPY (10%) 24,777 SF 1,238 SF 2,665 SF 71,630 SF 7,'163 SF 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 of n bi:tttsirk C#ttaet°v;t" lIau Ueislsst —`rq be pliced an Gttadimpe Pleats Andltook, pp 111.264 -all -247 Aw ct+zt pkk spacfflcart oqi) I. 'T fiAkwinmAyfu Aw lit fifto 4a JbLwm rem to N sawt �l l�l�a �� ul� � >�.ttala eliipiitisi tai"lreas �a he .b sib �! lw�acedtrat�rtdty�rQ vk prtt#c�i�a fgn�irt�; � �R':+'+dv a�l�art�ma r�uisis� tt�: walls �� �aatla; tri powd IrewlLiq of ttior edog beyond the limits of dle�WA;a l lis x to be a yod &hAJ N lid Rtlt p 4 Qr talo 4m at at ! aluarty yisilaio for equipment operators. Nio gradhig shah bm& until the trw mar . hers bare €ia«sptoiad avid Epjwuved by a County in:.j c gra era r#VstiawandproR&OLon cavasurn shalt irereviarredwiihU�;mtacsarranolk, st, l+��a,� i}na aai and ;�ta�ga: � '?�'�9ud'attert#, tialda�,lar traiYia snti stctxge ofeartc#ructeratsoiata i�i�Alnl; axil Irl[ atrl �tx �sx�ai#tsd ��i#hiz. the daigt�iaaa cid #mos tir ites�^vttai, a. r��i'm.adn aid �l:aia°tn_ivtrta_r 1qn raeuicass Sock dewins ahadl not ,tdvoraeiy au'l=ect tress w bc sw ad. 6, t f 'oa arctuatponraimd*Rhin 10f=1Of:Ise %s-Oftreea: 111430IILV%d, 7, T4xi li4i.�: �'l°tastti�czaalsaakailriaaCb®at�r4d�rdz•Bduifueie�t�mc�lp&t�fi�6+as�m3. T!.c. rat bared vdWr: 40 Cad tltflll prvtt,clmd ij ferning; Fmsns thslt be in plw unjWAI be im?octod od ap'cdl by 4 Caisny insp00or ar1or to Vadieg �x vmsow i5lwm the 4rtaurul Itwef must'be railied wifhin (to driplriae 04t #yet to bo 41vwl a inn well shalt tie provided and a gong kr dituil yta nAtkil 1by ag raL ' Y ttto alto imamnd lmtmugbo tsawnvd within dim tiripha i a tram !abs sas'4- and a d a tl dsfifaal su^tlnt broil wr appresval, lJ. `rNuch,lata 1�"hmatt-cmdlt:t� i� t`t;c�utz�wi °�rititias tttr� litni4,s u#' cito�, kt s�,all b� dine ua f'ac away ft�tcs fh;s txti�ks of frsea ua p�tti�la, iutiin� ' undzr a lirge trae stood be casrsidomd as an a--Agm a V0 wird it is atuiApaa;ed thm o"C omy t waiting will destrey%t z cr�trta, iaratc+ti`a%f inalAtJlIraflitlastlr.CwsM1r,2VVdrduringElanr4 ioicmmup I3rnrraacc( in€cs xlhalt�t ttis��d atrttri.dio�lr by nnanl�,�, atiiltatlan ttr p#' ardt rm4ami�narixlcd by �. o-sa atzec3.xllsi. A , fT ISTkl'E Uld4'IL0FR E `iii` STNIUt1'Y'F`CiCON'PF. tWIT-RT C"CJN°9'tiACTOR. #'TRERCOt. Ff"A.TIO?f 16 0 16 32 1 J • i SCALE OF FEET S14%f ige i of i PROJECT Boar's ` . Lobby! ! and Parking Relocation CLIENT University of Virginia Foundation 130 Bax 4010218 Charlottesville, VA 434.982.4848 tel 434.982.5862 fax www.uvafoundatian.cam 