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HomeMy WebLinkAboutWPO201700038 Plan - VSMP 2017-09-27VSMP DRAWING INDEX (30 SHEETS GENERAL T1.01 COVER SHEET CIVIL CO.01 GENERAL NOTES CO.02 EROSION AND SEDIMENT CONTROL NOTES CO.03 SITE OVERVIEW CO.04 SOILS MAP C1.01—C1.02 EXISTING SITE CONDITIONS C2.01 DEMOLITION AND E&S CONTROL PHASE I PLAN C3.01 SITE PLAN C3.02—C3.03 GRADING, DRAINAGE, AND E&S CONTROL PHASE II PLAN C3.04 UTILITY PLAN C4.01—C4.03 UTILITY PROFILES C5.01 EROSION AND SEDIMENT CONTROL DETAILS C5.02—05.06 CONSTRUCTION DETAILS C6.01 SWM NARRATIVE AND CALCULATIONS C6.02 PRE AND POST DEVELOPED DRAINAGE AREA MAPS C6.03 WATER QUALITY NARRATIVE AND CALCULATIONS C6.04 PRE AND POST DEVELOPED LAND COVER MAPS C6.05 RUNOFF REDUCTION & STORM STRUCTURES MAP C6.06 WATER QUANTITY NARRATIVE AND CALCULATIONS C6.07 DRAINAGE WAY CALCULATIONS & NARRATIVE C6.08 FIRE FLOW HYDRAULIC MODEL LANDSCAPE 1-1.01 LANDSCAPE PLANTING PLAN PROJECT ZONING DATA ALBEMARLE COUNTY ZONING CLASSIFICATION: HIGHWAY COMMERCIAL — HC PROPOSED BUILDING MAXIMUM HEIGHT: 33'-9" PROPOSED BUILDING MAXIMUM FOOTPRINT: 9,166 SQ. FT. 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 cds7c@eservices.virginia.edu 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 DATE DESCRIPTION ® APPROVAL ❑ REVISION a� ❑ BIDDING 0 RECORD 3 UNIVERSITY OF VIRGINIA FOUNDATION a M,,IN I L 10 '11 • ALBEMARLECOUNTYV1 GINIA Tom. M ' 1 1 111E001 VICINITY MAP SCALE: 1" = 250' APPROVED by the Albemarle County Community development Department PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL REVISIONS NUMBER DATE DESCRIPTION 4 a� VSMP REVISION #; 3 09/11/17 VSMP REVISION 2 08/31/117 ACSA REVISION 1 08/09/17 REVISION #1 �o DD PROGRESS SET 05/05/17 100% Documents APPROVED by the Albemarle County Community development Department PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL REVISIONS NUMBER DATE DESCRIPTION 4 09/25/11 VSMP REVISION #; 3 09/11/17 VSMP REVISION 2 08/31/117 ACSA REVISION 1 08/09/17 REVISION #1 07/21/17 DD PROGRESS SET 05/05/17 100% Documents NUMBER 1�1�161,3 TDD PROGRESS DATE SEPTEMBER 11, 2017 hSHEET TITLE 'iCOVER SHEET 1111111 SHEET NUMBER IIIII 71.01 GENERAL NOTES 1. THE INFORMATION AND DATA SHOWN OR INDICATED WITH RESPECT TO EXISTING UNDERGROUND FACILITIES AT OR CONTIGUOUS TO THE SITE IS BASED ON INFORMATION AND DATA FURNISHED TO THE ENGINEER BY THE OWNER. THE OWNER AND ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF ANY SUCH INFORMATION OR DATA. THE CONTRACTOR SHALL HAVE FULL RESPONSIBILITY FOR REVIEWING AND CHECKING ALL SUCH INFORMATION AND DATA, FOR LOCATING ALL UNDERGROUND FACILITIES SHOWN OR INDICATED PRIOR TO CONSTRUCTION, FOR COORDINATION OF THE WORK WITH THE OWNERS OF SUCH UNDERGROUND FACILITIES DURING CONSTRUCTION, FOR THE SAFETY AND PROTECTION THEREOF RESULTING FROM THE WORK, ALL OF WHICH WILL BE AT NO ADDITIONAL COST TO THE OWNER, CONTRACTOR SHALL CONTACT "MISS UTILITY" OF VIRGINIA AT 1-800-552-7001 72 HOURS PRIOR TO THE START OF CONSTRUCTION. WORK SHALL BE SUBJECT TO INSPECTION BY THE UNIVERSITY OF VIRGINIA FOUNDATION. THE CONTRACTOR WILL BE RESPONSIBLE FOR APPLYING FOR UVA EXCAVATION PERMIT WITHIN TWO HOURS OF NOTIFYING MISS UTILITY. 2. WHEN WORKING ADJACENT TO EXISTING STRUCTURES, POLES, ETC., CONTRACTOR SHALL USE WHATEVER METHODS THAT ARE NECESSARY TO PROTECT STRUCTURES FROM DAMAGE. CONTRACTOR SHALL HAND EXCAVATE WITHIN 5" OF ALL BUILDINGS AND WALLS. REPLACEMENT OF DAMAGED STRUCTURES SHALL BE AT THE CONTRACTOR'S EXPENSE. 3. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONTRACT DOCUMENTS TO THE ENGINEER. 4. THE LOCATION OF ALL EXISTING UTILITIES ACROSS THE LINES OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS, AND WHERE SHOWN ARE ONLY APPROXIMATE. THE CONTRACTOR SHALL LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY PRIOR TO CONSTRUCTION. 5. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CONSTRUCTION DOCUMENTS. 6. EXISTING CONDITIONS MAPPING: A. BOUNDARY AND TOPOGRAPHIC SURVEY PROVIDED BY KIRK HUGHES & ASSOCIATES SURVEY DATED APRIL 2017. 7. 95% COMPACTION SHALL BE OBTAINED FOR ALL FILL AREAS, INCLUDING UNDER UTILITIES AND APPURTENANCES. COMPACTION SHALL BE ACHIEVED IN ACCORDANCE WITH ASTM -D698, STANDARD PROCTOR DENSITY. 8. ANY ALTERATIONS AND CONNECTIONS TO ANY UTILITY MUST BE COORDINATED THROUGH THE UNIVERSITY FOUNDATION. 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 LIINK FENCE WITH GREEN SCREEN, OR CONSTRUCTION SAFETY FENCE AS SHOWN ON THE DRAWING. 11. ALL LINES EXISTING AND PROPOSED, SHALL NOT HAVE A DEAD-END IN EXCESS OF 5 FEET LENGTH FROM ANY CONNECTION, AND SHALL HAVE A THRUST BLOCK ADJACENT TO THE CAPPED PIPE. IF THERE IS A VALVE IN THE DEAD-END SECTION, IT SHALL BE RODDED TO THE MAIN AND THRUST BLOCKS PUT AT END CAP. 12. ALL WATERLINE, PIPES, TEES, BENDS, VALVES AND FITTINGS SHALL HAVE FLEXIBLE RESTRAINED JOINTS. 13. CONTRACTOR SHALL VERIFY DEPTHS OF ALL UTILITY CROSSINGS PRIOR TO CONSTRUCTION 14. CONTRACTOR SHALL PROVIDE CONSTRUCTION SIGNAGE AND FLAGMEN AS NECESSARY. 15. CONTRACTOR SHALL PROVIDE A PEDESTRIAN AND VEHICULAR MAINTENANCE PLAN TO THE UNIVERSITY FOUNDATION FOR APPROVAL PRIOR TO CONSTRUCTION, 16, ALL CONTRACTOR LAYDOWN AREAS SHALL BE LOCATED WITHIN THE LIMITS OF DISTURBANCE LINE AS SHOWN ON THE SITE PLAN. 17. CONTRACTOR SHALL SECURE ALL OPEN EXCAVATIONS AT THE COMPLETION OF EACH WORK DAY WITH FENCING, BACKFILLING OR OTHER METHOD OF COVERING TO PREVENT VEHICULAR OR PEDESTRIAN ACCESS, 18. THE GENERAL CIVIL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS AND SPECIFICATIONS. SHOULD CONFLICTS EXIST BETWEEN THE DRAWINGS, SPECIFICATIONS, AND GENERAL CIVIL NOTES, THE STRICTEST PROVISION SHALL GOVERN. 19. FIRE ACCESS TO EXISTING BUILDINGS SHALL BE MAINTAINED THROUGHOUT THE PROJECT AND COORDINATED WITH THE LOCAL FIRE DEPARTMENT. 20. FINAL APPROVAL IS SUBJECT TO THE CONDITIONS LISTED IN THE ZMA200400015 DATED DECEMBER 6, 2004, AND SUBJECT TO THE ASSOCIATED PROFFERS AND EXHIBITS CONTAINED THEREIN. AS -BUILT PLANS SHALL BE PROVIDED FOLLOWING CONSTRUCTION, 21. EXISTING WOODED AREAS ON SITE ARE PRIMARILY COMPOSED OF EVERGREEN, 22. FIRE HYDRANT FLOW TESTS WERE PERFORMED BY ALBEMARLE COUNTY SERVICE AUTHORITY AT THE EDNAM LOCATION DATED JUNE 3, 2015. FLOW HYDRANT 12579 PRODUCED A PITOT PRESSURE OF 37 PSI AND A TEST FLOW OF 850 GPM. FLOW HYDRANT 12552 PRODUCED A PITOT PRESSURE OF 38 PSI AND A TEST FLOW OF 861 GPM. 23. CONTRACTOR TO PROVIDE A DETAILED POLLUTION PREVENTION PLAN FOR APPROVAL PRIOR TO CONSTRUCTION. 24. 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. PLANT PROTECTION 1. TREES AND VEGETATION ADJACENT TO THE ACTUAL WORK AREA OR BORROW AREA ARE TO BE PROTECTED WITH TEMPORARY FENCING (CHAIN LINK FENCE FOR TREES; CONSTRUCTION SAFETY FENCE FOR VEGETATION) TO PRESERVE EXISTING ITEMS INDICATED TO REMAIN AND TO PREVENT DAMAGE TO PROPERTY, 2. UNDERGROUND UTILITIES SHALL BE LOCATED SO THAT CONSTRUCTION WILL NOT DAMAGE OR DESTROY THE PLANTS TO REMAIN. UTILITY TRENCHING SHALL NOT BE LOCATED CLOSER THAN 1'-0" FOR EACH 1" IN DIAMETER UP TO A MAXIMUM OF 20'-0" FOR TREES TO REMAIN. DAMAGED TREES AND PLANTS SHALL BE RESTORED TO THE SATISFACTION OF THE UNIVERSITY, 3. THE PARKING OF VEHICLES AND STORAGE OF ANY CONSTRUCTION EQUIPMENT OR MATERIALS SHALL NOT OCCUR UNDER THE DRIP LINE OF TREES TO BE PROTECTED. GENERAL DEMOLITION NOTES 1. SAW CUT AND REMOVE ALL ASPHALT AND CONCRETE TO LIMITS REQUIRED FOR PROPOSED WORK. 2. REMOVE VEGETATION, GRASS, & ROOTMAT IN AREAS TO RECEIVE NEW ASPHALT AND CONCRETE PAVEMENTS, 3. ALL PRIMARY UTILITIES DISCOVERED DURING DEMOLITION OPERATIONS THAT SERVE OTHER ACTIVITIES SHALL BE PROPERLY PRESERVED AND PROTECTED. 4. THE CONTRACTOR SHALL IMMEDIATELY REPORT TO THE OWNER ANY UNFORESEEN OR ADVERSE CONDITIONS DISCOVERED DURING DEMOLITION OPERATIONS. 5. CONTRACTOR SHALL PROTECT EXISTING PLANT MATERIAL NOT DESIGNATED FOR REMOVAL OR RELOCATION FROM DAMAGE DURING CONSTRUCTION, 6. CONTRACTOR SHALL KEEP ALL SURROUNDING PUBLIC ROADWAYS AND DRAINAGE SYSTEMS FREE FROM DIRT, MUD, AND CONSTRUCTION DEBRIS AT ALL TIMES. 7. LIMITS OF DEMOLITION INDICATED ON PLAN ARE MINIMUM. CONTRACTOR SHALL REMOVE ASPHALT PAVEMENT, CONCRETE AND MISCELLANEOUS ITEMS AS NECESSARY TO FACILITATE CONSTRUCTION IN ACCORDANCE WITH STATE AND LOCAL REGULATIONS. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR OF ANY ITEMS DAMAGED DURING THE CONSTRUCTION. 9. CONTRACTOR IS RESPONSIBLE FOR STAGING THE DEMOLITION OF EXISTING UTILITIES WITH INSTALLATION OF NEW. OWNER SHALL BE GIVEN AMPLE WARNING PRIOR TO ANY DISCONTINUATION OF ANY SERVICE. RWSA GENERAL WATER & SANITARY SEWER NOTES 1. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL COMPLY WITH THE LATEST WERSION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY ON JANUARY 15, 1998, EXCEPT AS MODIFIED BELOW OR MODIFIED IN SPECIAL NOTES. 2. RWSA SHALL APPROVE ALL CONSTRUCTION MATERIALS AND METHODS OF CONSTRUCTIION. A PRECONSTRUCTION CONFERENCE SHALL BE HELD WITH RWSA PRIOR TO THE START OF ANY WORK. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552- 7001). 4, RWSA ENGINEER (VICTORIA FORT AT (434) 977-2970 EXT. 205) SHALL BE NOTIFIED) THREE BUSINESS DAYS PRIOR TO THE START OF CONSTRUCTION. 5. ALL WORK IS SUBJECT TO INSPECTION BY RWSA STAFF. NO TIE-INS TO THE EXISTING SYSTEM SHALL BE MADE WITHOUT COORDINATION WITH AND THE PRESENCE OF RWSA STAFF. NO WORK SHALL BE CONDUCTED ON RWSA FACILITIES ON WEEKENDS OR HOLIDAYS WITHOUT SPECIAL WRITTEN PERMISSION FRONS RWSA. 6. FOR SANITARY SEWER LINE CONSTRUCTION: RWSA MAY REQUIRE BYPASS PUMPING IFOR TIE-INS TO THE EXISTING SYSTEM. ALL DOGHOUSE MANHOLES MUST BE PRESSURE -TESTED BEFORE A CONNECTION IS MADE TO THE SYSTEM. 7. THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THE PLANS IS FROM DATA AVAILABLE AT THE TIME OF DESIGN AND IS NOT NECESSARILY COMPLETE OR ACCURATE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE VERIFICATION OF THE LOCATION, SIZE AND DEPTH OF ALL EXISTING UTILITIES, BOTH SURFACE AND SUBSURFACE. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER OF ANY DISCREPANCIES BETWEEN THE PLANS AND FIELD CONDITIONS. THE CONTRACTOR SHALL USE DUE DILIGENCE TO PROTECT ALL UTILITIES AND STRUCTURES FROM DAMAGE AT ALL TIMES, WHETHER SHOWN ON THE PLANS OR NOT. DAMAGE TEO ANY EXISTING UTILITIES SHALL BE REPAIRED BY THE CONTRACTOR TO THE ORIGINAL CONDITION AT NO ADDITIONAL COST TO THE OWNER. 8. EROSION AND SENMENT CONTROL FACILITIES SHALL NOT BE PERMITTED IN THE RWSA EASEMENT WITHOUT SPECIAL WRITTEN PERMISSION FROM RWSA. NO GRADING SHALL BE PERMITTED IN THE RWSA EASEMENT UNLESS PERMITTED OTHERWISE BY RWSA IN WRITING. 9, NO BLASTING SHALL BE PERMITTED WITHIN 100 FEET OF RWSA FACILITIES WITHOUT WRITTEN PERMISSION AND RWSA APPROVAL OF THE BLASTING PLAN. GROUND MONITORING DURING BLASTING AND A PRE -BLAST SURVEY MAY BE REQUIRED. FOR BLASTING WITHIN 100 FEET OF ANY OPERATIVE RWSA SEWER LINES, BYPASS PUMPING AND/OR PRE- AND POST -CCTV MAY BE REQUIRED. RWSA MAY ALSO REQUIRE CERTIFICATION FROM A LICENSED PROFESSIONAL ENGINEER STATING THAT THE PROPOSED BLASTING WILL NOT DAMAGE ANY RWSA FACILITIES. DAMAGE TO ANY UTILITIES DUE TO BLASTING SHALL BE REPAIRED BY THE CONTRACTOR TO THE ORIGINAL CONDITION AT NO ADDITIONAL COST TO THE OWNER. 10. THE CONTRACTOR SHALL OBSERVE MINIMUM SEPARATION REQUIREMENTS FOR UTILITY CROSSINGS. WHEN A CROSSING IS MADE UNDER AN EXISTING FACILITY, ADEQUATE STRUCTURAL SUPPORT SHALL BE PROVIDED FOR THE EXISTING PIPE. THE AREA OF THE CROSSING SHALL BE BACKFILLED WITH COMPACTED 57 STONE TO THE SPRINGLINE OF THE EXISTING PIPE. 11. NEW WATER MAIN INSTALLATIONS SHALL BE PRESSURE TESTED, CHLORINATED, FLUSHED AND HAVE WATER SAMPLES APPROVED PRIOR TO MAKING ANY PERMANENT CONNECTION TO THE PUBLIC WATER 'SYSTEM. APPROVED METHODS OF FILLING AND FLUSHING NEW WATER MAINS WILL BE REQUIRED TO PREVENT ANY CONTAMINATION OF THE PUBLIC WATER SYSTEM. 12, ALL EASEMENTS FOR NEW RWSA FACILITIES SHALL BE RECORDED PRIOR TO PLACING THE NEW FACILITIES INTO SERVICE. 13, NO PERMANENT STRUCTURAL FACILITIES WILL BE PERMITTED IN THE RWSA EASEMENT. THIS INCLUDES BUILDING OVERHANGS, RETAINING WALLS, FOOTERS FOR ANY STRUCTURE, DRAINAGE STRUCTURES, ETC. 14. TREES ARE NOT PERMITTED IN THE RWSA EASEMENT. 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 AIUTHORITY. 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 SAND 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 IPER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-3(01 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 RYEGIRASS 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 4-5 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000 LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180 LBS/ACRES AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS, STRAW MULCH IS TO BE APPLIED AT 80 LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19, MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DIKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20, ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WITHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) LEGEND --- UGE--------- EXISTING UNDERGROUND ELECTRICAL LINE ----- -------- -- 011E ---- EXISTING OVERHEAD ELECTRICAL LINE ----- r ---- -- EXISTING GAS LINE --- - SS -- EXISTING SANITARY LINE -- SD EXISTING STORM LINE ----- JGT -- EXISTING TELEPHONE ____ ----- 0 _J ----- EXISTING OVERHEAD TELEPHONE DIVERSION DIKE EXISTING TREELINE ---------- EXISTING WATERLINE - -- -- -- -- - 6 - -- EXISTING CONTOUR 5. EXISTING POWER POLE IXIvIIF EXISTING ELECTRICAL GENERATOR y ; q ..,',- EXISTING SITE LIGHT 7. 3.35 MULCHING T NUMBER EXISTING WATER VALVE x �U Is-(�) l IJ -'1 ( EXISTING STORM INLET FDATE 'EX.) EJ1 r -U� EXISTING MANHOLE THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 EMBER 11, 201 ?; EXISTING FIRE HYDRANT (�) EXISTING WATER METER EXISTING FENCE GENERAL NOTES yy EXISTING SIGN > EXISTING TREE EXISTING SANITARY CLEANOUT Lw ✓ > . EXISTING STEEP SLOPES t DOORWAY ACCESS VIRGINIA UNIFORM CODING SYSTEM FOR EROSION AND SEDIMENT CONTROL PRACTICES 3.01 SAFETY FENCE SA ° ° 3.02 CONSTRUCTION ENTRANCE NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF WORK. 4 09/25/17 VSMP REVISION #1 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN, 3 09/11/17 VSMP REVISION 3.05 SILT FENCE SF -X iF- 3.07 INLET PROTECTION (P 3.09 DIVERSION DIKE DD 05/05/17 100% Documents 3.13 SEDIMENT TRAP ST 4. 3.18 OUTLET PROTECTION 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILITY" (1-800-552-7001). 3.31 TEMPORARY SEEDING TS 3.32 PERMANENT SEEDING I'S 7. 3.35 MULCHING T NUMBER 8. 3.39 DUST CONTROL 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. PROPOSED LIMITS OF DISTURBANCE HARDSCAPE TO BE DEMOLISHED TREE TO BE DEMOLISHED UTILITY/STRUCTURE TO BE DEMOLISHED SITE FEATURE TO BE DEMOLISHED 620 PROPOSED MAJOR CONTOUR 618 PROPOSED MINOR CONTOUR UTILITY EASEMENT UGE PROPOSED ELECTRICAL LINE W PROPOSED WATER LINE SS 00 PROPOSED SANITARY LINE PROPOSED STORM LINE ® C�� sD PROPOSED STORMSEWER STRUCTURE ® PROPOSED SANITARY SEWER STRUCTURE 0 PROPOSED CLEANOUT - PROPOSED 11.25 BEND PROPOSED 22.5 BEND PROPOSED 45 BEND PROPOSED 90 BEND PROPOSED CAP PROPOSED TEE O PROPOSED POST INDICATOR VALVE (PIV) PROPOSED FIRE HYDRANT ASSEMBLY ® PROPOSED WATER METER N PROPOSED GATE VALVE PROPOSED FIRE DEPARTMENT CONNECTION (FDC) PROPOSED LIGHT POLE PROPOSED ASPHALT PAVEMENT PROPOSED CONCRETE PAVEMENT PROPOSED BIORETENTION PROPOSED GRAVEL HARDSCAPE CG -6 CG -6 CG -6R ACSA GENERAL WATER AND SEWER CONDITIONS PROPOSED RETAINING/SEAT WALL PROPOSED ROAD CENTERLINE PROPOSED CURB & GUTTER PROPOSED CG -6 TRANSITION FROM CG -6 TO CG -6R PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS CIVII Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977.1862 III SHEET NUMBER VIII C0.01 REVISIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NUMBER DATE DESCRIPTION NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF WORK. 4 09/25/17 VSMP REVISION #1 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN, 3 09/11/17 VSMP REVISION ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL ON HIS OWN INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS 2 08/31/17 ACSA REVISION NECESSARY. 1 08/09/17 REVISION#1 07/21117 DD PROGRESS SET 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS 05/05/17 100% Documents AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILITY" (1-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3.5 FT. OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATERLINES, ETC, 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. T NUMBER 8. VALVES ON DEAD-END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. DD PROGRESS 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. FDATE 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 EMBER 11, 201 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). SHEET TITLE GENERAL NOTES III SHEET NUMBER VIII C0.01 EROSION & SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION THIS PROJECT INCLUDES CONSTRUCTION OF AN EXPANSION OF THE EXISTING SQUASH FACILITY AT BOAR'S HEAD, THIS INCLUDES UTILITY INFRASTRUCTURE, PARKING, AND ACCESS ROADS TO SERVICE THE PROPOSED FACILITY. THE UTILITY INFRASTRUCTURE INCLUDES THE INSTALLATION OF WATER, SANITARY SEWER, AND ELECTRICAL LINES, THE PROJECT AREA IS APPROXIMATELY 1.40 ACRES AND WILL DISTURB APPROXIMATELY 1.40 ACRES. 0.41 ACRES OF IMPERVIOUS AREA IS BEING ADDED. EXISTING SITE CONDITIONS THE EXISTING SITE CONSISTS OF THE PARKING LOT AND ACCESS ROAD NEAR THE BOAR'S HEAD SPORTS (COMPLEX AND SQUASH CLUB EXPANSION BUILDING. THE EXISTING SITE ALSO CONSISTS OF TREES AND GRASSY AREAS. SOILS SEE SHEET CO.03 FOR SOILS MAP. CONTRACTOR SHALL BE RESPONSIBLE FOR TESTING, EROSION AND SEDIMENT CONTROL, MAINTENANCE, AND STABILIZATION OF SOILS DURING CONSTRUCTION. ADJACENT PROPERTY THE EXISTING SITE IS SOUTH OF BERWICK ROAD, EAST OF WELLINGTON DRIVE, AND WEST OF GOLF COURSE DRIVE. NO WORK WILL BE DONE ON ADJACENT PROPERTIES. OFFSITE ACTIVITIES ALL OFFSITE ACTIVITIES NEED TO BE ADDRESSED BY THE VSMP PERMIT HOLDER AND APPROPRIATE INFORMATION CONTAINED IN THE SWEEP. CONTRACTOR SHALL ONLY PERFORM OFFSITE ACTIVITIES THAT ARE COVERED UNDER THE PERMIT HOLDER FOR THIS PROJECT OR COVERED UNDER THE PERMIT OF ANOTHER PROJECT. STORMWATER RUNOFF CONSIDERATIONS THIS PROJECT WILL INCREASE IMPERVIOUS AREA AND STORMWATER RUNOFF. STORMWATER CALCULATIONS CAN BE FOUND IN THE STORM WATER PLANS, SHEETS C6.01 -C6.08. CRITICAL AREAS THERE ARE EXISTING AREAS OF STEEP SLOPES ON SITE. PLEASE REFER TO THE EXISTING SITE CONDITIONS (C1.01) FOR LOCATIONS OF STEEP SLOPES. THE PLAN HAS BEEN DEVELOPED TO MINIMIZE LAND DISTURBANCE. WHERE GRADING IS NECESSARY, ADEQUATE PRECAUTIONS SHALL BE TAKEN TO MINIMIZE EROSION AND TO CONTAIN SILT THROUGH PROPER EROSION AND SEDIMENT CONTROL PRACTICES. THE INTENT OF THIS EROSION AND SEDIMENT CONTROL PLAN IS TO GUIDE THE CONTRACTOR IN IMPLEMENTING ACCEPTABLE MEASURES, INFRASTRUCTURE, AND MAINTENANCE PROGRAMS THAT WILL MINIMIZE THE AMOUNT OF EROSION AND RESULTING SEDIMENT THAT WILL TAKE PLACE DURING THE CONSTRUCTION OF THIS PROJECT. ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE VA EROSION & SEDIMENT CONTROL HANDBOOK. EROSION AND SEDIMENT CONTROL MEASURES STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SAFETY FENCE (VESCH STD. & SPEC. 3.01): A PROTECTIVE BARRIER INSTALLED TO PREVENT ACCESS TO AN EROSION CONTROL MEASURE. SAFETY FENCE PROHIBITS THE UNDESIREABLE USE OF AN EROSION CONTROL MEASURE BY THE PUBLIC. FOR USE IN AREAS POTENTIALY UNSAFE FOR THE PUBLIC. CONSTRUCTION ENTRANCE (VESCH STD. & SPEC. 3.02): STABILIZED STONE PAD WITH A FILTER FABRIC UNDERLINER LOCATED AT POINTS OF VEHICULAR INGRESS AND EGRESS. CONSTRUCTION ENTRANCES REDUCE THE AMOUNT OF MUD TRANSPORT ONTO PAVED PUBLIC ROADS BY VEHICLES OR RUNOFF. CONSTRUCTION ENTRANCES SHALL BE LIMITED TO THOSE SHOWN ON THE PLANS OR OTHERWISE APPROVED BY THE SOIL EROSION OFFICER. SUPPLEMENTAL DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR FOR APPROVAL IF ADDITIONAL ENTRANCES ARE REQUIRED, SILT FENCE (VESCH STD. & SPEC. 3.05): A TEMPORARY SEDIMENT BARRIER CONSISTING OF A FILTER FABRIC STRETCHED ACROSS AND ATTACHED TO SUPPORTING POSTS AND ENTRENCHED. SILT FENCE IS INSTALLED TO INTERCEPT AND DETAIN SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCTION IN ORDER TO PREVENT SEDIMENT FROM LEAVING THE SITE AND TO DECREASE THE VELOCITY OF SHEET FLOWS AND LOW -TO -MODERATE CHANNEL FLOWS. STORM DRAIN INLET PROTECTION (VESCH STD. & SPEC. 3.07): A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDING AREA AROUND A STORM DRAIN DROP INLET OR CURB INLET. STORM DRAIN INLET PROTECTION PREVENTS SEDIMENT FROM ENTERING STORM DRAINAGE SYSTEMS PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA, FOR USE WHERE STORM DRAIN INLETS ARE TO BE MADE OPERATIONAL BEFORE PERMANENT STABILIZATION OF THE CORRESPONDING DISTURBED DRAINAGE AREA. DIFFERENT TYPES OF STRUCTURES ARE APPLICABLE TO DIFFERENT CONDITIONS, TEMPORARY DIVERSION DIKE (VESCH STD. & SPEC. 3.09): A TEMPORARY RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING DISTURBED AREA, A TEMPORARY DIVERSION DIKE DIVERTS STORM RUNOFF FROM UPSLOPE DRAINAGE AREAS AWAY FROM UNPROTECTED DISTURBED AREAS AND SLOPE TO A STABILIZED OUTLET. THIS STRUCTURE ALSO DIVERTS SEDIMENT -LADEN RUNOFF FROM A DISTURBED AREA TO A SEDIMENT TRAPPING FACILITY SUCH AS A SEDIMENT TRAP OR SEDIMENT BASIN. TEMPORARY SEDIMENT TRAP (VESCH STD. & SPEC. 3.13): A TEMPORARY PONDING AREA FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT WITH A STONE OUTLET. TEMORARY SEDIMENT TRAPS DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS LONG ENOUGH TO ALLOW THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. TEMPORARY SEEDING (VESCH STD. & SPEC. 3.31): THE ESTABLISHMENT OF A TEMPORARY VEGETATIVE COVER ON DISTURBED AREAS BY SEEDING WITH APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS. TEMPORARY SEEDING REDUCES EROSION AND SEDIMENTATION BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE FOR A PERIOD OF MORE THAN 14 DAYS. TEMPORARY SEEDING REDUCES DAMAGE FROM SEDIMENT AND RUNOFF TO DOWNSTREAM OR OFF-SITE AREAS, AND TO PROVIDE PROTECTION TO BARE SOILS EXPOSED DURING CONSTRUCTION UNTIL PERMANENT VEGETATION OR OTHER EROSION CONTROL MEASURES CAN RE ESTABLISHED, FOR USE WHERE EXPOSED SOIL SURFACES ARE NOT TO BE FINE -GRADED FOR PERIODS OF LONGER THAN 14 DAYS. SUCH AREAS INCLUDED DENUDED AREAS, SOIL STOCKPILES, DIKES, DAMS, SIDES OF SEDIMENT BASINS, TEMPORARY RO!ADBANKS, ETC. (SEE MS#1 AND MS#2). A PERMANENT VEGETATIVE COVER SHALL BE APPLIED TO AREAS THAT WILL BE LEFT DORMANT FOR A PERIOD OF MORE THAN ONE (1) YEAR. PERMANENT SEEDING (VESCH STD. & SPEC. 3.32): THE ESTABLISHMENT OF A PERENNIAL VEGETATIVE COVER ON DISTURBED AREAS BY PLANTING SEED. PERMANENT SEEDING REDUCES EROSION AND DECREASES SEDIMENT YIELD FROM DISTURBED AREAS. PERMANENT SEEDING STABILIZES DISTURBED AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTABLE TO SITE CONDITIONS, AND ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT MATERIAL. PERMANENT SEEDING ALSO IMPROVES WILDLIFE HABITAT AND ENHANCES NATURAL BEAUTY. FOR USE IN DISTURBED AREAS WHERE PERMANENT, LONG-LIVED VEGETATIVE COVER IS NEEDED TO STABILIZE THE SOIL. FOR USE WHERE ROUGH -GRADED AREAS WHICH WILL NOT BE BROUGHT TO FINAL GRADE FOR A YEAR OR MORE. MULCHING (VESCH STD. & SPEC. 3.35): APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO THE SOIL SURFACE. MULCHING PREVENTS EROSION BY PROTECTING THE SOIL SURFACE FROM RAINDROP IMPACT AND REDUCING THE VELOCITY OF OVERLAND FLOW. MULCHING FOSTERS THE GROWTH OF VEGETATION BY INCREASING AVAILABLE MOISTURE AND PROVIDING INSULATION AGAINST EXTREME HEAT AND COLD. FOR USE IN AREAS WHICH HAVE BEEN PERMANENTLY SEEDED, MULCHING SHOULD OCCUR IMMEDIATELY FOLLOWING SEEDING. AREAS THAT CANNOT BE SEEDED BECAUSE OF THE SEASON SHOULD BE MULCHED WITH AN ORGANIC MULCH. DUST CONTROL (VESCH STD. & SPEC. 3.39) APPLICATION OF TEMPORARY SEEDING (VESCH & SPEC. 3.31), MULCHING (VESCH STD. & SPEC. 3.35), IRRIGATION, SPRAY -ON ADHESIVES OR BARRIERS TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES AND REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE DURING LAND DISTURBING, DEMOLITION AND CONSTRUCTION ACTIVITIES. TEMPORARY AND PERMANENT STABILIZATION TEMPORARY SEEDING SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE, BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS AND LESS THAN ONE YEAR. THIS INCLUDES, BUT IS NOT LIMITED TO, STOCKPILES AND BORROW AREAS. PERMANENT SEEDING SHALL BE APPLIED AND A PERENNIAL VEGETATIVE COVERING SHALL BE ESTABLISHED ON DISTURBED AREAS WITHIN SEVEN DAYS OF BEING BROUGHT TO FINAL GRADE ON AREAS NOT OTHERWISE PROTECTED. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS TO BE APPLIED, MULCHING SHALL BE APPLIED TO ALL PERMANENT SEEDING IMMEDIATELY UPON COMPLETION OF SEED APPLICATION. MULCH LIBERALLY DURING THE MID -SUMMER AND WINTER SEASONS. SEE VIRGINIA EROSION AND SEDIMENT CONTROL TECHNICAL BULLETIN NO. 4, NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES, FOR UPDATED SEED MIXTURES AND SCHEDULES AS WELL AS UPDATED LIMING, MULCHING, AND FERTILIZING REQUIREMENTS. SEE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK STD. AND SPEC. 3.35 FOR MULCHING SPECIFICATIONS. PERMITS PROJECT DISTURBANCE IS MORE THAN 1 ACRE. THEREFORE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING A VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) PERMIT AND MAINTAINING A STORMWATER POLLUTION PREVENTION PLAN (SWPPP) THE PROJECT IS MORE THAN 10,000 SF AND WILL REQUIRE EROSION AND SEDIMENT REVIEW APPROVAL. EROSION & SEDIMENT CONTROL MAINTENANCE IN GENERAL, THE PROJECT AREA SHALL BE CHECKED WITHIN 24 HOURS OF EACH RAINFALL EVENT OR WEEKLY IF NO RAINFALL EVENT HAS OCCURED, WHICH EVER IS MORE FREQUENT TO ENSURE THAT ALL EROSION AND SEDIMENT CONTROL DEVICES ARE IN WORKING ORDER. EROSION CONTROL DEVICES SHALL BE MAINTAINED ACCORDING TO THE FOLLOWING SCHEDULE: 1, SAFETY FENCE SAFETY FENCE SHALL BE CHECKED REGULARLY FOR WEATHER-RELATED OR OTHER DAMAGE:. ANY NECESSARY REPAIRS MUST BE MADE IMMEDIATELY. CARE SHOULD BE TAKEN TO SECURE ALL ACCESS POINTS (GATES) AT THE END OF EACH WORK DAY. ALL LOCKING DEVICES MUST BE REPAIRED OR REPLACED AS NECESSARY. 2. CONSTRUCTION ENTRANCE THE ENTRANCE SHALL BE MAINTAINED IN CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE OR THE WASHING AND REWORKING OF EXISTING STONE AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY, THE USE OF WATER TRUCKS TO REMOVE MATERIALS DROPPED, WASHED OR TRACKED ONTO ROADWAYS WILL NOT BE PERMITTED UNDER ANY CIRCUMSTANCES. 3. SILT FENCE A. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER. B. FABRIC SHALL BE REPLACED IF IT HAS DECOMPOSED OR BECOME INEFFECTIVE. 4. SEEDING THE SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED. 5. STORM DRAIN INLET PROTECTION SEDIMENT DEPOSITS SHALL BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALIF THE DESIGN DEPTH OF THE TRAP. 6. TEMPORARY SEDIMENT TRAP A. SEDIMENT SHALL BE REMOVED AND THE TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE HALF THE DESIGN VOLUME OF THE WET STORAGE. SEDIMENT REMOVAL FROM THE BASIN SHALL BE DEPOSITED IN A SUITABLE AREA AND IN SUCH A MANNER THAT IT WILL NOT ERODE AND CAUSE SEDIMENTATION PROBLEMS. B. FILTER STONE SHALL BE REGULARLY CHECKED TO ENSURE THAT FILTRATION PERFORMANCE IS MAINTAINED, STONE CHOKED WITH SEDIMENT SHALL BE REMOVED AND CLEANED OR REPLACED. C. THE STRUCTURE SHOULD BE CHECKED REGULARLY TO ENSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. THE HEIGHT OF THE STONE OUTLET SHOULD BE CHECKED TO ENSURE THAT ITS CENTER IS AT LEAST 1 FOOT BELOW THE TOP OF THE EMBANKMENT. 7. DIVERSION DIKE THE MEASURE SHALL BE INSPECTED AFTER EVERY STORM AND REPAIRS MADE TO THE DIKE, FLOW CHANNEL, OUTLET OR SEDIMENT TRAPPING FACILITY AS NECESSARY, ONCE EVERY TWO WEEKS, WHETHER A STORM EVENT HAS OCCURRED OR NOT, THE DIVERSION DIKE SHALL BE INSPECTED AND REPAIRS MADE IF NEEDED. DAMAGES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY MUST BE REPAIRED BEFORE THE END OF EACH WORKING DAY. 8. DUST CONTROL IN PLANNING AND MAINTENANCE FOR DUST CONTROL, LIMITING THE AMOUNT OF SOIL DISTURBANCE AT ANY ONE TIME SHOULD BE A KEY OBJECTIVE. TEMPORARY STABILIZATION MEASURES SHALL BE CHECKED REGULARLY AND RE-APPLIED AS NECESSERY TO REDUCE DUST EMISSIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AN EMPLOYEE WHO WILL BE RESPONSIBLE OF THE EROSION AND SEDIMENT CONTROL PLAN AND REQUIREMENTS FOR THE PROJECT THAT IS CERTIFIED BY THE VIRGINIA DEPARTMENT OF CONSERVATION OR THE VIRGIMA DEPARTMENT OF ENVIRONMENTAL QUALITY AND RECREATION AS A RESPONSIBLE LAND DISTURBER (RLD). THE NAME OF THE CONTRACTOR'S RLD AND COPY OF HIS CURRENT CERTIFICATION SHALL BE PROVIDED TO THE OWNER, ENGINEER AND EROSION & SEDIMENT CONTROL PLAN APPROVING AUTHORITY PRIOR TO ISSUANCE TO THE NOTICE TO PROCEED FOR THE PROJECT. GENERAL EROSION & SEDIMENT CONTROL NOTES ES -1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS (9VAC25-840). ES -2: THE PLAN -APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL (INSPECTION. THE NAME OF THE RESPONSIBLE LAND DISTURBER MUST BE PROVIDED TO THE PLAN -APPROVING AUTHORITY PRIOR TO ACTUAL ENGAGEMENT IN THE LAND -DISTURBING ACTIVITY SHOWN ON THE APPROVED PLAN. IF THE NAME IS NOT PROVIDED PRIOR TO ENGAGING IN THE LAND -DISTURBING ACTIVITY, THE PLAN'S APPROVAL WILL BE REVOKED, ES -3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. ES -4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAIINED ON THE SITE AT ALL TIMES. ES -5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN -APPROVING AUTHORITY. ES -6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN -APPROVING AUTHORITY. ES -7: ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED, AFTER WHICH, UPON APPROVAL OF THE PLAN -APPROVING AUTHORITY, THE CONTROLS SHALL BE REMOVED. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE REMOVAL OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. ES -8: DURING DEWATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED FILTERING DEVICE. ES -9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES AT LEAST AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT OR WEEKLY. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION (CONTROL DEVICES SHALL BE MADE IMMEDIATELY. ES -10: THE CONTRACTOR IS RESPONSIBLE FOR THE DAILY REMOVAL OF SEDIMENT THAT HAS E3EEN TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, ES -1 1: SEEDING OPERATIONS SHALL BE INITIATED WITHIN 7 DAYS AFTER REACHING FINAL GRADE OR UPON SUSPENSION OF GRADING OPERATIONS FOR ANTICIPATED DURATION OF GREATER THAN 14 DAYS OR UPON COMPLETION OF GRADING OPERATIONS FOR A SPECIFIC AREA. ES -12: THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOILS WHICH MAY PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS, OR HARM ANIMAL OR PLANT LIFE. ES -13: A VIRGINIA STORMWATER MANAGEMENT PROGRAM PERMIT (VSMPP) FOR THE DISCHARGE OF STORMWATER FROM CONSTRUCTION ACTIVITIES IS REQUIRED FOR PROJECTS DISTURBING 1 ACRE OR GREATER. VISIT THE VIRGINIA STORMWATER MAMAGEMENT PROGRAM PERMITTING WEB PAGE AT HTTP://WWW.DEO.STATE.VA.US/PROGRAMS WATER/STORMWATERMANAGEMENT/VSMPPERMIT'SZCONSTRUCTIONGENERALPERMIT.ASPX FOR MORE INFORMATION. EROSION AND SEDIMENT MINIMUM STANDARDS PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION! SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. SPECIFIC FERTILIZER, NUTRIENT, & SEED APPLICATIO1N MUST MEET EROSION AND SEDIMENT CONTROL (ESC) TECHNICAL BULLETIN NO. 4 NUTRIENT MANAGEMENT FOR DEVELOPMENT PROJECTS. DOWNLOAD AT http://www.deq.virginia.gov/Programs/Water/StormwaterMancgement/Publications.aspxl. MULCHING REQUIREMENTS MUST MEET VESC HANDBOOK MULCHING TABLE 3.35A. 2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE: STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE., ANY BORROW, FILL, OR WASTE SUCH AS DEMOLITION MATERIAL MUST BE PROVIDED FROM OR HAULED TO A PERMITTED, APPROVED, SUPPLY OR WASTE AREA. ALL OFFSITE ACTIVITY IS NOT PART OF THIS PERMIT/ PLAIN SET AND IS ADDRESSED UNDER SEPARATE COVER. SOIL STOCKPILES ARE NOT ANTICIPATED ONSITE, 3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM„ MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. 4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. 5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. 5. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN, THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 25 -YEAR STORM OF 24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. 7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION, SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. EROSION AND SEDIMENT MINIMUM STANDARDS 8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. 9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED, 10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. 12, WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS, EARTHEN FILL MAY BE USED FOR THESE 13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. 14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. 15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. 16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF-SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION, E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH(. 17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA, STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER, THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. 18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE REGULATORY AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA FOUND IN VESC REGULATION 94VAC25-840-40 MS -19 PARTS A -N FOUND AT WEBPAGE HTTP://LIS.VIRGINIA.GOV/CGI-BIN/LEGP604.EXE?000+REG+9VAC25-8401-40 EROSION AND SEDIMENT CONTROL SEQUENCE 1. CONTRACTOR TO INSTALL EROSION AND SEDIMENT PHASE I CONTROLS. 2. CONTRACTOR TO COMPLETE DEMOLITION. 3 3. CONTRACTOR TO COMPLETE SITE IMPROVEMENTS. 08/31/17 4. CONTRACTOR TO REMOVE APPROPRIATE TEMPORARY EROSION AND SEDIMENT PHASE I CONTROLS. 5. CONTRACTOR TO INSTALL EROSION AND SEDIMENT PHASE III CONTROLS. 6. CONTRACTOR TO STABILIZE SITE. 7. CONTRACTOR TO REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROLS. 8. ALL BIORETENTION AREAS SHALL BE PROTECTED FROM SOIL LADEN RUNOFF. CONTRACTOR SHALL BEGIN CONSTRUCTION OF THE BIORETENTION AREAS ONLY ONCE ALL UPSTREAM AREAS OF THE SITE HAVE BEEN FULLY STABILIZED. BIORETENTION INSTALLATION NOTES: 1. STABILIZE ENTIRE CONTRIBUTING DRAINAGE AREA WITH VEGETATION. BLOCK CURB CUTS AND OTHER INLETS AS NECESSARY. ENSURE NO UTILITIES SHALL INTERFERE WITH THE INSTALLATION, 2. HOLD A PRECONSTRUCTION MEETING WITH THE ENGINEER, OWINER AND CONTRACTOR. ANY CHANGES DURING THIS MEETING SHALL BE DOCUMENTED AS PART OF THE AS -BUILT SUBMISSION OF THE FACILITY. 3. EMPLOY EROSION AND SEDIMENT CONTROLS AS NECESSARY TO DIVERT STORMWATER AWAY FROM THE BIORETENETION FACILITY UNTIL INSTALLATION IS COMPLETE. 4. EXCAVATE PRE-TREATMENT CELLS FIRST, AND SEAL THEM TO TRAP SEDIMENT. 5. WHEN POSSIBLE, UTILIZE EXCAVATORS AND BACKHOES FROM THE SIDES OF THE BIORETENTION AREA TO AVOID COMPACTING OF SUBGRADE AND TO ENSURE APPROPRIATE DESIGN DEPTH AND DIMENSIONS. 6. RIP THE SUBGRADE SOILS 6"-12" TO PROMOTE GREATER INFILTRATION. 7. PLACE A GEOTEXTILE FABRIC ON THE VERTICAL SIDES OF THE BIORETENTION CELL WITH A 6" OVERLAP BETWEEN FABRIC EDGES. PLACE THE BOTTOM STORAGE LAYER, INSTALL THE UNDERDRAIN. PACK THE STONE. ADD CHOKER LAYER ABOVE. 8. APPLY THE BIOFILTER SOIL MEDIA FROM A QUALIFIED VENDOR IN 12" LIFTS TO THE DESIRED ELEVATION OF THE BIORETENTION, ALLOW FOR A FEW DAYS OF SETTLEMENT, THEN ADD ADDITIONAL SOIL MEDIA TO DESIRED ELEVATION. ENSURE SOIL MEDIA IS KEPT AWAY FROM POTENTIAL POLLUTANTS INCLUDING SEDIMENT. 9, PREPARE PLANTING HOLES AND WATER ACCORDINGLY, 10, PLACE THE SURFACE COVER OF THE CELLS PER THE DESIGN. 11. INSTALL THE PLANT MATERIAL AND WATER PER THE LANDSCAPING PLAN, BMP INSTALLATION AND AS -BUILT NOTES 1. CONTRACTOR TO PROVIDE DETAILED INFORMATION ON ANY INSTALLED STORMWATER BMP. THIS INFORMATION SHALL INCLUDE A TOPOGRAPHIC SURVEY OF THE INSTALLATION, GPS COORDINATES FOR EACH FACILITY, PHOTOGRAPHS OF THE PROGRESS THROUGHOUT CONSTRUCTION INCLUDING EACH MILESTONE, CONSTRUCTION LOGS, GEOTECHMICAL TESTING REPORTS, AND SOIL REPORT CERTIFICATIONS, THIS INFORMATION TO BE TURNED OVER TO THE OWNER AS A SUBMITTAL FOLLOWING CONSTRUCTION OF THE PROJECT. 2. THE ENGINEER SHALL BE NOTIFIED OF ANY DEVIATIONS FROM THE PLANS IMMEDIATELY. IF A DEVIATION IS REQUIRED, CONTRACTOR AND ENGINEER SHALL COORDINATE A SOLUTION THAT IS ACCEPTABLE WITHIN THE DEQ REGULATIONS. 3. CONTRACTOR SHALL PROTECT BMP FROM ANY DUST OR DEBRIS THROUGHOUT CONSTRUCTION, INCLUDING UNTIL THE OWNER HAS SIGNED OFF ON THE TURNOVER OF THE FACILITY. PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL usf -V REVISIONS NUMBER DATE DESCRIPTION 4 09/25/17 VSMP REVISION #2 3 09/11117 VSMP REVISION 2 08/31/17 ACSA REVISION 1 08/09/17 REVISION #1 07/21/17 DO PROGRESS SET 05/05/17 100% Documents PROJECT NUMBER 1613 - DD PROGRESS DATE SEPTEMBER 11, 2017 SHEET TITLE US NOTES III SHEET NUMBER (III) C0.02 ��\__ I, 71 �, ,I. ' ,11 - , / _. WI � -- ! L I i t i �_ I 5a I tt , i I I 2. 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HEAD SPORTS CLUB + %,T 10010th STREET, NE SUITE 202BOAR'S CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 x x x x x + / fx: 434-977-1862x CD I/ + a. I 30" NYLOPLAST BASIN RIM=567.75' INV. IN=561.6' INV. OUT -561.6' + Q51 O E , I1, SAL + � +-----_ +s,s tN 09.09.09.0' + IcSTREET h, LER 411, a +10 ALS Ln ------------ I REVISIONS HDPE COMIC y coMcnsr AN. B 42°4 '15 NUMBER DATE DESCRIPTION 4 09/25/17 VSMP REVISION # 2 3 09/11/17 VSMP REVISION 2 08/3 1/17 ACSAREVISION 1 08/09/17 REVISION #1 ET-7 07/21/17 DD PROGRESS S 05/05/17 100% DocumentsYLOPLAS? 575 _- + I PROJECT NUMBERx o + 1613 - DD PROGRESS + /� , DATE SEPTEMBER 11 2017 , SHEET TITLE EXISTING SITE CONDITIONS+ \\ / \ + I SHEET NUMBER (0 + C1.02 _ N:3904292.90 ' - - v N:3904180.25 ` .53.9' __ ....... v ., _ �I El �.1 1 ,-/1412.94 53.9 8 SPACES @18'x10.0' 1 + i 174.4 I da1 N:3904088.91 _ - - _ o 1116301.22 E:1 1 47151 1 .99 6 SPACES @18'x10.0' 8. SPACES @18'x10.0' 0' 20' 40' SCALE: 1 " = 20' SITE DATA TABLE MAXIMUM BUILDING HEIGHT 33'-9" BUILDING HEIGHT PERMITTED 40'-0" BUILDING STEP BACK REQ. N/A BUILDING SIDE//REAR SETBACK 50' PROP. BUILDING SQUARE FOOTAGE 9,166SF. EXISTING PARKING 76 PARKING REMOVED 12 PARKING ADDED 43 TOTAL PROPOSED PARKING 107 REQUIRED HANDICAP PARKING 4 PROVIDED HANDICAP PARKING 4 EX. IMPERVIOUS COVER 12,383 SF. PROP. IMPERVIOUS COVER 27,757 SF. CONSULTANTS civil j Dewberry j 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7057 fx: 804-290-7928 landscape AECOM Charlottesville li 455 SECOND STREET SE SUITE '100 CHARLOTTESVILLE, VA 23225 ph: 7103-6824965 i Structural i0 1025 BOULDERS PARKWAY I, SUITE 310 RICHMOND, VIRGINIA, :23225 ph: 804-323-0656 fx: 804-272-3916 �I Inep 2RW Consultants, INC. 100 10th STREET, NE SMITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SII SEAT, Tri; C) 1 51 NAL KF, REVISIONS _ _ NUMBER DATE DESCRIPTION 4 89125137 VSMP REVISION #� S 09111117 VSMP REVISION 2 08/33/17 ACSAREYtSION _ 1 08109117 REY1SION #1 07121117 OD PROGRESS SEI 'i) ) 05105117 100%DOGUmerns �j I;. FOR01EOT NUMBER I, PROPOSED 20' WIDE STQRiv11�JATER NOTES MANAGEMENT EASEMENT - 1, DUMPSTER AND DUMPSTER PAD IS PROVIDED WITH THE EXISTING BOAR'S � HEAD SPORTS FACILITY AND IT IS DETERMINED TO BE ADEQUATELY j ATE LY . 