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HomeMy WebLinkAboutSDP201600049 Plan - Submittal (First) Final Site Plan and Comps. 2016-08-08F 11\\1A L ITE WH. I T F111 HA ly L ALBE-M--A-RLE SITE DATA OWNER: CROZET DEVELOPMENT SOLUTIONS, 1215 EAST MARKET STREET, SUITE B, CHARLOTTESVILLE, VA 22902 OWNER OF TAX MAP PARCEL 05600-00-00-11500 AND SARA M. MAUPIN, P.O. BOX 397, CROZET, VA 22932 OWNER OF TAX MAP PARCEL 05600-00-006AO DESCRIPTION DEVELOPER: VUE REALTY PARTNERS, LLC., 1821 AVON STREET, SUITE 200, CHARLOTTESVILLE, VIRGINIA 22902 PHONE 434-979-2900, CONTACT MR. WILLIAM PARK COMPOSITE UTILITY PLAN (20 SCALE) TAX MAP / PARCEL NUMBER: 05600-00-00-11500 AND 05600-00-006AO PROJECT NOTES AND DETAILS PROPERTY ADDRESS: BLUE RIDGE AVENUE, CROZET, VIRGINIA 22932 STORM SEWER PROFILES PROPERTY SIZE: 21.854 ACRES BOUNDARY SURVEY ZONING: R-6 RESIDENTIAL, WITH FLOOD HAZARD OVERLAY (FH) & PRESERVED STEEP SLOPES OVERLAY MAGISTERIAL DISTRICT: WHITEHALL EXISTING TOPOGRAPHIC SURVEY COMPREHENSIVE PLAN: CROZET COMMUNITY — URBAN GENERAL (CT -4) SANITARY SEWER AND SITE DISTANCE PROFILES DRINKING WATER WATERSHED: LICKINGHOLE CREEK / SOUTH FORK RIVANNA RIVER RESERVOIR SITE LAYOUT AND DIMENSION PLAN (50 SCALE) PROPOSED USE: MULTI FAMILY RESIDENTIAL LANDSCAPING PLAN (50 SCALE) TOTAL NUMBER OF UNITS / DENSITY: 126 MULTI FAMILY UNITS = 5.77 UNITS PER ACRE, 54 1 BR UNITS, 72 2BR UNITS DENSITY BONUS FACTORS: NONE LANDSCAPING PIAN (20 SCALE) WAIVER/VARIANCE REQUESTS: NONE SITE LAYOUT AND DIMENSION PLANT (20 SCALE) SURVEY SOURCE: HAMRICK ENGINEERING, P.C., 540-248-7407 LANDSCAPING PLAN (20 SCALE) DATUM: NAVD 1988 ACCESSIBLE ROUTE PLAN BENCHMARK: NAIL IN BLUE RIDGE AVENUE, ELEVATION 698.02 RETAINING WALL DETAILS IMPERVIOUS COVER BREAKDOWN: LAND USE: SQ. FT. ACRES SITE GRADING PLAN (50 SCALE) BUILDINGS: 69,297 1,591 SITE DETAILS SIDEWALKS: 28,290 0.649 SITE GRADING PLAN (20 SCALE) ASPHALT PARKING PAVING 84,855 1.948 STANDARD WATER AND SANITARY SEWER DETAILS CONCRETE POOL DECK: 4,446 0.102 SITE GRADING PLAN (20 SCALE) TOTAL IMPERVIOUS AREA: 186,888 4.290 MAXIMUM PAVED PARKING AND VEHICULAR CIRCULATION AREA: 1.948 ACRES OR 84,855 S.F. SETBACKS: FRONT = 25', SIDE = 15', REAR = 20' MAXIMUM HEIGHT OF STRUCTURE: 35' NUMBER OF EMPLOYEES: NOT APPLICABLE RECREATIONAL AREA: PASSIVE DEDICATED OPEN SPACE = 14.817 ACRES OR 68% OF TOTAL SITE SWIMMING POOL AND CLUB HOUSE AIREA PARKING DATA: BUILDING USE: MULTI FAMILY RESIDENTIAL SPACES REQUIRED: 1.5 SPACES PER 1 BED ROOM UNIT TOTAL NUMBER OF 2 2EIiDSPRW 6;J S2 BE� ROOM UNIT TOTAL NPAgff PMUIREE5D ROCI5i xU134-P-- (240 x 72) = 225 SPACES PROVIDED: SPACES DELINEATED = 218 H.C. PER ADA = 7 TOTAL PROVIDED = 225 ALL SPACES ARE 9'x18' UNLESS OTHERWISE NOTED TRAFFIC GENERATION FIGURES: ITE LAND USE CODE: 280 NEW DAILY TRIPS: 887 AM PEAK: 65 PM PEAK: 87 PTJA FOR VL1 J �7 DIS T riICT C -0 U- VTY VUE REALTY PARTNERS, LLC ATTN.- MR. WILLIAM PARK 1821 AVON STREET, SUITE 200 CHARLOTTESVILLE, VIRGINIA 22902 PHONE: 434-979-2900 c CROZET DEVELOPMENT 0 SOLUTIONS, LLC 0RCy��'D C� J P JARMANS GAP ROAD P G� VICINITY MAP SCALE: 1 " = 2,000' Land Planingng e Public Works *Environmental Erasfl Wo Hamrick, Jr., F.E. 156 Laurel EMRoad Route 612 Fast 540-248-7407 Verona, VA 24482 bwhe>mgCa)ve>rizon. net VIRG INIA PLAN SHEET INDEX SHEET NO. DESCRIPTION SHEET NO. DESCRIPTION 1 TITLE SHEET 14 COMPOSITE UTILITY PLAN (20 SCALE) 2 PROJECT NOTES AND DETAILS 15 STORM SEWER PROFILES 3 BOUNDARY SURVEY 16 WATERLINE AND STORM SEWER PROFILES 4 EXISTING TOPOGRAPHIC SURVEY 17 SANITARY SEWER AND SITE DISTANCE PROFILES 5 SITE LAYOUT AND DIMENSION PLAN (50 SCALE) 18 LANDSCAPING PLAN (50 SCALE) 6 SITE LAYOUT AND DIMENSION PLAN (20 SCALE) 19 LANDSCAPING PIAN (20 SCALE) 7 SITE LAYOUT AND DIMENSION PLANT (20 SCALE) 20 LANDSCAPING PLAN (20 SCALE) 8 ACCESSIBLE ROUTE PLAN 21 RETAINING WALL DETAILS 9 SITE GRADING PLAN (50 SCALE) 22 SITE DETAILS 10 SITE GRADING PLAN (20 SCALE) 23 STANDARD WATER AND SANITARY SEWER DETAILS 11 SITE GRADING PLAN (20 SCALE) 24 STANDARD WATER AND SANITARY SEWER DETAILS 12 COMPOSITE UTILITY PLAN (50 SCALE) 25 SITE LIGHTING PLAN 13 COMPOSITE UTILITY PLAN (20 SCALE) FACE OF CURB T/C PROJECT SYMBOLS CENTER TO CENTER PROPOSED WATER LINE S PROPOSED SEWER! LINE I-ew. EXISTING WATER LINE k7 EXISTING SEWER LINE --- ---- ---- ---- ----- EXISTING CONTOURS 43 PROPOSED CONTOURS DELTA EXISTING SANITARY MANHOLE EASEMENT PROPOSED SANITARY MANHOLE -'� - EXISTING DRAINAGE STRUCTURE EXISTING PROPOSED DRAINAGGE STRUCTURE EXISTING STORM SEWER C PROPOSED STORM SEWER _—----------- ---------- FENCE LINE UTILITY POLE Q GUY WIRE —�%v OVERHEAD UTILITY LINE -----u ---- UNDERGROUND TELEPHONE --�G� EXISTING POWER UNDERGROUND TELEPHONE PEDESTAL EXISTING GAS SL PROPOSED SEWER LATERAL WS { PROPOSED WATER LATERAL -- EXISTING FIRE HYDRANT .k PROPOSED PROPOSED FIRE HYDRANT EXISTING CURB & GUTTER PROPOSED CURB 8c GUTTER REVERSE CURB & GUTTER LEGEND ABBREVIATIONS CC CENTER TO CENTER CG CURB & GUTTER C CENTERLINE CMP CORRUGATED METAL PIPE CONC. CONCRETE DIP DUCTILE IRON PIPE A DELTA ESMT EASEMENT ELEV. ELEVATION EX. EXISTING F.H. FIRE HYDRANT GR GROUND SHOT INV. INVERT L LENGTH MH MANHOLE N/F NOW OR FORMERLY O.C. ON CENTER R PROPERTY LINE PVMT. PAVEMENT EP EDGE OF PAVEMENT R RADIUS RCP REINFORCED CONCRETE PIPE R.D. ROOF DRAIN R/W RIGHT OF WAY SAN SANITARY WM WATER MAIN TBM TEMPORARY BENCH MARK F/C FACE OF CURB T/C TOP OF CURB T/P TOP OF PAVEMENT T/S TOP OF SIDEWALK T/G TOP OF GROUND W/ WITH C.O. SAN. SEW. CLEAN OUT IPF IRON PIN FOUND IPS IRON PIN SET NOTE: NOT AILL LEGEND ITEMS MAY APPEAR IN THESE PLANS PLAN APPROVAL PLANNING / ZONING ENGINEER BUILDING OFFICIAL ARCHITECTURAL REVIEW BOARD FIRE OFFICIAL ACSA VDOT �$VINLT H OP O llr BRASIL W. HAMRICK, Jr. LICENSE No. F A 31 trz PLOT DATE.• 08/08/16 JOB No. 02-0206 SHEET C1 OF C2.: ALBEMARLE COUNTY GENERAL NOTES: GENERAL CONSTRUCTION NOTES FOR SITE PLANS 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPED IS 2:1 (HORIZONTAL. -VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM TO THE MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND VIRGINIA SUPPLEMENT. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1936). T GENERAL CONSTRUCTION NOTES FOR STREETS: 1. GENERAL CONSTRUCTION NOTES FOR STREETS (THIS LIST IS IN ADDITION TO THE GENERAL CONSTRUCTION NOTES) 2. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296-5832) 48 HOURS IN T OFCONSTRUCTION. ADVANCE OF THE STAR 3. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO VDOT. IF A SUB GRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. 4. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 5. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 6. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG -9 (A,B OR C). 7. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE -1. 8. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. 9. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THE PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 10. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. 11. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS, 12. THE SPEED LIMIT TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 13. VDOT STANDARD CD -1 OR CD -2 CROSS DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. 14. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT. GENERAL CONSTRUCTION NOTES FOR EROSION AND 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 SPECIFICATION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND CONTROL SEDIMENT 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 W OR REVIEW A APPROVAL TH P N A SUPPLEMENTARY EROSION CONTROL PIAN TO THE OWNER FANDBY E LA APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY, 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUN-OFF PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS FOR 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 MATERIAL SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:00 AM TO 9:00 PM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR 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 STORM WATER 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 OF 50/50 MIX OF ANNUAL RYE GRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/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 90LBS/1000SF. INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/1000SF. 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 A GOOD OF GRASS. SILT FENCES AND DIVERSION DIKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUSH 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.) RIVANNAH WATER AND SEWER AUTHORITY (RWSA) GENERAL WATER AND SANITARY SEWER NOTES 1. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL COMPLY WITH THE LATEST VERSION OF THE GENERAL WATER AND SEWER DESIGN AND CONSTRUCTION STANDARDS - VERSION 1.0, ADOPTED IN DECEMBER 2015, EXCEPT AS MODIFIED BELOW OR MODIFIED IN SPECIAL NOTES. 2. RWSA SHALL APPROVE ALL CONSTRUCTION MATERIALS AND METHODS OF CONSTRUCTION. 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 FACULTIES ON WEEKENDS OR HOLIDAYS WITHOUT SPECIAL WRITTEN PERMISSION FROM RWSA. 6. FOR SANITARY SEWER LINE CONSTRUCTION: RWSA MAY REQUIRE BYPASS PUMPING FOR 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 TO ANY EXISTING UTILITIES SHALL BE REPAIRED BY THE CONTRACTOR TO THE ORIGINAL CONDITION AT NO ADDITIONAL COST TO THE OWNER. 8. EROSION AND SEDIMENT 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 SPRING LINE 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. ACSA GENERAL WATER & SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 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) FEET OF COVER MEASURED FROM THE TOP OF THE PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). GENERAL UTILITY NOTES 1. CONTACT MISS UTILITY AT 1-800-552-7001 48 HOURS PRIOR TO ANY GRADING OR DIGGING TO HAVE UNDERGROUND UTILITIES MARKED. THE CONTRACTOR SHALL VERIFY ALL UTILITY INFORMATION PRIOR TO CONSTRUCTION TO INCLUDE TYPE AND SIZE OF PIPE AND SERVICES TO HIS OWN SATISFACTION. 2. ALL EXISTING UTILITIES SHOWN ON THIS PLAN HAVE BEEN TAKEN FROM AVAILABLE RECORDS AND ARE APPROXIMATE THE CONTRACTORS REQUIRED TO DIG TEST PITS IN ADVANCE OF TRENCHING IN ORDER TO DETERMINE THE EXACT LOCATION AND ELEVATION AT CROSSINGS. IF A CONFLICT IS DISCOVERED, NOTIFY HAMRICK ENGINEERING, P.C. AT (540)248-7407. PRIOR TO BEGINNING INSTALLATION OF UTILITIES, CONTRACTOR SHALL VERIFY INVERTS AT ALL CONNECTIONS WITH EXISTING UTILITIES PRIOR TO PURCHASING OR ORDERING ANY PRECAST STRUCTURES. 3. ALL HYDRANT LOCATIONS TO BE APPROVED BY THE ALBEMARLE COUNTY FIRE MARSHAL PRIOR TO FINAL APPROVAL BY THE COUNTY AND ARE TO BE INSTALLED ACCORDING TO COUNTY STANDARDS. 4. ALL BLASTING REQUIREMENTS TO INSTALL UTILITIES SHALL REQUIRE A PERMIT AND SHALL BE PERFORMED IN ACCORDANCE WITH THE ALBEMARLE COUNTY STANDARDS AND THE PROJECT SPECIFICATIONS. 5. ALL STORM SEWER SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT SPECIFICATIONS SECTION 302 AND SECTION 252 AND AS SPECIFIED IN THE DRAWINGS. 6. ALL CONCRETE USED IN UTILITY CONSTRUCTION SHALL BE 4000 PSI CONCRETE IN ACCORDANCE WITH VDOT SPECIFICATION UNDER 217. 7. NO PLANTINGS OR ERECTION OF OTHER OBSTRUCTIONS SHALL BE MADE WITHIN FOUR FEET OF ANY FIRE HYDRANT. 8. ALL HYDRANT BRANCHES SHALL HAVE A MINIMUM COVER OF 3.0'. 9. ALL UTILITIES TO BE PLACED UNDER EXISTING COUNTY STREETS MUST BE BORED OR JACKED UNLESS SPECIFICALLY APPROVED OTHERWISE OR NOTED ON THE PLANS. 10. WATER METERS SHALL BE LOCATED IN AN ACCESSIBLE LOCATION AND SHALL NOT BE INSTALLED UNDER EXISTING PIPING OR CLOSE TO OTHER FACILITIES. 11. WATER AND SEWER UTILITY CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH ALBEMARLE COUNTY SERVICE AUTHORITY AND RIVANNA WATER AND SEWER AUTHORITY CONSTRUCTION SPECIFICATIONS 12. A 10 FOOT HORIZONTAL SEPARATION SHALL BE MAINTAINED UNLESS OTHERWISE SPECIFIED BETWEEN ALL WATER LINES AND SANITARY SEWER LINES IN ACCORDANCE WITH STATE HEALTH DEPT. STANDARDS. COORDINATION NOTES 1. THE CONTRACTOR SHALL OBTAIN THE FOLLOWING PERMITS REQUIRED FOR CONSTRUCTION OF THESE PLANS; VDOT LAND USE PERMIT, ALBEMARLE COUNTY LAND DISTURBANCE PERMITS, AND ALBEMARLE COUNTY BUSINESS LICENSE. CONTRACTOR SHALL PROVIDE ALL NECESSARY FORMS AND FEES FOR OBTAINING THE PERMITS, INCLUDING APPLICATION FEES AND REQUIRED BONDING COSTS. 2. ANY TIME WORK IS PERFORMED OFF-SITE OR WITHIN AN EXISTING EASEMENT, THE CONTRACTOR IS TO NOTIFY THE HOLDER OF SAID EASEMENT AS TO THE NATURE OF PROPOSED WORK, AND TO FOLLOW ANY GUIDELINE OR STANDARDS WHICH ARE ASSOCIATED WITH OR REFERENCED IN THE RECORDED EASEMENT. 3. THE CONTRACTOR IS TO CHECK THAT ALL EASEMENTS, LETTERS OF PERMISSION, ETC, ARE RECORDED/OBTAINED PRIOR TO THE START OF ANY CONSTRUCTION. 4. CONTRACTOR SHALL COMPLY WITH FENCING AND TREE PRESERVATION SIGNAGE REQUIRED BY ALBEMARLE COUNTY CODE. 5. VIRGINIA STORM WATER MANAGEMENT PROGRAM (VSMP) PHASE 1 LAND CLEARING GENERAL PERMIT HAS BEEN OBTAINED BY THE PROPERTY OWNER. MISCELLANEOUS NOTES 1. PORTIONS OF THE PROPERTY DESCRIBED HEREON LIES WITHIN FLOOD ZONE AE OR THE 100 -YEAR AND 500 -YEAR FLOOD PLAIN, AS DETERMINED BY THE UNITED STATE FEDERAL EMERGENCY MANAGEMENT AGENCY, AND AS SHOWN ON THE FLOOD INSURANCE RATE MAP (FIRM), NUMBER 51003CO229D WITH AN EFFECTIVE DATE OF FEBRUARY 4, 2005. 2. THE CONTRACTOR SHALL VERIFY ALL UTILITY INFORMATION PRIOR TO CONSTRUCTION TO INCLUDE TYPE AND SIZE OF PIPE AND SERVICES TO HIS OWN SATISFACTION. 3. HORIZONTAL DATUM: NAD -83 VERTICAL DATUM: NAVD 88 4. EXISTING TOPOGRAPHY FOR THIS SITE IS BASED ON A FIELD SURVEY PERFORMED BY HAMRICK ENGINEERING, P.C. DURING MARCH 2015. 5. CONTRACTOR SHALL BE INFORMED AND SHALL COMPLY WITH THE VIRGINIA OVERHEAD HIGH VOLTAGE LINE SAFETY ACT. ANY COSTS TO COVER LINES OR DISCONNECT SERVICE TO NEARBY POWER LINES SHALL BE AT THE CONTRACTORS EXPENSE. GENERAL NOTES 1. ALL FINISHED GRADING, SEEDING AND SODDING SHALL BE DONE IN SUCH A MANNER TO PRECLUDE THE PONDING OF THE WATER ON THE SITE, PARTICULARLY ADJACENT TO THE BUILDINGS OR STORM INLETS. 2. CONTRACTOR IS TO VERIFY THAT ALL UTILITIES I.E., WATER, SEWER, GAS, ELECTRIC, TELEPHONE, CABLE, ETC. ARE IN PLACE PRIOR TO CONSTRUCTION OF SUBBASE AND/OR PAVING. 3. PROPOSED UNDERGROUND UTILITIES SUCH AS ELECTRIC, TELEPHONE, AND CABLE WHICH SERVE THIS FACILITY SHALL BE LOCATED WITH A MINIMUM OF 5 FOOT SEPARATION FROM PUBLIC WATER MAINS AND SANITARY SEWER. 4. CONTRACTOR SHALL BE INFORMED AND SHALL COMPLY WITH THE VIRGINIA OVERHEAD HIGH VOLTAGE LINE SAFETY ACT. ANY COSTS TO COVER LINES OR DISCONNECT SERVICE TO NEARBY POWER LINES SHALL BE AT THE CONTRACTORS EXPENSE. 5. CUT AND PATCH WORK IN EXISTING PUBLIC STREETS MUST BE PERFORMED IN ACCORDANCE WITH VDOT AND ALBEMARLE COUNTY STANDARD AND SPECIFICATIONS. 6. ALL PIPES SHOWN AS RCP ON PLANS SHALL BE REINFORCED CONCRETE PIPE CONFORMING TO ASTM C-76, UNLESS INDICATED OTHERWISE ON PLANS. 7. A D OT ALL CONSTRUCTION SHALL COMPLY WITH OSHA SAFETY STANDARD FOR EXCAVATION 1926 PART P AN HER APPLICABLE OSHA REQUIREMENTS. 