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 00554783 LANDSCAPE Dt P Pat ri � a SHEET NUMBER -(,M f L2 (600) VM r _ ~i i { T __- r TREE PROTECTION FENCING 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. ciounty or mhemawlc Caiwriratlon Plan €;hei-Wilt To W placed an Lao dscapeflimo (114odbook, pp M-014-14 Or ownpletc spesfFitatinrO i. ' The roliawiri>z ti�ina shair�e si€uWn on the play' U 1 roes 4a) h e aaved, Urnits a41 eleasartf, (otiWde drip i.rta of tmos to bt7 saviad); L.l L04,16m] n and type csP pr atactis c faacing; L) eraoe cl,>ilttgcs wgUiriatg tim kens air waits: � I'rrrpas�rllrcrtcati��cttanfi�ls`n�;He}�r€sdtkttiin�i,isafel�uiri�. Mi txee s w be; wad shall be marked Ai%pi'ivt nr riblxtat at a heigtrt cleatly osiblc to oquapmetit oMator,, U No grading shall b( %k until 0w tree imatkictg hm baMan inspeotod and agrovtd 1 y a County ltii:liector- 3. ,l"dt lw n aler4t! gotlnn isrfercn4t Tae, or srvatttts't and potectiaaa mwgasren shall bn a v ata'ed v atlt the cusztraotor on site. k Eaulument Ouer*flon u„gd Stora c U € oavy tt a7urphent, ohitulatiaaffic iucludittpoil shat] stat be panuituc4 + h;hih tfte driplixtrts itf tmea tta be yattve.l- t4M Er On 5rormtcater 1}ctantdFT t icax Sugb dovrltas aliall nut a4vwtty affect trews lb bb Save d. ms ate Dot peallftted wl.thiu too €tet of the mphtw oftreas to he laved, %> 3'[iJriC tt'1at�riats; Cl Tokio i'ntturial'i shall not be.10wd within 10 fte of tkae stripiina of trans to lie saved, g. l'rgioctixe N tint!,. Tms to Ocretaitted within 40 feet as• a pr(jpoiQ building or grading activity shall bo tuutvcWd by foick . S'eitcing s1, all be in DIkce and shall be iitspevttA and npprvvcd by a Cowaty lnsla«:s.tiir priar Lo pading m �, mania. 4. 'TrMa _L".� wtteta ilhe gtcaurrd [vol Digit ba raised widua the dflL31iac 04 tree to be sav6d, a tree well sliali bepro�>ided tnd a etanscruecinp dttttil. subtditterl rat approval, 1t}- �Jee Whcttt Akio Ikea}tad loo el triitst be lowered within 010 ddpline a Ree to ba sa od, p trgi, wall 31101 1ho ptuvided; Anel a cgn grgctiun tlgtail 50111ittltd for 4PIPT4Vd- I , ;i'ren^- t,,,,_hingeapd'ritnnell Z, Ghon utencfri€sg is : e uircd w lrin d e Gtt tlts of clean i it *1146114 dune ;aa Car.aw4Y from tine .lkt t*f trees as pttazdblo, Tta wel'tlta+ €zn,ler att11,9ME tree 111411 kvansielar d 9n art dl'icxo4ti M when it is 4 rit'suiPated that'neccas<ulr trenrhing will ttatsttety faWc(` pols. rrow-?,U-V� ferwing S1191bo tlt4 Wt itetns retnoi'ac1 during tete first vlcauup, II )PRIDaggATres; �� i3arzttrlged true& shall be txcat@d imn?edialciv l,�r prwal.rtll, 6"rart'sliiatttt*ai 4t'tt#hsY m�tltods rccayrrttta�ttdc�l6y � tn,4 spe�iatasf; n yq't i s IT i i"I11 13k; r° l ti?I?P 12'S F;Sk'frl`+SIOiL,i'!"Y'rO CONnR WITU TjiV CONTRACT ON TREE C;tl vTSUV n'CM (tint ►et PULAr,'wER SIGNATUR • ! 