2 ADDITION, PROVIDED TO MATCH THE EXISTING S9IZ18' FORFOR SO OR THE COMPLEX WITH THE MAINTAIN ACCESS ON PARKING DIMENSIONS IN WERE E LOT EXISTING PATH FOR 3. SCREENING MATERIAL TO BE PROVIDED BY OWNER BETWEEN THE MAINTENANCE ACCESS TO — — _ - - - - - - SQUASH FACILITY AND THE ADJACENT BIRDWOOD GOLF COURSE, BIORETENTION #1 MINI SHEET NUMBER I'II PROJECT TITLE UVA SQUASH FACILITY ATBOAR'S HEAD Ili Ill ;I ADDITION TO MSC III III PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 �l�landscape 11 Arl^RA : fl ,', .r ��'-t,, t-'`?�" r-°-' r I, i Ill �? t l i r ! I i i i i �# ?�.yi ;r 't a-' ��c: `',, - `._, i { 1 �- /./ J '. i � J' /I ' ..-.J -t. ",J'?, ._ r _ i-,,r°t r , ,, > .'i. j 'r „ f<_ `' "! , J f_ i / /s , " i 11, I ! '� i /• {: if/`"{ ✓.: I -- --I' -- { - ' ) 1 II { ! f I I I ' i I•„ I \._, i- a i - �.- r -t r , - r'`T' r ! r f: -� `"' _ - - _.- - f j I €`{ I K I i._ ✓ 1 1 'Y I i i J r�, _ f / 5 1' � ✓f>, / - , J r _ `. j ( f ^� ( (l f= r r r I �------- /_._____.- _ ,, --_------- -' ------------- ! y ,r- ,,.i •..� ,_ , x. -, I , r 1 _I/ v,_. , _ ,,_-. _v __- \ i \ a }- ,, �/ --- - ---.__ -; ` " ' I i <j i, r $ r7 ( ----- -- -- - -'---- - - I Jai - l !i } I r ..__ 1, 7 ! I ! , I i ( I' f vigil i ( :_,. i ! t ir` '�7 t_,J .._. ,-, 17 _ f ,I .a r, t\,,, >f""_.I ..._:'°y _T_7 �{ _�� __ -! __.._...____' 1 . -�:�' -- -r .r ,< -__..-. `"-0 C` ! �✓ I 1, , '- 'r<.� --.. '--��_, t' I .id _ .->" _ '_____ ''_� .::i -✓-• u _ _____ /.-. __.. _.___._- �'�i ? 1 , , - -- ._ �/ _____ `r' .._ ' y ' '`-,.� 3 �, :7 9. t .,,,� ., , . I i J ,. -_, ",�Ij I ,-, _ " ',-,i , --rl n .H i.. -- _,_,_.--..--_.., I�` _. -`- '- - '_.'_ I� - I / J ., ,I j _ _ - _._ _,.., .__,.,. »w, �..,.,.._._..... ,w:. ...:,;.. >._._ `. i 4 ,-J . - - -_-.._,.._, ir, 1, iif I t,} -'t-_ e:•,. ------r t `f� \ ,'; �, !� '. _-J , /`' ._ _..._ <<1 ` I _... _--..._ - _ .._ -- - _- ' i i , _,_ , , _. i r �� -,aM1 ;1 , �, � �4_, / ! � \ 1 ,t i I � 11 �i\, .._ .._-..._ _,._....-- ---" _- _ � :i� �i I 11 I ,I)1 {`, i - i j __ _ I I r - _ ------ ---...I -- - i ,, I 1, X11 ( r\ i r \\ i\,i I! j I! / -.- lr i\ I I'\ ( ' 1 1 p1 �\ I 1 j 1 _I, ,. ii\ ( I I "I I , �_ I _ _ i II I �` UVA STIUASH FACILITY g ;_> ., 1. >I j i' i I - I I i I �, I 1 j `\ " - __ _ F \ - �� _.___, _.-__ _-__ ` n�P� J AT BOAR'S HEAD I _ ' --- ! . ___; ,.-' ,' I I ;'i i ! , " i I I 1 i , ''j �- 1 +' 'C P��,�P° - ADD iTION TO MSC X , ', ,> , i , I ! ! - trr 1 { 5� F ",T \, -; >' 1 ¢ _� , 't- , I \ 1 1 1 I ' , I' ,' i / I `✓ '}., I , eJ I I i t it / 'I 'r' [;, ; 11 i % r; / I I _ ��� Jaz 1- \ ' - , 5 \ D DRESS I �,'I -, I l - ! �1�( I I ii T J C HARL OTTESVILLE, a 'I 'i; ;. , : w I, } f, 3 V � J <>'_\ / - I , t _s,, r 111'1>i 1 t_ I = __ i IIr� ,/� is f _ ; - IRG INIA 22903 r1r, r,-_ r.._.:;..-r.__�,.,..,..:.11 /�'+ ; , u - ' I) I I I 1 i a, , i ; ,t � I `' . // 1,_. vr...,.i '1_-,,4 a 40 2,0 — _ J _ .... , ,' 1 \ ? I- \} 'i , 1 I , (j'� i i . ` i / `I I ' / / / , >' _, f `\,i ' , ` +,�f� � i i 1 i r.. ✓ -ir`✓. ,.. r r_ _,, _.,f,, r _., ,r1' , , - r>.7 SCALE: 1 = 20 O n ,.. 3 il I / ; 1' .� , 11 i i 1 m' 'i (� i`; I �: ;,fj j' = I 3 i =,- ! 'l i „_- -- �` \ c.� ' _._ __ I1� f j 1 �i:,, i _`, CONSULTANTS W I I i.. _) I I I i 1 , I '� ) I I , I ,}} I ;` y f qq \'__' 1 -;,- ) � �I j j, i i( I I 1 ` „- _ _ _ .___ -_ %- ill _ Ir 'I tir i , ' /, 1 -I � ;' I j - - - r' I, r 1. RWSA SANITARY SEWER MANHOLE FRAMES 8c COVERS MUST BE �_, -J 1>> >' ? ADJUSTED AS NECESSARY TO BE FLUSH WITH FINAL GRADE. CONTACT j ' r — �C. u71 21 RWSA AT (434) 977-2970 A MINIUMUM OF 3 DAYS PRIOR TO WORK ;` r� ;�-'f`ff`'f'`` j- (\r' _ s � , ON RWSA MANHOLES TO SCHEDULE AN INSPECTOR. .-�._._ _ ..! JI t _-_._ '__ _'. `_.. - .. ff-.,,.-✓ `t ' � l � 5 , ,f fy i. + - t • r / jj IX Z lo JI jz „f'..,._.i,. ... 1 "' r, / .r r} ;•} _,.; 'f ; C` `'• r ri; i - (1) i l v- % ,� -✓ s ,:' )} � / fJ� j // ;,� ,•� _ it } .-J >',)f'- _ +;�,'..�..7 �f' / I __ r- -- - e � r.� �'j-?<, j ,,,,,' _• /' , i' �F �' Ir �`, �),, r % , : f, r r 1 ` , ;• i „ i _ i] `y'i)h:i;i r' i f/�_ .�. r .rv_..v...,, t,w..,^r •r.v ,-'" ,.0 � t � !J / r -!• ..r - j ` fJ l ,,'' 1 4t Rt....% �1 { ' I 1 `t 1 _ s� f r ✓,� n 'L f _ ! .,j I 1 _ J� ri i` t � '� r � 1 r t d t i r' r j t,> , . ,, r ,r9 rr a 0' 20' 40' Now '' SCALE: 1 " = 20' PRIVATE SANITARY SEWER v l ' r 'I t I \' ,,-) , 1 < I i'aii I1 ; PLUG OUTLET TO REMAIN UNTIL { f f ( ,a i (� J �' � � SEWER S CONSTRUCTED, TESTED, 1i i & ACCEPTED _ f i 16 (, go 0L) To 5 213` PROPOSED 2" GAS LINE TO CONNECT JE_ TO EXISTING GAS LINE. CONTRACTOR {' `SHALL FIELD VERIFY SIZE AND i''. I i TMP 502-1-15 r -i 1 LOCATION OF EXISTING GAS LINE I','r,, ;, HOST C) f If v y I n, PRIOR TO ION. i� rJ ',n �K (PLAT) } (JJ i t b R S i (• t r' U J 2911 .J :.I,.J J r�P . r G_' „ Llr\ r 1 X01 a i,l �iS ",_r' CAPPED FOR FUTURE t s � 1 i���! :J . 112' � CONNECTION U.U. '1 a'iJ, E>r, ;�;,I M! ;I E ! " f( 11',1 '! i „ "r !i i o`\ rd ! i i� 1 . fl -I } ��I,', rl I { . r.� Jrs ,., y 8x8 x6 TEE i -)k I 1°.;`l, r)I' 1 If'-,I,I , t.)>\'f , { �r r�r,•f\, i , t_t IN ills NJ , I; 6" GATE VALVE, FH ,._,.+,. __I ,! ASSEMBLY i� l �' j f,; f. <,�•" / 4ie ; i+!' RELOCATE EXISTING ELECTRICAL Vic, TRANSFORMER, CONNECT TO EXISTING ;GI' Z11 t ELECTRIC WITH PROPOSED HANDHOLE RELOCATE 6" GATE VALVE, BEGIN 6 GATE VALVE. END ACSA WATERLINE, PRIVATE FIRELINE BEGIN PRIVATE FIRELINE 4" SIAMESE FIRE DEPT. CONNECTION AND RELOCATE 4" SIAMESE FIRE 4 POST -INDICATOR VALVE DEPT. CONNECTION AND 4 POST -INDICATOR VALVE 2 WATER SERVICE & r a t ` WATER METER VALVE RELOCATE 2» WATER SERVICE < m „ & WATER METER VALVE < �; 1 6 WET" FIRELINE j „ 4 n � { - 1 4" 'DRY FIRELINE ' C r Z' t f - — -- - - - -r __ —� DOMESTIC PRIVATEE', 8" �WATERLINE SANITARY SEWER LINE Q 8„x8"x6" TELA + 8"x8"x4" TEE\ ELEC. xov/„-- ` 4” DIP WATERLINE l'' ° 1 4' METER -�f r PROPOSED 20' N v ! 1I + NEW INTERIOR ACSA WATER ESM'T I oT} T. SANITARY LATERAL y. j n, r, SQUASH _� 11 j TO BE COMPLETED PROPOSED SQUASH 5610 1 LIMITS OF ! 1 O . z BY PLUMBER FACILITY s' DISTURBANCE '� ` CLEAN OUT PROJECT TITLE UVA SQUASH Q SH F AGILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL ...1 .J if % -'•�t '1\ r,._} 8' PVC S ) SAL TR CAI / } ,�,.. 6 GATE VALVE, FH PROPOSED 2 GAS LINE TO CONNECT ASSEMBLY TO EXISTING GAS LINE. CONTRACTOR VF SHALL FIELD VERIFY SIZE AND PROPOSED 2" LOCATION OF EXISTING GAS LINE r GAS LINE PRIOR TO CONSTRUCTION.; .� - ro06506 �► 41 7 SO1 r`=- I HYD, — -- I _- , , fi AL n00REVISIONS f O \v J 0 - --- - -- � NUMBER DATE DESCRIPTION 4 09/25J17 VSMP REVISION #2 8 09/11/17 VSMP REVISION I 7 I r' 2 08/31111 ACSA REVISION , --- I I f �BIORETENTION PROP. 20 STORMWATER 1 08/09/11 REVISION #1 I r . — — - 7. j 07/21/17 DD PROGRESS SET MANAGEMENT 05/05/17 100% Documents +:j 4Od F r�_r V EASEMENT —2lA, t W TW 10 0�'+00 0° BEND a4846” TEE — C I j- L II� i , I! � � I I I { js{ , it O �, i 1 I {. 1 - - ---- - ---- -- - ` - -- - - ----- -- - - -._ , I I I PROJECT NUMBER r FOREBAY. -...., ' _._ __ _ 1 � - r--_. _'-_ _ _ __ � � + � �l f _ I \ }, ----___---___-- _----- T-096--_ _ _-- _ - _-_ _ _ --- ._ _._ _ __-- _ _ _- -__ - _ _ ___ . , __ -'; ' 613 - DD PROGRESS ,, , i I ' _, � �'-: - _./ /... ....,.. ,hr'V'l,-fir (..-V".V✓ __.l -,"— i iM J 7• ,-z i ' _ 1 r Mr fiR`G11,,IIr l �!'II) I,J ` ��,� w..�. �.�. .�' 73 "% 't Z':, -. �_DATE - REMOVE EX REDUCEfR-(AND _ ,1 ) y -:r ��.t,' 46 ,•t, PG. Jrr''', r , P1 r'' � i ate".. :�, _- ti � f i"--' _- -_----`�-----� vsr-----� - - ` _. _._--_—_. ,'� �. � s - '� �,.i "'' �} CONNECT rPROPOSED- 8"---WATERUNE 't `� - ; SEPTEMBER 11, 2017 2933 PG ` _.- �,.,, , ,, � �_•, ,, , ,: / EXISTING 8" WATER -,- --------x �� r-��--, r} 1.�!, , + 1 0 EXIST LINE _ % (� � 30 V! 42 5r 85 (PLAT) J J PROPOSED__LIGHT POLE, PEMCO I � --- - 1' ' WINSTON SERIES WINF }Wr CITtit_-_-N1-=-FG�R3-SM.S-150PS� --MT=BL-'K -DARK`ACRES SKIES FULL CUTOFF (TYP.) y_ I 4 SANITARY SEWER STRUCTURE SCHEDULE STRUCTURE NAME STRUCTURE TYPE PIPE SIZE/TYPE INV. IN INV. OUT STIR. TOP (C01 CLEAN OUT - 535.23 548.35 6" PVC Z10 MANHOLE 534.17 533.97 547.69 6" PVC Z11 MANHOLE 531.64 531,44 50126 6" PVC EX. Z MANHOLE 1 1 530.64 1 524.71 1 542.87 NOTE: --- i ' 1. SEE SHEET C5.03 FOR STRUCTURE DETAILS. SHEET TITLE UTILITY PLAN SHEET NUMBER j r� SHEET NUMBER j VERTICAL SCALE SCALE: 1 " = 4' VERTICAL SCALE SCALE: 1 " = 4' 6" PROPOSED ACSA WATER MAN EXTEND ON 560 56C 555.... 555 - - PROPOSED S GRADE - -_ 550, _x... _. 550 9+8810+00 10+50 11+00 11+50 12+00 PROPOSED PRIVATE UMA SANITARY ENE 555 555 520 NUMBER DATE DESCRIPTION 4 { 540 3 09/11/17 00 2 540 X520 1 08/09/17 O i Lo LLJ 00 O N 05/05/11 100% Documents Jz O � M _ . _i - O-.- O S N-_ fl 00�vz _ - N z Co �z _Qcn 535 (nn w -d - Q� V) I > > > o z z z 535' 95% --If Ln CD COMPACTED zo oOf �Qzo -� - - _-._ -- _ z 1. - zo N- �zzz 545 515 ~z 2 FILL zQz z �' `j z, z s °.,.: :- / — 2 2515 545 9+8810+00 10+50 11+00 11+50 12+00 PROPOSED PRIVATE UMA SANITARY ENE 555 555 520 NUMBER DATE DESCRIPTION 4 2 - 540 3 09/11/17 00 2 540 X520 1 08/09/17 O i Lo LLJ 00 O N 05/05/11 100% Documents Jz O � M _ . _i - O-.- O S N-_ fl Z N _. _ - N z Co �z _Qcn 535 (nn w -d - Q� V) I > > > o z z z 535' --If Ln CD zo oOf �Qzo -� - - _-._ -- _ z 1. - zo N- �zzz {j _._. 515 ~z 2 zQz z _ zz z z _z 2 2515 9+75 10+00 10+50 11+00 11+50 12+00 12+25 12+50 13+00 13+50 SQUASH STORM EX. MH -1 - S2 575 575 i 565 565 I i 560 ! 560 545 545 NUMBER DATE DESCRIPTION 4 2 - 540 3 09/11/17 VSMP REVISION 2 540 O= 1 08/09/17 REVISION #1 i Lo _ . .. O 05/05/11 100% Documents � M _ . _i z - Ln Ln ,n 570. � + 0 570 i 565 565 I i 560 ! 560 545 545 9+75 10-+--00 10+50 11+00 11+50 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL REVISIONS NUMBER DATE DESCRIPTION 4 Ln 540 3 09/11/17 VSMP REVISION 2 540 O= 1 08/09/17 REVISION #1 i Lo _ . .. O 05/05/11 100% Documents � M _ . O z - N - - z 06 N - t - - + CD + 0 I Ln Ln _Qcn 535 (nn w Q� V) I > > > o z z z 535' 9+75 10-+--00 10+50 11+00 11+50 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL REVISIONS NUMBER DATE DESCRIPTION 4 09/25/117 VSMP REVISION #: 3 09/11/17 VSMP REVISION 2 08/31/11 ACSA REVISION 1 08/09/17 REVISION #1 07/21/17 OD PROGRESS SET 05/05/11 100% Documents PROJECT NUMBER 1613 - DD PROGRESS DATE SEPTEMBER 11, 2017 SHEET TITLE UTILITY PROFILES 0 S� III SHEET NUMBER IP C4,.01 LEGEND PROPOSED GRADE PROPOSED SEDIMENT TRAP GRADE EXISTING GRADE 0' 20' 40' HORIZONTAL SCALE SCALE: 1 " = 20' 0 4' 8' LEGEND VERTICAL SCALE SCALE: 1 " = 4' PROPOSED GRADE EXISTING GRADE 0' 20' 40' HORIZONTAL SCALE SCALE: 1 " = 20' 0' 4' 8' VERTICAL SCALE SCALE: 1 " = 4' SQUASH STORM S1 - S5 ST ST ST ST 560 Si S2 S3 ST S5 560 6, - S9 ST � S 4 LO 540 n S9 d 540 N 555 n II 550 Ln II N to II N II Ln II LOCE LnII ---_�__ 545 i I / COMPACTED cr,, FILL 540 z �,; �' 540 cit Q 535 N 555 CO 0:� 535 535 535 530 555 530 w z J 525 530 Ln 525 0 0 Ln -Ln 0 o LO o 530 + II + Ln o �m0 a II_ �z 520 525 w z 520 15" HDPE 525 15" HDPE - 550 --- -- ---� - - :.. 520 550 _ ---- --- ------ 520 15 X57.6 HDPE _ RIP–RAP WA FILTER G 4 515 545 _ �__ -- ---_ 515 545 5"10 - 5-10 N � 505... � N 505 540 Lc� °°� \ 540 o o + `n LO _Ln o+ IL n° o 0 N� z_ 500 + > z Q +, I z 500 o o 535 STEEP SLOPE \';, PIPE RESTRAINT �\ MUCK CONTRACTOR TO:BEFORE (TVP.) .�\ \\ \ OUT SEDIMENT CONSTRUCTION BIORETENTION FILITY 530 30 _ 5,, H PE \ \ 1.7. @ Ln LO Ln 525 Ln Lo _ L Ln 525 0 0 + 0 0 07 co 00 Ln � N _ � � � � LC)ons 0 CO d- O aLn ted- n _. +�� II / o _ Ln Ln .II II _ N F U z Ln N II N Ln O z -z — z 0 �� z Q+ 520 + j _ o z I.» o z z z + �o-- I z+ Q=» Q+j ��z-z �z 520 9+75 10+00 L'S\ 10+50 11+00 11+50 12+00 12+50 13+00 13 +1 75 20+00 20+50 21+00 21+25 SQUASH STORM S6 S7 STT SQUASH STORM SS - S9 ST Q0_ ST LO LO 540 58 S9 n, 540 555 555 Ln 550 N N Ln II 545 LnII ---_�__ 545 i I / COMPACTED cr,, FILL 540 z �,; �' 540 cit Q 535 N 535 535 535 530 530 525 530 Ln 525 0 0 Ln -Ln 0 o LO o 530 + II + Ln o �m0 a II_ �z 520 525 w z 520 15" HDPE 525 :.. 520 _ 520 RIP–RAP WA FILTER G 4 515 515 5"10 5-10 N � 505... � N 505 0 Lc� 00 o o + `n LO _Ln o+ IL 0 N� z_ 500 + > z Q +, I z 500 10+50 11+00 11+50 12+00 12+50 13+00 13 +1 75 20+00 20+50 21+00 21+25 SQUASH STORM S6 S7 STT 560 S6 S7 560 O, o L Q0_ LO LO n, 555 555 550 550 15" HD E 545 ---_�__ 545 i I / COMPACTED cr,, FILL 540 z �,; �' 540 cit Q N 535 535 530 530 525 Ln 525 0 0 Ln -Ln 0 o LO o Ln + II + Ln o �m0 a II_ �z 520 o z w z 520 9X75 10+00 10+50 10+75 19+75 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landenann AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 Structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL V. — A REVISIONS NUMBER DATE DESCRIPTION 4 09/25/11 YSMP REVISION # 3 09/111/17 YSMP REVISION 2 08/31/17 ACSA REVISION 1 08/09/11 REVISION #1 07/211/17 DD PROGRESS SET 05/05/17 100% Documents NUMBER 1613 PROJECT PROGRESS uDATE SEPTEMBER 11, 2017 SNEET TITLE UTILITY PROFILES MINI SNEET NUMBER IIII T- dGni C4.02 VERTICAL SCALE SCALE: 1 " = 4' PROPOSED CoC GAS RELOCAT ON 560 560 oW NUMBER DATE DESCRIPTION 4 09/25/17 o 3 \� 00 2 Q Q 1 LLJ- - - > U -)z m w - __ w LLJ \ o � N X N W �z o ..525. _ z �z � z _ .525 530. PROPOSED 2" \ _U) X 530 oU 520 _L X CoC GAS LINE \ _ 545 _ 545 - > > o - 535 ? 535 o � o � cc o EXISTINGz J / o 540 o GRADE LLJ z o 540 oW NUMBER DATE DESCRIPTION 4 09/25/17 o 3 \� 00 2 Q Q 1 LLJ- - - > U -)z m w - __ w LLJ O o � X N W �z o ..525. _ z �z � z _ .525 530. 520 c � _U) X 530 oU 520 _L X _ - > > o - 535 ? 535 oW NUMBER DATE DESCRIPTION 4 09/25/17 o 3 w 00 2 Q ACSA REVISION 1 08/09/17 > 07/21/17 m w - __ 100% Documents O o X N W �z o ..525. _ z �z � z _ .525 530. 520 c � _U) X 530 oW NUMBER DATE DESCRIPTION 4 09/25/17 YSMP REVISION #� 3 w 00 2 w ACSA REVISION 1 08/09/17 > 07/21/17 o� w 05/05/11 100% Documents O W N W �z CD ..525. _ z �z z _ .525 520 c � oU _U) X cn oU 520 _L X oW NUMBER DATE DESCRIPTION 4 09/25/17 YSMP REVISION #� 3 w 00 2 - ACSA REVISION 1 08/09/17 REVISION #1 07/21/17 o� 05/05/11 100% Documents O W N W �z �z 520 c � oU cn oU 520 9+75 10+00 10+50 11+00 1 1! +50 12+00 12+50 13+00 PROJECT 717LE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL VA ��f rtirLUQ z A,t,��,� REVISIONS NUMBER DATE DESCRIPTION 4 09/25/17 YSMP REVISION #� 3 09/11117 YSMP REVISION 2 08/31/17 ACSA REVISION 1 08/09/17 REVISION #1 07/21/17 DD PROGRESS SET 05/05/11 100% Documents PROJECT NUMBER 1613 - DD PROGRESS DATE SEPTEMBER 11, 2017 SHEET TITLE UTILITY PROFILES BI SHEET NUMBER III C4.03 STONE CONSTRUCTION ACCESS (VDOT #1 COURSE AGGREGATE) 70' MIN. 3" SM -2A ASPHALT 2% TOP COURSE 2% a EXISTING GROUND 6" MIN. 21A AGGREGATE BASE PROFILE VIEW STONE CONSTRUCTION ACCESS (VDOT1 ASPHALT PAVED WASHRACK COURSE AGGREGATE) 70' MIN. rA * MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION EXISTING 2%12% 1211 MIN.* 2PAVEMENT POSITIVE DRAINAGE A TO SEDIMENT 1 TRAPPING DEVICE PLAN VIEW 12' MIN. 2% EXISTING PAVEMENT POSITIVE DRAINAGE TO SEDIMENT TRAPPING DEVICE SECTION A -A EE 3.02: STONE CONSTRUCTION ENTRANCE N.T.S. TABLE 3.32-D (REVISED JUNE 2003) 1- WHEN SELECTING VARIETIES OF TURFGRASS, USE THE VIRGINIA CROP IMPROVEMENT ASSOCIATION (VCIA) RECOMMENDED TURFGRASS VARIETY LIST. QUALITY SEED WILL BEAR A LABEL INDICATING THAT THEY ARE APPROVED BY VCIA. A CURRENT TURFGRASS VARIETY LIST IS AVAILABLE AT THE LOCAL COUNTY EXTENSION OFFICE OR THROUGH VCIA AT 804.746.4884 OR AT http://sudcn.cses.vt.edu/htmlZTurf turf/publications/publications2.htmI 2 -USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16 - APRIL 30 .................. ANNUAL RYE MAY 1 - AUGUST 15 .......................... FOXTAIL MILLET AUGUST 16 - OCTOBER 31 ................ ANNUAL RYE NOVEMBER 1 - FEBRUARY 15............ WINTER RYE 3 -SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SEED, ALL OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED, INCREASE RATE TO 30 LBS/ACRE. IF WEEPING LOVEGRASS IS USED, INCLUDE IN ANY SLOPE OR LOW MAINTENANCE MIXTURE DURING WARMER SEEDING PERIODS, INCREASE TO 30-40. FERTILIZER & LIME • APPLY 10-10-10 FERTILIZER AT A RATE OF 450 Ibs./acre (OR 10 Ibs./1,000 sq. ft.) • APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE (OR 90 LBS./1,000 SQ. FT.) NOTE: 1.) A SOIL TEST IS NECESSARY TO DETERMINE THE ACTUAL AMOUNT OF LIME REQUIRED TO ADJUST THE SOIL pH OF SITE. 2.) INCORPORATE THE LIME AND FERTILIZER INTO THE TOP 4-6 INCHES OF THE SOIL BY DISKING OR BY OTHER MEANS, 3.) WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN EROSION & SEDIMENT CONTROL TECHNICAL BULLETIN #4, 2003 NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES AT: http://ww.dcr.state.va.us/sw%e&s,htm#pubs 3.32: PERMANENT SEEDING SPECIFICATIONS FOR PIEDMONT AREA TABLE 3.31-B SOURCE: VA. DSWC (REVISED JUNE 2003) SEED SEED' SPECIES APPLICATION RATES NOTES LAND USE SPECIES SEPT. 1 - FEB. 15 APPLICATION PER ACRE MINIMUM CARE LAWN TALL FESCUE' FEB. 16 -APR. 30 ANNUAL RYEGRASS (LOLIUM 95-100% MATTER. MUST BE ANCHORED. (COMMERCIAL OR PERENNIAL RYEGRASS MAY 1 - AUG. 31 GERMAN MILLET 0-5% 0 RESIDENTIAL) KENTUCKY BLUEGRASS' BY HAND TOTAL: 175-200 w- LBS. HIGH -MAINTENANCE TALL FESCUE' MINIMUM 1,500 TOTAL: 200-250 WINTER COVER OR DURING HOT, LBS. LAWN 35 Ibs. DRY PERIODS.* APPLY AS EXCAVATED EXCAVATED EXCAVATED OF GENERAL SLOPE TALL FESCUE L WEIR OUTLET 128 LBS. (3:1 OR LESS) RED TOP GRASS OR CREEPING RED CORN 2 LBS. USE IN FINE TURF AREAS. APPLY FESCUE z WIDTH BERM HEIGHT WITH MULCH BLOWER OR BY LENGTH HEIGHT(ft2) SEASONAL NURSE CROP HAND. 159 20 LBS. FREE OF COARSE MATTER. 168.15 338.15 TOTAL: 150 LBS. LOW MAINTENANCE TALL FESCUE NITROGEN PER TON. DO NOT USE CHIPS 128 LBS. SLOPE RED TOP GRASS OR CREEPING 2 LBS. (STEEPER THAN 3:1) FESCUE 2 OR BY HAND. FREE OF COARSE MATTER. SEASONAL NURSE CROP 20 LBS. 50-70 cu. yds. CROWNVETCH 3 NITROGEN PER TON. DO NOT USE TOTAL: 150 LBS, 1- WHEN SELECTING VARIETIES OF TURFGRASS, USE THE VIRGINIA CROP IMPROVEMENT ASSOCIATION (VCIA) RECOMMENDED TURFGRASS VARIETY LIST. QUALITY SEED WILL BEAR A LABEL INDICATING THAT THEY ARE APPROVED BY VCIA. A CURRENT TURFGRASS VARIETY LIST IS AVAILABLE AT THE LOCAL COUNTY EXTENSION OFFICE OR THROUGH VCIA AT 804.746.4884 OR AT http://sudcn.cses.vt.edu/htmlZTurf turf/publications/publications2.htmI 2 -USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16 - APRIL 30 .................. ANNUAL RYE MAY 1 - AUGUST 15 .......................... FOXTAIL MILLET AUGUST 16 - OCTOBER 31 ................ ANNUAL RYE NOVEMBER 1 - FEBRUARY 15............ WINTER RYE 3 -SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SEED, ALL OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED, INCREASE RATE TO 30 LBS/ACRE. IF WEEPING LOVEGRASS IS USED, INCLUDE IN ANY SLOPE OR LOW MAINTENANCE MIXTURE DURING WARMER SEEDING PERIODS, INCREASE TO 30-40. FERTILIZER & LIME • APPLY 10-10-10 FERTILIZER AT A RATE OF 450 Ibs./acre (OR 10 Ibs./1,000 sq. ft.) • APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE (OR 90 LBS./1,000 SQ. FT.) NOTE: 1.) A SOIL TEST IS NECESSARY TO DETERMINE THE ACTUAL AMOUNT OF LIME REQUIRED TO ADJUST THE SOIL pH OF SITE. 2.) INCORPORATE THE LIME AND FERTILIZER INTO THE TOP 4-6 INCHES OF THE SOIL BY DISKING OR BY OTHER MEANS, 3.) WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN EROSION & SEDIMENT CONTROL TECHNICAL BULLETIN #4, 2003 NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES AT: http://ww.dcr.state.va.us/sw%e&s,htm#pubs 3.32: PERMANENT SEEDING SPECIFICATIONS FOR PIEDMONT AREA TABLE 3.31-B SOURCE: VA. DSWC (REVISED JUNE 2003) SEED APPLICATION DATES SPECIES APPLICATION RATES NOTES 50/50 MIX OF ANNUAL RYEGRASS PER 1,000 sq. ft. SEPT. 1 - FEB. 15 (LOLIUM MULTI-FLORUM) & CEREAL 50-100 (Ibs./acre) 12-2 TONS (WINTER) RYE (SECALE CEREALE) FREE FROM WEEDS AND COARSE FEB. 16 -APR. 30 ANNUAL RYEGRASS (LOLIUM 60-100 (Ibs./acre) MATTER. MUST BE ANCHORED. MULTI-FLORUM) FOR WINTER MAY 1 - AUG. 31 GERMAN MILLET 50 (Ibs./acre) FERTILIZER & LIME • APPLY 10-10-10 FERTILIZER AT A RATE OF 450 Ibs./acre (OR 10 Ibs./1,000 sq. ft.) • APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE (OR 90 LBS./1,000 SQ. FT.) NOTE: 1.) A SOIL TEST IS NECESSARY TO DETERMINE THE ACTUAL AMOUNT OF LIME REQUIRED TO ADJUST THE SOIL pH OF SITE. 2.) INCORPORATE THE LIME AND FERTILIZER INTO THE TOP 4-6 INCHES OF THE SOIL BY DISKING OR BY OTHER MEANS. 3.) WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN EROSION & SEDIMENT CONTROL TECHNICAL BULLETIN #4, 2003 NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES AT: http:ZZww.dcr.state.va.us/sw/e&s.htm#pubs 3.31 :TEMPORARY SEEDING SPECIFICATIONS S QUICK REFERENCE FOR ALL REGIONS TABLE 3.35-A * WHEN FIBER MULCH IS THE ONLY AVAILABLE MULCH DURING PERIODS WHEN STRAW SHOULD BE USED, APPLY AT A MINIMUM RATE OF 2,000 Ibs./ac. OR 45 Ibs./1,000 sq, ft. 3.35: ORGANIC MULCH MATERIALS AND APPLICATION RATES GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER 18 MIN, RUNOFF WATER GRAVEL (12" MIN. DEPTH) W/ SEDIMENT,, S - - 0 p d a4 1 a a 11 I !- SEDIMENT a WIRE MESH FILTERED WATER SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. NOTES: 1. CAP NYLOPLAST INLETS UNTIL SITE IS STABILIZED. IP 3.07: INLET PROTECTION N.T.S. CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 2. EXCAVATE A 4"X 4" TRENCH 1. SET THE STAKES. UPSLOPE ALONG THE LINE OF STAKES. 6 MqX. FLOW 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH, A N 0 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) FLOW 3.05: SILT FENCE N.T.S. ORIGINAL GROUND ELEV. 67 CU. YD./ACRE 'IPE OUTLET TO FLAT REA WITH NO DEFINED HANNEL L a 0 9 I I IIIII d 7 - SECTION A -A FILTER CLOTH KEY IN 6"-9 RECOMMENDED FOR ENTIRE PERIMETER 3d a (MIN.) 'IPE OUTLET TO WELL )EFINED CHANNEL SECTI( FILTER CLOTH d KEY IN 6" 9 i RECOMMENDED FOR ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. oP PIPE OUTLET CONDITIONS N.T.S. L67 CU. CLEANOUT -YD./ACRE 4' (EXCAVATED) MAX. FILTER CLOTH ** COARSE AGGREGATE CROSS SECTION OF OUTLET 3'* -ORIGINAL GROUND ELEV. CLASS I RIPRAP CLASS I: LENGTH (IN FEET) _ RIPRAP 6 X DRAINAGE AREA (IN AC.) DIVERSION DIKE //� - ' **COARS RECATE� \� EXCAVATED AREA FILTER CLOTH ** COARSE AGGREGATE SHALL BE VDOT �3, 357 OR �5 OUTLET (PERSPECTIVE VIEW) gF=nIRAPNITTPAP (AI ('III 0TI()NG RATES NUMBER MULCHES NOTES PER ACRE PER 1,000 sq. ft. 3 09/11/17 vSMP REVISION 12-2 TONS 08/31/17 FREE FROM WEEDS AND COARSE STRAW OR (MINIMUM 2 TONS REVISION #1 MATTER. MUST BE ANCHORED. HAY FOR WINTER 70-90 lbs. SPREAD WITH MULCH BLOWER OR TOTAL COVER) WET BY HAND WEIR w- DO NOT USE AS MULCH FOR FIBER MINIMUM 1,500 REQUIRED WINTER COVER OR DURING HOT, MULCH Ibs. 35 Ibs. DRY PERIODS.* APPLY AS EXCAVATED EXCAVATED EXCAVATED OF SLURRY. TOP L WEIR OUTLET CUT OR SHREDDED IN 4-6" TRAP# TRAP WET(yd3) DRY (yd') LENGTHS. AIR DRIED. DO NOT CORN 4-6 TONS 185-275 Ibs. USE IN FINE TURF AREAS. APPLY STALKS WIDTH BERM HEIGHT WITH MULCH BLOWER OR BY LENGTH HEIGHT(ft2) WEIR HAND. 159 159 318 FREE OF COARSE MATTER. 168.15 338.15 3.00 Ft AIR-DRIED. TREAT WITH 12 Ibs. WOOD 2.00 Ft 2.5 Ft NITROGEN PER TON. DO NOT USE CHIPS 4-6 TONS 185-275 Ibs. IN FINE TURF AREAS. APPLY WITH MULCH BLOWER, CHIP HANDLER, OR BY HAND. FREE OF COARSE MATTER. BARK AIR-DRIED. TREAT WITH 12 Ibs. CHIPS OR 50-70 cu. yds. 1-2 cu. yds, NITROGEN PER TON. DO NOT USE SHREDDED IN FINE TURF AREAS. APPLE( WITH BARK MULCH BLOWER, CHIP HANDLER, OR BY HAND. * WHEN FIBER MULCH IS THE ONLY AVAILABLE MULCH DURING PERIODS WHEN STRAW SHOULD BE USED, APPLY AT A MINIMUM RATE OF 2,000 Ibs./ac. OR 45 Ibs./1,000 sq, ft. 3.35: ORGANIC MULCH MATERIALS AND APPLICATION RATES GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER 18 MIN, RUNOFF WATER GRAVEL (12" MIN. DEPTH) W/ SEDIMENT,, S - - 0 p d a4 1 a a 11 I !- SEDIMENT a WIRE MESH FILTERED WATER SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. NOTES: 1. CAP NYLOPLAST INLETS UNTIL SITE IS STABILIZED. IP 3.07: INLET PROTECTION N.T.S. CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 2. EXCAVATE A 4"X 4" TRENCH 1. SET THE STAKES. UPSLOPE ALONG THE LINE OF STAKES. 6 MqX. FLOW 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH, A N 0 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) FLOW 3.05: SILT FENCE N.T.S. ORIGINAL GROUND ELEV. 67 CU. YD./ACRE 'IPE OUTLET TO FLAT REA WITH NO DEFINED HANNEL L a 0 9 I I IIIII d 7 - SECTION A -A FILTER CLOTH KEY IN 6"-9 RECOMMENDED FOR ENTIRE PERIMETER 3d a (MIN.) 'IPE OUTLET TO WELL )EFINED CHANNEL SECTI( FILTER CLOTH d KEY IN 6" 9 i RECOMMENDED FOR ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. oP PIPE OUTLET CONDITIONS N.T.S. L67 CU. CLEANOUT -YD./ACRE 4' (EXCAVATED) MAX. FILTER CLOTH ** COARSE AGGREGATE CROSS SECTION OF OUTLET 3'* -ORIGINAL GROUND ELEV. CLASS I RIPRAP CLASS I: LENGTH (IN FEET) _ RIPRAP 6 X DRAINAGE AREA (IN AC.) DIVERSION DIKE //� - ' **COARS RECATE� \� EXCAVATED AREA FILTER CLOTH ** COARSE AGGREGATE SHALL BE VDOT �3, 357 OR �5 OUTLET (PERSPECTIVE VIEW) gF=nIRAPNITTPAP (AI ('III 0TI()NG (sT 3.13: TEMPORARY SEDIMENT TRAP N.T.S. I� COMPACTED SOIL 18 MIN i . FLOW i j -- -- I i i I I -- 4.5' MIN --- DD TEMPORARY DIVERSION DIKE .. 3 d s a $I q- iAL r t r a x _ e. ' �... yy IL IL id �s �,�341 ( 11 C,-; r1 } -SECTION A=A, tt� hu'l:�11 NWIN .. k iii 11114A, 1141 11 (j �1 44 .[ a-40 4 1«L�i�1xJl1trk I 40t 1�JcLk; 4110 aut, 1�� Q; 'V - A w8fe'-1a�t1-.�Je a'IT�`f� Co:;�;'�`Ill���h`� � ��I ���iW All o-17tt�a:���ty� lalv�° �li��'I� ..,�o !I'�1-R :XPi �tll�� ! �4`�1�'e' .+.•E §3 ,�I �'i 4 ►�itliw��!w ' RACK PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL REVISIONS NUMBER DATE DESCRIPTION 4 09/25/17 VSMP REVISION #'A' 3 09/11/17 vSMP REVISION 2 08/31/17 ACSA REVISION 1 08/09/17 REVISION #1 VOLUME VOLUME TOTAL VOLUME VOLUME TOTAL WET WET WET HEIGHT WEIR w- BERM ELEV. AREA TO REQUIRED REQUIRED VOLUME PROVIDED PROVIDED VOLUME EXCAVATED EXCAVATED EXCAVATED OF OUTLET TOP L WEIR OUTLET TOP OF TRAP# TRAP WET(yd3) DRY (yd') REQUIRED WET DRY PROVIDED DEPTH LENGTH WIDTH BERM HEIGHT WIDTH LENGTH HEIGHT(ft2) WEIR 1 2.36 ac 159 159 318 170.00 168.15 338.15 3.00 Ft 60 Ft 30 Ft 3.00 Ft 2.00 Ft 2.5 Ft Pipe Oulet 2740 528.00 Ft (sT 3.13: TEMPORARY SEDIMENT TRAP N.T.S. I� COMPACTED SOIL 18 MIN i . FLOW i j -- -- I i i I I -- 4.5' MIN --- DD TEMPORARY DIVERSION DIKE .. 3 d s a $I q- iAL r t r a x _ e. ' �... yy IL IL id �s �,�341 ( 11 C,-; r1 } -SECTION A=A, tt� hu'l:�11 NWIN .. k iii 11114A, 1141 11 (j �1 44 .[ a-40 4 1«L�i�1xJl1trk I 40t 1�JcLk; 4110 aut, 1�� Q; 'V - A w8fe'-1a�t1-.�Je a'IT�`f� Co:;�;'�`Ill���h`� � ��I ���iW All o-17tt�a:���ty� lalv�° �li��'I� ..,�o !I'�1-R :XPi �tll�� ! �4`�1�'e' .+.•E §3 ,�I �'i 4 ►�itliw��!w ' RACK PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL REVISIONS NUMBER DATE DESCRIPTION 4 09/25/17 VSMP REVISION #'A' 3 09/11/17 vSMP REVISION 2 08/31/17 ACSA REVISION 1 08/09/17 REVISION #1 07/21/17 RD PROGRESS SET 05/05/17 100% Documents PROJECT NUMBER 1613 - DD PROGRESS DATE SEPTEMBER 11, 2017 SHEET TITLE EROSION AND SEDIMENT CONTROL DETAILS SHEET NUMBER C5.01 An FILTER FABRIC TO PRETREATMENT CELL 2L : 1W FILTER FABRIC TO SURROUND SIDES OF GRAVEL DIAPHRAGM CONCRETE 6"x18" LEVEL SPREADER 2' GRASS STRIP (PLANT WITH SOD) NOTES: 1. CONTRACTOR TO CONFIRM VEGETATION CHOICE WITH UNIVERSITY OFFICE OF THE ARCHITECT PRIOR TO CONSTRUCTION. 2. SOIL MEDIA HAVE THE FOLLOWING CHARACTERISTICS, PER DEQ GUIDELINES: BIORETENTION CELL -CLAY CONTENT SHALL BE LESS THAN 10% 12" PONDING DEPTH -SILT AND CLAY (SOIL FINES) CONTENT SHALL BE BETWEEN 10% AND 20% -SAND CONTENT SHALL BE BETWEEN 80% AND 90% -ORGANIC MATTER : 3% - 5% -TOPSOIL CONTENT 8% - 12% -MULCH: 2 - 3 IN. OF AGED, SHREDDED HARDWOOD BARK MULCH -SOIL pH RANGE: 6.0 TO 7.0 -MIXED MEDIA MUST BE PROVIDED BY VENDOR -P-INDEX 5 - 15 /k FOR MEHLICH 1 18 - 40 /k URROUND SIDES OF ���U 10" WIDE FILTER 17 , .. 3" MULCH LAYER ASPHALT mg g mg g PRETREATMENT CELL O O O O 0 0o O FABRIC STRIP ABOVE o :.: . .: ::., DEPTH FOR MEHLICH III fx- 804-344-4406 DEPTH FOR PEA GRAVEL AND 11:11...... 1111. o: : '::` . .. - 36" BIORETENTION SOIL MEDIA PRETREATMENT CELL -CEC: SHALL BE ABOVE 5 AND SERVICE ROADS) FABRIC STRIP ABOVE :11:11:. CENTERED ABOVE •111'1:``.._ ......... 1111. ISI - INFILTRATION RATE: 1-2 IN/HR PERMEABLE - o:.: .., ,: '. 1111. .. 24" BIORETENTION SOIL PERMEABLE 3" PEA GRAVEL 3, SWALE SHALL BE STABILIZED WITH JUTE MATTING WHILE GRASS GEOTEXTILE LINER 3" PEA GRAVEL UNDERDRAIN (1"-2" 1025 BOULDERS PARKWAY 12" #57 STONE UNDERDRAIN (1 "-2" COVER IS ESTABLISHED. ALONG BOTTOM OF ALONG BOTTOM OF ON EITHER SIDE) O� 100 10th STREET, NE O -- 6" SCH. 40 PVC 4. SWALE MAINTENANCE TO BE PROVIDED BY UNIVERSITY PRETREATMENT CELL � J FILTER FABRIC TO FILTER FABRIC TO PERFORATED UNDERDRAIN 6" SCH. 40 PVC LANDSCAPE DEPARTMENT AND UTILITY SYSTEM DISTRIBUTION RIPRAP SHALL BE LIGHT SURROUND SIDES OF n I PIPE (SEE DETAIL) RIPRAP SHALL BE DEPARTMENT. BROWN IN COLOR WITH BIORETENTION12" PIPE (SEE DETTAIL)AIL) SUMP BELOW UNDER 5. GEOTEXTILE FABRIC: NON -WOVEN, FLOW RATE > 110 ROUNDED EDGES FROM 4" OBSERVATION WELL/CLEAN OUT VARIES DRAIN THROUGHOUT FROM GAL/MIN/SF SHENANDOAH ASPHALT -VARIES WITH CAST IRON CLEAN OUT CAP DOAH ASPHALT SHEWITH ENTIRE FOOTPRINT 6. CONTRACTOR SHALL COMPLY WITH BIORETENTION CONSTRUCTION ENTIRE FOOTPRINT AND FRAME. TEE TO PERFORATED AND FRAME. TEE TO PERFORATED NOTES ON THE DEQ BIOFILTER CHECKLIST, FOUND IN PIPE FOR OBSERVATION WELL, TEE PIPE FOR OBSERVATION WELL, TEE STORMWATER CALCULATIONS. TO SOLID PIPE FOR CLEAN OUT TO SOLID PIPE FOR CLEAN OUT 7. BIORETENTION MAINTENANCE REQUIREMENTS FOUND ON SHEET BIORETENTION #2 SECTION: LEVEL 1 C6.03. BIORETENTION #1 . SECTION: LEVEL 2 N.T.S. BIORETENTION CELL STORM PIPE ® PRETREATMENT CELL FILTER FABRIC TO SURROUND 2' GRASS STRIP 2L : 1W SIDES OF (PLANT WITH SOD) GRAVEL DIAPHRAGM NOTES: 1. CONTRACTOR TO CONFIRM VEGETATION CHOICE WITH UNIVERSITY OFFICE OF THE ARCHITECT PRIOR TO CONSTRUCTION. 2. SOIL MEDIA HAVE THE FOLLOWING CHARACTERISTICS, PER DEQ GUIDELINES: -CLAY CONTENT SHALL BE LESS THAN 10% -SILT AND CLAY (SOIL FINES) CONTENT SHALL BE BETWEEN 10% AND 20% -SAND CONTENT SHALL BE BETWEEN 80% AND 90% -ORGANIC MATTER : 3% - 5% -TOPSOIL CONTENT 8% - 12% -MULCH: 2 - 3 IN. OF AGED, SHREDDED HARDWOOD BARK MULCH -SOIL pH RANGE: 6.0 TO 7.0 -MIXED MEDIA MUST BE PROVIDED BY VENDOR -P-INDEX: 5 - 15 mg/kg FOR MEHLICH 1, 18 - 40 A mg/kg FOR MEHLICH III -CEC: SHALL BE ABOVE 5 -INFILTRATION RATE: 1-2 IN/HR 3. SWALE SHALL BE STABILIZED WITH JUTE MATTING WHILE GRASS COVER IS ESTABLISHED. 4. SWALE MAINTENANCE TO BE PROVIDED BY UNIVERSITY LANDSCAPE DEPARTMENT AND UTILITY SYSTEM DISTRIBUTION DEPARTMENT. 5. GEOTEXTILE FABRIC: NON -WOVEN, FLOW RATE > 110 GAL/MIN/SF 6. CONTRACTOR SHALL COMPLY WITH BIORETENTION CONSTRUCTION NOTES ON THE DEQ BIOFILTER CHECKLIST, FOUND IN STORMWATER CALCULATIONS. 7. BIORETENTION MAINTENANCE REQUIREMENTS FOUND ON SHEET C6.03. N.T.S. 6 2 -0 THE BOTTOM OF THE CURB AND GUTTER THIS AREA MAY BE MAY BE CONSTRUCTED PARALLEL TO THE CONCRETE AT THE OPTION SLOPE OF SUBBASE COURSES PROVIDED OF THE CONTRACTOR A MINIMUM DEPTH OF 7" MAINTAINED. 6" #57 VDOT NOTES: STONE BASE 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. COMBINATION CURB & GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) BE PAID FOR AS RADIAL COMBINATION CURB & GUTTER. 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. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER, THE BOTTOM OF THE CURB AND GUTTER SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 6. THIS CURB MAY BE USED WHEN DESIGN SPEED IS 40 MPH OR LESS ON RURAL HIGHWAYS AND 45 MPH OR LESS IN DEVELOPED URBAN & SUBURBAN AREAS. IF THESE DESIGN SPEEDS ARE EXCEEDED STANDARD CG -7 IS REQUIRED. 611 CURB & GUTTER (CG -6) N.T.S. 4„ R 5" TOP SOIL IN CONCRETE SIDEWALK AND UNPAVED AREAS FBASE COURSE 17 / ASPHALT FILTER FABRIC TO I C - 12 PONDING DEPTH SURROUND SIDES OF fx- 804-344-4406 DEPTH FOR 10" WIDE FILTER3" LjA Q MULCH LAYER PRETREATMENT CELL 0 0o AND SERVICE ROADS) FABRIC STRIP ABOVE CRUSHED •111'1:``.._ BACKFILL, ISI 21A PEA GRAVEL AND - o:.: .., ,: '. 1111. .. 24" BIORETENTION SOIL PERMEABLE AS NEEDED m B CENTERED ABOVE 1111. 3" PEA GRAVEL GEOTEXTILE LINER 1025 BOULDERS PARKWAY SUITE 310 UNDERDRAIN (1 "-2" ph: 804-323-0656 12" #57 STONE ALONG BOTTOM OF VDOT #9 BEDDING 100 10th STREET, NE ON EITHER SIDE) CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 PRETREATMENT CELL � J / d FILTER FABRIC TO - 6" SCH. 40 PVC gIIII: L I REVISIONS NUMBER DATE DESCRIPTION n I PERFORATED RAID RIPRAP SHALL BE LIGHT 07/21/17 DD PROGRESS SET SURROUND SIDES OF PROJECT NUMBER PIPE (SEE DETTAIL)AIL) BROWN IN COLOR WITH SHEET TITLE BIORETENTION DETAILS 12" SUMP BELOW UNDEF R ROUNDED EDGES ROUND FROM 4" OBSERVATION WELL/CLEAN OUT -VARIES ►{ DRAIN THROUGHOUT DOAH ASPHALT SHEWITH CAST IRON CLEAN OUT CAP ENTIRE FOOTPRINT AND FRAME. TEE TO PERFORATED PIPE FOR OBSERVATION WELL, TEE TO SOLID PIPE FOR CLEAN OUT BIORETENTION #2 SECTION: LEVEL 1 NOTES: 1. CONTRACTOR TO CONFIRM VEGETATION CHOICE WITH UNIVERSITY OFFICE OF THE ARCHITECT PRIOR TO CONSTRUCTION. 2. SOIL MEDIA HAVE THE FOLLOWING CHARACTERISTICS, PER DEQ GUIDELINES: -CLAY CONTENT SHALL BE LESS THAN 10% -SILT AND CLAY (SOIL FINES) CONTENT SHALL BE BETWEEN 10% AND 20% -SAND CONTENT SHALL BE BETWEEN 80% AND 90% -ORGANIC MATTER : 3% - 5% -TOPSOIL CONTENT 8% - 12% -MULCH: 2 - 3 IN. OF AGED, SHREDDED HARDWOOD BARK MULCH -SOIL pH RANGE: 6.0 TO 7.0 -MIXED MEDIA MUST BE PROVIDED BY VENDOR -P-INDEX: 5 - 15 mg/kg FOR MEHLICH 1, 18 - 40 A mg/kg FOR MEHLICH III -CEC: SHALL BE ABOVE 5 -INFILTRATION RATE: 1-2 IN/HR 3. SWALE SHALL BE STABILIZED WITH JUTE MATTING WHILE GRASS COVER IS ESTABLISHED. 4. SWALE MAINTENANCE TO BE PROVIDED BY UNIVERSITY LANDSCAPE DEPARTMENT AND UTILITY SYSTEM DISTRIBUTION DEPARTMENT. 5. GEOTEXTILE FABRIC: NON -WOVEN, FLOW RATE > 110 GAL/MIN/SF 6. CONTRACTOR SHALL COMPLY WITH BIORETENTION CONSTRUCTION NOTES ON THE DEQ BIOFILTER CHECKLIST, FOUND IN STORMWATER CALCULATIONS. 7. BIORETENTION MAINTENANCE REQUIREMENTS FOUND ON SHEET C6.03. N.T.S. 6 2 -0 THE BOTTOM OF THE CURB AND GUTTER THIS AREA MAY BE MAY BE CONSTRUCTED PARALLEL TO THE CONCRETE AT THE OPTION SLOPE OF SUBBASE COURSES PROVIDED OF THE CONTRACTOR A MINIMUM DEPTH OF 7" MAINTAINED. 6" #57 VDOT NOTES: STONE BASE 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. COMBINATION CURB & GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) BE PAID FOR AS RADIAL COMBINATION CURB & GUTTER. 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. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER, THE BOTTOM OF THE CURB AND GUTTER SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 6. THIS CURB MAY BE USED WHEN DESIGN SPEED IS 40 MPH OR LESS ON RURAL HIGHWAYS AND 45 MPH OR LESS IN DEVELOPED URBAN & SUBURBAN AREAS. IF THESE DESIGN SPEEDS ARE EXCEEDED STANDARD CG -7 IS REQUIRED. 611 CURB & GUTTER (CG -6) N.T.S. 4„ R 5" TOP SOIL IN CONCRETE SIDEWALK AND UNPAVED AREAS FBASE COURSE MAX. UNDERGROUND ELECTRIC DIRECT BURY CONDUIT BEDDING DETAIL N.T.S. PROVIDE 12" #4 BARS SEE NOTE 2 BELOW AT 12" O.C., DOWELED 1' MIN. IN EXISTING CONCRETE. 6" GREASE SLEEVE d ,. SHALL BE PROVIDED IN NEW CONCRETE d O. PATCH. CONCRETE (THICKNESS UNKNOWN) ° 7" SAW TO NEAT EDGE PRE -MOLDED JOINT FILLER 0 ffi / JDOT STONE BASE NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. MODIFIED 611 CURB & GUTTER (CG -6R) VDOT A-3 CONCRETE FACE OF CUR r--2 1Z2" 3'-0„ CONTINUE STONE BASE' FROM ADJACENT PAVEMENT SECTION UNDER CURB ROLL-TOP CURB 5" MIN. THICK CONC. WALK 3500 PSI MIN. 28 DAY STRENGTH WWF 6X6-W2.9XW2.9 W2.9XW2.9 2" BELOW TOP SURFACE 1T/_1111611 o� n N.T.S. TRENCH SIDES SHALL BE SHEETED AS REQ D TO KEEP TRENCH WIDTH TO A MIN. COMPACTED VDOT #10 STONE/ GRAVEL DUST. CONCRETE PAVEMENT V MIN. H EX. GROUND TYPICAL t" - UNKNOWN THICKNESS OF / ASPHALT I RICHMOND, VA 1 d - 21A SUBBASE (10" fx- 804-344-4406 DEPTH FOR Ell ETECTABLE LjA Q ADDITION TO MSC �\ "I MARKING TAPE AND SERVICE ROADS) IIII CRUSHED ACKFILL (B.F.) BACKFILL, ISI 21A WIDEN TRENCH fx: 804-290-7928 \ AECOM Charlottesville AS NEEDED m = a ph: 703-682-4965 ABOVE PIPE D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep VDOT #9 BEDDING 100 10th STREET, NE o a I CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 � J / d IN I-1. KJF7 . s' )n Zr it gIIII: L I REVISIONS NUMBER DATE DESCRIPTION n I 6" MIN. MAX. UNDERGROUND ELECTRIC DIRECT BURY CONDUIT BEDDING DETAIL N.T.S. PROVIDE 12" #4 BARS SEE NOTE 2 BELOW AT 12" O.C., DOWELED 1' MIN. IN EXISTING CONCRETE. 6" GREASE SLEEVE d ,. SHALL BE PROVIDED IN NEW CONCRETE d O. PATCH. CONCRETE (THICKNESS UNKNOWN) ° 7" SAW TO NEAT EDGE PRE -MOLDED JOINT FILLER 0 ffi / JDOT STONE BASE NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. MODIFIED 611 CURB & GUTTER (CG -6R) VDOT A-3 CONCRETE FACE OF CUR r--2 1Z2" 3'-0„ CONTINUE STONE BASE' FROM ADJACENT PAVEMENT SECTION UNDER CURB ROLL-TOP CURB 5" MIN. THICK CONC. WALK 3500 PSI MIN. 28 DAY STRENGTH WWF 6X6-W2.9XW2.9 W2.9XW2.9 2" BELOW TOP SURFACE 1T/_1111611 o� n N.T.S. TRENCH SIDES SHALL BE SHEETED AS REQ D TO KEEP TRENCH WIDTH TO A MIN. COMPACTED VDOT #10 STONE/ GRAVEL DUST. CONCRETE PAVEMENT V MIN. H EX. GROUND TYPICAL t" - UNKNOWN THICKNESS OF / ASPHALT FRANKLIN414 WEST RICHMOND, VA 1 - 21A SUBBASE (10" fx- 804-344-4406 DEPTH FOR UVA SQUASH FACILITY ROADWAYS/6" DEPTH ADDITION TO MSC FOR PARKING AREAS CHARLOTTESVILLE, AND SERVICE ROADS) GRADED CRUSHED STONE BACKFILL, VDOT# 21A 1113100MORIffamil 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 3" BM -25.0 + 1.5" SM -9,5A + 10" 21-B FOR ROADS OR 1 1/2" SM -9.5A + 6" 21-B FOR PARKING AREAS AND SERVICE ROADS, BUT TOTAL THICKNESS OF ASPHALT OR CONCRETE SHALL NOT BE LESS THAN 1.5 X C. 3. PROPOSED WATER AND SANITARY SEWER SHALL HAVE A MINIMUM OF 3' OF COVER. PROPOSED DUCTBANK AND STORM SEWER PIPE SHALL HAVE A MINIMUM OF 2' OF COVER. PROPOSED CHILLED WATER SHALL HAVE A MINIMUM OF 4' OF COVER. 4. CONTRACTOR SHALL MATCH EXISTING PAVEMENT TYPE FOR REPAIRS. 