8. THESE PLANS AND PROFILES AND ALL THE NEW CONSTRUCTION WITH THIS PLAN SHALL BE IN ACCORDANCE WITH THE CURRENT APPROVED ALBEMARLE COUNTY SERVICE AUTHORITY'S GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, ANY AMENDMENTS THEREOF AND THE STANDARDS AND SPECIFICATIONS OF VDOT. 9. SAFETY SLABS ARE REQUIRED IN ALL STRUCTURES GREATER THAN 12' IN HEIGHT. 10. SURFACE DRAINAGE: COMPLETELY DRAIN CONSTRUCTION SITE DURING PERIODS OF CONSTRUCTION TO KEEP SOIL MATERIALS SUFFICIENTLY DRY. PROVIDE TEMPORARY DITCHES, SWALES, AND OTHER DRAINAGE FEATURES AND EQUIPMENT AS REQUIRED TO MAINTAIN DRY SOILS. WHEN UNSUITABLE WORKING PLATFORMS FOR EQUIPMENT OPERATION AND UNSUITABLE SOIL SUPPORT FOR SUBSEQUENT CONSTRUCTION FEATURES DEVELOP, REMOVE UNSUITABLE MATERIAL AND PROVIDE NEW SOIL MATERIAL AS SPECIFIED IN THIS SECTION AT NO ADDITIONAL COST TO THE OWNER. 11. SUBSURFACE DRAINAGE: CONSIDER SITE SURFACE AND SUBSURFACE CONDITIONS, AVAILABLE SOIL, AND HYDROLOGICAL DATA, REMOVE WATER BY BENCHING, SUMP PUMPING, DEEP WELL PUMPING, OR OTHER METHODS TO PREVENT SOFTENING OF SURFACES EXPOSED BY EXCAVATION. USE FILTERS ON DEWATERING DEVICES TO PREVENT REMOVAL OF FINES FROM SOIL. PROVIDE EROSION CONTROL AT OUTLET OF PIPING TO PREVENT EROSION. OPERATE DEWATERING SYSTEM CONTINUOUSLY UNTIL CONSTRUCTION WORK BELOW EXISTING WATER LEVELS IS COMPLETE. 12. ALL PAVING, DRAINAGE RELATED MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. 13. ALL PIPES SHOWN AS HDPE ON PLANS SHALL CONFORM TO AASHTO M294 (TYPE S) SMOOTH WALL INTERIOR PIPE, MATERIAL AND INSTALLATION SHALL BE IN ACCORDANCE WITH VDOT ROAD AND BRIDGE STANDARDS AND ROAD AND BRIDGE SPECIFICATIONS. 14. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 15. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL) WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 16. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE CURRENT EDITION OF THE "MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES" AND THE VIRGINIA SUPPLEMENT. 17. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 18. PRIOR TO COMMENCEMENT OF CONSTRUCTION, THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AFFECTING HIS WORK INCLUDING EXISTING TOPOGRAPHY. IF THERE ARE ANY DISCREPANCIES WITH WHAT IS SHOWN ON THE CONSTRUCTION DRAWINGS OR TOPOGRAPHIC SURVEY PLAN, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER IN ORDER TO DETERMINE THE COURSE OF ACTION NECESSARY TO CORRECT FOR SUCH DISCREPANCY. FAILING TO NOTIFY THE OWNER AND SECURING SUCH INSTRUCTION, THE CONTRACTOR WILL BE CONSIDERED TO HAVE PROCEEDED AT THEIR OWN RISK AND EXPENSE. 19. THE INSTALLATION OF HANDICAPPED PARKING SPACES, ACCESSIBLE ROUTES AND HANDICAPPED RAMPS SHALL COMPLY WITH THE "2010 ADA STANDARDS FOR ACCESSIBLE DESIGN" ISSUED BY THE DEPARTMENT OF JUSTICE ON SEPT. 15, 2010, OR THE LATEST EDITION. HANDICAPPED PARKING AND ACCESSIBLE ROUTES SHALL NOT EXCEED 2% CROSS SLOPE. HANDICAPPED RAMPS SHALL BE INSTALLED AS SHOWN ON THESE PLANS AND AS REQUIRED TO MEET THE LATEST ADA STANDARDS AT NO ADDITIONAL COST TO THE OWNER. !l SAW -CUT AND REM❑VE 18' WIDTH OF SURFACE ASPHALT F❑R FULL WIDTH ❑F SPEED HUMP TO TIE INT❑ EXISTING PAVEMENT TYPICAL BOTH SIDES FSLIGHTLY CONVEX CROSS SECTION] TAPER ENDS D❑WN T❑ EDGE ❑F GUTTER IN LIKE MANNER 5' TOP OF - PAVEMENT SPEED HUMP DETAIL NTS CONCRETE TO BE 3000 p.s.i. (MIN.) REVERSE PAN TO MATCH PAVEMENT GRADE WHERE SHOWN ON PLANS AS 1":1' a 2'-0" THIS AREA MAY BE CONCRETE AT THE OPTION OF THE CONTRACTOR THE BOTTOM OF THE CURB AND GUTTER MAY BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUB- SURFACE COURSES PROVIDED A MINIMUM DEPTH OF 7" IS MAINTAINED. COMBINATION 6" CURB AND GUTTER (CG -6) NOT TO SCALE NOTE: PROVIDE 30LB FELT BOND BREAKER WHERE ABUTTING BUILDING OR OTHER FIXED STRUCTURES 4" THICK CONCRETE WALK MIN SLOPE 1,/4" PER 1.0' SIDEWALK WIDTH Is ITAWAY FROM BUILDING 6.0' ADJACENT TO PARKING CG -6 CURB & -OR71REEI, 4.0 uimtRWISE/ - GUTTER (SEE DETAIL THIS SHEET) REVERSE PAN TO MATCH PAVEMENT d Q ° :i. WHERE SHOWN ON PLAN E,_i��L_,.� 4" VDOT NO. 21 -A, `; j =I l a. . AGGREGATE r ' �� , r -.' SUBGRADE COMPACTED TO 95% STD DENSITY TYPICAL SIDEWALK DETAIL Nor M SC&E SEE PAVEMENT DETAIL THIS SHEET FOR PARKING LOT PAVING REQUIREMENTS EXTEND SPECIFIED STONE BASE 1.0' PAST BACK OF CURB AND EXTEND GEOTEXTILE FABRIC UNDER BASE OF CURB & GUTTER NON -CONTROL JOINTS TO BE 6"- 4000 PSI CONCRETE W/ TIED TOGETHER USING 5/8" 1 CONTROL JOINTS EVERY 10' DOWELS 18" LONG SPACED AT 12 -INCH CENTERS 11 e I ° d d N0. 3 BARS 012" O.C. ,a, .._ �� EACH WAY CENTERED IN 3„ a' d . d A d SLAB 6" AGGREGATE BASE � o�o�o0o�o�o�0�000_0_�0VDOT N0, 21-A TYPICAL PAVEMENT DETAIL FOR CONCRETE DUMPSTER PAD NOT TO SCALE SUBGRADE COMPACTED TO 95% STANDARD PROCTOR DENSITY. 2" HOT ASPHALTIC CONCRETE -NOTE: IN AREAS WITH THE HATCH SYMBOL SURFACE SM -9.5 AL PROVIDE AN ADDITIONAL 3" OF VDOT BM -25 BASE ASPHALT IN ADDITION TO THE TYPICAL PAVEMENT SECTION _� r, _ '`"`I 8>' CRUSHED AGGREGATE BASE TYPE 1, VDOT 21-A .', .. ti ., . ,. ,, x;; ,Y s s , C_ "ti.'- COMPACTED TO 95% STANDARD PROCTOR DENSITY. .. ., ,.,.... , ., �. " 'd b � _ �_; PLACE FIRST 5 OVER GEOTEXTILE SAND FINAL 3 AFTER HEAVY COMPLETION OF HEAVY BUILDING CONSTRUCTION OR AS DIRECTED BY OWNER. AGGREGATE BASE TO EXTEND 1.0' PAST BACK OF CURB. PROVIDE GEOTEXTILE FABRIC �/ AS SPECIFIED ON SUBGRADE. SUBGRADE COMPACTED TO OVERLAP SEAMS 12". FABRIC 95% STANDARD PROCTOR TO BE EXTENDED UNDER CURB DENSITY. TYPICAL PAVEMENT DETAIL FOR INTERIOR DRIVES AND PARKING NOT TO SCALE CG -6 CURB & GUTTER .0' 6.0' - 2.08q EXISTING 40' R -O -W WIDTH AS NOTED VARIABLE PAVEMENT WIDENING 2.0' +/- TO 7.0' +/- TO ACHIEVE 13.0' WIDTH ON WEST SIDE OF BLUE RIDGE AVE. WIDENING PER VDOT STD WP -2 VARIABLE EXISTING --� 4" 3,500 PSI CONCRETE SIDEWALK ' ` EXTEND BASE COURSE \ 1.0' BEYOND BACK OF CURB SUBGRADE COMPACTED TO 95� STANDARD DENSITY FROM 15' EOP TO EOP TO 26' FC TO FC WEST SIDE I EAST SIDE 2.08 - .-- - _ _2.089,_ -2" SM -9.5A ASPHALT WEARING SURFACE 21-B BASE COURSE COMPACTED TO 95% STANDARD DENSITY TYPICAL BLUE RIDGE AVENUE STREET SECTION IMPROVEMENT NOT TO SCALE GENERAL VDOT NOTES 1. ALL WORK ON THIS PROJECT SHALL CONFORM TO THE CURRENT EDITIONS OF AND LATEST REVISIONS TO THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT) ROAD AND BRIDGE SPECIFICATIONS AND STANDARDS, THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS, AND ANY OTHER APPLICABLE STATE, FEDERAL OR LOCAL REGULATIONS. IN CASE OF A DISCREPANCY OR CONFLICT BETWEEN THE STANDARDS OR SPECIFICATIONS AND REGULATIONS, THE MOST STRINGENT SHALL GOVERN. 2. ALL CONSTRUCTION SHALL COMPLY WITH THE LATEST U.S. DEPARTMENT OF LABOR, OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA), AND VIRGINIA OCCUPATIONAL SAFETY & HEALTH (VOSH) RULES AND REGULATIONS. 3. WHEN WORKING WITHIN VDOT RIGHT-OF-WAY, ALL TRAFFIC CONTROL, WHETHER PERMANENT OR TEMPORARY, SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF VDOT'S WORK AREA PROTECTION MANUAL. FURTHERMORE, ALL TRAFFIC CONTROL FLAGGERS MUST BE CERTIFIED IN ACCORDANCE WITH SECTION 105.14(C) OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS. 4. THE DEVELOPER SHALL BE RESPONSIBLE FOR RELOCATING, AT HIS EXPENSE, ANY AND ALL UTILITIES, INCLUDING TRAFFIC SIGNAL POLES, JUNCTION BOXES, CONTROLLERS, ETC., OWNED BY VDOT OR PRIVATE / PUBLIC UTILITY COMPANIES. IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER TO LOCATE AND IDENTIFY UTILITY FACILITIES OR ITEMS THAT MAY BE IN CONFLICT WITH THE PROPOSED CONSTRUCTION ACTIVITY. VDOT APPROVAL OF THESE PLANS DOES NOT INDEMNIFY THE DEVELOPER FROM THIS RESPONSIBILITY. 