16 32 i • i 11SCALE OF Boar's` • Inn Lobby• • • Parking Reiocation CLIENT University of Virginia Foundation PO Box 400213 Charlottesville, VA 434.982.4843 tel 434.982.5852 fax www. uvafou n d at i o n. cum 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 • LANDSCAPE PLANTING PLAN / BERWICK ROAD PARKING SHEET NUMBER �-rPAJV � - a L3 L> ' r _ ~i i { T __- r TREE PROTECTION FENCING 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. ciounty or mhemawlc Caiwriratlon Plan €;hei-Wilt To W placed an Lao dscapeflimo (114odbook, pp M-014-14 Or ownpletc spesfFitatinrO i. ' The roliawiri>z ti�ina shair�e si€uWn on the play' U 1 roes 4a) h e aaved, Urnits a41 eleasartf, (otiWde drip i.rta of tmos to bt7 saviad); L.l L04,16m] n and type csP pr atactis c faacing; L) eraoe cl,>ilttgcs wgUiriatg tim kens air waits: � I'rrrpas�rllrcrtcati��cttanfi�ls`n�;He}�r€sdtkttiin�i,isafel�uiri�. Mi txee s w be; wad shall be marked Ai%pi'ivt nr riblxtat at a heigtrt cleatly osiblc to oquapmetit oMator,, U No grading shall b( %k until 0w tree imatkictg hm baMan inspeotod and agrovtd 1 y a County ltii:liector- 3. ,l"dt lw n aler4t! gotlnn isrfercn4t Tae, or srvatttts't and potectiaaa mwgasren shall bn a v ata'ed v atlt the cusztraotor on site. k Eaulument Ouer*flon u„gd Stora c U € oavy tt a7urphent, ohitulatiaaffic iucludittpoil shat] stat be panuituc4 + h;hih tfte driplixtrts itf tmea tta be yattve.l- t4M Er On 5rormtcater 1}ctantdFT t icax Sugb dovrltas aliall nut a4vwtty affect trews lb bb Save d. ms ate Dot peallftted wl.thiu too €tet of the mphtw oftreas to he laved, %> 3'[iJriC tt'1at�riats; Cl Tokio i'ntturial'i shall not be.10wd within 10 fte of tkae stripiina of trans to lie saved, g. l'rgioctixe N tint!,. Tms to Ocretaitted within 40 feet as• a pr(jpoiQ building or grading activity shall bo tuutvcWd by foick . S'eitcing s1, all be in DIkce and shall be iitspevttA and npprvvcd by a Cowaty lnsla«:s.tiir priar Lo pading m �, mania. 4. 'TrMa _L".