5. SUBGRADE SHALL BE COMPACTED TO 100% PER FACILITIES DESIGN GUIDELINES PAVEMENT REPAIR DETAIL N.T.S. 1-1/2" SM -9.5A 3" BM -25.0 6" #57 VDOT 6" 21-A AGGREGATE STONE BASE 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. FINISH GRADE �- 6" MIN. COMPACTED AGGREGATE BASE, VDOT 21A ON COMPACTED SUBGRADE, SIDEWALK N.T.S. N.T.S. COMPACTED SUBGRADE TO 95% DRY DENSITY STD, PROCTOR PER D-698, METHOD D. (12" MIN. BE SUBGRADE) PARKING AND SERVICE ROAD PAVEMENT SECTION N.T.S. 6" 21-B AGGREGATE COMPACTED SUBGRADE TO 98% MAX. DRY DENSITY STD. PROCTOR PER ASTM D-698. (12" MIN, BELOW SUBGRADE) TYPICAL GRAVEL SECTION N.T.S. 111111 SHEET NUMBER IN C5.02 I � 4 FRANKLIN414 WEST RICHMOND, VA 1 ph: 804-344-4405 fx- 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 100 10th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL 'Ar4 0 . IN I-1. KJF7 . s' )n Zr it 40 L I REVISIONS NUMBER DATE DESCRIPTION 4 09125/17 VSMP REVISION # 3 09/111/11 VSMP REVISION 2 08131/17 ACSA REVISION 1 08/09/17 REVISION #1 07/21/17 DD PROGRESS SET l 05/05/17 100° Documents i i PROJECT NUMBER 1613 - DD PROGRESS DATE SEPTEMBER 11, 2017 SHEET TITLE CONSTRUCTION DETAILS 111111 SHEET NUMBER IN C5.02 PRECAST MANHOI RISER GROUT JOINT GASKET (SEE SPECS) A 0 rAnTnn\/ Annl Irn )TES: JOINTS FOR ALL �NHOLES, YARD INLETS, AND ZECAST STRUCTURES SHALL BE )NSTRUCTED ACCORDING TO iiS DETAIL. GROUT JOINT FIELD APPLIED BITUMASTIC OVER GROUT MANHOLE JOINT DETAIL N.T.S. APPLY 2 BEADS OF POLYURETHANE ELECTROMETRIC SEALANT/ADHESIVE (SIKAFLEX-11 OR EQUAL) AROUND ENTIRE CIRCUMFERENCE OF RISER RINGS. THERE SHALL BE A MINIMUM OVERLAP OF 2". HEAVY DUTY MODIFIED FRAME & COVER HS -20 RATED WITH 24" CLEAR OPENING 2" STAINLESS STEEL THREADED ROAD AT 4 LOCATIONS. FIELD CUT RODS 1" ABOVE TOP OF NUT. ROUGH EDGES SHALL BE GROUND SMOOTH OCT NUT, STAINLESS STEEL------ WASHERS, TEELWASHERS, AND NEOPRENE WASHER � FIELD APPLY w BITUMASTIC ON OUTSIDE OF RISER o RINGS. OVERLAP `- PRECAST MANHOLE BY 6" MINIMUM SEAL JOINT (TYP), SEE SPECS A� - SEE I FOR I AND TOP OF CONCRETE BASE UNDER HARDSCAPE CONCRETE SLAB BRASS COVER FINISHED GRADE FINISHED HARDSCAPE--,,. (SEE SITE PLAN) IN HARDSCAPE AREAS CONCRETE SHALL BE FLUSH WITH TOP OF CONCRETE SLAB 1/4" N0, 57 STONE SANITARY COVER NOTE: 12" OF ADJUSTING RINGS MAX. ADJUSTING RINGS REQ'D WHEN NECESSARY TO MATCH GRADE. MIN,. 2 BOLTS REQ'D TO SECURE ADJUSTMENT RINGS TO MH (TO PREVENT HORIZONTAL MOVEMENT). BOLTS TO GO THRU RINGS AND FRAME. DO NOT GROUT FRAME PRECAST RISER RINGS. DO NOT USE BRICKS. HIGH STRENGTH EPDXY ANCHOR SYSTEM 2'- 0 PRECAST MANHOLE � O N d : T•0 i COATED STEPS ' q CAST -IN- PLACE BEVEL 45' b` 4'-0" a' I PRECAST REINFORCED ..•` . ,. . CONCRETE SECTIONS I _ WITH "0" RING SEALS A FILLETED INVERT FOR A SMOOTH TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE PROVIDED A 4 FLEXIBLE BOOT :;.. '.:.', a' ; , ..., , CONNECTION (TYP) ° gA mcc 9s� pod 4 V oo�j o°°� o Aj oA o° CONCRETE FOOTING MIN. 6" BEDDING DIAMETER= 4'-8"+ (2 x WALL THICKNESS) WITH N0.68 STONE SECTION B -B HALF SECTION A -A PRE -CAST CONCRETE STORM SEWER MANHOLE DETAIL (WITH FRAME AND COVER REMOVED) N.T.S. 9/16" 3/4" LETTER SIZE LIMITS OF CONCRETE AT BOTTOM OF BASE IN LANDSCAPE AND ASPHALT AREAS CONCRETE VISIBLE AT SURFACE 'OVER DETAIL FOR DIMENSIONS AND LETTERING IN LANDSCAPE AND ASPHALT AREAS CONCRETE SHALL BE 4" FLUSH WITH FINAL GRADE /-1" MIN./3" MAX. 1/4" 70" 8" MIN. SWEEP WYE OR SANITARY WYE & 45° ELL (SEE PLAN FOR SIZE) SERVICE LINE FLOW 2% SLOPE MINIMUM STORM COVER 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 MAI N 3. ALL COVERS SHALL BE HS -20 TRAFFIC RATED 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. 9/16" �- 2" X 3 3/4" LETTER SIZE CLEAN OUT DETAIL N.T.S. 7 1/2" 2" COVER DETAIL BOTTOM VIEW OF COVER 3(8' \8>, 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. HALF PLAN VIEW FRAME & COVER (SEE FIG. S-I-D,E) SLOPED AREA -� 2'-0„ STREET SURFACE OR NON -PAVED AREA l'-0" MAX ..Q NOTES: 4 RUBBER COATED STEEL 4it3U E{t0 Qtv OUTLET QN10-SECTIUNS SPIGOT END ON 1NlU ENG -SECTION Xp _ :X i I X _ - _ _ - _ - _ w ���999 1. FRAME AND COVER SHALL BE HEAVY DUTY RATED FOR PRECAST REINFORCED HS -20 LOADING, CONCRETE SECTIONS 12"" MIN 2. COVER SHALL HAVE NON -PENETRATING PICK HOLES. MINIMUM ELEVATION ° 1 A 25 3/4" DIFFERENCE ACROSS M. H. 5" 4'-0" Y)IA 7/8„ C SHALL BE 0.20 FEET. 1/8" 4" VARIES 5"24,>5" ° CHANNEL TO BE MINIMUM 3/4 DIAMETER OF fH, TOP 4-1 0 BOLT HOLES SECTION A -A STORM FRAME & COVER FILLETED INVERT FOR A SMOOT° D=IAMETERJA B N.T.S. APPLY 2 BEADS OF POLYURETHANE ELECTROMETRIC SEALANT/ADHESIVE (SIKAFLEX-11 OR EQUAL) AROUND ENTIRE CIRCUMFERENCE OF RISER RINGS. THERE SHALL BE A MINIMUM OVERLAP OF 2". HEAVY DUTY MODIFIED FRAME & COVER HS -20 RATED WITH 24" CLEAR OPENING 2" STAINLESS STEEL THREADED ROAD AT 4 LOCATIONS. FIELD CUT RODS 1" ABOVE TOP OF NUT. ROUGH EDGES SHALL BE GROUND SMOOTH OCT NUT, STAINLESS STEEL------ WASHERS, TEELWASHERS, AND NEOPRENE WASHER � FIELD APPLY w BITUMASTIC ON OUTSIDE OF RISER o RINGS. OVERLAP `- PRECAST MANHOLE BY 6" MINIMUM SEAL JOINT (TYP), SEE SPECS A� - SEE I FOR I AND TOP OF CONCRETE BASE UNDER HARDSCAPE CONCRETE SLAB BRASS COVER FINISHED GRADE FINISHED HARDSCAPE--,,. (SEE SITE PLAN) IN HARDSCAPE AREAS CONCRETE SHALL BE FLUSH WITH TOP OF CONCRETE SLAB 1/4" N0, 57 STONE SANITARY COVER NOTE: 12" OF ADJUSTING RINGS MAX. ADJUSTING RINGS REQ'D WHEN NECESSARY TO MATCH GRADE. MIN,. 2 BOLTS REQ'D TO SECURE ADJUSTMENT RINGS TO MH (TO PREVENT HORIZONTAL MOVEMENT). BOLTS TO GO THRU RINGS AND FRAME. DO NOT GROUT FRAME PRECAST RISER RINGS. DO NOT USE BRICKS. HIGH STRENGTH EPDXY ANCHOR SYSTEM 2'- 0 PRECAST MANHOLE � O N d : T•0 i COATED STEPS ' q CAST -IN- PLACE BEVEL 45' b` 4'-0" a' I PRECAST REINFORCED ..•` . ,. . CONCRETE SECTIONS I _ WITH "0" RING SEALS A FILLETED INVERT FOR A SMOOTH TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE PROVIDED A 4 FLEXIBLE BOOT :;.. '.:.', a' ; , ..., , CONNECTION (TYP) ° gA mcc 9s� pod 4 V oo�j o°°� o Aj oA o° CONCRETE FOOTING MIN. 6" BEDDING DIAMETER= 4'-8"+ (2 x WALL THICKNESS) WITH N0.68 STONE SECTION B -B HALF SECTION A -A PRE -CAST CONCRETE STORM SEWER MANHOLE DETAIL (WITH FRAME AND COVER REMOVED) N.T.S. 9/16" 3/4" LETTER SIZE LIMITS OF CONCRETE AT BOTTOM OF BASE IN LANDSCAPE AND ASPHALT AREAS CONCRETE VISIBLE AT SURFACE 'OVER DETAIL FOR DIMENSIONS AND LETTERING IN LANDSCAPE AND ASPHALT AREAS CONCRETE SHALL BE 4" FLUSH WITH FINAL GRADE /-1" MIN./3" MAX. 1/4" 70" 8" MIN. SWEEP WYE OR SANITARY WYE & 45° ELL (SEE PLAN FOR SIZE) SERVICE LINE FLOW 2% SLOPE MINIMUM STORM COVER 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 MAI N 3. ALL COVERS SHALL BE HS -20 TRAFFIC RATED 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. 9/16" �- 2" X 3 3/4" LETTER SIZE CLEAN OUT DETAIL N.T.S. 7 1/2" 2" COVER DETAIL BOTTOM VIEW OF COVER 3(8' \8>, 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. HALF PLAN VIEW FRAME & COVER (SEE FIG. S-I-D,E) SLOPED AREA -� 2'-0„ STREET SURFACE OR NON -PAVED AREA l'-0" MAX ..Q 60'" PIPE 4 RUBBER COATED STEEL 4it3U E{t0 Qtv OUTLET QN10-SECTIUNS SPIGOT END ON 1NlU ENG -SECTION Xp _ :X i I X _ - _ _ - _ - _ w ���999 STEPS CAST IN PLACE 3'-0" MIN PRECAST REINFORCED ° CONCRETE SECTIONS 12"" MIN "0" RING SEALS a 16" MAX PLAN MINIMUM ELEVATION ° 1 PLAN DIFFERENCE ACROSS M. H. 5" 4'-0" 5' FROM INLET TO OUTLET C SHALL BE 0.20 FEET. C t B- FAMCR STEEL - r (p�•, FAFIftiC j C RUONeS%RLT --- �. CONCRETE VARIES DEPTH OF FLOW FILLETS ° CHANNEL TO BE END VIEW' 3/4 DIAMETER OF fH, END SECTION DIMENSIONS CONTRIBUTING-=-_:---_-- SEWER. A. 12"A FILLETED INVERT FOR A SMOOT° D=IAMETERJA B TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE PIPE DI,MAETER A PROVIDED. MIN, 6" BEDDING NOTE : W/ NO. 68 STONE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. „ F," 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. TYPICAL MANHOLE SECTION SHOWING BRANCH TIE-IN N.T.S FIG. S -I -A TD -25 SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% (1/4" PER FOOT) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. / MAIN LINE 2' MIN / SALT -- TREATED FINISHED GROUND --J MARKER SEWER SERVICE LATERAL CONNECTION (4) 1 " (25mm) DIA HOLES ON 32 3/4" (834mm) DIA BOLT CIRCLE. 2" (51 mm) LETTERS (RECESSED FLUSH) 1" I- [25mm] \_(2) CORED PICKBARS 1 1/8" (29mm) DIA BOSS 27 1/2- DIA 1 1/2- [38mm] [699mm] 26 1/4" DIA 7 �"- [178mm] [667mm] ( 1 1/2" 26" DIA [38mm] [560mm] 1 /4" (6mm) DIA 3 1/8" 24" DIA I NEOPRENE GASKET [79mm f~ [606mm] "1 28 7/16" DIA I 5/8" ] [722mm] 116mm] 23" DIA 36" DIA [584mm] 25" DIA [914mm] [635mm] FRAME SECTION O.D. OF GASKET GROOVE SECTION TYPICAL MANHOLE FRAME & COVER N.T.S TD -29 FIG S -I -D END -SECTION 12" - 60'" PIPE ALTERNATE END -SECTION 12"" - 60" PIPE E5'1 4it3U E{t0 Qtv OUTLET QN10-SECTIUNS SPIGOT END ON 1NlU ENG -SECTION Xp _ :X i I X _ - _ _ - _ - _ w ���999 CONCRETE TO BE :}OGO P51 MIN9MIJpA HUB END ON OUTLET ENO-SE.TIONS SPITSOT END ON INLET END -SECTION yX. X 3, I_ ....... - ,. -. _ -, _ ...,_ _ S pX X (4NCRET TO .9E _ - _ ,1. 4009 PSI M NIMUM PLAN PLAN C GiAMETER C t B- FAMCR STEEL - r (p�•, FAFIftiC j C RUONeS%RLT --- �. DIAMETER BJP PIPS , I I OF 'iPc _ STEEL fAHR;C REINFORCEMENT ---------"-- A'r_ E C5E SECTION X -X END VIEW EA SECTION X -X END VIEW' END SECTION DIMENSIONS END SECTION DIMENSIONS D=IAMETERJA B C D E PIPE DI,MAETER A B C D E ..PIPE i2„ 2!ap•., .e0" 41.0". ❑s0„ 12" 4" 2"D, 4,_T" 8._111 z_0. 15.. , „ F," a'_3.,',: 6._I„'. ,, ... 4"0. 3._4" iB" �., 2'-3,. A"I2" 2._7,� 5,.0., 3.,5.. 21..�� .," 3.-'..24.. '.� _6.' ." 4'-0" 24" j4�. 3,-P., 2'-F," B` -a.' 4'-0,, 4--0" l'_7"," 4'_y-„ .3.r.' 1G%"' 4'_4'• 2._I, C'_1s ,,� 4,I" 4',n.. 1'_7 , 0,_1 r...: 5-;0'.ap",._0" 4'-6"2°-ai 7'-1'.I,. .3._8" 33" ,:_71 _� 4^^44° 3'-3 ;�, _$ 8^_9" 3e" 1''3" 51-3" 42•' 1._g.. $'_3.., 2'-11" 6._2" 6'.4., 4a" D._4n 2,_7" 8._7„ T,_U„ 4$" 7-0„ -23.,. 8,_0,. 2._2.. 54.` B,_2,�" 7,-p" 54" 5,_5" 2-11" 8._4" T,_6,. a'-0" 3,_3" 50'" 2•.. t' S,_fl„ 3,_3'x. R,_3„ $.r01. Er<ccH o P1s>e^AA PAY LfNE HOUL DE NOTES: . �.� - -CULVERT - PPS. LEAN EN SHOW"! 9N PLCRNI ARE' BIASED GN END -SECTION OF_S,4;N SHOWN ON THE LEFT. IF THE CONTRACTOR, ELECTS TO USE THE ALFFRNATE DESIGN SHOWN ON THE RIGHT. LENCTHs WILL BE REDUCED SY THE DIFFERENCE IN pIIMF.NSION "0!' SLOPE DETAIL ~ k4 REFERENCE END SECTION 12" - 60" CONCRETE PIPE CULVERTS XvDQ-r"L�����L ROA) .AND BR@GE STANDARDS 302 REV1S10N DATE I SHEET 1 or 1 VIRGtNfA DEPARTMENT OF 'e RANSPORTATIQN 17.01 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC MIN PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL TACONTAIN ROCKL MATERIAL SHALL+�i i(Q NO 36"MIN LARGER THAN 5" IN ANY , DIMENSION , r 2 4" M I IINr' Ilf. KE LER � INTIAL BACKFILL* 5 8"MIN�° EMBEDMENT (6 LIFTS) * THOROUGHLY COMPACTED► ` SPRING LINE BY HAND OR APPROVED C]� OF PIPE MECHANICAL TAMPER ANAL HAUNCHING N0, 68 STONE REVISIONS BEDDING 6" max NUMBER DATE DESCRIPTION 4" min 4 09/25/17 VSMP REVISION # FOUNDATION (SHALL BE 3 09/11117 YSMPREVISION REQUIRED WHEN SOIL 2 08/31'117 ACSA REVISION CONDITIONS ARE UNSTABLE 1 08/09/17 REVISION#1 ALL PIPE) 07/21117 DD PROGRESS SET 05/05/17 100% Documents NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL SEWER PIPE INSTALLATION IN TRENCH PROJECT NUMBER 1013 - DD PROGRESS DATE SEPTEMBER 11, 2017 SHEET TITLE CONSTRUCTION DETAILS NTS SHEET NUMBER N.T.S. FIG. S-3 FIG. S-2 U L-11 =fwn DRILL 3" DIA. BY 5" DEEP V. 1" COMPRESSION x 3/4" MALE PIPE COUPLING HOLE INTO CONCRETE OR APPROVED EQUALAND SET HANDRAIL POSTS a ° ' <. ° IN HIGH STRENGTH EPDXY DOWELING SYSTEM (TYP.) RAILING (SEE DETAIL 1)414 WEST FRANKLIN STR I RICHMOND, 1 ❑ (E) ❑ 1" TYPE "K" --� ° °' CHEEK WALL .141 SOFT COPPER FOR USE ON ATTACHED SINGLE FAMILY 804-344-4406 RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERVICES.VARIES " ' 9 ° STAIR RAILING NOTES: PROJECT TITLE 1"x1"xt" TEE VALVE BOX °; O 44" MIN. (SEE DETAILSTA1 SLAB �� �a �, 1 CONTINUOUS ALL JOINTS SWELDS HALL RAND VE UVA SQUASH FACILITY ❑ I ❑ (� _ _ TO METER BOX (SEE FIG. W 6A THRU W 7E). 6" MIN. 17'5 --I —►I THICKNESS AND WELDS SHALL BE ROUNDED 6" MIN. d REINFORCING) ' ' �����' SMOOTH. ° ° ' - AT BOAR'S HEAD ADDITION TO MSC NOTE: (22.5" FOR COMPOUND METER) a 2" C . 2. CONTRACTOR SHALL SUBMIT NO SWEATED FITTINGS z' d ' a a' d TYP`- SHOP DRAWINGS TO ENGINEER a ' d #4 DOWEL AT 12" O.C. a FOR REVIEW PRIOR TO `. • FABRICATION. DUAL SERVICE R o'� — ° . a. ° • .° d. a.. " , °° WITH 90' HOOK AND CLASS . PROJECT ADDRESS 1" COMPRESSION x 3/4" MALE PIPE COUPLING OR APPROVED EQUAL 4 ~ ;�:Q VARIES �--- --�2" COPPER ,° ° a ° so" "B" LAP INTO STAIR SLAB (6)4 CONT. a $ �I�, 3, RAILINGS SHALL BE PRIMED AND PAINTED TO BE CHARLOTTESVILLE, CHARLESTON GREEN. VIRGINIA 22903 1~ rn'E "K" SOFT COPPER WATER MAIN M.J. FITTING 2" CORP. STOP l 36" DETAIL 2 4" DIP 4" PLUG THREADED FOR . CLOSED #3 TIE AT 12" O.C. ° ° 2" COMPRESSION FITTING Q a d © FOR USE ON DETACHED SINGLE FAMILY d. SEE HANDRAIL SECTION DETAIL p CONSULTANTS RESIDENTIAL SERVICE WHERE AN IRRIGATION RESTRAINED JOINT FITTINGS METER IS NOT PROVIDED. ' (22.5" FOR COMPOUND METER) °: —� ' a 18 MIN. 17.5" I -- f �1 —vl 91" 2 civil SINGLE SERVICE HANDRAIL SHALL BE 1-1/4" i I Dewberry } SADDLES SHALL BE USED ON PVC PIPE. NOTES: n° DIA. SCH. 40 STEEL PIPE a• 37" MIN. 4805 LAKE BROOK DRIVE CAST IRON LID - GATE VALVE WILL BE 4" UNLESS OTHERWISE SPECIFIED BY THE ACSA. a '. ' (ACTUAL O_�I".D.=1.625") SUITE 200 GLENN ALLEN, VA 23060 ° 1'-0„ _ _FINISHED GRADE II I=I I ITiI I I� IJ, i� i I I III' • SERVICE LINE TO CONNECT AT MAIN WITH X"x4" TEE. 12" MIN. WINGNUT LOCKING ASSEMBLY TYP ph:804-290-7957 SII 10"-15" I� I • REFER TO FIG. W-3 FOR THRUST BLOCK DETAILS ON TEE. °' TREAD CHEEK WALL BEYOND. fx: 804-290-7928 LOCKWING I —I METER BALL BOX T BOX REFER TO FIG. W-5 FOR THRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE. � LENGTH CD 1'-0" I EXPOSED SURFACES OF landscape (INLET 8c -I I' �I' OUTLET) i • NO CONCRETE SHOULD BE POURED ON ANY PART OF THE RESTRAINED JOINT. USE PLASTIC SHEETING AS BYPASS „ 41 CHEEK WALL SHALL RECEIVE END OF HANDRAIL 2 AECOM Charlottesville 36" MIN, COPPERS£TTER �I I II 1/8 BEND COUPLING �� I,I�I I I � PROTECTION FOR BOLTS. .USE 2500 P.S.I. CONCRETE. PIPE TO BE FLAT 1" RADIUS SMOOTH-RUBBED FINISH. 455 SECOND STREET SE SUITE 100 NOTES: POST SHALL BE SOLID CHARLOTTESVILLE, VA 23225 METER 1-1 /2" SQ. BAR ph: 703-682-4965 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. BRICK AS CORPORAl10N STOP 2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR—IN—PLACE VAULTS SHALL BE 4". ,> ° (4) 6 RISERS 7/16 �' • structural NECESSARY MINIMUM WALL THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE 8"• TYP " D,M,W,P & V 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED ° �' . ° ° a ° 1025 BOULDERS PARKWAY TYPICAL SERVICE LATERAL INSTALLATION WATER PROOFING COMPOUND. 1/2" EXPANSION JOIN •° 0 ° SUITE 310 (5 /8" c�C � " METERS) d MATERIAL, TYP. a, ° ' RICHMOND, VIRGINIA, 23225 804-323-0656 ° ° ph: LARGE METER SERVICE LINE TYPICAL METER VAULT 2" METER ! . fx: 804-272-3916 NTS 1 „ a a I-4--13- °' #4 NOSE BA , FIG. W-6A NTS NTS ° ° ,. • TYP.mep a ° �° FIG. W-6C Fl G. W-7C ` ;: a ` ° 6" 2RW Consultants, INC. TD-10 TD-12 TD-16 �' ° a ° 10010th STREET, NE 4"#57 VDOT STONE BASE SUITE 202 SIDEWALK, TYP. EE co a_ 9 r ° CHARLOTTESVILLE, VA 22902 NOTES: 1.) ANCHORS SHALL BE INSTALLED ON GRAVITY ANCHOR EXTENDS INTO SIDE OF DITCH CIVIL) a .a_ a ' 3" CLEAR #4 AT 12" O.C. ph: 434-296-2116 SEWERS WITH SLOPES ABOVE 20%. Q._ fx: 434-977-1862 2.) FOR STORM SEWER APPLICATIONS, � CONTRACTOR SHALL UTILIZE BELL AND SPIGOT REINFORCED CONCRETE PIPE. DITCH 12" MIN. LINE " T CC] VARIES PIPE o ° DETAIL 1 3000 PSI CONCRETE PLAN SITE STAIR 7 S' MANHOLE WALL ° N.T.S. 48x48" CLASS 5 SPACING SPACING SPACING 5.00' BOX CULVERT 8" THICK WALL (TYP) ,:: @ 0.5% 5.78' -. ---FLOW ° •.....5 Imo° ::.:a z Y2"x4" ADHESIVE BOLT, SWM—DR SELF—LOCKING HEX. NUT, A A PIPE FLAT WASHER. 1. COST OF DEBRIS RACK, METAL PLATE, AND DEBRIS 3�4" Y4" N RACK HOLDER TO BE INCLUDED IN THE BID PRICE Y4 ° ^ ` :. .. GRADE SPACING ANCHOR N0. 1 AT oz FIRST JOINT ABOVE MANHOLE. p/p :'. 1Y2 FOR THE SWM DRAINAGE STRUCTURE. ' FY2"x1)/4" + I 3�4" DIA.—� 2• DEBRIS RACK MAY BE FABRICATED FROM WELDED BOLT I HOLE 3/8" DIAMETER STAINLESS STEEL BARS OR 1/2" SEAL �rjALT WEIR WALL ° ' ' ` % 20% TO 35% NOT OVER 36 35% TO 50% NOT OVER 24' 50% OR GREATER NOT OVER 16' . F MANHOLE �FO:': WALL G 12" MI ". o z THICK HIGH DENSITY POLYETHYLENE. '110 Y4" 3. DEBRIS RACK TO BE HINGED AS SHOWN OR UTE A RABLE PEATE R DESIGN AS APPROVEDR MAY BBYTTHE ENGINEER. C�`'�' . TOP=541.57 S<op F Y4" 4. THE LOCATION OF THE DEBRIS RACK HOLDER � � r +moi MAY BE ADJUSTED FOR VARIABLE CONDITIONS.- WHEN HOLDER BOLT IS LOCATED ON THE METAL m2" PROFILE ° a MIN. 1Y4" PLATE THE 1/2" DIA. BOLT LENGTH IS TO BE SIDE VIEW OF BOLT WELDED REDUCED 1/4 LG. AND WELDED TO THE PLATE. �, 01, � � ON TO METAL PLATE DEBRIS RACK HOLDER AND ALL HARDWARE IS SIDE VIEW FRONT VIEW TO BE GALVANIZED.AL PLAN VIEW DETAIL FOR DEBRIS RACK HOLDER ANCHOR DETAIL FOR STEEP REVISIONS NUMBER DATE DESCRIPTION SLOPE G RAV I TY SEWERS 4 09/25/17 VSMP REVISION #2 ❑ ❑ ❑ ❑ ❑ ❑ ❑ a 3 09/11/17 VSMP REVISION N.T.S. z ❑ ❑ ❑ ❑ ❑ ❑ ❑ 2 08/31/17 ACSA REVISION 1 08/09/17 REVISION #1 00 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 07/21/17 DD PROGRESS SET 8" THICK SLAB TYP (TYP) FINISHED GRADE 1:11:1 ❑ ❑ ❑ ❑ 1:1 ❑ ❑ ❑ ❑ ❑ 1:11:1 05/05/11 100 Documents ❑ ❑ 000 ❑ ❑ 1:11:11:1 1:11:11:1 FINISHED GRADE II TOP VIEW ❑ ❑ ❑ ❑ ❑ ❑ ❑ o El F-1 El El El El E1 �- 24 x2' ORIFICE x TOP TO BE HINGED TO ALLOW � j 0.50 TOP OF WEIR INV = 539,80 � D � ACCESS TO WATER QUALITY ORIFICE (SEE HOLDER DETAIL ABOVE) TOP TO BE HINGED TO ALLOW . — 541.57 Q ACCESS TO WATER QUALITY ORIFICE (SEE NOTE 3) S1 4 2.75' 48x48" CLASS 5 10—YR WSEL '-: 24 X3.7 ORIFICE °.J .<<: '�' IN = 537.82 V `D GROUND LINE ��+ PROJECT NUMBER TO STR. 2.25 BOX CULVERT 4.33 = 541.54 �' ❑ 1613 - DD PROGRESS 15RCP @ 0.5% u.. STAINLESS STEEL ❑ ❑ DATE FLOW 2—YR WSEL z 3/8" DIA. BARS r' = 539.79 yt: o 1:11:1 ❑ " 5 3 /e" AQ HAOR E O R I 1:11:11:1 1:1 "DI SEPTEMBER 11, 2017 1, 5.78 � MAX. 111f A 1:11:11:11:1 ❑ (SEE NOTE 2) SHEET TITLE INV. OUT = 537.15 5.50' SLOPE GROUT @ 1.00 ❑ ❑ ❑ ❑ ❑ ❑ CONSTRUCTION 1'— 0" MIN. VDOT SWM—DR DEBRIS RACK FRONT VIEW HIGH DENSITY POLYETHYLENE DETAILS SECTION A 1'-OY2" MIN, ;� SECTIOf� B SIDE VIEW DETAIL FOR DEBRIS RACK METAL POST INDICATOR VALVE (FOR WATER QUALITY ORIFICE) SHEET 2 OF 5 SHEET NUMBER N.T.S. SPECIFICATION STORMWATER OUTLET CONTROL WEIR DETAIL - STRUCTURE S13 REFERENCE STORMWATER MANAGEMENT (SWM) DETAILS DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLEC5m04 302 (FOR SWM DRAINAGE STRUCTURES, SWM RISER PIPES AND SWM DAMS) REV. 3/03 VIRGINIA DEPARTMENT OF TRANSPORTATION 116.05 FINISHES} GRADE ELECTRIC METERi_� 170 — c— < N^" i ASPHALT 1.5 TIMES , . WEST FRANKLIN I`–- ' EXISTING PAVEMENT RICHMOND, , t �� ] , AEt INTl1Q 4E7{C UNPAVED SURFACE PAVED SURFACE - MIN. 2- WEAR COURSE AND 4" BINDER COURSE ph: 804-344-4405 - I,tirl ref �' LOAM AND SEED - ... �`,— ITUMINUS S AS SPECIFIED PAVEMENT ADJUSTABLE VALVE BOX Wt COVER ROUND Ba SE PROJECT TITLE { I r — ��Ct * PATCH ' VDOT # 21A BIN It+i0�#�4tu1 � TAYLOR FIG. �'905 aEQt �� - PIECE); OR APPROVE AL � 1F COVER. Mara G �.� TACK AND SEAS. � �- TACK AND SEAL w 'f' jrl s`� 'y� 't:y` �`� .*. ,�.4i L*. - �y i. f,F J`Jf,.l 1 , _ '17",:- -, FACILITYUVA SQUASH AT BOAR'S HEAD COMMON FILL f , • 4 ` EPXIS�"1ING PAVEMENT ADDITION TO MSC �. i 6 e k: -i L '. w i t - K,.M Y '. T• _ _ Al k * '- '� M MIN IR # . ,,` k•� `, k ^Sw„,,. .` "4 . k ti '•� .k t �. f 4� II �. ,YSTONE. SUB -BASE u– - ROCK FREE SOIL OR VDOT � _ _ � NOTE 1 FINE AGGREGATE, GRADE F _ VALVE * t Yk,. _ 'r '% I PROJECT ADDRESS CHARLOTTESVILLE, ASMEAIRKTAKE SEENOTE :w --� 6" VIRGINIA 22903 IN BEDDING CMU BRICK t f'sti, EEL.C4,ITI -_ TYP _ COMPACTED UNDISTURBED EARTH _ DIA OF PIPE ��'; VDOT #21A s :–a SEE NOTE NOTE 5 CONSULTANTS I R'NATCH � -, F�"E and STEEL PIPE GAS " MAIN [', `� 1 ' �" ' civil Dewberry 4805 LAKE BROOK DRIVE `r#ATQPENS :-o•a velar BEDDING AND PIPES ) INITIAL BACKFILL SUITE 200 �- COM PA TED GLENN ALLEN, VA 23060 Wry r R FREE SATE�CRA�DE�F ph: 804-290-7957 x: 804-290-7928 n... -� C.NIiNICAT14Ml nAS C_CWWC FACKM • FINE SEE NOTE 3 landscape AECOM Charlottesville t ' NOTES: BEDDING and INITIAL BACKFILL 455 SECOND STREET SE .' titi �1, i` ROCK FREE SAIL OR SUITE 100 I I 1. MAINTAIN VERTICAL TRENCHWALLS FROM BOTTOM OF TRENCH TO 240 ABOVE VDOT FINE AGGREGATE, GRADE F CHARLOTTESVILLE, VA 23225 CROWN OF PIPE: SEE NOTE: ph: 703-682-4965 NATE: VEWP�TOBECaENDMTOAC4 MATLEA.UAY-IrDNuleOON , � 2. FOR EXCAVATIONS OVER S FT. DEEP, SLOPE TRENCH WALLS AS REQUIRED AND(OR NOTE: NOTES: 1. PAVEMENT CUTS SHALL BE STRAIGHT AND VERTICAL., PROVIDE OTHER SAFETY MEASURES IN ACCORDANCE WITH OSHA GUIDELINES, structural 3. ALL BACKFILL SHALE. BE PLACED IN 6" LIFTS COMPACTED TO 95% MAXIMUM DENSITY 1. IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE FINISHED GRADE:.2: REMOVES TEMPORARY PATCH IF PRESENT. EXCAVATE COMPACTED BACKFILL D,M,W,P & V PER ASTM Dom. 2• BRICK COURSES SHALL BE LOCATED RADIALLY AROUND CIRCUMFERENCE OF VALVE BOX EASE. AS REQUIRED TO INSTALL NEW BITUMINOUS ASPHALT, RE -COMPACT SURFACE 1025 BOULDERS PARKWAY Verb OF BACKFILL PRIOR TO INSTALLATION OF PATCH, SUITE 310 Service repWrs with intemat relief must Have a vend man wirfch will ad$Wateiy p.mvidt for dieic#wong the gas from ttre 4. BEDDING MAY BE OMITTED WHERE FIRM, EVEN TRENCH BOTTOM EXIST. 