5. DESIGN FEATURES RELATING TO FIELD CONSTRUCTION, REGULATIONS, AND CONTROL OR SAFETY OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY VDOT. ANY ADDITIONAL EXPENSE INCURRED AS A RESULT OF ANY FIELD REVISION SHALL BE THE RESPONSIBILITY OF THE DEVELOPER. 6. PRIOR TO INITIATION OF WORK, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING ALL NECESSARY VDOT LAND USE PERMITS FOR ANY WORK WITHIN VDOT RIGHT-OF-WAY. 7. IF REQUIRED BY THE LOCAL VDOT RESIDENCY OFFICE, A PRE -CONSTRUCTION CONFERENCE SHALL BE ARRANGED AND HELD BY THE ENGINEER AND/OR DEVELOPER WITH THE ATTENDANCE OF THE CONTRACTOR, VARIOUS COUNTY AGENCIES, UTILITY COMPANIES AND VDOT PRIOR TO INITIATION OF WORK. 8. THE CONTRACTOR SHALL NOTIFY THE LOCAL VDOT RESIDENCY OFFICE WHEN WORK IS TO BEGIN OR CEASE FOR ANY UNDETERMINED LENGTH OF TIME. VDOT REQUIRES AND SHALL RECEIVE 48 HOURS ADVANCE NOTICE PRIOR TO ANY REQUIRED OR REQUESTED INSPECTION. 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ADEQUATE ACCESS TO THE PROJECT FROM THE ADJACENT PUBLIC ROADWAY VIA A CONSTRUCTION ENTRANCE THAT IS CONSTRUCTED AND MAINTAINED ACCORDANCE N ED I N CCO NCE W LTH SECTION 3.02 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. FURTHERMORE, ACCESS T0 OTHER PROPERTIES AFFECTED BY THIS PROJECT SHALL BE MAINTAINED THROUGH CONSTRUCTION. THE DEVELOPER SHALL HAVE, WITHIN THE LIMITS OF THE PROJECT, AN EMPLOYEE CERTIFIED BY THE VIRGINIA DEPARTMENT OF CONSERVATION AND RECREATION (VDCR) IN EROSION AND SEDIMENT CONTROL WHO SHALL INSPECT EROSION AND SILTATION CONTROL DEVICES AND MEASURES ON A CONTINUOUS BASIS FOR PROPER INSTALLATION AND OPERATION. DEFICIENCIES SHALL BE PROMPTLY RECTIFIED. 10. CONTRACTOR SHALL ENSURE ADEQUATE DRAINAGE IS ACHIEVED AND MAINTAINED ON THE SITE DURING AND AT THE END OF CONSTRUCTION. 11. ALL WATER AND SEWER LINES WITHIN EXISTING OR PROPOSED VDOT RIGHT-OF-WAY SHALL HAVE A MINIMUM FORTY TWO (42) INCHES COVER AND WHEN POSSIBLE SHALL BE INSTALLED UNDER ROADWAY DRAINAGE FACILITIES AT CONFLICT POINTS. 12. ANY UNUSUAL SUBSURFACE CONDITIONS (E.G., UNSUITABLE SOILS, SPRINGS, SINKHOLES, VOIDS, CAVES, ETC.) ENCOUNTERED DURING THE COURSE OF CONSTRUCTION SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER AND VDOT. WORK SHALL CEASE IN THAT VICINITY UNTIL AN ADEQUATE DESIGN CAN BE DETERMINED BY THE ENGINEER AND APPROVED BY VDOT. 13. ALL FILL AREAS, BORROW MATERIAL AND UNDERCUT AREAS SHALL BE INSPECTED AND APPROVED BY A VDOT REPRESENTATIVE PRIOR TO PLACEMENT AND FILL. WHERE CBR TESTING IS REQUIRED, A VDOT REPRESENTATIVE SHALL BE PRESENT TO INSURE THE SAMPLE OBTAINED IS REPRESENTATIVE OF THE LOCATION. WHEN SOIL SAMPLES ARE SUBMITTED TO PRIVATE LABORATORIES FOR TESTING, THE SAMPLES SHALL BE CLEARLY IDENTIFIED AND LABELED AS BELONGING TO A PROJECT TO BE ACCEPTED BY VDOT AND THAT TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE VDOT STANDARDS AND PROCEDURES. 14. ALL ROADWAY FILL, BASE, SUBGRADE MATERIAL, AND BACKFILL IN UTILITY/STORM SEWER TRENCHES SHALL BE COMPACTED IN SIX (6) INCH LIFTS TO 95% OF THEORETICAL MAXIMUM DENSITY AS DETERMINED BY AASHTO T-99 METHOD A, WITHIN PLUS OR MINUS 2% OF OPTIMUM MOISTURE FOR THE FULL WIDTH OF ANY DEDICATED STREET RIGHT-OF-WAY. AT THE DIRECTION OF VDOT, DENSITY TESTS SHALL BE PERFORMED BY A QUALIFIED INDEPENDENT AGENCY IN ACCORDANCE WITH VDOT ROAD AND BRIDGE SPECIFICATIONS. CERTIFIED COPIES OF TEST REPORTS SHALL BE SUBMITTED TO VDOT DAILY, UNLESS SPECIFIED OTHERWISE. 15. VDOT STANDARD CD AND UD UNDERDRAINS SHALL BE INSTALLED WHERE INDICATED ON THESE PLANS AND/OR AS SPECIFIED BY VDOT. 16. THE INSTALLATION OF ANY ENTRANCES AND MAILBOXES WITHIN ANY DEDICATED STREET RIGHT-OF-WAY SHALL MEET VDOT MINIMUM DESIGN STANDARDS AND IS THE RESPONSIBILITY OF THE DEVELOPER. 17, PRIOR TO VDOT ACCEPTANCE OF ANY STREETS, ALL REQUIRED STREET SIGNAGE AND/OR PAVEMENT MARKINGS SHALL BE INSTALLED BY THE DEVELOPER OR, AT VDOT'S DISCRETION, BY VDOT ON AN ACCOUNT RECEIVABLE BASIS FOLLOWING THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. 18. THE DEVELOPER SHALL PROVIDE THE VDOT RESIDENCY OFFICE WITH A LIST OF ALL MATERIAL SOURCES PRIOR TO THE START OF CONSTRUCTION. COPIES OF ALL INVOICES FOR MATERIALS UTILIZED WITHIN ANY DEDICATED STREET RIGHT-OF-WAY MUST BE PROVIDED TO THE LOCAL VDOT RESIDENCY OFFICE PRIOR TO ACCEPTANCE OF THE WORK. UNIT AND TOTAL PRICES MAY BE OBSCURED. 19. AGGREGATE BASE AND SUBBASE MATERIALS SHALL BE PLACED ON SUBGRADE BY MEANS OF A MECHANICAL SPREADER. DENSITY WILL BE DETERMINED USING THE DENSITY CONTROL STRIP IN ACCORDANCE WITH SECTION 304 OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS AND VTM-10. A CERTIFIED COMPACTION TECHNICIAN SHALL PERFORM THESE TESTS. CERTIFIED COPIES OF TEST REPORTS SHALL BE SUBMITTED TO VDOT DAILY, UNLESS SPECIFIED OTHERWISE. IN ADDITION TO CHECKING STONE DEPTHS, A VDOT REPRESENTATIVE SHALL BE NOTIFIED AND GIVEN THE OPPORTUNITY TO BE PRESENT DURING THE CONSTRUCTION AND TESTING OF THE DENSITY CONTROL STRIP. 20. ASPHALT CONCRETE PAVEMENTS SHALL BE PLACED IN ACCORDANCE WITH SECTION 315 OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS. DENSITY SHALL BE DETERMINED USING THE DENSITY CONTROL STRIP AS SPECIFIED IN SECTION 315 AND VTM-76. A CERTIFIED COMPACTION TECHNICIAN SHALL PERFORM THESE TESTS. CERTIFIED COPIES OF TEST REPORTS SHALL BE SUBMITTED TO VDOT DAILY, UNLESS SPECIFIED OTHERWISE. A VDOT REPRESENTATIVE SHALL BE NOTIFIED AND GIVEN THE OPPORTUNITY TO BE PRESENT DURING THE CONSTRUCTION AND TESTING OF THE CONTROL STRIP. 21. IN ACCORDANCEFOUNDATIONS WITH SECTION H C ON 302.03, THE FOR PIPE CULVERTS THIRTY-SIX (36) INCHES AND LARGER SHALL BE EXPLORED BELOW THE BOTTOM OF THE EXCAVATION TO DETERMINE THE TYPE AND CONDITION OF THE FOUNDATION. THE CONTRACTOR SHALL REPORT FINDINGS OF FOUNDATION EXPLORATION TO THE ENGINEER AND VDOT FOR APPROVAL PRIOR TO PLACING PIPE. FOUNDATION DESIGNS SHALL COMPLY WITH VDOT ROAD AND BRIDGE STANDARD PB -1. WHERE SOFT, YIELDING, OR OTHERWISE UNSUITABLE FOUNDATION IS ENCOUNTERED, THE FOUNDATION DESIGN AND/OR NEED FOR FOUNDATION STABILIZATION SHALL BE DETERMINED BY THE ENGINEER AND APPROVED BY VDOT. 22. THE FOUNDATIONS FOR ALL BOX CULVERTS SHALL BE INVESTIGATED BY MEANS OF EXPLORATORY BORINGS ADVANCED BELOW PROPOSED FOUNDATION ELEVATION TO DETERMINE THE TYPE AND CONDITION OF THE FOUNDATION. THE CONTRACTOR SHALL SUBMIT COPIES OF BOREHOLE LOGS AND REPORT FINDINGS OF FOUNDATION EXPLORATION TO THE ENGINEER AND VDOT FOR APPROVAL PRIOR TO CONSTRUCTING BOX. FOUNDATION DESIGNS SHALL COMPLY WITH VDOT ROAD AND BRIDGE STANDARD PB -1. CONTRARY TO THE STANDARD, WHERE ROCK IS ENCOUNTERED AND CAST -IN-PLACE BOX IS PROPOSED, THE THICKNESS OF BEDDING SHALL BE SIX (6) INCHES. WHERE SOFT, YIELDING, OR OTHERWISE UNSUITABLE FOUNDATION IS ENCOUNTERED, THE FOUNDATION DESIGN AND/OR NEED FOR FOUNDATION STABILIZATION SHALL BE DETERMINED BY THE ENGINEER AND APPROVED BY VDOT. 23. APPROVAL OF THESE PLANS SHALL EXPIRE FIVE (5) YEARS FROM THE DATE OF THE APPROVAL LETTER. 24. VDOT STANDARD CG -12 CURB RAMPS SHALL BE INSTALLED WHERE INDICATED ON THESE PLANS AND/OR AS SPECIFIED BY VDOT. 25. VDOT STANDARD GUARDRAIL SHALL BE INSTALLED WHERE WARRANTED AND/OR AS PROPOSED ON THESE PLANS IN ACCORDANCE WITH VDOT'S INSTALLATION CRITERIA. FINAL APPROVAL OF THE GUARDRAIL LAYOUT TO BE GIVEN BY VDOT AFTER GRADING IS MOSTLY COMPLETE. z O 0- U CIOw Q 0 z w w Q 0 0 LoN _ o 1 00 N 0 0 00 O o z o = w o m J CL 0 z m O D U 0 z_ Lij W z_ CD z W w w f $ ® _ L. A >r W ti g k U N 10 ,� m ra I %0 X 43 �o q n I- U_ cr I- W Q J J a I W F- T_ Q Z_ a cr �: z D O U W J cr Q G W m Q 1 ` - - - '-\ C,4 N /_ - - U C7 TYPICAL BLUE RIDGE AVENUE STREET SECTION IMPROVEMENT NOT TO SCALE GENERAL VDOT NOTES 1. ALL WORK ON THIS PROJECT SHALL CONFORM TO THE CURRENT EDITIONS OF AND LATEST REVISIONS TO THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT) ROAD AND BRIDGE SPECIFICATIONS AND STANDARDS, THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS, AND ANY OTHER APPLICABLE STATE, FEDERAL OR LOCAL REGULATIONS. IN CASE OF A DISCREPANCY OR CONFLICT BETWEEN THE STANDARDS OR SPECIFICATIONS AND REGULATIONS, THE MOST STRINGENT SHALL GOVERN. 