� wtteta ilhe gtcaurrd [vol Digit ba raised widua the dflL31iac 04 tree to be sav6d, a tree well sliali bepro�>ided tnd a etanscruecinp dttttil. subtditterl rat approval, 1t}- �Jee Whcttt Akio Ikea}tad loo el triitst be lowered within 010 ddpline a Ree to ba sa od, p trgi, wall 31101 1ho ptuvided; Anel a cgn grgctiun tlgtail 50111ittltd for 4PIPT4Vd- I , ;i'ren^- t,,,,_hingeapd'ritnnell Z, Ghon utencfri€sg is : e uircd w lrin d e Gtt tlts of clean i it *1146114 dune ;aa Car.aw4Y from tine .lkt t*f trees as pttazdblo, Tta wel'tlta+ €zn,ler att11,9ME tree 111411 kvansielar d 9n art dl'icxo4ti M when it is 4 rit'suiPated that'neccas<ulr trenrhing will ttatsttety faWc(` pols. rrow-?,U-V� ferwing S1191bo tlt4 Wt itetns retnoi'ac1 during tete first vlcauup, II )PRIDaggATres; �� i3arzttrlged true& shall be txcat@d imn?edialciv l,�r prwal.rtll, 6"rart'sliiatttt*ai 4t'tt#hsY m�tltods rccayrrttta�ttdc�l6y � tn,4 spe�iatasf; n yq't i s IT i i"I11 13k; r° l ti?I?P 12'S F;Sk'frl`+SIOiL,i'!"Y'rO CONnR WITU TjiV CONTRACT ON TREE C;tl vTSUV n'CM (tint ►et PULAr,'wER SIGNATUR • ! 16 32 i • i 11SCALE OF Boar's` • Inn Lobby• • • Parking Reiocation CLIENT University of Virginia Foundation PO Box 400213 Charlottesville, VA 434.982.4843 tel 434.982.5852 fax www. uvafou n d at i o n. cum 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 • LANDSCAPE PLANTING PLAN / BERWICK ROAD PARKING SHEET NUMBER �-rPAJV � - a L3 SEE PLAN FOR GRANITE CURB, ADJACENT FINISH AND MATERIAL LENGTH TO MATCH EXISTING CURBSTONES 611 EXPANSION JOINT N. s 0 ;111 11111 lawm SCALE 1'" = 1'-09 " TREE 1 SEE DETAIL FOR FLAGSTONE PAVING EXISTING TREE CRITICAL, ROOT ZONE (CRZ) TREE PROTECTION FENCING (TP) SINGLE SPECIMEN TREE PROTECTION 1/8" X 1-518" 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 1-112" LONG c@ 1'-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" = V-0" NOTES. 1.) TREE PRESERVATION BOUNDARIES TO BE THE LARGER OF. THE EXISTING TREE DRIP LINE PRIOR TO WORK; THE AREA 1 FOOT FROM TREE TRUNK IN ALL DIRECTIOINS FOR EACH 1.5 - 2 INCHES OF TRUNK DIAMETER; THE CRITICAL ROOT ZONE AS ESTABLISHED BY AN ISA CERTIFIED ARBORIST OR URBAN FORESTER OF THE JURISDICTION. EXCEPTIONS INCLUDE LOCATIONS WHERE TREE DRIP LINES EXTEND OVER PAVING TO REMAIN„ IN SUCH CASES, TREE PRESERVATION BOUNDARIES MAY BE ALIGNED WITH PAVING EDGE 2.) TREE PRESERVATION FENCING IS TO BE PRELIMINARILY STAKED PRIOR To THE COMMENCEMENT OF CONSTRUCTION TO CONFIRM AND RECEIVE ARBORIST APPROVAL OF TREE PRESERVATION FENCE LOCATION PRIOR TO INSTALLATION. 3.) TREE PRESERVATION FENCE TO BE MAINTAINED THROUGHOUT CONSTRUCTION. 4.) SHRUBS MAY BE INSTALLED WITHIN TREE PRESERVATION BOUNDARIES. SHRUB PITS TO BE DUG BY HAND WITHIN THE TREE PRESERVATION BOUNDARY AND PLANTING LOCATIONS ADJUSTED AS NEEDED TO AVOID DISTURBING LARGE TREE ROOTS. EXISTING TREE CRITICAL / y -- -- ROOT ZONE (CRZ) i TREE TREE TREE TREE PROTECTION FENCING IM1T OF CONSTRUCTION /DISTURBANCE (LOD) CLUSTERED TREE PROTECTION TREE PROTECTION FENCING Z�<5p EXISTING TREES AND VEGETATION TO REMAIN. 