3. DEPICTED BURIED' VALVE INSTALLATION IS TYPICAL FOR ALL BURIED VALVE TYPES. 3, LOCALLY AVAILABIE "ROCK DUST" MAY BE SUBSTITUTED FOR VDOT' FINE AGGREGATE RICHMOND, VIRGINIA, 23225 ,og�uiel�rl,' � rite s+renE of intr�rnal � Taurus. A � Iaraaq`Ir� and rglNbf t'aM maybe mad. l=sx �t� �� ftvent may be direst oonnected to a pmWed verd caps. "Vent cepa sW be bug proof and shat not permit: rain or to enter ft5.. LOCALLY AVAILABLE "ROCK DUST" MAY BE SUBSTITUTED FOR VDOT FINE AGGREGATE 4; NUMBER OF BRICKS COURSES REQUIRED IS DEPENDENT ON LINE SIZE AND VALVE TYPE,. WITH PRIOR APPROVAL OF PUBLIC UTILITIES - GAS, ph: 804-323-0656 vend tfrtee. TW dischw9e point of regWator or relief valva vents shag not be placed under windm, ve0lew ducts, or any source of NTH PRIOR APPROVAL OF PUBLIC UTILITIES - GAS. S. LOCALLY AVAILABLE "ROCK DUST" MAY BE SUBSTITUTED FOR VDOT FINE AGGREGATE f x: 804-272-3916 lgn*n. Tice dls urge polo!# shall to a min&nurn of 3 f04 Wtwt* Or Sbo" any point WWO O$CWM 00 may Lmdue WITH PRIOR APPROVAL OF PUBLIC UTILITIES --GAS. tlm*. mep 2RW Consultants, INC. - 10010th STREET, NE of CI1�Iff ttesvtlle Virginia Rt?CC11TIl�lel"It�+B€� �Il'�1111C1'illl'>fl C�t;a�rar�C�'� for DRAWING 1 4 R -w x DRAWING City" c� Charlottesville,, V'�rgirilgr Pipe TI'!BI�+C� �I"It� {Ili Typical � � �� City of Charlotl��ill�, Virginia BI.1['I+BC� �%,��V� �I'IB�BI���IOn -°� T�I�IC�I DRAWING CIt� of Cltarlcsti+illa, Virginia �''I�['I''I'l�it'I�I'I� �"�V�Ei17�n� Repair DRAWING � SUITE 202 DepC` adment of Pubic Works Outside Gas Sher Installations GIF 1.0 Department of Public Works + G 1.0 Department of Pubic Works GG 2.0 Deprartment of Public Works �W s� P 1.0 CHARLOTTESVILLE, VA 22902 � NdI0sWO ph: 434-296-2116 fx: 434-977'-1862 PLACE 5' GALVANIZED " WITNIESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL ,0SCREENED I o AS DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL. STEEL VENT l _ I! FINISHED GRADE IN 24'MIN NOTE: HYDRANT MUST BE 8}24 $ INITIAL BACKFILL 81, 8 EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. Q --�.CO 6" BEDDING Pavement 7 t-- �_ c:; %:;; '� _ 0 LENGTH OF BRANCH VARIES #68 STONE is .� ADJUSTABLE VALVE U BOX W/ LID 6' MIN 2' ' TO 10 (270) STABLE S E S 0 IL ROCK 35"Ili z 1s"-22" * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL CARRIER PIPE ,� MIN �'f---- STEEL CASING _ 7 CU. FT. VALVE BOX STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND TYPz #6s STONE SEAL LT AL;- C\j THEN COMPACT THE SOIL OR PROVIDE A 4' BEDDING OF r-#68 STONE. ' /CASING N "0. 6" GATE 42"MIN , . a VALVE 8" x 6" FOUNDATION IN POOR SOIL UNDER—CUT CONDITION � , INSULATOR M.J. GATE a . TEE Ili! If KELIAR TYP INSULATOR SPACING VALVE 2500 P.S.I. CONCRETE ; so o .Q�.� Po. + b BASE AND THRUSTeJ.,rA,. BLOCK AGAINST f l rrFerPT I �(PEGarrierPipe) – – – – – – – – – – UNDISTURBED STABLE n. _W �– �_-�� -�_�_ END SEAL Pipe Size _ d P{ +�IZe d solL. STEEL PILE 4' MI UNSTABLE s, 4'MI 8„ INITIAL BACKFILL—\,S„ sS�� � AU �1 MODEL S, BY PIPELINE SEAL AND INSULATOR, INC.; 3(4", 1" "u -_-14 OR APPROVED EQUAL 1 V4 - 2 I ft. - 3s pr lett t. 12 ft• 4 - 6 9 ft.. RESTRAINED JOINT FITTINGS WHEN THE SOIL IS DISTURBED OR WHEN SOIL-,, - _ _ MIN. MIN. MIN MIN. 68 STONE { 92 fL A HYDRANT IS LOCATED IN A FILL, IN ADDITION = _ �`__ = -- :, : # REVISIONS ct. TYPICAL EACH SEND 2" -1$ 8" aria r 12 i1 I .r.... -- GRANULAR FILL AS WATER LINE TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. __ _ :. = = `` -= =APPROVED BY ACSA -'` NUMBER DATE DESCRIPTION 0) 44 �� Rff0C4C' G STABLE 09/2 5/17 VSMP REVISION #2 Ct1 SOIL R STABLE SOIL OR R0C4� 3 091111/17 VSMPREVISI0N I 2 08/31/17 ACSA REVISION - . 1 08/09/17 REVISION #1 NOTE: 1. STEEL CASING TO EXTEND TO BACK OF CURB, CUTCH, SIDEWALK, ETC. OR A MINIMUM OF 5' BEYOND TETE P.S.I. NOTE NOTE 07/211/17 DD PROGRESS SET EDGE: OF PAVEMENT, WHICHEVER IS GREATER -CONCRETE � REFERENCE DRAWIN(3C,•xG3.2FQ'RMINII�JIUMSTE:,ELCASING S,IZEEANI.j�I'MjALLTHICKNESS, CONCRETE � 4 2 x 2' BEARING AREA. 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. THRUST BLOCK 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT >, 1. NO ROCKS SHALL BE ALLOWED WITHIN 24 OF THE WATER LINES. 05/05/17 106% Documents 2. Q a. ( INCLUDING DITCHES) 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED z 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND ABOVE THE INITIAL BACKFILL. CD 0 .4 q A VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH, „ 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6 LIFTS. a a IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF IN THE TRENCH. REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. PROJECT NUMBER 1613 -DD PROGRESS DUCTILE IRON WATER TYPICAL GATE VANE TYPICAL FIRE HYDRANT ASSEMBLY DETAIL INSTALLATION 8c BEDDING DATE NTS N.PIPE SEPTEMBER 11, 2017 FIG, W-5 FIG.TW-4 NTS FIG. W- 2 SHEET TITLE TD -9 TD -8 TD -2 CONSTRUCTION DETAILS SHEET NUMBER C5z05 104.09 ["-A PLAN FRONT ELEVATION (GUTTER REMOVED) TYPE A NOSE DETSHALL BE USED WITH CG -3 & CG -7 STANDARDS. TYPE B NOSE DETIISHALL BE USED WITH CG -2 STANDARDS. GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68°30' CONNECTORS AND IS TO BE ANCHORED WITH %2'X 4" STUD SHEAR WELDED TO BENT PLATE AT 2'C -C. DI -3B - - FOR USE ON GRADES rvMr A TYPE B NOSE DETAILS DI -3C L 1 FOR USE IN SAGS BOTH SIDES TO BE SYMMETRICAL STANDARD CURB DROP INLET 1211 - 3011 PIPE: MAXIMUM DEPTH (H) - 8' VIRGINIA DEPARTMENT OF TRANSPORTATION TABLE OF QUANTITIES HARDWARE CLOTH SECTION A -A ( KEYED CONST. JOINT WARPED 2„ GUTTER -' ARS A APPROACH GUTTER oD I °o BARS E 8" BARS B F 3'-0" SECTION B -B GALVANIZED %2" X 4" STUD SHEAR CONNECTOR WELDED TO ANGLE IRON AT 2'C -C. �,. APPR. PAVEMENT -WARPED PAVEMENT DETAIL WHEN USED ADJACENT TO CURB WITHOUT GUTTER SHEET 1 OF SPECIFICATION �� REFERENCE 233 302 DI-373B,3C TYPE L AREA OF SLOT DATE DESCRIPTION 4 09/251/11 YSMP REVISION #'A REINFORCING STEEL YSMP REVISION 2 08/31117 ACSA REVISION 1 08/09/17 Concrete BARS A BARS B BARS C BARS D BARS E BARS F BARS G WEIGHT 07/21117 Ft. Sq. Ft. Cu. Yd:s. No. Lin. Ft. No. lin. Ft. w Lin. Ft. No. Lin. Ft No. Lin. FtA No. Lin. FtA No. Lin. Ft.* Lbs. Dl -3A 2'-6" 1.15 2.26 l'r`!;6�-A - - - 1 5'-7" 3 3'-2" - - - - 6 11-0.. 22 4' �ARS CF 2.59 BARS Brwl- 1'-6" 2 6'-7" to V-10" 3 5'-7" 3 3'-2" 4 1'-6" 3 T-6" 4 1'- " 64 6' 1 2.75 3.02 5 3'-6" 6 6'-7" to V-10" 3 5'-7" 3 3'-2" 4 3'-6" 3 1'-6" 4 1'-0" 111 8' 3.67 3.46 5 5'-6" 10 6'-7" to V-10" 3 5'-7" 3 3'-2" 4 W-6" 3 1"-6" 4 1'-0" 158 DI -3B 10' 4.58 3.90 5 7'-6" 14 6'-7" to 6'-10" 3 5'-7" 3 3'-2" 4 7'-6" 3 V-6" 4 T-0" 204 12' 5.50 4.34 5 ■..Biu■u���r.i.���■.�������������������� 18 �� 3 5'-7" 3 3'-2" 4 9'-6" 3 1'-6" 4 J. -O" 251 14' 6.42 4.78 5 11'-6" 22 '-7" to 61-101-_ 3 5'-7" 3 -- 4 11'-6" 3 V-6" 4 J. -O'. 298 16' 7.33 `- ` 13'-6" 26 6'-7" to W-10" 1 3 5'-7" , 3'-2" 4 13'-6" 3 . -. ,I� '- " 345 18' 8.25 5.66 5 104.09 ["-A PLAN FRONT ELEVATION (GUTTER REMOVED) TYPE A NOSE DETSHALL BE USED WITH CG -3 & CG -7 STANDARDS. TYPE B NOSE DETIISHALL BE USED WITH CG -2 STANDARDS. GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68°30' CONNECTORS AND IS TO BE ANCHORED WITH %2'X 4" STUD SHEAR WELDED TO BENT PLATE AT 2'C -C. DI -3B - - FOR USE ON GRADES rvMr A TYPE B NOSE DETAILS DI -3C L 1 FOR USE IN SAGS BOTH SIDES TO BE SYMMETRICAL STANDARD CURB DROP INLET 1211 - 3011 PIPE: MAXIMUM DEPTH (H) - 8' VIRGINIA DEPARTMENT OF TRANSPORTATION TABLE OF QUANTITIES HARDWARE CLOTH SECTION A -A ( KEYED CONST. JOINT WARPED 2„ GUTTER -' ARS A APPROACH GUTTER oD I °o BARS E 8" BARS B F 3'-0" SECTION B -B GALVANIZED %2" X 4" STUD SHEAR CONNECTOR WELDED TO ANGLE IRON AT 2'C -C. �,. APPR. PAVEMENT -WARPED PAVEMENT DETAIL WHEN USED ADJACENT TO CURB WITHOUT GUTTER SHEET 1 OF SPECIFICATION �� REFERENCE 233 302 DI-373B,3C TYPE L AREA OF SLOT DATE DESCRIPTION 4 09/251/11 YSMP REVISION #'A REINFORCING STEEL YSMP REVISION 2 08/31117 ACSA REVISION 1 08/09/17 Concrete BARS A BARS B BARS C BARS D BARS E BARS F BARS G WEIGHT 07/21117 Ft. Sq. Ft. Cu. Yd:s. No. Lin. Ft. No. lin. Ft. No. Lin. Ft. No. Lin. Ft No. Lin. FtA No. Lin. FtA No. Lin. Ft.* Lbs. Dl -3A 2'-6" 1.15 2.26 - - - - 1 5'-7" 3 3'-2" - - - - 6 11-0.. 22 4' 1.83 2.59 5 1'-6" 2 6'-7" to V-10" 3 5'-7" 3 3'-2" 4 1'-6" 3 T-6" 4 1'- " 64 6' 1 2.75 3.02 5 3'-6" 6 6'-7" to V-10" 3 5'-7" 3 3'-2" 4 3'-6" 3 1'-6" 4 1'-0" 111 8' 3.67 3.46 5 5'-6" 10 6'-7" to V-10" 3 5'-7" 3 3'-2" 4 W-6" 3 1"-6" 4 1'-0" 158 DI -3B 10' 4.58 3.90 5 7'-6" 14 6'-7" to 6'-10" 3 5'-7" 3 3'-2" 4 7'-6" 3 V-6" 4 T-0" 204 12' 5.50 4.34 5 9'-6" 18 6'-7" to W-101" 3 5'-7" 3 3'-2" 4 9'-6" 3 1'-6" 4 J. -O" 251 14' 6.42 4.78 5 11'-6" 22 '-7" to 61-101-_ 3 5'-7" 3 3'-2" 4 11'-6" 3 V-6" 4 J. -O'. 298 16' 7.33 5.22 5 13'-6" 26 6'-7" to W-10" 1 3 5'-7" 3 3'-2" 4 13'-6" 3 V-6" 4 '- " 345 18' 8.25 5.66 5 15'-6" 30 6'-7" 61-1011 3 V-7" 3 3'-2" 4 15'-6" 3 T-6" 4 1'-0" 391 20' 9.17 6.09 5 17'-6" 34 6'-7" to 6'-10" 3 5'-7" 3 3'-2" 4 17'-6" 3 T-6" 4 1'- " 438 6' 2.75 3.01 10 1'-9" 4 6'-7" to 6'-10" 5 5'-7" 3 V-2" 8 1'-9" 6 T.W. 2 1'- " 111 8' 3.67 3.45 10 2'-9" 8 6'-7" to W-10" 5 5'-7" 3 3'-2'" 8 2'-9" 6 T-6" 2 1'-0" 158 10' 4.58 3.89 10 3'-9" 12 6'-7" to W-10" 5 5'-7" 3 3"-2" 8 3'-9" 6 1'-6" 2 1'- " 205 12' 5.50 4.33 10 4'-9" 16 6'-7" to 6'-10" 5 5'-7" 3 3'-2" 8 4'-9" 6 T-6" 2 - " 252 DI -3C 14' 6.42 4.77 10 5'-9" 20 6'-7" to 61-10" 5 5'-7" 3 3'-2" 8 W-9" 6 1'-6" 2 '- '" 298 16' 7.33 5.21 10 6'-9" 24 6'-7" to 6'-10" 5 5'-7" 3 3'-2" 8 6'-9" 6 V-6" 2 - " 345 18' 8.251 5.65 10 7'-9" 28 6'-7" to 6'-10" 5 5'-7" 3 3'-2" 8 7'-9" 6 1'-6" 2 1'-0" 392 20' 9.17 6.09 10 8'-9" 32 6'-7" to 6'-10" 5 5'-7" 3 3'-2" 8 8'-9" 6 1'-6" 2 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. 2. THE "H" DIMENSION SHOIWN ON THE STANDARDS AND SPECIFIED ON THE PLANS WILL BE MEASURED FROM THE INiVERT OF THE OUTFALL PIPE TO THE TOP OF THE STRUCTURE. PLAN "H" DIMENSIONS ARE APPROXIMATE ONLY FOR ESTIMATING PURPOSES AND THE ACTUAL DIMENSIONS SHALL BE DETERMINED BY THE CONTRACTOR FROM FIELD CONDITIONS. 3. WHEN SPECIFIED ON THE PLANS THE INVERT IS TO BE SHAPED IN ACCORDANCE WITH STANDARD IS -1. THE COST OF FURINISHING AND PLACING ALL MATERIALS INCIDENTAL T'0 THE SHAPING IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. IN THE EVENT THE INVERT OF THE OUTFALL 4. PIPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, THE INVERT OF THE STRUCTURE SHALL BE SHAPED WITH CEMENT MORTAR TO PREVENT STANDING OR IPONDING OF WATER IN THE STRUCTURE. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO THE SHAPING IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTIURE. 5. STEPS ARE TO BE PROVIDED WHEN H IS 4'-0" OR GREATER. FOR DETAVLS SEE STANDARD ST -1, 6. THIS ITEM MAY BE PRECAST OR CAST -IN-PLACE. NOTES 7. #4 X 8" SMOOTH DOWELS AT APPROXIMATELY 12" C -C TO BE PLACED IN ALL AREAS ADJACENT TO ABUTTING CONCRETE TO PREVENT SETTLEMENT. 8. 3" DIAMETER WEEP HOLE TO BE LOCATED TO DRAIN SUBBASE MATERIAL. MESH OR GALVANIZED STEEL WIRE, MINIMUM WIRE DIAMETER 0.03", NUMBER 4 MESH HARDWARE CLOTH ANCHORED FIRMLY TO THE OUTSIDE OF THE STRUCTURE. 9. ALL REINFORCING STEEL SHALL HAVE A MIN. COVER OF 2". 10. ALL REINFORCING STEEL TO BE CUT CLEAR OF ALL OPENINGS BY 2". 11. CAST -IN PLACE CONCRETE IS TO BE CLASS A3 (3000 PSI). PRECAST CONCRETE IS TO BE 4000 PSI. 12. LENGTH OF SLOT (L) WILL, IN EVERY CASE, BE SHOWN ON PLANS. 13, IF INLET IS CONSTRUCTED IN MEDIAN CURB OR WITH INTEGRAL CURB, GUTTER IS TO BE OMITTED (SEE DETAIL). 14, STANDARD INLETS MAY BE CONSTRUCTED WITH CONCRETE BLOCKS IN ACCORDANCE WITH THE DETAILS SHOWN ON STANDARD DRAWING DI -MB. 15. THIS AREA MAY BE EARTHEN, IN WHICH CASE THE EXPANSION JOINTS WILL APPLY ONLY TO CURB AND GUTTER. 16, CONCRETE QUANTITIES SHOWN ARE FOR DEPTH (H) OF 5'-2" WITHOUT PIPES. THE AMOUNT DISPLACED BY PIPES MUST BE DEDUCTED TO OBTAIN TRUE QUANTITIES. FOR INLETS OF DIFFERENT DEPTHS ADD OR SUBTRACT 0.32 CUBIC YARDS OF CONCRETE FOR EACH FOOT OF DEPTH. 17. LENGTH OF ANGLE IRON AS SHOWN ON SHEET 1 OF 2 IS TO BE L +16" AT 4.10 LBS./FT.. 18. * DENOTES LENGTH OF ONE (1) BAR. 19, ALL REINFORCING BARS TO BE#5. 20. WHEN INLET IS USED IN 4'-0" MEDIAN, BACK OF INLET IS TO BE SHAPED TO CONFORM TO PROPOSED CURB. ��E" STANDARD CURB DROP INLET 233 1211 - 3011 PIPE* MAXIMUM DEPTH (H) - 8' 302 VIRGINIA DEPARTMENT OF TRANSPORTATION Sheet 2 of 2 104.10 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC, 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL 10 REVISIONS NUMBER DATE DESCRIPTION 4 09/251/11 YSMP REVISION #'A 3 09/11117 YSMP REVISION 2 08/31117 ACSA REVISION 1 08/09/17 REVISION #1 07/21117 DD PROGRESS SET 05/05/17 100% Documents PROJECT NUMBER 1613 - DD PROGRESS DATE SEPTEMBER 11, 2017 SHEET TITLE CONSTRUCTION DETAILS SHEET NUMBER C5.06 PRE -DEVELOPED DRAINAGE AREA MAP 7 �A X OW, C/ H A/N NEL_F� "' N 0\01 L, 38,4`��\' - -- ------ S P N D� 1A im Tc 0 E i I i� 1 VVi� SHALLO Z", ED/FLO & Q ENT R_ -AT W L 72' "5oh, S 4.23% f ;V Tc= 0.11 Min. -6, V SHEET FLOW Y"h X�/ b N 0.18 L 150' JJ4 I S 9.33% J'I, Tc= 7.91 Min. DA Yq 7 V. _T� /gI I V v J EE 1"'if I N -i I I 4 i I X5 % J L k"j, .1 - - - - - - I V V Y� -7 7 j T, I iA J o A e V - - - - - - - - - - - 5� 7L- - - - - - j -7\ g, Z� ­Cz �, If & _3 1A P,17" T 01' 4 2z6t if C, if j- - - - - - Z4�;-, Z,� F� J'. ily) / if 4, r - - -- - - - - - - Al if- - - - - - - - - --- --- A4 0, 40' 80' 1 now SCALE: 1 40 POST-DEVELOPED DRAINAGE AREA MAP ---------- _qHANNEL�FLOW ((N,�'= 0.01 38�4 -00 -S, DI& M 0 D Tc in., I F, SHEET FLOW N 0.18 L 144.4' S 7.96% Tc= 8.15 Min. �Fj 3 1, �A E D N N 1 1/1 M C:> r PROPOSED SQU�SH 6 /FAC I L I TY . ... ....... — ------------ ----- AX J.A. -- - -- - - - - - . . ...... ---------- --- D11 _)11 I 0 0 C�. 7 f 0, 40' 80, SCALE: 1 40 1 v, ....... . . . . . . . J'� 414 WEST FRANKLIN STREET RICHMOND, VA 23220 ph: 804-344-4405 fx: 804-344-4406 V UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTE SVI LLE VIRGINIA 22903 CONSULTANTS ) Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 5 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 7 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 100 10th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 /gI I V v J EE 1"'if I N -i I I 4 i I X5 % J L k"j, .1 - - - - - - I V V Y� -7 7 j T, I iA J o A e V - - - - - - - - - - - 5� 7L- - - - - - j -7\ g, Z� ­Cz �, If & _3 1A P,17" T 01' 4 2z6t if C, if j- - - - - - Z4�;-, Z,� F� J'. ily) / if 4, r - - -- - - - - - - Al if- - - - - - - - - --- --- A4 0, 40' 80' 1 now SCALE: 1 40 POST-DEVELOPED DRAINAGE AREA MAP ---------- _qHANNEL�FLOW ((N,�'= 0.01 38�4 -00 -S, DI& M 0 D Tc in., I F, SHEET FLOW N 0.18 L 144.4' S 7.96% Tc= 8.15 Min. �Fj 3 1, �A E D N N 1 1/1 M C:> r PROPOSED SQU�SH 6 /FAC I L I TY . ... ....... — ------------ ----- AX J.A. -- - -- - - - - - . . ...... ---------- --- D11 _)11 I 0 0 C�. 7 f 0, 40' 80, SCALE: 1 40 ....... . . . . . . . 414 WEST FRANKLIN STREET RICHMOND, VA 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTE SVI LLE VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 100 10th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL 14+6404 F-ALTH 0 M. LER N0, o, AM. Is X.7 IL AL REVISIONS NUMBER DATE DESCRIPTION 4 09/25111 VSMP REVISION #2 3 09111/111 VSMP REVISION 2 08/31117 ACSA REVISION 1 08/09117 REVISION #1 07/21/17 00 PROGRESS SET 05/05117 100% Documents PROJECT NUMBER 1613 - DD PROGRESS BAT SEPTEMBER 11 � 2017 [­SN_EET TITLE PRE AND POST DEVELOPED D DA MMINAGE AREA MAPS SHEET NUMBER C6n02 WATER QUALITY NAR`AIVE WHILE THE TOTAL DISTURBED AREA OF THE SITE IS 1.40 ACRES` TWO PREVIOUSLY INSTALLED 8|DRETENT|ON3 WERE DECOM|SS|ONED IN ORDER TO ADEQUATELY INSTALL NEW SITE FEATURES. THIS CREATED A TREATMENT DEMAND AREA OF 3.04 ACRES WHICH IS WHAT THE COMPUTATIONS WERE BASED ON. PER USE OF THE VRRM SPREADSHEET IT WAS DETERMINED THAT A PHOSPHORUS LOAD OF 1.41 POUNDS PER YEAR NEEDED TO BE REMOVED FROM THE SITE, TO ACCOMPLISH THIS, TWO B|ORETENT|UN BASINS & A GRASS SWALE WERE IMPLEMENTED. IN TOTAL, 2.67 POUNDS PER YEAR WERE REMOVED FROM THE SKE. DEQ Virginia Runoff Reduction Memodneoevelopment Compliance Spreadsheet ' Version a.0 ompoe*gn Sp,cificouon"List: zm3Draft stcl,uSpecs Site Summary Site Land Cover summary Site Tv and Land Cover Nutrient Loads A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 000 000 0.00 0.00 0.00 0 Managed Turf (acres) 0,00 0,00 L77 0.00 1.77 58 Impervious Cover (acres) 0.00 0.00 F 1,27 0.00 1.27 42 5,466 104 100 Site Tv and Land Cover Nutrient Loads A soils 8 Solis C Soils D Soils Totals % of Total 19,66 Remaining Post Development TP Load 166 0.00 0,00 Managed Turf (acres) 000 0.00 1.36 0.00 1,36 45 Impervious Cover (acres) 0.00 0.00 1-68 0,00 168 55 Treatment Volume (ft') 3,04 100 Site Tv and Land Cover Nutrient Loads Total 7P Load Reduction Required (lb/yr) 1. 1 0.69 0.72 Final Post -Development Post- Post- Adjusted Pre - 19,66 Remaining Post Development TP Load 166 0.00 0,00 Remaining TP Lead Reduction (lb / 'yr) New Impervious) Required (New impervious) 1.31 Site Rv 0.62 0,57 0.95 0,57 Treatment Volume (ft') 6,880 5,466 1,414 5,466 3.04 0.00 0100 0,00 0.0a - 104 Total 7P Load Reduction Required (lb/yr) 1. 