2. ALL CONSTRUCTION SHALL COMPLY WITH THE LATEST U.S. DEPARTMENT OF LABOR, OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA), AND VIRGINIA OCCUPATIONAL SAFETY & HEALTH (VOSH) RULES AND REGULATIONS. 3. WHEN WORKING WITHIN VDOT RIGHT-OF-WAY, ALL TRAFFIC CONTROL, WHETHER PERMANENT OR TEMPORARY, SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF VDOT'S WORK AREA PROTECTION MANUAL. FURTHERMORE, ALL TRAFFIC CONTROL FLAGGERS MUST BE CERTIFIED IN ACCORDANCE WITH SECTION 105.14(C) OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS. 4. THE DEVELOPER SHALL BE RESPONSIBLE FOR RELOCATING, AT HIS EXPENSE, ANY AND ALL UTILITIES, INCLUDING TRAFFIC SIGNAL POLES, JUNCTION BOXES, CONTROLLERS, ETC., OWNED BY VDOT OR PRIVATE / PUBLIC UTILITY COMPANIES. IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER TO LOCATE AND IDENTIFY UTILITY FACILITIES OR ITEMS THAT MAY BE IN CONFLICT WITH THE PROPOSED CONSTRUCTION ACTIVITY. VDOT APPROVAL OF THESE PLANS DOES NOT INDEMNIFY THE DEVELOPER FROM THIS RESPONSIBILITY. 5. DESIGN FEATURES RELATING TO FIELD CONSTRUCTION, REGULATIONS, AND CONTROL OR SAFETY OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY VDOT. ANY ADDITIONAL EXPENSE INCURRED AS A RESULT OF ANY FIELD REVISION SHALL BE THE RESPONSIBILITY OF THE DEVELOPER. 6. PRIOR TO INITIATION OF WORK, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING ALL NECESSARY VDOT LAND USE PERMITS FOR ANY WORK WITHIN VDOT RIGHT-OF-WAY. 7. IF REQUIRED BY THE LOCAL VDOT RESIDENCY OFFICE, A PRE -CONSTRUCTION CONFERENCE SHALL BE ARRANGED AND HELD BY THE ENGINEER AND/OR DEVELOPER WITH THE ATTENDANCE OF THE CONTRACTOR, VARIOUS COUNTY AGENCIES, UTILITY COMPANIES AND VDOT PRIOR TO INITIATION OF WORK. 8. THE CONTRACTOR SHALL NOTIFY THE LOCAL VDOT RESIDENCY OFFICE WHEN WORK IS TO BEGIN OR CEASE FOR ANY UNDETERMINED LENGTH OF TIME. VDOT REQUIRES AND SHALL RECEIVE 48 HOURS ADVANCE NOTICE PRIOR TO ANY REQUIRED OR REQUESTED INSPECTION. 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ADEQUATE ACCESS TO THE PROJECT FROM THE ADJACENT PUBLIC ROADWAY VIA A CONSTRUCTION ENTRANCE THAT IS CONSTRUCTED AND MAINTAINED ACCORDANCE N ED I N CCO NCE W LTH SECTION 3.02 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. FURTHERMORE, ACCESS T0 OTHER PROPERTIES AFFECTED BY THIS PROJECT SHALL BE MAINTAINED THROUGH CONSTRUCTION. THE DEVELOPER SHALL HAVE, WITHIN THE LIMITS OF THE PROJECT, AN EMPLOYEE CERTIFIED BY THE VIRGINIA DEPARTMENT OF CONSERVATION AND RECREATION (VDCR) IN EROSION AND SEDIMENT CONTROL WHO SHALL INSPECT EROSION AND SILTATION CONTROL DEVICES AND MEASURES ON A CONTINUOUS BASIS FOR PROPER INSTALLATION AND OPERATION. DEFICIENCIES SHALL BE PROMPTLY RECTIFIED. 10. CONTRACTOR SHALL ENSURE ADEQUATE DRAINAGE IS ACHIEVED AND MAINTAINED ON THE SITE DURING AND AT THE END OF CONSTRUCTION. 11. ALL WATER AND SEWER LINES WITHIN EXISTING OR PROPOSED VDOT RIGHT-OF-WAY SHALL HAVE A MINIMUM FORTY TWO (42) INCHES COVER AND WHEN POSSIBLE SHALL BE INSTALLED UNDER ROADWAY DRAINAGE FACILITIES AT CONFLICT POINTS. 12. ANY UNUSUAL SUBSURFACE CONDITIONS (E.G., UNSUITABLE SOILS, SPRINGS, SINKHOLES, VOIDS, CAVES, ETC.) ENCOUNTERED DURING THE COURSE OF CONSTRUCTION SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER AND VDOT. WORK SHALL CEASE IN THAT VICINITY UNTIL AN ADEQUATE DESIGN CAN BE DETERMINED BY THE ENGINEER AND APPROVED BY VDOT. 13. ALL FILL AREAS, BORROW MATERIAL AND UNDERCUT AREAS SHALL BE INSPECTED AND APPROVED BY A VDOT REPRESENTATIVE PRIOR TO PLACEMENT AND FILL. WHERE CBR TESTING IS REQUIRED, A VDOT REPRESENTATIVE SHALL BE PRESENT TO INSURE THE SAMPLE OBTAINED IS REPRESENTATIVE OF THE LOCATION. WHEN SOIL SAMPLES ARE SUBMITTED TO PRIVATE LABORATORIES FOR TESTING, THE SAMPLES SHALL BE CLEARLY IDENTIFIED AND LABELED AS BELONGING TO A PROJECT TO BE ACCEPTED BY VDOT AND THAT TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE VDOT STANDARDS AND PROCEDURES. 14. ALL ROADWAY FILL, BASE, SUBGRADE MATERIAL, AND BACKFILL IN UTILITY/STORM SEWER TRENCHES SHALL BE COMPACTED IN SIX (6) INCH LIFTS TO 95% OF THEORETICAL MAXIMUM DENSITY AS DETERMINED BY AASHTO T-99 METHOD A, WITHIN PLUS OR MINUS 2% OF OPTIMUM MOISTURE FOR THE FULL WIDTH OF ANY DEDICATED STREET RIGHT-OF-WAY. AT THE DIRECTION OF VDOT, DENSITY TESTS SHALL BE PERFORMED BY A QUALIFIED INDEPENDENT AGENCY IN ACCORDANCE WITH VDOT ROAD AND BRIDGE SPECIFICATIONS. CERTIFIED COPIES OF TEST REPORTS SHALL BE SUBMITTED TO VDOT DAILY, UNLESS SPECIFIED OTHERWISE. 15. VDOT STANDARD CD AND UD UNDERDRAINS SHALL BE INSTALLED WHERE INDICATED ON THESE PLANS AND/OR AS SPECIFIED BY VDOT. 16. THE INSTALLATION OF ANY ENTRANCES AND MAILBOXES WITHIN ANY DEDICATED STREET RIGHT-OF-WAY SHALL MEET VDOT MINIMUM DESIGN STANDARDS AND IS THE RESPONSIBILITY OF THE DEVELOPER. 17, PRIOR TO VDOT ACCEPTANCE OF ANY STREETS, ALL REQUIRED STREET SIGNAGE AND/OR PAVEMENT MARKINGS SHALL BE INSTALLED BY THE DEVELOPER OR, AT VDOT'S DISCRETION, BY VDOT ON AN ACCOUNT RECEIVABLE BASIS FOLLOWING THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. 18. THE DEVELOPER SHALL PROVIDE THE VDOT RESIDENCY OFFICE WITH A LIST OF ALL MATERIAL SOURCES PRIOR TO THE START OF CONSTRUCTION. COPIES OF ALL INVOICES FOR MATERIALS UTILIZED WITHIN ANY DEDICATED STREET RIGHT-OF-WAY MUST BE PROVIDED TO THE LOCAL VDOT RESIDENCY OFFICE PRIOR TO ACCEPTANCE OF THE WORK. UNIT AND TOTAL PRICES MAY BE OBSCURED. 19. AGGREGATE BASE AND SUBBASE MATERIALS SHALL BE PLACED ON SUBGRADE BY MEANS OF A MECHANICAL SPREADER. DENSITY WILL BE DETERMINED USING THE DENSITY CONTROL STRIP IN ACCORDANCE WITH SECTION 304 OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS AND VTM-10. A CERTIFIED COMPACTION TECHNICIAN SHALL PERFORM THESE TESTS. CERTIFIED COPIES OF TEST REPORTS SHALL BE SUBMITTED TO VDOT DAILY, UNLESS SPECIFIED OTHERWISE. IN ADDITION TO CHECKING STONE DEPTHS, A VDOT REPRESENTATIVE SHALL BE NOTIFIED AND GIVEN THE OPPORTUNITY TO BE PRESENT DURING THE CONSTRUCTION AND TESTING OF THE DENSITY CONTROL STRIP. 20. ASPHALT CONCRETE PAVEMENTS SHALL BE PLACED IN ACCORDANCE WITH SECTION 315 OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS. DENSITY SHALL BE DETERMINED USING THE DENSITY CONTROL STRIP AS SPECIFIED IN SECTION 315 AND VTM-76. A CERTIFIED COMPACTION TECHNICIAN SHALL PERFORM THESE TESTS. CERTIFIED COPIES OF TEST REPORTS SHALL BE SUBMITTED TO VDOT DAILY, UNLESS SPECIFIED OTHERWISE. A VDOT REPRESENTATIVE SHALL BE NOTIFIED AND GIVEN THE OPPORTUNITY TO BE PRESENT DURING THE CONSTRUCTION AND TESTING OF THE CONTROL STRIP. 