4' ORANGE PLASTIC SNOW FENCE, SECURED AT EACH POST WITH A MINIMUM OF (3) WIRE TIES. TREE PRESERVATION �4 SIGNAGE, 1 EVERY FORTH SPAN OF FENCE 2" X 2" X 6' HARDWOOD OR 2" STEEL U -CHANNEL STAKES cx 8'-0" O.C. MAX., DRIVEN 18" INTO GROUND. EXISTING GRADE 2" THICK STONE PAVING TO MATCH EXISTING IN COLORS, SIZES AND FINISH, TYP. BOND BREAKER 1/2" EXPANSION JOINT MATERIAL WITH SEALANT TO MATCH STONE OVER BACKER ROD PROTECTION ZONE I" 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 WTfHOUT PRIOR APPROVAL FROM PROJECT ARBORIST. SIGN SIZE: APPROX. 18" X 24" GROUT JOINT, 318" TO 2" FLUSH WITH STONES, TYP. 314" LATEX MORTAR SETTING BED FULL DEPTH 112" 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 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 20'0.C. UNLESS OTHERWISE NOTED ON PLANS. TREE PROTECTION SIGN PROJECT Boar's `. Lobby Renovation and Parking Relocation University of Virginia Foundation PO Bax 400218 Charlottesville, VA 434.982.4848 tel 434.982.68 S2 fax www.uvafbundation.com CONSULTANT AECOM Technical Services 3101 Wilson Boulevard, Suite 900 Arlington, VA 22201 703.682.4900 tel www.aecom.com REGISTRATION DATE PROJECT NUMBER • TITLE LANDSCAPE SITE DETAILS SHEET NUMBER -fm? I� f I Cr) x 04 C� ry 4 TREE SUPPORT SYSTEM (3) GUYING STAKES WITH HOSE AND TWO STRANDS OF 12 GAUGE GALVANIZED WIRE TWISTED FOR SUPPORT. SURVEYOR'S FLAG, AS NECESSARY SET ROOT FLAIR ABOVE SURROUNDING FINISH GRADE NO MORE THAN 118 THE DEPTH OF THE ROOT BALL 2" MULCH- DO NOT COVER TRUNK FLAIR REMOVE BURLAP AND WIRE BASKET TO FULLEST EXTENT POSSIBLE - FINISH GRADE - STAKE MINIMUM 8" BEYOND EXCAVATION IN UNDISTURBED SOIL - PLANTING SOIL MIX 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" rytt RAI II r W t" XMD GRITIRI= mm nr) AIl1T GROUND COVER PLANTING SCALE 1" = 1'-0" SET PLANTS IN STAGGERED ROW'S AT SPECIFIED SPACING UNLESS OTHERWISE INDICATED ON PLANS PLANTING SOIL MIX PLANTING BED CONTINUOUS BETWEEN PLANTS r�•St: 'y:�'t t Li Yh•S'r 4 MULTISTEM TREE PLANTING SCALE 112" = V-0" NOTE: INSTALL PLANTS EQUAL DISTANCE APART UNLESS OTHERWISE NOTED ON PLANS. 1 y. m - TREE SUPPORT SYSTEM (3) GUYING STAKES WITH HOSE AND TWO STRANDS OF 12 GAUGE GALVANIZED WIRE TWISTED FOR W IP%T FLAIR ABOVE SURROUNDING FIINISH GRADE NO MORE THAN 1/8 THE DEPTH OF THE ROOT BALL SURVEYOR'S FLAG, AS �%RW'6UO NOT COVER TRUNK FLAIR REMOVE BURLAP AND WIRE BASKET TO FULLEST EXTENT POW1BEE3"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. 