1 0.69 0.72 Site Compliance Summary Required Below Total Runoff Volume Reduction (ft) Final Post -Development Load Pre - Total TP Load Reduction Achieved (Ib/yr) 2,67 Site Compliance Summary Required Below Total Runoff Volume Reduction (ft) 3,732 Total TP Load Reduction Achieved (Ib/yr) 2,67 Total TJN Load Reduction Achieved (lb/yr) 19,66 Remaining Post Development TP Load 166 0.00 0,00 Remaining TP Lead Reduction (lb / 'yr) 0.00 Required 1.36 0.00 Drainage Area Summary "~r""'kxoarmosuuc,|mN!suOGVEO"oo:z,Zbi LB/YEAR** Pre Final Post -Development P TP ReDevelopment TP Load per acre Load per acre TP Load per acre 0,00 0.00 0.00 0,00 0.00 0.00 1.31 1.36 0.00 1.31 Drainage Area Compliance Summary A Soils; a Soils C Soils D Soils Total Forest/Open (acres) 0,00 0.00 0.00 0,00 0.00 0.00 Managed Turf (acres) 1.36 0.00 0.00 0.00 0.00 0.00 1.36 Impervious Cover (acres) 1.36 45 1 000 -7- Practices (lbs) Total Area (acres) 3.04 0.00 0100 0,00 0.0a - 104 Drainage Area Compliance Summary Drainage Area 4Summary Land Cover Summary A Soils; a Soils C Soils D Soils Total of Total Forest/open (acres) 0.00 0,00 0.00 0.00 0.00 Upstream TN Load Reduced (lb/yr) 19.6G 0.00 0 0.00 1.36 45 1 Drainage Area 4Summary Land Cover Summary L_�L_J BMP Selections A Soils; a Soils C Soils D Soils Total of Total Forest/open (acres) 0.00 0,00 0.00 0.00 0.00 Upstream Managed Turf (acres) 0.00 0.00 1.36 0.00 1.36 45 1 Impervious Cover (acres) Practices (lbs) RV w RR (Ws -in) 1.44 0.00 0.00 000 6.a. Bioretention ill or Micro-Bioretention L_�L_J BMP Selections Total Impervious Cover Treated (acres) Managed Turf Impervious BMPTreatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream Treatment Practice Credit Area Cover Credit Volume fft) Upstream to Practice (lbs) (lb/yr) (lb/yr) to be Employed 1 -year return period (acres) Area (acres) Practices (lbs) RV w RR (Ws -in) 1.44 0.00 0.00 000 6.a. Bioretention ill or Micro-Bioretention 03 0,07 480.98 0.00 0.30 0,17 OA4 0100 #1 or Urban Bioretention (Spec #9) 000 RV w RR [ws-iri) 2.01 0,00 0.00 C)"Jo 0,00 6,b. Bioretention #2 or Micro-Bioretention 10 -year return period 0.28 3.76 0.00 0.00 0,00 0.00 Total Impervious Cover Treated (acres) 1A4 Total Turf Area Treated (acres) 1.22 Total TP Load Reduction Achieved in D.A 267 Rv= 0.65 Total TN Load Reduction Achieved in D.A. 1.97 acres Tv8MP= 0,193acre4t Runoff Volume and CN Calculations 1 -year storm 2 -year storm 10 -year storm Target Rainfall Event (in) Drainage �,eas RV & CN Drainage Area A Drainage Area 8 Drainage Area C Drainage Area D Drainage Area E Rv= 0.65 Area (A)= 1.97 acres Tv8MP= 0,193acre4t Ty8Mp= 5810.27cf. As needed * Remove invasive plants using recornmended control methods 1 -year return period Stabilize the contributing drainage area to prevent erosion Spring inspection and cleanup RV w RR (Ws -in) 1.44 0.00 0.00 000 000 Prune trees and shrubs Remove sediment in pre-treatment cells and inflow points 2 -year return period RV wo RR (ws-in) 234 0100 0.00 000 000 RV w RR [ws-iri) 2.01 0,00 0.00 C)"Jo 0,00 10 -year return period RV w RR (ws-in) 3.76 0.00 0.00 0,00 0.00 BA jN 41 80RETENO0N BASIN 1 HAS BEEN ADDED TO THE SITE TO AID IN IMPROVING WATER QUALITY THE BASIN WAS DESIGNED TO BE A LEVEL 2 SYSTEM' AND HAS A TREATMENT VOLUME OF 0.10 ACRE-FEET. THE SHORTEST FLOW PATH RATIO LENGTH OF THE BASIN Dewberry Figure 3.6- 8ioretendon Sizing Sizing Required for Bioretention Basin (Per VA DCR Stormwater Design Specification No. 9) Treatment Volume (Tv); @kcifherSidng Required (SA): Surface Area Computation (Equation 9,4: Bioretention Level 2 Design Surface Area) Surface Ponding Doot6= 12 in. 1 ft. Soil Media Depth = 35 in. 3fL Gravel Layer Depth = 12 in. 1 1t, S4(s4Jt)=Tv8MP/KSurfbcePond/ng*ClJS)+/SoilMedia *84CU+/Grove/Loyer*1.D8 I4bqjU=581[l27/[(!'*(l25)+/3'w0.4O1+(2'*l.0)V Area shown onplans: Area left untreated by bioretention Volu rne of pretreatment shown on plans Shortest Flow Path Ratio Length (Equation 9.5): Level 2 - Ratio must beO.8urgreater � ShmtestFlo wPoth (SFP)= Length (L) Ratio= 0.83 29 ft. 24O9.Ocqft '37.46 sq.ft 912.Dcujt 15.70% FOUND ON SHRv COMPUTATIONS FOR BIORETENT"ION' & #2 EET C5.05 2� AREA -AND VOLLUME� SHOWN ON OD BIORETENTION MAIN SEC] 4 VAC 5U -6O-124 OF THE REG8LAT0NS 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 OWNIERSH|P, AND RIGHT -OF -ENTRY FOR LOCAL PROGRAM PERSONNEL FOR B0RETENT|ON MAINTENANCE AGREEMENTS MUST CONTAIN RECOMMENDED MAINTENANCE TASKS AND A COPY OF AN ANNUAL INSPECTION CHECKLIST. WHEN MICRO -SCALE 8|ORETENT0N PRACTICES ARE APPLIED ON MAINTENANCE NEEDS. & DEED RESTR|CT0N, DRAINAGE EASEMENT OR OTHER MECHANISM ENFORCEABLE BY THE QUALIFYING 'LOCAL PROGRAM MUST BE IN PLACE TO HELP ENSURE THAT RAIN GARDENS AND B}ORETENT|ON FILTERS ARE MAINTAINED AND NOT CONVERTED OR DISTURBED, AS WELL AS T0 PASS THE KNOWLEDGE ALONG TO ANY SUBSEQUENT OWNERS. THE. MECHANISM SHOULD , IF POSSIBLE, GRANT AUTHORITY FOR LOCAL AGENCIES TO ACCESS THE PROPERTY FOR |NSPECT|ON DR CORRECTIVE ACTION. Table 9.7. Suggested Annual Maintenance Activities for 8iomtentiom Maintenance Tasks T-B'."ilP� # Mowing of grass filter strips and bioretention turf cover 2� Rv= 0.65 Area (A)= 1.97 acres Tv8MP= 0,193acre4t Ty8Mp= 5810.27cf. @kcifherSidng Required (SA): Surface Area Computation (Equation 9,4: Bioretention Level 2 Design Surface Area) Surface Ponding Doot6= 12 in. 1 ft. Soil Media Depth = 35 in. 3fL Gravel Layer Depth = 12 in. 1 1t, S4(s4Jt)=Tv8MP/KSurfbcePond/ng*ClJS)+/SoilMedia *84CU+/Grove/Loyer*1.D8 I4bqjU=581[l27/[(!'*(l25)+/3'w0.4O1+(2'*l.0)V Area shown onplans: Area left untreated by bioretention Volu rne of pretreatment shown on plans Shortest Flow Path Ratio Length (Equation 9.5): Level 2 - Ratio must beO.8urgreater � ShmtestFlo wPoth (SFP)= Length (L) Ratio= 0.83 29 ft. 24O9.Ocqft '37.46 sq.ft 912.Dcujt 15.70% FOUND ON SHRv COMPUTATIONS FOR BIORETENT"ION' & #2 EET C5.05 2� AREA -AND VOLLUME� SHOWN ON OD BIORETENTION MAIN SEC] 4 VAC 5U -6O-124 OF THE REG8LAT0NS 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 OWNIERSH|P, AND RIGHT -OF -ENTRY FOR LOCAL PROGRAM PERSONNEL FOR B0RETENT|ON MAINTENANCE AGREEMENTS MUST CONTAIN RECOMMENDED MAINTENANCE TASKS AND A COPY OF AN ANNUAL INSPECTION CHECKLIST. WHEN MICRO -SCALE 8|ORETENT0N PRACTICES ARE APPLIED ON MAINTENANCE NEEDS. & DEED RESTR|CT0N, DRAINAGE EASEMENT OR OTHER MECHANISM ENFORCEABLE BY THE QUALIFYING 'LOCAL PROGRAM MUST BE IN PLACE TO HELP ENSURE THAT RAIN GARDENS AND B}ORETENT|ON FILTERS ARE MAINTAINED AND NOT CONVERTED OR DISTURBED, AS WELL AS T0 PASS THE KNOWLEDGE ALONG TO ANY SUBSEQUENT OWNERS. THE. MECHANISM SHOULD , IF POSSIBLE, GRANT AUTHORITY FOR LOCAL AGENCIES TO ACCESS THE PROPERTY FOR |NSPECT|ON DR CORRECTIVE ACTION. Table 9.7. Suggested Annual Maintenance Activities for 8iomtentiom B!0RETENTON BASIN 2 HAS BEEN ADDED TO THE SITE TO AID IN IMPROVING WATER QUALITY. THE BASIN WAS DESIGNED TO BE A LEVEL 1 SYSTEW, AND HAS A TREATMENT VOLUME OF 0.03 ACRE-FEET. THE SHORTEST FLOW PATH RATIO LENGTH OF THE BASIN Dewberry Figure 3.7-8iuretenbonSizing Sizing Required for BioretentionBasin (Per VADCRStormweterDesign No. 9) Treatment Volume (TW� Maintenance Tasks T-B'."ilP� # Mowing of grass filter strips and bioretention turf cover At least 4 times a year # Spot weeding, erosion repair, trash removal, and mulch raking Twice during growing season o Add reinforcement planting to maintain desired the vegetation 0.024 acre -ft TW9MP= density As needed * Remove invasive plants using recornmended control methods # Stabilize the contributing drainage area to prevent erosion Spring inspection and cleanup Supplement mulch to maintain a 3 inch layer Annually Prune trees and shrubs Remove sediment in pre-treatment cells and inflow points Once every 2 to 3 years Replace the mulch layer Every 3 years B!0RETENTON BASIN 2 HAS BEEN ADDED TO THE SITE TO AID IN IMPROVING WATER QUALITY. THE BASIN WAS DESIGNED TO BE A LEVEL 1 SYSTEW, AND HAS A TREATMENT VOLUME OF 0.03 ACRE-FEET. THE SHORTEST FLOW PATH RATIO LENGTH OF THE BASIN Dewberry Figure 3.7-8iuretenbonSizing Sizing Required for BioretentionBasin (Per VADCRStormweterDesign No. 9) Treatment Volume (TW� Buif|kerSizing Required 8AU/ Surface Area Computation (Equation 93: Bioretention Level I Design Surface Area) Surface Ponding Depth 13 in. lfL Soil Media Depth = 24 in. 3ft, Gravel Layer Depth = 12 in. 1ft. fAbqft=Tv8MP/[(SurfbrePon ding *(l25)+(So8Media *O4[)+/Grove/Lmycr*1.OD Area shown onplans: Area left untreated by bioreterition Volume of pretreatment shown on plans: Shortest Flow Path Ratio Length (Equation 9,5): Leve{ 1- Ratio must be 0.3 or greater Shortest Flow Path (SFP= Length (L) Ratio= 0.30 n4:: 00,Mi'v 1 E N 1oE -D MAX 9�1 �o*nscmsoy�no�000 � � m� "R��r'����m�� um3'osrr�PEA snAve ^oovT 45OOsq.ft, -16.92 sqft 167.0 o/]t 15.74% FILT ER FAS RIC, ���cmp� o�����o���N F E R, FCaNTH�o��m TYPOALB|0RETEK0ON-LEVEL1 NTS Figure 9.4a: Typical Detail of Bioretention Basin Level I Design �SHFIEoDEo 3"m"' PEA wr--'R 12'mnpxsL `_,UwF' woa/wuM --� nEVsL* TYPOALB|{)RETENTON-LEVEL 2VV|THUM[}ERDRA|N _ ��7,�IDEE C-LnPE��m�n BF %/T FILTER mBR!orPLACED,omPEA ��s om�m�e�R* m^�L:," 1 2 TO _�Fnea��� /Fmssoe� FEF�FOR/,JEDmNIOEFoRAIm Figure 9.4b: Typical Detail ofBioxetmntknoBasin Level 2 Design Version 1.9, March 1,2O11 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA73060 ph: 804-290-7957 [X: 804-290-7928 landscape AEC{}M Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, \A 23225 D6: 703-682-4965 structural D.M'W.p &\/ 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323'0656 [K: 804-272'3916 mep 2RVy [|8OSU![8DtS. INC. 100 1Ofh STREET' NE SUITE 202 CHARLOTTESVILLE, VA22g02 P 434-296-2116 REVISIONS T-B'."ilP� 4 09/25/17 VSMP REVISION #2 13 Rv= 0.79 Area (A)= 0.37 acres Tv8MP= 0.024 acre -ft TW9MP= 1061.05 cf. Buif|kerSizing Required 8AU/ Surface Area Computation (Equation 93: Bioretention Level I Design Surface Area) Surface Ponding Depth 13 in. lfL Soil Media Depth = 24 in. 3ft, Gravel Layer Depth = 12 in. 1ft. fAbqft=Tv8MP/[(SurfbrePon ding *(l25)+(So8Media *O4[)+/Grove/Lmycr*1.OD Area shown onplans: Area left untreated by bioreterition Volume of pretreatment shown on plans: Shortest Flow Path Ratio Length (Equation 9,5): Leve{ 1- Ratio must be 0.3 or greater Shortest Flow Path (SFP= Length (L) Ratio= 0.30 n4:: 00,Mi'v 1 E N 1oE -D MAX 9�1 �o*nscmsoy�no�000 � � m� "R��r'����m�� um3'osrr�PEA snAve ^oovT 45OOsq.ft, -16.92 sqft 167.0 o/]t 15.74% FILT ER FAS RIC, ���cmp� o�����o���N F E R, FCaNTH�o��m TYPOALB|0RETEK0ON-LEVEL1 NTS Figure 9.4a: Typical Detail of Bioretention Basin Level I Design �SHFIEoDEo 3"m"' PEA wr--'R 12'mnpxsL `_,UwF' woa/wuM --� nEVsL* TYPOALB|{)RETENTON-LEVEL 2VV|THUM[}ERDRA|N _ ��7,�IDEE C-LnPE��m�n BF %/T FILTER mBR!orPLACED,omPEA ��s om�m�e�R* m^�L:," 1 2 TO _�Fnea��� /Fmssoe� FEF�FOR/,JEDmNIOEFoRAIm Figure 9.4b: Typical Detail ofBioxetmntknoBasin Level 2 Design Version 1.9, March 1,2O11 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA73060 ph: 804-290-7957 [X: 804-290-7928 landscape AEC{}M Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, \A 23225 D6: 703-682-4965 structural D.M'W.p &\/ 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323'0656 [K: 804-272'3916 mep 2RVy [|8OSU![8DtS. INC. 100 1Ofh STREET' NE SUITE 202 CHARLOTTESVILLE, VA22g02 P 434-296-2116 REVISIONS NUMBER DATE DESCRIPTION 4 09/25/17 VSMP REVISION #2 3 09111/17 VSMP REVISION 2 08/31117 ACSA REVISION 08109/17 REVISION #1 07/21117 00 PROGRESS SET 05/05117 100% Documents "s 414 WEST FRANKLIN STREET RICHMOND, VA 23220 i ph- 804-344-4405 fx: 804-344-4406 �i_ROJECT 7171 E UVA SQUASH FACILITY AT BOAR'S HEAD PRE -DEVELOPED LAND COVER MAP POST -DEVELOPED LAND COVER MAP ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, 61 C LEGEND F,Z�� - - ----- LEGEND VIRGINIA 22903 x 7 F� GRAS S 1.09 ACRES 6�1 GRASS 0.61 ACRES X CONSULTANTS IMPE RVIOUS COVER 0.31 ACRES WPERVIOUS COVER 0.72 ACRES - ------ civil Dewberry BIORETENTION 0.07 ACRES 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE ------- SUITE 100 CHARLOTTESVILLE, VA 23225 ph:703 -682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 D, VIRGINIA, 23225 'TEEP" 'Ij P) ph: 804-323-0656 itmep fx: 804-272-3916 2RW Consultants, INC, 100 10th STREET, NE j SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 IV'F fx: 434 -977-1862 �N, V? D . N iN 1 X, 16 1 AL tititA tZ\ \/y SEAL Ld6AA- ---------- A N \x --------- - >/ ------------ X///\ X/ ER T F) B A 0 L x ---- -- ---- L 1;HEF 4� Lf. No� 506 2' 13' NUMBER DATE DESCRIPTION 4 09/25/17 VSMP REVISION #2 3 09111117 VSMP REVISION 2 08/31/17 ACSA REVISION 1 08/09/17 REVISION #1 07/21/17 00 PROGRESS SET ;'Z 05/05/17 100%Oocuments -T ---- ------ PROJECT NUMBER 1613 - DD PROGRE SS . ... ....... DATE TOTAL AREA 1.40 AC TOTAL AREA 1.40 AC SEPTEMBER 11, 2017 [SHE—ET TITLE 7 � PRE AND POST DEVELOPED LAND COVER AREA SHEET NUMBER 0, 40' 80' 0' 40' 80' 1 i 600mff C6m04 SCALE: 1 40 SCALE: 1 40 BIORETENTION #1 Rv CALCULATIONS Rv = (0.43 AC/1.97 AC)0.58 + (0.20 AC/1.97 AC)0.72 + (0.07 AC/1.97 AC)0.80 + (0.14 AC/1.97 AC)0.61 + (0.22 AC/1.97 AC)0.85 + (0.19 AC/1.97 AC)0.61 + (0.24 AC/1.97 AC)0,80 + (0.13 AC/1.97 AC)0.61 + (0.08 AC/1.97 AC)0,78 + (0.05 AC/1.97 AC)0.87 + (0.22 AC/1.97 AC)0.30 Rv = 0.65 BIORETENTION #2 Rv CALCULATIONS Rv = (0.19 AC/0.37 AC)0.86 + (0.03 AC/0.37 AC)0.79 + (0.15 AC/0.37 AC)0.69 Rv = 0.79 SEDIMENT TRAP TO BIORETENTION BASIN CONVERSION SEQUENCE 1, AFTER CONSTRUCTION ACTIVITIES HAVE BEEN COMPLETE, CONVERT SEDIMENT TRAP TO BIORETENTION POND, 2. CONVERSION SHALL BE PERFORMED AFTER THE SITE IS STABILIZED AND SWM STRUCTURES ARE PROTECTED FROM SEDIMENTS. 3. CONTRACTOR TO DRAIN POND, REMOVE SEDIMENT AS NECESSARY, AND GRADE BASIN TO 57" BELOW GRADE SHOWN IN THESE PLANS. 4. CONTRACTOR TO INSTALL FILTER FABRIC TO SURROUND SIDES OF BIOTRETENTION AREA. 5. CONTRACTOR TO INSTALL 12" LAYER OF #57 STONE WITH DI -1 STORM STRUCTURE AND 15" PIPE (SEE SHEET C3.02). Dewberry Figure 5.3 - Storm Sewer Piping Design PROJECT UVA Squash Facility LOCATION Albemarle County FROM TO AREA DRAIN. RUNOFF GOEF. G A iINGRE- AGGUM- tNLET TIME RAiN- FALL RUNOFF Q INVERT ELEVATIONS LENGTH SLOPE DIA. GAPA- CITY VELD- CITY FLOW TIME "Min" POPE SIZE RIM ELEVATION RIM ELEVATION STRUCTURE TYPE PIPE TYPE POINT (1) POINT (2) ACRES (3) C (4) MENT (5) ULATED (6) MIN. (7) INJHR. (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) ELEV. (19) ELEV. (19) S1 32 0.460 0.824 0.379 0.379 5.00 6.67 2.53 549.35 548.83 52.00 0.010 15 6.46 5.26 9.88 '10.55 556.19 556.19 DI -1 HDPE EX, MH -1 32 0.840 0.590 0.496 0.496 5.00 6.67 3.31 555,70 552.55 108.60 0.029 15 11.00 8.96 12.11 9.56 561.39 561.39 MH -1 HDPE S2 S3 0.320 0.610 0.195 1.070 5.16 6.63 7.09 548.73 543.51 157.60 0.033 15 11.76 9.58 16.45 112.41 1 556.34 556.34 DI -1 HDPE S3 34 0.130 0.815 0.106 1.176 5.44 6.56 7.71 543.41 530.00 67.20 0.200 15 28.86 23.51 2.86 9.14 549.63 549.63 DI -3C HDPE S4 S5 0.000 0.900 0.000 1.176 5.49 6.54 7.69 526.34 526.00 17.00 0.020 15 9.14 7.44 2.28 1, 4.06 535.34 535.34 MH -1 HDPE S8 S9 0.300 0.220 0.066 1.242 5.52 6.53 8.11 522.53 522.00 33.50 0.016 15 8.13 6.62 5.06 14.99 526.99 526.99 DI -1 HDPE S6 S7 0.220 0.850 0.187 0.187 5.00 6.67 1.25 545.31 545.10 20.60 0.010 15 6.52 5.31 3.88 8.07 1 550.83 1 550.83 D!-313 HDPE EX, DI -1 510 0.860 0.864 0.743 0.743 5.00 6.67 4.96 545.76 544.13 _ 81.60 0.020 15 9.13 7.44 10.97 11.93 551.79 551,79 DI -1 HDPE S10 �S11 S11 0.130 0.830 0.108 0.851 5.00 6.67 5.68 544.03 540.74 41.30 0.080 15 18.23 -14.86 2.78 9.68 549.94 549.94 DI -1 HDPE S12 0.050 0.680 0.034 0.885 5.00 6.67 5.90 541.39 540.37 25.40 0.040 15 12.94 10.55 2.41 11.17 546.84 546.84 01-313 HDPE S12 S13 0.150 0.690 0.104 1.175 5.00 6.67 7.84 537.40 536.98 85.00 0.005 48 100.97 8.04 10.58 18.41 546.00 546.00 DI -1 BOX CULVERT S13 S14 1 0.000 1 0.900 0.000 1.175 5.00 1 6.67 7.84 533.71 522.18 71.70 0.161 15 25.90 2`1.11 3.40 9.58 545.56 545.56 JB -1 HDPE S14 S15 1 0.000 1 0.900 0.000 1.175 5.00 6.67 7.II4 522.08 522.00 15.60 0.005 24 16.20 5.16 3.03 18.28 528.42 528.42 NIH -1 HDPE NOTE: 1. SEE SHEE-{-S C5.03, C5.04, AND C5.06 FOR STRUCTURE DETAILS. 0' 40' 80' SCALE: 1 " = 40 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 ® mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 M AT - H REVISIONS NUMBER DATE DESCRIPTION 4 09/25/17 YSMP REVISION #; 3 09/11/17 YSMP REVISION 2 08/31/17 ACSA REVISION 1 08/09/17 REVISION #1 07/21/17 00 PROGRESS SET 05/05/17 100° Documents PROJECT NUMBER 1613 - DD PROGRESS DATE SEPTEMBER 11, 2017 SHEET TITLE RUNOFF REDUCTION AND STORM STRUCTURE MAPS 111111 SHEET NUMBER lIII C6.05 WATER QUANTITY NARRATIVE WATER QUANTITY CONTROL: IN ORDER TO ACCOMMODATE THE ADDITIONAL FLOW GENERATED BY THE ADDITION OF IMPERVIOUS AREA ON THE SITE, AN OVERSIZED PIPE WITH A WEIR WALL AND TWO ORIFICES WAS DESIGNED TO ACCOMMODATE THE ADDITIONAL FLOW AND DETAIN IT ONSITE. THE 48"x48" BOX CULVERT WAS DESIGNED TO BE 85' -FOOT LONG, WITH 2 ORIFICES; ONE 24"x3.7" AT ELEV. 537.82 AND THE SECOND 24"X2" AT ELEVATION 539.80. THROUGH THIS DETENTION, THE FLOW RATES OF WATER LEAVING THE SITE WERE REDUCED TO BE LOWER THAN THE PRE -DEVELOPED FLOW RATES. CHANNEL PROTECTION REQUIREMENTS FOR A MANMADE CONVEYANCE SYSTEM (9VAC25-870-66.1) AND FLOOD PROTECTION REQUIREMENTS WERE MET SINCE THE SITE PEAK FLOW RATE FOR THE 2 -YEAR 24-HOUR STORM AND 10 -YEAR 24-HOUR STORM BOTH DECREASE AS A RESULT OF THE PROPOSED DETENTION PIPE THE CHART BELOW SUMMARIZES THE PRE -DETENTION AND POST -DETENTION FLOW RATES: Pre Drainage Detention Pipe #1 - 1 and 2 YR DA #1 Detention Pipe #1 - 10 YR Subcaf Reacti on LIYr1IC HydroCAD - UVa Squash Storage Prepared by Dewberry Printed 9/11/2017 HydroCAD® 10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area (acres) PRE -DETENTION (CFS) POST -DETENTION (CFS) 1 -YEAR STORM 3.44 3.07 10 -YEAR STORM 4.66 4.00 100 -YEAR STORM 8.54 7,67 Pre Drainage Detention Pipe #1 - 1 and 2 YR DA #1 Detention Pipe #1 - 10 YR Subcaf Reacti on LIYr1IC HydroCAD - UVa Squash Storage Prepared by Dewberry Printed 9/11/2017 HydroCAD® 10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.411 84 (1S) 1.430 79 (2S) 1.411 83 (3S) 4.252 82 TOTAL AREA HydroCAD - UVa Squash Storage Type 11 24 -hr 1 Rainfall=3,04" Prepared by Dewberry Printed 9/11/2017 HydroCAD®10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 3S: DA #1 Runoff - 3.44 cfs @ 12.00 hrs, Volume= 0.174 af, Depth= 1.48" 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 1.411 83 1.411 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 Direct Entry, Subcatchment 3S: DA #1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) HydroCAD - UVa Squash Storage Type// 24 -hr 1 Rainfall=3.04" Prepared by Dewberry Printed 9/11/2017 HydroCAD®10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 11 Summary for Pond 4P: Detention Pipe #1 -1 and 2 YR Inflow Area = 1.411 ac, 0.00% Impervious, Inflow Depth = 1.48" for 1 event Inflow = 3.44 cfs @ 12.00 hrs, Volume= 0.174 of Outflow - 3,07 cfs @ 12.04 hrs, Volume= 0.174 af, Atten= 111%, Lag= 2.3 min Primary - 3,07 cfs @ 12.04 hrs, Volume= 0.174 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 539.04'@ 12.04 hrs Surf.Area= 0.008 ac Storage= 0.008 of Plug -Flow detention time= 0.7 min calculated for 0.174 of (100% of inflow) Center -of -Mass det. time= 0.7 min ( 834,9 - 834.2 ) Volume Invert Avail.Storage Storage Description #1 537,82' 0.031 of 48,0" W x 48.0" H Box Pipe Storage L= 85.0' S= 0.0050T Device Routing Invert Outlet Devices #1 Primary 537.82' 24,0" W x 3.7" H Vert. Orifice/Grate C= 0.600 #2 Primary 541.57' 5.0' long x 0.5' breadth Broad -Crested Rectangular Weir #1 537,82' 0.031 Head (feet) 0.20 0.40 0.60 0.80 1.00 Pipe #1 - 1 and 2 YR 07/21/17 Pond 1 P: Detention Pipe #1 - 10 YR Coef. (English) 2.80 2,92 3.08 3.30 3.32 #3 Primary 539.80' 24.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=3.07 cfs @ 12.04 hrs HW=539.04' (Free Discharge) 1=Orifice/Grate (Orifice Controls 3.07 cfs @ 4.97 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) HydroCAD - UVa Squash Storage Type// 24 -hr 1 Rainfall=3.04" Prepared by Dewberry Printed 9/11/2017 HydroCAD® 10.00-14 s/n 05760 O 2015 HydroCAD Software Solutions LLC Page 12 Pond 4P: Detention Pipe #1 - 1 and 2 YR Hydrograph I I I ! 1 1 1 1 1 1 1 M Inflow 11 3.44 Us i I I 1 LJ Primary Inflow Area=1:411 ac W, : s.ozors �Pe'k El 1=539-041 3_ ! a 1 I I 11 1 1 1 1� Storage=0111.008 of I V, ! ! ! v' ! 2- i L- I i it 1 ! 1 1 1 1 1 1 ��°`./.r./.�,/s�r,�.o�"p/.r,.�, - .....e.: �roirara�ssea�/rte'.+rhe%�.r.�J.:.��.1S✓s.�.Js�®.�".O.d°re+..+.r�ss./.-r,9.an0./,/.��.►Y�,i 1 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 46 Time (hours) HydroCAD - UVa Squash Storage Type 1124 -hr 2 Rainfall=3.68" Prepared by Dewberry Printed 9/11/2017 HydroCAD® 10.00-14 s/n 05760 @2015 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 3S: DA #1 Runoff = 4.66 cfs @ 12.00 hrs, Volume= 0.236 af, Depth= 2.01" 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 1.411 83 1.411 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 Direct Entry, Subcatchment 3S: DA #1 Hydrograph I I I 1 1 1 1 I 1 1 - - 5 II i 1 I I .Type 11; 24 -hr I 1 I I I I I I I I I I I ---- ---------- -T- - - - - ----1-- 4- ' 1 2 Rain at1=1 8" Runoff Area=1.411 ac I I I 1 1 1 1 I a _. _ Runoff Volum,'e=0.235 of V, 3- Runoff ,Depth 2.01" U. Tc -8.:12 milh 2_ CN=83 I I I I I I I I I I I I � t.