21. IN ACCORDANCEFOUNDATIONS WITH SECTION H C ON 302.03, THE FOR PIPE CULVERTS THIRTY-SIX (36) INCHES AND LARGER SHALL BE EXPLORED BELOW THE BOTTOM OF THE EXCAVATION TO DETERMINE THE TYPE AND CONDITION OF THE FOUNDATION. THE CONTRACTOR SHALL REPORT FINDINGS OF FOUNDATION EXPLORATION TO THE ENGINEER AND VDOT FOR APPROVAL PRIOR TO PLACING PIPE. FOUNDATION DESIGNS SHALL COMPLY WITH VDOT ROAD AND BRIDGE STANDARD PB -1. WHERE SOFT, YIELDING, OR OTHERWISE UNSUITABLE FOUNDATION IS ENCOUNTERED, THE FOUNDATION DESIGN AND/OR NEED FOR FOUNDATION STABILIZATION SHALL BE DETERMINED BY THE ENGINEER AND APPROVED BY VDOT. 22. THE FOUNDATIONS FOR ALL BOX CULVERTS SHALL BE INVESTIGATED BY MEANS OF EXPLORATORY BORINGS ADVANCED BELOW PROPOSED FOUNDATION ELEVATION TO DETERMINE THE TYPE AND CONDITION OF THE FOUNDATION. THE CONTRACTOR SHALL SUBMIT COPIES OF BOREHOLE LOGS AND REPORT FINDINGS OF FOUNDATION EXPLORATION TO THE ENGINEER AND VDOT FOR APPROVAL PRIOR TO CONSTRUCTING BOX. FOUNDATION DESIGNS SHALL COMPLY WITH VDOT ROAD AND BRIDGE STANDARD PB -1. CONTRARY TO THE STANDARD, WHERE ROCK IS ENCOUNTERED AND CAST -IN-PLACE BOX IS PROPOSED, THE THICKNESS OF BEDDING SHALL BE SIX (6) INCHES. WHERE SOFT, YIELDING, OR OTHERWISE UNSUITABLE FOUNDATION IS ENCOUNTERED, THE FOUNDATION DESIGN AND/OR NEED FOR FOUNDATION STABILIZATION SHALL BE DETERMINED BY THE ENGINEER AND APPROVED BY VDOT. 23. APPROVAL OF THESE PLANS SHALL EXPIRE FIVE (5) YEARS FROM THE DATE OF THE APPROVAL LETTER. 24. VDOT STANDARD CG -12 CURB RAMPS SHALL BE INSTALLED WHERE INDICATED ON THESE PLANS AND/OR AS SPECIFIED BY VDOT. 25. VDOT STANDARD GUARDRAIL SHALL BE INSTALLED WHERE WARRANTED AND/OR AS PROPOSED ON THESE PLANS IN ACCORDANCE WITH VDOT'S INSTALLATION CRITERIA. FINAL APPROVAL OF THE GUARDRAIL LAYOUT TO BE GIVEN BY VDOT AFTER GRADING IS MOSTLY COMPLETE. z O 0- U CIOw Q 0 z w w Q 0 0 LoN _ o 1 00 N 0 0 00 O o z o = w o m J CL 0 z m O D U 0 z_ Lij W z_ CD z W w w f $ ® _ L. A >r W ti g k U N 10 ,� m ra I %0 X 43 �o q n I- U_ cr I- W Q J J a I W F- T_ Q Z_ a cr �: z D O U W J cr Q G W m Q U-) C,4 N U C7 N w C) V- N U Oft� w O� m :2 U w 0 0 0 z w I- Lli w Q � w U Q = V) m Ln TM55C-00-B ��- CROZET CROSSING I -�OVMUNITY ASSOCIATION, INC.. I 11 DB. 2228, P. 122 I tK�, \\�r'g_I R6 RESIDENTIAL I \ NtK 0'S �� ,' VACANT I IPF 48 \ /PS \ ` . � \ TM55C-3-A \ \sem � �),\ . ` - _ CROZET DEVELOPMENT SOLUTIONS, LLC 6• \ F` N _ DB.3447,P.218 0836 \ �� \ \\ �% .5�6• APPROXIMATE LOCATION R6 RESIDENTIAL sr - S9 100 YEAR FLOOD ZONE AE --N--, VACANT F. I. R. M. 51003CO229D \ CIA/- 23 \\ `117 , �\ . \ \c" DATED FEBRUARY 4, 2005 ............. - - \ 6 \ _ _ TM56A1-1-25 IPF 6 \ - - CROZET DEVELOPMENT SOLUTIONS, LLC p 3``� \ OO, 00. O� \ / LOT 1, WAYLAND DIVISION S�0<FS�OF c�i 2 -\ \ �\. F�C'yy'Q�'q �, 4.39 ACRES- ��T��</ o,I, 3� S70 SOF 8��,, -----_ SEE PLAT DB.265,P.344 c�FF�� ' R6 RACONT TIAL 00 • � 00 \ 6 h s ooxx 9 \\ \ 0 S N C'�740944E �O �060j ' 0 Lo _ TM56A 1— 1-26 F`OT MICHAEL / MARSHALL \ �• ` ALICE R. MARSHALL ti \� ��000 \ \ o\ i' - \ �'v'. �\ LOT 3, WAYLAND DIVISION DB.2057,P.159 R5 RESIDENTIAL `� SINGLE FAM/LY �l r • R � ' — wE'Q EA'SE'MENT �, .,� `� <� AR lPS ? OB96 \ \ `\ >i, \ \ r'9. �\ TM56A 1— 1-26B W I O> A 6; //POST Aster \`�o- MICHAEL J. MARSHALL O / / / s4� 83� \ F`� S ` ALICE R. MARSHALL j 3 ,� ti� / \ C`y�p \ �O `� LOT 4, WAYLAND DIVISION I DB. 1553,P. 166 4 �\J N �p SSO // / \s�p� \ \ `\ R6 RESIDENTIAL C5 \ VACANT I ,per O� ter' \ lPF \ \ \ �F�� \ \ s \ �`� TM56A 1- 1-30 m pFsy� �6 \ 5p 04, ,1' Utz\ `�\ MICHAEL J. MARSHALL V i0'QO sz > ,W 2 �. \ a,�s \ ALICE R. MARSHALL L" 20' ACSA 5'5p O6 \ `� <�\ j� ` LOT 5, WAYLAND DIVISION I — SEWER EASEMENT — T9 c'4' N72 15'50' so� �� cp: 2 DB. 1 160,P.496 /PS �\ \ \ `� I Z F` \ S 5 R6 RESIDENTIAL TML A 1- A S DB. 940, P 61 p O O n 3 MICHAEL J. MARSHALL <lCl S�F`C,T� �O 7 �0S \ \ / = N N 'A� \ �� VACANT ALICE R. MARSHALL I I I SHEA y T c<F` O� N o �' �'f� S 1 \� DB. 1 160, P. 496 I TM56A 1- 'Q " ` 5 3 R6 RESIDENTIAL I 1-33 IPF`� 56 g9' VACANT /F,F Ob I R6 RES/DENTIAL TM56A 1- 1-30A 53 I SINGLE FAM/Ly pg 2 \ MICHAEL J. MARSHALL— O 1 k SA�e 9S ALICE R. MARSHALL 5� -I—ER—EMIAI-I LANE — LOT 6, WAYLAND DIVISION ,6 r1F'�`I� O cOp ZELLER- O!t N rn I 1''E �� 25 \ DB. 1 160,P.496 5 xk o N TM56A 1 SABER - - ` \ \A R - 1-32A 32 O o 9 3 ` q3 3 R5 RESIDENTIAL (` � OB. 2194, P. 658 rM56A 1- 1- Q O 1 1 VACANT \P DB. 590, P. 474 i,3'� TM56A 1- 1- o \ 2 30 2 0 E 03, 50 3a J�QR\J IPF S/NGLE EFAM. R6 RES/DENT 2' P,3 948 -z a' , \ �� F 51 06 A• �6' 6g k0 S56'35 33'E IPF S56-7 -,-T E SING N �� \ 530 2' 13 ,,� �\ 3 9 ��5' 125.64' D o \. s 5 2 a 2S Q6' 1 �n o53 5 AS k 00 SURVEY NOTES 1. DATA SHOWN HEREON FROM A CURRENT FIELD SURVEY 2, PROPERTIES SHOWN ARE WITHIN L/CKINGHOLE CREEK WATER SUPPLY WATERSHED AND SOUTH FORK RIVANNA WATER SUPPLY WATERSHED. 3. THE STREAM BUFFER SHOWN HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE. 4. PROPERTIES ZONED R-5 RESIDENTIAL. PORTIONS WITHIN 100 YEAR FLOOD HAZARD OVERLAY DISTRICT (FH) AND PRESERVED STEEP SLOPES. IPF a 3.25' I E FAMIL Y O 293.63' I O n /Ps 1 ��3•� 6Q A IPF ro DZ/P \ \\\ \P 1� \�� \ N z- I N34'08' 13 E �-� ) N o N I I S 0 yi TM56- 115 DB. 4650, P. 576 O I I HOZ 4g /PS 21.298 ACRES R6 RESIDENTIAL So0 < DASHED PROPERTY LINES TO BE VACATED (TYPICAL) m CURVE DATA III o �\ \`�\\ \ IPF V56*09'07"W 164. C 1- R=332. 15' =49'51 '00" �\ �_,\ '31,vv �\ \ r _----16 -20' IPF ARC=288.99' TAN= 154.36' o p2 \ ` TM56-6A 9• 6 \ 533'56'54 "W CHD=N 17'20 20 "W 279.96' �� ' m N1 1 1 1 �`, \ S33'S0 53'W i SARAH M. MAUPIN 95.65' 86.27' 1 D8. 12,30,P.471 VARIABLE WIDTH \ lPS \ 0.556 ACRES RWSA WATER LINE \ R5 RESIDENTIALEASEMENT S 62 :\ \ VARIABLE R. W. S.A. ��� SINGLE FAMILY I DB.3912,P.563 TM56-7 a- \S- SANITARY SEWER lPF♦-' WILLIAM M. HUNT O Ftp Q O� jy X EASEMENT \ �; KELLY V. HUNT ��5� ` �, OB. 3912, P. 555 0�;� 555'44'12 "W DB. 2532, P. 643 S y \ �, 42.08' R6 RESIDENTIAL SINGLE FAMILY �'p \ 9 -� �� G2 6g 30 20' A.C.S.A. GINIORP .. 41'S ovq 1 \.SANITARY SEWER VIRa G 1 �. p 3 \ EASEMENT 0OMI0 i CI,A P G EMENT gp ENT g1'p \ DB. 9\9, P. 132 PN IABD E EA310 VJIOTEASEM �p R Lig52'Q RIAg1 �OPC 83 RDAW \ \ �ATCDB'3 OT VANS 868 P.3 5 GNP R-0 `� \ \ C2 -R= 1 172.58' 0=3'50'06" \ \ ARC=78.48' TAN=39.26' GU, CRT DB'3 JARnAO E ddlpT \\ CHD=N79'09'05"W 78.47' W Q D O N O CD � N 00 O O \ O 00 Z O S D � W m r- 0 CL J O Z m O W D a:Q Q z Z) M0 W O O II W J a U V) Q z 0 U M yJ z 0 Q W CC T� Q MWe W Q W, O N O N W m W O Z W a 0 N U r77Acr B POR77ON OF 7M55C-3—A 1.J4J ACRES D8.J447,P.218 .ate P 7M654A1-1-31 \\ MICHAEL ✓. A"RSHALLAUCE / �\ SHALL DB RG�4496 �g • � �a Lt�ji jg, s _ 1J VAR Qqp Ap wOT QjaEWZSl5D�, X04 Q;1' �/%q til 40 , RAN, R DELM ARC TAN. CHD BEARING CHO C7 7172.38 J'S0 06 78.48 J9. B N 9'09 OS 78.47 C2 33215 49'3100 288.99 154.,76 S1T2020 279.95 T� `D CD I co CD Q LJ F -- H O J PARKING ANALYSIS BUILDING USE: MULTI FAMILY RESIDENTIAL SPACES REQUIRED: 1.5 SPACES PER 1 BED ROOM UNIT 2.0 SPACES PER 2 BED ROOM UNIT TOTAL NUMBER OF 1 BED ROOM UNITS = 54 TOTAL NUMBER OF 2 BED ROOM UNITS = 72 TOTAL SPACES REQUIRED: (1.5 x 54) + (2.0 x 72) = 225 SPACES PROVIDED: SPACES DELINEATED = H.C. PER ADA =- TOTAL TOTAL PROVIDED = ALL SPACES ARE 9'x18' UNLESS OTHERWISE NOTED i �q AM i [�� ^I 'Wp A0•gp ti Z O U (!) w 0 O Z W 0Y W Q 0 U� ti w `i o `n CO N O O 1 O 1 N z� �o o O O s 41 M� Q tl W0 W 1— oz Z< Q J 1 Z Op < J Z W W 2 1_ 550 Q Z S z O U w a w m J Q N U O L0 U `i o `n CO N O O 1 O 1 N o O O N Q W0 W 1— m II w m > _1 O T Z O Z W J Lit U p Q Cf) C, Q Z S z O U w a w m J Q N U O L0 U L to MATCH LINE SEE SHEET C7 BLUE RIDGE AVENUE z 0 1= n U w O z w w H Q U� w Q p� zr��w u-) x c0 a U o N O O C14 LL. w z 0 1= n U w O z w w H Q U� w Q Elk � LO N Z ev O o � U N O O C14 LL. w 0 Z OZ O LLJ z�. J = 0014 � �o O C) Nii I) W ..4 Q F— 0O Z z r a w o ~C-4> �o b s m Q a > O Q U-, LO N Z ev O H � U N O O C14 LL. 0 Z OZ O LLJ J = W m O C) I) w Q F— 0O Z z r a w W w �o m m Q 2 J ( Q O U-, LO N — — — — — — — — — — — - ev O o N U N O O C14 LL. 0 �Of OZ O LLJ ---_�� = N m C) I) w Q _ 0O Z z �o z w W I- w �o m U Q 2 ( ul MATCH LIN E SEE EE- Z O n U w O Z w ry n I Oz zQ Q J Z Op Q C, J J Z W W Cn Q a n z C) CCcc N U > U O I � � z N J O W O � 1=- w Q O - Ory w CD z m w J N Q