2" MULCH OVER ENTIRE BED. DO NOT COVER CROWNS OF PLANTS. FINISH GRADE =1 I i=11=1 11=1 11=1 11= ' PLANTING SOIL /MIX 1-1 I—I l 1= l I—I 11 CONTINUOUS THROUGHOUT PLANTING BED ORNAMENTAL GRASS PLANTING SCALE 1" = 1'-0" 9 PLANT SPACING "D" ROW "A" 6" O.C. 6" O.C. 8" O.C. 7" O.C. 1Q" O.C. 9" O.C. 12" O.C. 10" O.C. 15" O.C. 13" O.C. 18" O.C. 16" O.C. 24" O.C. 20" O.C. 36" O.C. 26" O.C. NOTE: INSTALL PLANTS WITH TRIANGULAR SPACING UNLESS OTHERWISE NOTED ON PLANS PLANT SPACING SCALE 1" = V-0" `f } 4f'• is r •:s:+`�r. n• �5 �• .f is :,� !}i. .•°•_ .S. .:�,. yp.� SHRUB PLANTING SCALE 1/2" = T-0" PLANT, TYP. 2" MULCH - FORM INTO SAUCER AROUND EACH PLANT PLANTING SOIL MIX CONTINUOUS THROUGHOUT PLANTING BED FINISH GRADE SCALE 1 " = V-0" 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 Boar's Lobby Renovation i Parking Relocation CLIENT University of Virginia Foundation PQ Box 400218 Charlottesville, VA 434.982.4848 tel 434.982.5882 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 1111111111111111m -- - LANDSCAPE PLANTING DETAILS SHEET NUMBER(�,���; Luminaire Schedule Symbol Qty Label d �� gement Arrangement Lum. Lumens LLF [mAN Description Label 9 1 D2 SINGLE 4816 0.950 Beacon Products --- URB-21-24NB-55-3K-T2 F--1 5 _D4:_- j77:- D3 SINGLE 4656 SINGLE 5245 0.950 Beacon Products 0.950 Beacon Products URB-21-24NB-55-3K-T3 URB-21-24NB-55-3K-T4 4.0 10 !i D5 SINGLE 5341 0.950 Beacon Products URB-21-24NB-55-3K-T5R Fc 1.05 4.0 0.0 N.A.N.A. 2 Annex Parlvng illuminance Fc 1.62 2.8 1.0 1.622.80 Main Parking Illuminance Fc 1.65 3.0 0.6 2.71 5.00 1.1 6 D j ).2 1.0 1 .4 1 .3 1 1 *c 1 2 9 CJR79-,�- 71 . 3 *1 0 lt; *u . 0 2 . 0 11 1 2 D4 MF "20 '1.2 1 5 .'-i "A 3 1.0 h 0 . D . F� 2 1 2 1 5 1 3 -1 1 .3 1� 2 MH 20-\ 3 6 1 'i i 1 1 1 0 1 0 5 1 '3 '14 1 7 *1 4 '1 4 *1 1 2 1 3\ I I 1 .0 DM511' 71 2� 71 71 1 1 .3 z I 1 WH 20 1 .2 1 1 4 1 4 1 1 4 1.3 1 .4 1 1 3 1 .6 -4 3 -3 4 1 1 6 9 1.4 1 1.2 *1 2 '1 3 �i 2 9 5 *1 7 5 . I '1 -3 . J7) D . 0 -4 .41 .2. .2 D -2 71 . 1 . 3 .2 1 . :3 1 3 1 . 9 12. 6 '2 4 2 2 .6 2 *1 . �3 12 . C '�2 . 6 7 '1 . 1 4 1 . 6 -1_2.- ---'I . 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'�A . 1 .2 11 .2 AH 20 1 .4 9 2.6 12 . 2,1' 0 3 le 6 1:3 71 8 *1 1.4 '1 8 5 lo 2.3 2 b- I . �i`l Q '2.4 2.5\ 1.2 '1 . I X1.1 1 . A 1 5 1.5 11 1.G )2.2 2.G.- F! 2.0 ID;3 �H 2U; 'j -,i� MHt 20 *2 10 1P �1 2 '1'. 6 1 1 5 1 .4 3/ 2 �,4 �8 I . 8 . 1.5 1 n 8 /`-2-. . 5 6 0 . �j . 1 .0 1 .7 1 .3 1 .2 1 3 .4 ','1. 4 31" C C 2 2. 0 1. 1 .4, 1.5 �7 N-- 2 . r . 