+t;✓✓.+ss�✓.rr�����..r,�vrr���. -- -- �..d��,.,�..r�,s.��si,�.r�®���1.�/.�.rr�.�rs�.rr,s,�.��:ssr��vssrerr�,�r� i2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Time (hours) HydroCAD - UVa Squash Storage Type // 24 -hr 10 Rainfall=5.56" Prepared by Dewberry Printed 9/11/2017 HydroCAD®10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment IS: DA #1 Runoff - 8.54 cfs @ 12.00 hrs, Volume= 0.445 af, Depth= 3.79" 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 10 Rainfall=5.56" Area (ac) CN Description 1All 84 1.411 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 Direct Entry, Subcatchment 1 S: DA #1 Hydrograph _ Type' 9' i I -III 24-h a-_ - -Rain LI 5. 1 1 1 7- I Runoff Area=1.411 ac 6- RutnoffVvlum;e-10.445 of _ JT 5- Runoff D -e th 3:1179' 3 U. 4- -- -, - Tc -8:;2 in -CN`-84- �- 3- 2. - 1 I I I I I ! I I I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) HydroCAD - UVa Squash Storage Type 1124 -hr 2 Rainfall=3.68" HydroCAD - UVa Squash Storage Type // 24 -hr 10 Rainfall=5.56" Prepared by Dewberry Printed 9/11/2017 Prepared by Dewberry Printed 9/11/2017 HydroCAD®10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 19 HydroCAD® 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 25 Summary for Pond 4P: Detention Pipe #1 -1 and 2 YR Summary for Pond 1 P: Detention Pipe #1 -10 YR Inflow Area = 1.411 ac, 0,00% Impervious, Inflow Depth = 2,01" for 2 event Inflow - 4.66 cfs @ 12.00 hrs, Volume= 0.236 of Outflow - 4.00 cfs @ 12.04 hrs, Volume= 0.236 af, Atten= 14%, Lag= 2.7 min Primary = 4.00 cfs @ 12.04 hrs, Volume= 0,236 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 539.79'@ 12.04 hrs Surf.Area= 0.008 ac Storage= 0.014 of Plug -Flow detention time= 0.9 min calculated for 0.236 of (100% of inflow) Center -of -Mass det. time= 0.9 min ( 826.3 - 825.4 ) Inflow Area = 1.411 ac, 0.00% Impervious, Inflow Depth= 3.79" for 10 event Inflow - 8.54 cfs @ 12.00 hrs, Volume= 0.445 of Outflow = 7.67 cfs @ 12.03 hrs, Volume= 0.445 af, Atten= 10%, Lag= 2.3 min Primary - 7.67 cfs @ 12.03 hrs, Volume= 0.445 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 541.54'@ 12.03 hrs Surf.Area= 0.008 ac Storage= 0.027 of Plug -Flow detention time= 1.2 min calculated for 0.445 of (100% of inflow) Center -of -Mass det. time= 1,2 min ( 806.5 - 805.3 ) Volume Invert Avail.Storage Storage Description Volume Invert Avail.Storage Storage Description #1 537.82' 0.031 of 48.0" W x 48.0" H Box Pipe Storage #1 537,82' 0.031 of 48.0" W x 48.0" H Box Pipe Storage Pipe #1 - 1 and 2 YR 07/21/17 Pond 1 P: Detention Pipe #1 - 10 YR L= 85.0' S= 0.0050T Hydrograph • I I I I I I ! : ! 1 i. I I L= 85.0' S= 0.0050T Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 537.82' 24.0" W x 3.7" H Vert. Orifice/Grate C= 0.600 #1 Primary 537.82' 24.0" W x 3.7" H Vert. Orifice/Grate C= 0,600 #2 Primary 541.57' 5.0' long x 0.5' breadth Broad -Crested Rectangular Weir #2 Primary 541.57' 5.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 9- Head (feet) 0.20 0.40 0.60 0.80 1.00 - - - - - I'n ow;A�rea-1.;411 n— _ Coef. (English) 2.80 2.92 3.08 3.30 3.32 ! I I S Coef. (English) 2.80 2.92 3.08 3,30 3,32 #3 Primary 539.80' 24.0" W x 2,0" H Vert. Orifice/Grate C= 0.600 #3 Primary 539.80' 24.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=3.99 cfs @ 12.04 hrs HW=539.78' (Free Discharge) 1=Orifice/Grate (Orifice Controls 3.99 cfs @ 6.47 fps) 2=Broad-Crested Rectangular Weir( Controls 0,00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Primary OutFlow Max=7.66 cfs @ 12.03 hrs HW=541.53' (Free Discharge) 1=Orifice/Grate (Orifice Controls 5.60 cfs @ 9.08 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 2.06 cfs @ 6.18 fps) HydroCAD - UVa Squash Storage Type Il 24 -hr 2 Rainfall=3.68° HydroCAD - UVa Squash Storage Type 11 24 -hr 10 Rainfall=5.56" Prepared by Dewberry Printed 9/11/2017 Prepared by Dewberry Printed 9/11/2017 HydroCAD® 10.00-14 s/n 05760 © 2015 HydroCAD Software Solutions LLC Page 20 HydroCAD® 10,00-14 s/n 05760 c0 2015 HydroCAD Software Solutions LLC Page 26 ACSA REVISION 1 08/09117 Pond 4P: Detention Pipe #1 - 1 and 2 YR 07/21/17 Pond 1 P: Detention Pipe #1 - 10 YR Hydrograph • I I I I I I ! : ! 1 i. I I Hydrograph � I I I I I I I I I I I I ' i M Inflow Primary Y ' - - -I - , - -r - r - -1- _, - I t 8 54 cf s I Inflow El Primary 5 ! I ! I .' I I I I I I I I nflow Aeea=1.11411 ac 9- - - - - - I'n ow;A�rea-1.;411 n— _ ! I I S I I I I ! ' .400 cfs I 1 - Peak Eley- 39.79 ----1�76Zcfs - --, - �- -; -' -Peak Elev-X41.54` - 4- , Storage -0.014 of �: --- -.-- -- -- ---- Mora e=0:027-af - . t y 3- I N I - -- - - o I I 1 I ! I I 2'- I 4- - - - -1-- - -I - - - .- 1- -I- - - -L - -- --- - - I 3 I --!- --' --' - =- - - - '- -I - ---' - I ' Z- I I I I 20 ., 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 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) Time (hours) PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civil Dewberry 4805 LAKE BROOK DRIVE SUITE 200 GLENN ALLEN, VA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL 0141 a I i NO, 3506 '§O'NAL SX4 REVISIONS NUMBER DATE DESCRIPTION 4 09/251/17 VSMP REVISION # 3 09/11117 VSMP REVISION 2 08/31117 ACSA REVISION 1 08/09117 REVISION #1 07/21/17 DD PROGRESS SET 05/05/17 100% Documents PROJECT NUMBER 1613 - DD PROGRESS DATE SEPTEMBER 11, 2017 SHEET TITLE WATER QUALITY NARRATIVE & CALCULATIONS SHEET NUMBER C6.,06 DRAINAGE WAY MAP t 1 i /, . 67 t 4 a '1 1I t1 ! , ♦ o h ! I� 4 t /f 1 I t 1 \ , tt !t i 1. ti. _t _j c } ll � - i l� c { �1 \ t t SECTION A \ r- r \ 1 '\ J \` t 1 a J t-" / - - C � � I, _ � �`t� •_+ � \ \\ \ ` �M� {'i zip r\ � .� \\ \"` � ty}.:', '\ \ i t. \ , t � \ l `♦ / \ \ I _ t z\ ='1 �i t 7 i \\ ;.-\\\ , `' '\t \t zF��T,, ' / (ri i ' 1` - i \I , ♦ ♦ ,\ `,y \y, _.L._.. , \\ ,iy/k -X \ \ t I , , e , \ r \ a \ \ t \ \ �M1 , f - DRAINAGE AREA TO', GRASS SWALE \ \ ('.. \'\ \ I`'' f. t 'AREA =?0 21 AUX 0;62' I '',\ , \ , 'i i \ \ a Z r \ f' , } t .1 t� t �t \ \ I \ \1 , Y , , EE 99 I , \. , , ♦ l { \\ L \ I (' ! t. t� '' I. � /l ice'' \ `, �, \ t\ r' i 1, i' ,\`' ♦�j Jf L �\ \ � \ ' ;1 'r - J 1V, I M ,,,t J ° r - ` L� ♦ j, Iv,,, , ! X \ r• ,/ f f _ � °\. 0' 20' 40' SCALE: 1 " = 20' aV / r-. 1 L f.. ? / , , f r f 1 f Y ti JJ/f \ t ' J' J• ..i \ L.J l40 ,} 4 , I' P i • r Qop 1 / I S y { d,. } ti l t , DRAINAGE WAY NARRATIVE ONE TRAPEZODIAL; GRASS LINED DRAINAGE WAY IS PROPOSED FOR THIS PROJECT. DRAINAGE WAY A -A, THE GRASS LINED DRAINAGE WAY, BEGINS TO THE WEST OF THE BOAR'S HEAD SPORTS CLUB, ALONG SIDE THE BERWICK ROAD ACCESS ROAD. THE DEPTH OF THE DRAINAGE IS PRIMARILY 12" WITH 3H:1V SIDE SLOPES AND A 1' WIDE BOTTOM, THE CHANNEL HAS A TOTAL LENGTH OF 236'. THE DRAINAGE WAY HAS A WATER SHED OF 0.21 ACRES AND DRAINS TO THE EXISTING DI -1 STRUCTURE AND CONTAINS AN AVERAGE SLOPE OF 4.9%. ONE CROSS SECTION WAS STUDIED FOR THE 2 YEAR AND 10 YEAR RAIN EVENTS. THE SUMMARY TABLE BELOW SHOWS THE ANTICIPATED VELOCITY FOR THE 2 YEAR RAIN EVENT, THE ALLOWABLE VELOCITY AND THE ANTICIPATED NORMAL DEPTH FOR THE 10 YEAR RAIN EVENT, SECTION 2 -YR VELOCITY (FPS) 10 -YR VELOCITY (FPS) 10 -YEAR DEPTH (FT) DESIGN DEPTH OF DRAINAGE WAY (FT) A -A 2.31 2.59 0.17 1.00 UVA Squash Swale Re ort - Section A -A 2YR Y C .i=o'ect D`' c i 'tion P es r. J P 0.00 ft Number Of Steps 0 GUF Out ut Dat a Friction Method Manning Formula .I? Solve For Normal Depth 0.00 ft Profile Description t: n" P " z - Roughness Coefficient 0.030 Downstream Velocity Channel Slope 0.04920 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 1.00 ft Discharge 0.50 ft3/s es Its R u t L 9 /i S 2.06 ft Critical Depth 0.21 ft Normal Depth 0.14 ft Flow Area 0.20 ftz Wetted Perimeter 1.90 ft Hydraulic Radius 0.11 ft Top Width 1.85 ft Critical Depth 0.17 ft Critical Slope 0.02719 ft/ft Velocity 2.47 ft/s Velocity Head 0.09 ft Specific Energy 0.24 ft Froude Number 1.32 Infinity ft/s Flow Type Supercritical 0.18 ft Critical Depth Downstream Depth 0,00 ft Length 0.00 ft Number Of Steps 0 GUF Out ut Dat a f 5 r -- .I? Upstream Depth 0.00 ft Profile Description Channel Slope Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.14 ft Critical Depth 0.17 ft Channel Slope 0.04920 ft/ft 0.18 ft Bentley Systems, Inc. Haestad Methods SolBdatiwMaster V8i (SELECTS ries 1) [08.11. 1 .03] 5/4/2017 4:40:25 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 m UVA Squash Swale Report- Section A -A (1OYR) Pr` 'ect Des`"° tlan p GCI I? , t Friction Method Manning Formula Solve For Normal orma Depth P.u. as Roughness Coefficient 0.030 Channel Slope 0.04920 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 1.00 ft Discharge 0.76 ft3/s Z Resu15's 4 t Normal Depth 0.18 ft Flow Area 0.27 ftz Wetted Perimeter 2.12 ft Hydraulic Radius 0.13 ft Top Width 2.06 ft Critical Depth 0.21 ft Critical Slope 0.02558 ft/ft Velocity 2.80 ft/s Velocity Head 0.12 ft Specific Energy 0.30 ft Froude Number 1.36 Flow TypeSupercritical u r crlttcal p GVF Input Data - Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 VF O t u 'Da a p 5 6 1 i i Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.18 ft Critical Depth 0.21 ft Channel Slope 0.04920 ft/ft Bentley Systems, Inc. Haestad Methods SoIWadd;eFibwMaster V8i (SELECTseries 1) [08.11.01.03] 5/4/2017 4:39:20 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 PROJECT TITLE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC PROJECT ADDRESS CHARLOTTESVILLE, VIRGINIA 22903 CONSULTANTS civic Dewberry 4805 LAKE !BROOK DRIVE SUITE 200 GLENN ALLEN, JA 23060 ph: 804-290-7957 fx: 804-290-7928 landscape p AECOM Charlottesville 455 SECOND STREET SE SUITE 100 CHARLOTTESVILLE, VA 23225 ph: 703-682-4965 structural D,M,W,P & V 1025 BOULDERS PARKWAY SUITE 310 RICHMOND, VIRGINIA, 23225 ph: 804-323-0656 fx: 804-272-3916 mep 2RW Consultants, INC. 10010th STREET, NE SUITE 202 CHARLOTTESVILLE, VA 22902 ph: 434-296-2116 fx: 434-977-1862 SEAL 12 I1iAL,O REVISIONS NOMDER DATE DESCRIPTION 4 09/25/17 VSMP REVISION #2 3 09/11/11 uSMP REVISION 2 08/31/17 ACSA REVISION 1 08/09/17 REVISION #1 07/21/11 DD PROGRESS SET 05/05/17 100% Documents PROJECT NUMBER 1613 - DD PROGRESS DATE SEPTEMBER 11, 2017 SHEET TITLE DRAINAGE WAY CALCULATIONS & NARRATIVE SHEET NUMBER 06,07 r i I i FRANKLIN414 WEST RICHMOND, 1 GOLF FACILITY FIRE FLOW HYDRAULIC MODEL ATTACHMENT A - ACSA HYDRANT FLOW TEST REPORT, JUNE 312015 ATTACHMENT B - HYDRANT TEST CALCULATED FLOW VERSUS f :I-44-4405 PROJECT TITLE PRESSURE CURVE UVA SQUASH FACILITY AT BOAR'S HEAD ADDITION TO MSC I PROJECT ADDRESS Dewberry Date of Report CHARLOTTESVILLE, erlieAcrii Hydrant Flow 6/5/2015 VIRGINIA 22903 MEMORANDUM �.�-..--.-. Test Report.. Date: Friday, September 15, 2017""'"` Subject: UVA Golf Facility Fire Flow Hydraulic Model Location Ednam Date and Time of Test 6/3/2015 11:00:00 AM CONSULTANTS civil Albemarle County Service Authority (ACSA) requested a fire flow evaluation to verify that the waterline Minutes of Flow 2 extension to the UVA Squash Facility will meet the minimum fire flow requirements of 1500 gpm at 20 psi. Pipe Size (Inches) 10 The model was based on one hydrant flow test conducted by ACSA on June 3, 2015 (see attached). Dewberry Where data was not available, conservative assumptions were made including: Pressure Hydrant 10143 4805 LAKE BROOK DRIVE ■ Existing and proposed waterline material assumed to be ductile iron (C=130) Static Pressure (psi) 76 SUITE 200 ■ Elevations were assigned using project topographical survey Residual Pressure (psi) 64 GLENN ALLEN, VA 23060 ■ WaterCAD model was based upon proposed alignment ph: 804-290-7957 Flow Hydrant #1 12579 Pitot Pressure #1 (psi) 37 Test Flow 1 850 fx: 804-290-7928 System demand was estimated from meter data for the existing squash and existing golf club facility. A max day demand factor of 2 was used. Flow Hydrant #2 Pitot Pressure #2 (psi) Test Flow 2 0 landscape Flow Hydrant #3 Pitot Pressure #3 (psi) Test Flow 3 0 AECOM Charlottesville As previously mentioned, one hydrant was flow tested (see attached) for residual pressure and available - -- _ 455 SECOND STREET SE flow. Based on the residual pressures, a simulated flow versus pressure curve was developed and input into the model. An elevation of 567 feet was assumed at hydrant 10143. An instantaneous fire flow Total Estimated Flow (gpm} 850 SUITE 100 analysis was performed assuming a minimum of 20 psi was required. Estimated Consumption (gal) 1700 _---- CHARLOTTESVILLE, VA 23225 AWWA Q20 Calculation (gpm) 1953 j ph: 703-682-4965 The curve below displays the modeled available fire flow at any given pressure assuming that J-34 is at - if elevation 545 feet. (value of zero indicates insufficient pressure drop for calculation) structural Comments ! D,M,W,P & V Non-AWWA configured test based upon customer request 1025 BOULDERS PARKWAY Available Fire FlowSUITE 310 For method of calculating pito! [low with a diffuser: see eq. 13, Walski and Lutes article 1990Journal Management and Operations AWWA RICHMOND, MON D, VIRGINIA, 23225 100-- ------ - - - - - - - - - -- (All tests conducted using 2.5 discharge outlet unless otherwise specified) (.ICH ph. 004-323-0656 U804-272-3916 90 80 � Signature of Tester: fx: 70 L mep 0 60 2RW Consultants, INC. 50 v 10010th STREET, NE 40 't°z GsM 30i 20 SUITE 202 CHARLOTTESVILLE VA 22902 ph: 434-296-2116 10 _- fx: 434-977-1862 0 500 1000 1500 2000 Flow (gpm) ---J-34 - — ---- -- ----- ----------- — ------ — -- — — ----------------- Dewberry (Memorandum I 1 of 2 MEMORANDUM 1141r it r96 1135 \ Attachments:� a M1° Opp ' ��...:;m/-.�,., Legend 1. Attachment A - ACSA Hydrant Flow Test Report, June 3, 2015 • • \_ s_ "" r M wHydrant Service Auth+�r�ty f' `' InServiae, Ownership 2. Attachment B - Hydrant Test Calculated Flowr Versus Pressure Curve ; Rol Not In Service, Owned. ATTACHMENT C — VVATE RCAD MODEL MAP 3. Attachment C - WaterCAD Model Map ACSA .F'{1iXJ4[:.girm-419A Not In Service, Private Ownership 8 cc: In Service, Private Ownership �` :����� w" %'� ':• d gra f I \ i ha �4„rInService, ACSA Owned R- #c wMain Amy Bird Ownership ACSA Private Ownership Pressure H drant -� .--�_..__._�, y -`4° ;rte'; `� j ..- �2087 4' Contours , ' 1014,3 r10"t P q ! ah EA SALTR IJ All. E ' 16 0, 506 { A.I,.�C�Cs 572 REVISIONS s\� 1122 OBER NUDESCRIPTION y 09/25/17 VSMP REVISION #2 3 09/11/17 / a1� VSMP REVISION 2 08/31/17 ACSA REVISION 1 08/09/17 REVISION #1 07/21/17 DO PROGRESS SET 05/05/17 100% Documents t ((\\\ 12574! utilities, structures, lot lines, and ail appurtenances indicatead on this mapare intended for general layout and reference location orry.'. This printout is not intended for any other use than for preliminary plannirng and general location purposes. The utilities shown on this mapare ,believedto be accurate,. however, recant utility improvements and/or systrestlem chchanges f may have been updated in our mapping since the time of Ithis printout, u - d`, 120 60 0 120 Feet - PROJECT NUMBER -------------------------------_.__--------_-----------_--.-�--_— Contact ACSA directly for specific utility locatigms. _ .. Aerial Imagery 02007 Commonwealth ofVirgimla .parcel Information Property of County dfAlbem aria "--^ �-`- ��•., � � 1613 - DD PR OGRESS Memorandum 2 of 2 DATE SEPTEMBER 11, 2017 SHEET TITLE FIRE FLOW TEST DATA SHEET NUMBER C6v08 N:3904259.53 E:11471326.97 25 PVS �57 IVR 10 IVJ _ in IN is NO EXISTING VEGETATION TO REMAIN WITHIN THE LIMITS OF DISTURBANCE. OTHER VEGETATION TO REMAIN --SEE CIVIL SHEETS. ALL LANDSCAPING AND SCREENING 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. 550 SF CM 22 IVR 4 IVJ 21 AF 36 PVS 1 PA 9 PVR �� `o10, 45 700 SF CM 2 BND 6 JV PLANTING CALCULATIONS AREA OF PARKING AND VEHICULAR CIRCULATION - 16,692 SF AREA REQUIRED FOR PLANTING OF TREES/SHRUBS (5%) - 835 SF AREA OF TREES ADJACENT TO PAVED PARKING AND VEHICULAR CIRCULATION 2,944 SF 8 SHADE TREES SHOWN FOR 48 PARKING SPACES AREA OF DISTURBANCE - 62,290 SF TOTAL SITE AREA- 62,290 SF AREA REQUIRED FOR TREE CANOPY (10%) 6,229 SF TOTAL TREE CANOPY AREA (MINUS AREA OF PARKING VEGETATION) 24,420 SF t.T'.., i ..x Pf. ". 'I £. i..z %:':.➢ 9 ff. fo D S'.^ hJ 4,1a. ,...A Li 12 yl.. ....`ry 1 i..,:tt s: -'..t J.i !'. .i:ti.. -:: , l: l % j I,'.t t0it.t.. ". S:.flti:i3aiit'�t>i.�y;q�i`4::.ti}fi ::el•!iiia tiu;`. r .� I E`s Fe E.ii. i I I fl i, ;, i h o;:.,. ,.. }its it,':11 1.''' ', .;'. 1. -.,t.: .. ,. -� '):1" _it .. r.h;„ f'ti;:i .'_...,:itv t.,. i'�7... ':r it ..WV, 4 t ._ :t:tt; -. .,..01f 3. i; ,t-;! f.3;.. d".ed;:." ._t.: !;. r F 414 West Franklin Street Richmond, Virginia 23220 ph: 804-344-4405 fx: 804-344-4406 PROJECT TITLE UVA FOUNDATION SQUASH FACILITY CONSULTANTS C DEWBERRY 4805 Lake Brook Drive Suite 200 Glen Allen, VA 23060 ph: 804.290.7957 fx: 804.290.7928 ,STRUCTURAL DMWP&V 720 Moorefield Park Drive, Suite 301 ph: 804 323 0656 fx: 804 272 3916 MEP LU + SMITH 11508 Allecingie Parkway Richmond, VA 23235 ph: 804-423-6444 fx: 804-423-6445 AEC�jue Design: Charlottesville 3101 WILSON BOULEVARD ARLINGTON, VA 22201 ph: (703) 682-4965 M 4 L_ PLANTING SCHEDULE`o 4 T:D 3 BND 'SEE CO.05 FOR ENLARGEMENT TREES + + + + 4 IVS + O + +�ALTH SYMBOL BOTANICAL NAME COMMON NAME ROOT SIZE QTY NOTES SPACING SEAL OF + C> + CO AF AAB ACER X FREEMAN II 'ARMSTRONG' AMERLANCHIER C. 'AUTUMN BRILLIANCE' FREEMAN MAPLE CANADA SERVICEBERRY B&B B&B 2.5" CAL. 8-9' HT. 26 30 SINGLE LEADER, SPECIMEN AS SHOWN SELECT CLUMP, SPECIMEN AS SHOWN + BND BETULA NIGRA'DURAHEAT' RIVER BIRCH B&B 9-10' HT. 9 SELECT CLUMP, SPECIMEN AS SHOWN Rachel Evans Lloyd + + BNH CC BETULA NIG RITA RA 'HE GE' CERCIS CANADENSIS RIVER BIRCH EASTERN REDBUD B&B B&B 9 -10' HT 1.75" CAL. 13 6 SELECT CLUMP, SPECIMEN AS SHOWN SPECIMEN AS SHOWN Lie. No. 0406001005 + + + 1200 SF CM CFA CORNUS FLORI DA'APPALACHIAN SPRING' FLOWERING DOGWOOD B&B 1.75" CAL. 12 SPECIMEN AS SHOWN CAPE ARc��S + + CFC CORNUS FLORIDA'CHEROKEE PRINCESS' FLOWERING DOGWOOD B&B1.75" CAL. 6 SPECIMEN AS SHOWN + +'01 + Q 2 BND CV JV CRATAEGUS VIRIDIS'WINTER KING' JUNIPERUS VIRGINIANA WINTER KING HAWTHORN EASTERN RED CEDAR B&B B&B 2 CAL. " 8-9 HT. 18 11 SPECIMEN AS SHOWN SINGLE LEADER, FULL TO GROUND AS SHOWN REVISIONS NUMBER DATE DESCRIPTION + 6 BNH PA PLATANUS X ACERIFOLIA LONDON PLANETREE B&B 2.5" CAL. 8 SINGLE LEADER, SPECIMEN AS SHOWN + + + TD TAXODIUM DISTICHUM BALD CYPRESS B&B 2.5" CAL. 7 SINGLE LEADER, SPECIMEN AS SHOWN + 6 IVW + ` SHRUBS `-2000 SF FACW SYMBOL BOTANICAL NAME COMMON NAME ROOT SIZE QTY NOTES SPACING 95 IV IVR ILEX VERTICILLATA'RED SPRITE' WINTERBERRY CONT. 24" HT, 161 FULL TO GROUND 4' O.C. `-3 IVJ ILEX VERTICILLATA'JIM DANDY' MALE WINTERBERRY CONT. 24" HT. 20 FULL TO GROUND 4' O.C. TD 1 IVS IVS ILEX VERTICILLATA'SOUTHERN GENTLEMAN' MALE WINTERBERRY CONT, 30" HT. 32 FULL TO GROUND 50-C. IVW ILEX VERTICILLATA'WINTER RED' WINTERBERRY CONT. 30" HT. 6 FULL TO GROUND 50-C. IV ITEA VIRGINICA VIRGINIA SWEETSPIRE CONT. 30" HT. 95 FULL TO GROUND 4' O.C. PROJECT NUMBER 1613 GROUND COVER AND GRASSES SYMBOL BOTANICAL NAME COMMON NAME ROOT SIZE QTY NOTES SPACING DATE PVR PANICUM VIRGATUM'RUBY RIBBONS' SWITCHGRASS CONT. 3 GAL. 206 30.C. September 11, 9-017 PVS PANICUM VIRGATUM'SHENENDOAH' SWITCHGRASS CONT. 3 GAL. 171 30.C. SHEET TITLE CM CONSERVATION MIX ERNST ERNMIX 181 NATIVE DRILL SEED OR BROAD\CAST AT 1 LB/1000SF LANDSCAPE STEEP SLOPE MIX WITH PLANTING ANNUAL RYE PLAN LANDSCAPE PLANTING PLAN FACW RAIN GARDEN MIX ERNST ERNMX 180 DRILL SEED OR BROAD\CASTAT 15LB/ACRE SHEET NUMBER 20 0 20 40 WITH COVER CROP WITH COVER CROP OF GRAIN RYE AT 30LBS/ACRE SCALE 1" — 20'-0" _. 1" — 20' L-1.01 SCALE OF FEET L_