n C) Ln N Cy U O I N N I'D p O O 00 Ory CD z 0 w N = W U C:) II m > Q 0 p w Z F O Z w F - o -j w w LLJ o U Q 2 D (n D C/) THE VUE SITE IMPRACTICALITY ANALYSIS Two tests have been established to determine site impracticality. Because of its topography and the character of the development proposed, the Site Analysis Test has been applied to determine the site feasibility of The Vue. The following summarizes the process and findings of this test: Step A: Calculate the percentage of total buildable area of the undisturbed site with a natural grade less than 10% slope. Total area of the site: 21.854 acres Buildable area of site: 6.276 acres = 273,382.6 s.f. Area within the buildable area with slopes < 10%: 3.799 acres = 165,484.4 s.f. Step B: Calculate the percentage of accessible units Percentage of site area with slopes < 10%: (100%) x (165,484.4 s.f./273,382.6 s.f.) _ 60.53% Total number of ground floor units proposed = 63 units 63 units x 0.6053% = 39 ground floor units required to be accessible. Step C: Additional covered units In addition to the number of units required by the preceding analysis, all ground floor units must meet the design requirements of the Guidelines if they are served by a planned building entrance which is on an accessible route, i.e., on a walkway having a slope no greater than 8.33% between the planned entrance and a vehicular or pedestrian arrival point. This requires the builder/developer to review the site plan a second time to determine if additional accessible routes and/or entrances have been created that will increase the number of covered accessible units. Whenever accessible routes or entrances have been created to provide access to the minimum required number of units, any additional units that may be served by those entrances also must meet the requirements of the Guidelines. The units proposed for The Vue may be summarized as shown in the following table: Building # #Ground Floor Units # Ground Floor Units on Accessible Route 100 7 7 200 7 2 300 7 3 400 7 3 500 7 4 600 7 7 700 7 3 800 7 4 900 7 7 TOTAL 63 40 Based on the site and practicality analysis, 39 units are required to be accessible for the buildings listed. This number has been exceeded by one unit. Q4P Z O a ry U (n W 0 14 LJ ry W H Q a) W U U Q Q U� Z CO U O � o� N W NU D CJ) Q > ry "9 O Lj Q U Li U_ W O — ct CD z 2 Q N O Lj O MW W cr_ J Z C w 00 FW- y LO ti xw� W v ��c UZ o 3 a �0> a) W U U Q �O Q Z CO U O � N W NU D CJ) Q > -� O W Q U Z = W O O CD �y 2 Q N O A O MW W cr_ J Z Q �O .I CO N 00 NU O I N O O CD �y N O A O cr_ Z m FW- LO ao W v 3 II M O � _ Z O Z O Z Ld —I W O U Q = N 0 V) 14A( . Q4p 40 z O a U (n w 0 Z W ry WJ w D w z Q J CL C5 z Q a:Q 0 w F— Al J F- U cr CO J J Q w F- 2 Q z z D O U w _._I Q w m J Q ,D O O Ln o N Ln N 00 p O O � O Z p Ln cr— W m Q W I— I— m II _ ;— w > z U O Cl Z J O 0- Z W W O J U C/) W Q C� W = Cf) MATCH LINE SEE SHEET C10 X14 f 0 c� �j1y z � yva OFwi co m CO rn o c: m / w .O O (n. II o' O co m 0_, 77700 (n N / t D nI On (n\ �>\ (n O ACn J o w II �,�.� t+ cQ � 0 m J m 03 v yr (A ��9 , v' O - N10 C 00 4� C) :.miff' :\ N O Lo �C,) �`r) CD-- \ cn 0--+ ° � U)0�0(.0 N J (n (p cy)O 7)? Wim\ N coJI- -4 o�C) 70� _ ' o o� 1 t m wn. O j ���a' on; `. l f 0 .1� v' c� 1 �ly _ _ Tl �l D 6q9 -F1 �1 O = c _ T1 ' -� A cin (,, � T%S o t=I O z �l rT1 fel (n (`r i O (n�� (D�v7 Oo3.0 (- V) � C I a- - \ (P — \ MATCH LINE SEE SHEET C10 = N m0 ' oCD (%7 a 41: CD ID y { �_ -Ayr t`°`•\ c\ �,,, I I � N (^`� _ y c" r%' w O v c". 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" ��,' c , co c`;. _ Tl V7 O . - x r.) O 1 = W � 0 0 6 9 �_ TI �1 —{ o r Tl - I (nm cn P\ T�S rn x o f� ITl rnrn fTl fT10n rT1 ;13I Oo3.0 ° CD 00 Cl)�� _ A tir n II - °' cn , (0 -4o -i o' i o o\ . o �lI I I o \l I I U o 2� co '40 , w� wc��� Ncn o-' O O O N �N .' 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O� .00, �° 60 � c' S ` / �iS�> GJ .�6 'o `� �`� O O�� /- ♦ O d s 9G O c' _ o •o � o ° � r � // `� o �\ oor ` o s sClll 6'° C, \0y o� �o os `� ° s 9•os F� \, 1911, o oao\ �0 �6� °�� o�� jos �6� 1 � do ♦ �- 9C' 9 o��-� s o c� > b �' 9>� I G � G69 Or 99� O�s sQ I C6\'a\; ss ��o s a o s s ���'� ♦♦ s ��� 9>� 1`� �y OC?ti O ♦ \� o,''�i ,ro 9� o, cn , 6 a� Oy I9 10 \ �y O t ♦♦ 06 r�\y X30 > J 9 A 9 �'0 98 2 9 � O 9 > 8 S (o 0111 Aj `o o; 6 O rn X69 \\ SJ r T/W-13.00 T W-15.00 T/W-17.50r O 697 y 2 ,,q v 9� B/W -98.00 /W-11.50,' B/W -17.0(3 _ o ♦ H= 15.00' H= 3.50' H= 0.50' � )" k ti `' Q) (7) � 9>r ---- C/ c > g'4o cp 90ff CA cb ,\ n� o 0 0 0� o ti� y goo a �zt • � °� �' O c� � � ��, � ,, ' oQ,I tiro W 9 G G' r �`° `\y aTti. g IN�' S\ 701 r/c cJ n goo c4 ��� �� ocv ii �� 3` N cn o — — — — — — — 4 702 c� y �o`°\ cam\ m o, '� v� n '� \ N o 6 cn -, C) j4 --y Aq, o D sn o cn 'n� o cn s a o rn c� m n rn cn �, U w 9 cn \ r o w cn I O� c �� o N w 9 rn N g c �\ O 1 nor o m a00,0 ��� c0 -,-� '� 8 cp (A U7 :� (D-- O co f( l rn O�� CncO�y `Oy o V 9 No a� \ G ro O�or y C;- C) O c0 � C) m � cn CD o C,� N oo -+ \ -+ q co m c� �' CT) o g°\ O\ �\ O o ONC) y. 1 _ - —i � C") N C) r w - ` O A6 r moi rnn Sd� i N� 1. f \ 0 .1 s 02. " ��,' c , co c`;. _ Tl V7 O . - x r.) O 1 = W � 0 0 6 9 �_ TI �1 —{ o r Tl - I (nm cn P\ T�S rn x o f� ITl rnrn fTl fT10n rT1 ;13I Oo3.0 ° CD 00 Cl)�� _ A tir n II - °' cn , (0 -4o -i o' i o o\ . o �lI I I o \l I I U o 2� co '40 , w� wc��� Ncn o-' O O O N �N .' N �-, 0U, 700 CD N C N i o� C:) cn / v o cn ¢ N N) ZNEW CA > N Z O� N +' C XN �\ �n O� V/ O�� Ln NO DC7" .CO C7A-'�. - - -•t cn O CP cma M A I C F --I L_ I N E S E E !E; I—I E E:: -F C-- 4z-) o� z° �w Lo co xo 0 z w Ino Z Q J CL 0 Z 0 Q r: V w C0 Q L Z O 0 a: N U N U W O O N W Q U = J Q CD LL - Z Q 00 Oz MW W O p Q L O Ln N N U \0 O O N O Q CD LL - � Q 00 Oz O p W N m ALJ W U i- m > C3 z J 0 a Z w f— w w m U F -- w O = 07 C) C/) EXISTING 8" PVC ACSA SAN. SEW. LINE oN RWSA WATER CONNECTION NOTES 1. CONTRACTOR SHALL COORDINATE WITH RWSA AND ACSA DURING CONSTRUCTION OF THE CONNECTION TO THE EXISTING RWSA 12" WATERLINE. CONTRACTOR SHALL USE DUE DILIGENCE TO PROTECT THE RWSA 12" WATERLINE DURING CONSTRUCTION AND TAPPING. 2. CONTRACTOR SHALL VERIFY THE HORIZONTAL AND VERTICAL LOCATION, THE OUTSIDE DIAMETER AND THE PIPE MATERIAL OF THE 12" WATERLINE PRIOR TO ORDERING THE TAPPING SLEEVE. RWSA SHALL BE CONTACTED 3 BUSINESS DAYS IN ADVANCE OF THE TEST PIT AND SHALL BE PRESENT DURING THE TEST PIT. THE TAPPING SLEEVE SHALL BE APPROVED BY RWSA PRIOR TO BEING ORDERED. THE TAPPING CONTRACTOR SHALL BE APPROVED BY RWSA PRIOR TO THE TAP. 3. A MINIMUM OF 3 BUSINESS DAYS' NOTICE SHALL BE GIVEN PRIOR TO INSTALLATION OF THE TAPPING SLEEVE. THE TAPPING SLEEVE AND VALVE SHALL BE INSTALLED PLUMB. FOLLOWING THE PLACEMENT OF THE TAPPING SLEEVE, A CONCRETE PAD AND THRUST BLOCK SHALL BE PLACED UNDER AND BEHIND THE TAPPING SLEEVE AND ALLOWED TO SET BEFORE THAT TAP IS MADE. 4. PRIOR TO MAKING THE TAP, THE TAPPING SLEEVE SHALL AND VALVE SHALL BE SUBJECTED TO A HYDROSTATIC PRESSURE TEST. THE TEST PRESSURE SHALL BE TWO HUNDRED (200) PSI OR ONE AND ONE HALF (1.5) TIMES THE ANTICIPATED WORKING PRESSURE OF THE LINE, WHICHEVER IS GREATER FOR A DURATION OF THIRTY (30) MINUTES WITH NO PRESSURE DROP. RWSA SEWER CONNECTION NOTES 1. ALL CONNECTIONS TO RWSA MANHOLES SHALL BE WATERTIGHT AND MADE WITH A FLEXIBLE RUBBER BOOT. 2. ALL CORING METHODS, THE CORING CONTRACTOR AND ALL MATERIALS FOR CONSTRUCTION SHALL BE APPROVED BY RWSA IN WRITING PRIOR TO CONSTRUCTION. 3. RWSA ENGINEERING STAFF SHALL BE PRESENT FOR ALL CORES INTO THE MANHOLES. CONTACT RWSA ENGINEERING A MINIMUM OF 3 BUSINESS DAYS IN ADVANCE TO SCHEDULE A CORE OF A MANHOLE. 