2 0 1 6 qI 11 '2 1g 20-�2 -2-7 1 .E 6 1 . 9 1 :/9 b 12 . 01,11 1 . 3 1 .2 1 1-5 1 6 .4 .2 0 D 5 71 . 1 1. 6 '1. -TL 5 4 1! 4 '1 . 4 ; � 3 2. 5 - b ';�- -�-" :. 0' . 1 7" .2 *1 *1 1 *2 2'\ *1 - 1.4 4 1.2 *fj 'u *f r 1-. 22 L 6 4 1 1 2,; . 20 . .4 9 -a .5 0. 3 <6 - 2 U 5 2.3 *1 *1 . 3 *1 .2 *1 . 2 '1 . 3 , J J 2 U2 'AH 20 .2 1") . D *2 . 1 12, . 4 . 4\ .2 11 .4 2 1 1 1� 7 !0 0 . 1 G n o .1 UILD j 1.0 1.9 Z.3 '1 3 '1.4 '1 .3 'R.3/'1< . 3 /'.i 3 0 C 0 C" D5 j 1.2 2 0'�' 9 '1 . 4 1 . 3 Ll \4 1 . 5 7 0 . 2 , - it 3 71 . 2 .6 1 .4 Luminaire Schedule Symbol Qty Label d �� gement Arrangement Lum. Lumens LLF [mAN Description Label 9 1 D2 SINGLE 4816 0.950 Beacon Products --- URB-21-24NB-55-3K-T2 F--1 5 _D4:_- j77:- D3 SINGLE 4656 SINGLE 5245 0.950 Beacon Products 0.950 Beacon Products URB-21-24NB-55-3K-T3 URB-21-24NB-55-3K-T4 4.0 10 !i D5 SINGLE 5341 0.950 Beacon Products URB-21-24NB-55-3K-T5R Calculation Summary *1 5 Richmond, VA 23236Al ":I� 1, /4 1.2 1 .1 1 1.2 Tel: 804-379-7777 L NO VIRGINIA: www.lightingvirginia.com Label CalcTypeUnits �Fr- Avg Max Min Avg/Min Max/Min Annex Area Illuminance 0.68 4.0 0.0 N.A. N.A. Main Area Illuminance Fc 1.05 4.0 0.0 N.A.N.A. 2 Annex Parlvng illuminance Fc 1.62 2.8 1.0 1.622.80 Main Parking Illuminance Fc 1.65 3.0 0.6 2.71 5.00 Prepared by: LIGHTING VIRGINIA CENTRAL 404G-2 Southlake Blvd. *1 5 Richmond, VA 23236Al ":I� 1, /4 1.2 1 .1 1 1.2 Tel: 804-379-7777 L NO VIRGINIA: www.lightingvirginia.com 1 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 CODIES. 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. IT IS THE RESPONSIBILITY OF THE RECIPIENT TO VERIFY THAT THE PRINTED OR PLOTTED -TO -SCALE DRAWING IS PRINTED TO SCALE. cafe: 1 inch= 20 Ft. D= W U 1.3 �A *1 5 ":I� 1, /4 1.2 1 .1 1 1.2 1 .4 -.6 2.(� I.A 1 D5 M1 1 20 "i 1 *1 1 q -.4 1 .2 1 *1 0 *1 2 *1 3 1 9 2 3 D C 23 1 .2 1.5 1.3 1.5 1 1.2 1,b 1.9; 1 .0 1.1 1.0 1 .4 1 .3 1 1 1 0 L 2 1 2 9 CJR79-,�- 71 . 3 *1 0 lt; *u . 0 2 . 0 11 1 2 1 5 .'-i "A WH 20 D 9 4 . J7) D . 0 *0. 2 ' q- 2 1, 3. 9 -1 1.) 0 2 2 8 10 ILI 2 .2 J .0 '1 3 '1 *2 4 1�� (j 0j *0 4 *1 .2 '1 - 2. 9 1? .3 1 C 2 2.2 4 1 .6 .2 6\11-: .0 �1 .0 1.3 1l 6 1.7 1 �21 1 C, 1 . . . . r] '2 *1 7 *1 6 C 0 C "I 1� 0 L k" T . 1.6 0 0 C 3 le 6 1:3 71 8 *1 1.4 '1 8 5 lo j Ic 0 'o 'j MHt 20 �1 2 '1'. 6 1 1 5 1 .4 1 5 1 3 3 n 1 .0 1 .7 1 .3 1 .2 1 3 .4 ','1. 4 31" C C N-- 11 I V 1 ':j .6 1 .2 1 1-5 1 6 .4 .2 0 D 0' . 1 7" .2 *1 *1 1 *2 2'\ *1 - 1.4 4 1.2 *fj 'u *f r - 2 U 5 2.3 *1 *1 . 3 *1 .2 *1 . 2 '1 . 3 J U2 'AH 20 .2 1") . 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