4. BYPASS PUMPING MAY BE REQUIRED AT THE SOLE DISCRETION OF RWSA STAFF. 5. GROUTING OF MANHOLE BENCH OR INTERIOR MAY BE REQUIRED, AT THE SOLE DISCRETION OF RWSA STAFF, FOR A SMOOTH TRANSITION OF FLOW. 6. EXISTING MANHOLES SHALL BE BACKFILLED TO ORIGINAL GRADE TO THE SATISFACTION OF RWSA. Nr. 0 / low i i EXISTING 8" DI RWSA —�` 00, SAN. SEW. LINE 17 \ �F $'o�G�,rs / STA 1+00 BEGIN CONSTRUCTION WATER LINE A CONNECT TO RWSA 12" MAIN SEE RWSA CONNECT NOTES THIS SHEET n. \ F 9 11 ABANDONED RWSA SAN. SEW. LINE— EXISTING INE —EXISTING 8" DI ACSA----- gXISTINC 8 pVC / WATER LINE \ \ SEW. LINE ACSA —EXISTING 8" PVC ACSA SAN. SEW. LINE ery _ _ I _ EXISTING Z;zWATEER LINE DI ACSA y EXISTING WATER LINE " DI RWSA :4 EXISTING 8" DI RWSA SAN. SEW. LINE STA 1+00 BEGIN CONSTRUCTION OF SANITARY SEWER WITH CONNECTION TO ACSA SANITARY SEWER MANHOLE BLUERDGAVE 1-2 AS A MINIMUM FOLLOW RWSA CONNECTION NOTES THIS SHEET co 0 I CD 0 G7 W O tl MATCH LINE SEE SHEET C13 aI� Z O ry U U) W O Z W ry EL U ,,D N ry w O z N OD I O N ICDNOD J F - Z) w F- A w w F' - L 7 D s � DLLUC rllLjuC H V CIVUC ,,D N O N OD I O N ICDNOD O Q O CK z 0 m n Q 04 LLJ w U ~ m O O Z O Z J W W O U Q = -� V) o V) MH M .o. T (=: F_ - I— I N E S E E !ES 1--i f= F-7- C I 2 EACH BUILDING WILL BE EQUIPPED WITH A FULLY AUTOMATIC SPRINKLER SYSTEM PER NFPA 13R. ALL FIRE DEPARTMENT CONNECTIONS (FDC'S) SHALL FACE THE STREET OR PARKING LOT SURFACE. vY e f O� Z t0 a x O tl k g 0Yn0j U� O N O Q U-) O N Ln U Z 1 O � z� o > N LL_00 O W cj) (O N z�. 0 v z S II w U F- -� n m O W Q U Z LSI J w F- LLJw O D C) (n `t= 0 J F_ Z) W F_ A ,,0N O N O Q U-) O N Ln U Z 1 O � U - > N LL_00 O W cj) (O N w m -p z S II w U F- -� n m O W Q U Z LSI J w F- LLJw O D C) (n `t= 0 (n r Q MW W Q ,,0N O N O U-) O N Ln U 00 1 O CD N O O N LL_00 O Q z (O N w m I- LJ S II w U F- -� n m O _ > O z O Z Z LSI J w F- LLJw O D C) (n `t= 0 (n 750 _ 750 STORM SEWER PROFILE STR 13 - STR 23 SCALE: HORIZONTAL: 1"=50', VERTICAL: 1"=10' 740 740 730 730 720 720 710 710 700 - 700 690 690 680 680 670 - _ _ 670 660 _ _: 660 650 650 1+00 1+50 2+00 2+50 3+00 3+50 STORM SEWER PROFILE STR 14 - STR 26 SCALE: HORIZONTAL: 1"=50', VERTICAL: 1"=10' 750 740 750 730 720 740 _. _ _ 740 710 700 - 700 690 730 - _ _ . _ _ _ 730 730 _ _ _ _ _ _ 730 670 ----- --- _ 710 670 660 2+00 720 _ 720 720 650 720 1+00 1+50 2+00 _ STORM SEWER W 710 710 710 -_---- 710 1 "=10' SCALE: HORIZONTAL: 1 "=50', VERTICAL: 1 "=10' o co 3r. W w 700 700 J w 0 w w Q J 700 700 U) c/) 0 z m 690 690 690 -- 690 0 _.--__. - 680 680 680 _ _ 680 670 670 670 ' 670 660 660 1+00 1+50 2+00 2+50 sso _ _ _ - 660 STORM SEWER PROFILE STR 5 - STR 12 SCALE: HORIZONTAL: I"=50', VERTICAL: 1"=10' 650 _ _ _ _- _ - _ _ _ _ _ _ _ 650 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 STORM SEWER PROFILE STR 1 - STR 8 SCALE: HORIZONTAL: I"=50', VERTICAL: 1"=10' 740 740 730 730 720 720 710 710 680 680 650 650 1+00 1+50 2+00 STORM SEWER PROFILE STR 24 - STR 29 SCALE: HORIZONTAL: 1"=50', VERTICAL: 1 "=10' 730 730 720 720 710 710 700 700 690 _ _ _ _ _ 690 680 680 670 _ 670 660 660 1+00 1+50 STORM SEWER PROFILE STR 6 - STR 10 SCALE: HORIZONTAL: 1"=50', VERTICAL: 1"=10' 730 _ _-_ _ --- -----.---__ _ __- 740 730 720 730 _ 720 710 "' 740 710 700 - 700 690 _ _ _ _ 710 690 680 700 680 670 ----- --- _ 710 670 660 2+00 660 650 STORM SEWER 650 STORM SEWER 1+00 1+50 2+00 _ STORM SEWER W PROFILE STR 6 - STR 10 PROFILE STR 14 - STR 28 J SCALE: HORIZONTAL: I"=50', VERTICAL: 1"=l0' 740 _ _ _-_ _ --- -----.---__ _ __- 740 750 750 730 _ _ , -_-_ _ 730 740 740 720 .__ _ _ _ _ 720 730 730 710 _ _ _ _ _ _ 710 720 720 700 ------------,-----' 700 . _ ._ 10 ----- --- _ 710 z 0 F=- m U Li 0 0 z w w Q 0 690 _ 690 700 ____ 700 Ln N 680 _ 680 690 690 O 670 670 680 680 o D 1+00 1+50 2+00 _ 1+00 1+50 2+00 0 o STORM SEWER O STORM SEWER Q 0 _ PROFILE STR 18 - STR 30 W PROFILE STR 6 - STR 10 W J z SCALE: HORIZONTAL: 1"=50', VERTICAL: 1 "=10' SCALE: HORIZONTAL: 1 "=50', VERTICAL: 1 "=10' o co 3r. W w m J w 0 w w Q J o U) c/) 0 z m 0 D W _I U- 0 cr CL or- W 3:w L a: 0 F— U) t— Q Ln N ♦Z V O o� o D 0 Z > 0 J O 1J Q U _ r W O W J z LLJ � Q co 3r. W m J w Q Lc) Ln N U O N o N 0 o m O U z LLJ co 0 z w F- w w Q w o U) c/) 750 740 730 720 710 750 720 710 700 �X�\ �_ --� - 740 _ 700 730 _ _ _ _ - - _ _ _ _ _ 730 720 _ 720 710 710 730 690 '� - ---- -- 690 680 --'- ----------------------------------------------------------- 680 670 - -_"" - 670 660 660 650 _ _ _ _ _ . _ ___.. _ _ _ 650 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 WATERLINE A PROFILE SCALE: HORIZONTAL: 1"=50', VERTICAL: 1"=10' 750 750 740 740 730 _ _ _ _ - - _ _ _ _ _ 730 720 _ 720 710 710 750 750 740 740 730 730 720 720 710 700 690 710 700 690 WATERLINE C PROFILE WATERLINE D PROFILE SCALE: HORIZONTAL: 1"=50', VERTICAL: 1"=10' SCALE: HORIZONTAL: 1"=50', VERTICAL: I"=10' 750 _ _ 750 740 750 740 730 720 740 730 J,. .�� 710 730 720 720 --'- ----------------------------------------------------------- ------- - 710 710 - -_"" - 710 700 700 _ _ ,/ _ _._ 690 690 680 680 670 670 660 660 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 WATERLINE B PROFILE SCALE: HORIZONTAL: 1"=50', VERTICAL: 1"=10' 750 _ _ _ _ _ 750 740 740 730 730 720 720 710 J,. .�� 710 700 690 680 700 690 680 STORM SEWER PROFILE STR 31 - STR 36 SCALE: HORIZONTAL: 1"=50', VERTICAL: 1"=10' I 740 680 660 650 640 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 SANITARY SEWER PROFILE EX MH TO MH 6 SCALE: HORIZONTAL: 1"=50', VERTICAL: 1"=10' 730 720 710 670 660 1+00 1+50 2+00 2+50 3+00 3+50 SANITARY SEWER PROFILE MH 4 TO MH 9 SCALE: HORIZONTAL: 1"=50', VERTICAL: 1"=10' 4+00 750 740 730 720 710 700 690 IIIIIIIII01 670 660 6+00 6+50 7+00 7+50 8+00 730 720 740 �woI� z m a x 730 04 720 z 710 O 1-- n v w 0 700 C r 690 I w ry w Q 680 670 660 650 640 8+50 9+00 730 730 720 LINE OF SITE -.7- ___------------ GRADE LINE O Z O H z z � Z� (n U I zY 710 O11 O _ _ I ,�_Q }} J Q = N w O OW w J I W w 0 Ln 00 00 V00 Ld N w C7 w Z cy- Qf 710 m0 700 ~ a LL. 1+00 2+00 3+00 4+00 O z BLUE RIDGE AVENUE m SIGHTLINE PROFILE LOOKING NORTH 0 M \\ SCALE: HORIZONTAL: I"=50', VERTICAL: 1"=10' 700 730 730 720 w 720 Lf) Z O H � z CN (n U W � Z J Q N J I W 00 00 710 � cy- Qf 710 O O ~ a LL. QF N N . O z ® a m O J 0 M \\ � M ' 700 Y 700 r` m O o :2C) w 00 w U K m 0 NH \\ S Z 690 WO � z= \� ��,, —' 690 z z z 0 680 680 670 _ _ _ __. _ 670 1+00 2+00 3+00 4+00 BLUE RIDGE AVENUE SIGHTLINE PROFILE LOOKING SOUTH SCALE: HORIZONTAL: 1"=50', VERTICAL: 1"=10' 730 720 710 700 Q Lf) Z O H � cv CN U W � Z O N J I W O 00 =J w ~ O O ~ a LL. w \ m O J 0 Q Lf) O Ln cv CN U O N � I 00 N w O O 4 � LL. \ U O 00 0 L O r` m _ o :2C) w w K m 0 o z z z 0 z J w w O U Q = —D 0 O 0 PLANT LIc LARGE STREET AND SHADE TREE SCIENTIFIC NAME ACER RUBRUM 'RED SUNSET' BETULA NIGRA 'HERITAGE' CARYA OVATA CERCIDIPHYLLUM JAPONICUM CLADRASTIS KENTUKEA 'ROSEA' FAGUS GRANDIFOLIA GINKGO BILOBA 'MAGYAR' LIQUIDAMBAR STYRACIFLUA NYSSA SYLVATICA PLATANUS X ACERIFOLIA QUERCUS ACCUTISSIMA QUERCUS BICOLOR QUERCUS PHELLOS ULMUS PARVIFOLIA 'ALLEE' EVERGREEN SCREEN TREES SCIENTIFIC NAME CRYPTOMERIA JAPONICA LLEX OPACA JUNIPERIS VIRGINIANA MYRICA CERIFERA PINUS STROBUS THUJA OCCIDENTALIS UNDERSTORY/SMALL FLOWERING' SCIENTIFIC NAME ACER GRISEUM AMELANCHIER X GRANDIFLORA CERCIS CANADENSIS 'FOREST PANSY' CORNUS KOUSA 'CONSTELLATION' CORNUS FLORDIA 'CHEROKEE PRINCE; LIQUIDAMBAR STYRACIFLUA MAGNOLIA VIRGINIANA OXYDENDRON ARBOREUM 'CHAMELEON SASSAFRAS ALBIDUM STEWARTIA KOREANA CARPINUS CAROLINIANA CHIONANTHIS VIRGINICUS PLANT LEGEND C) LARGE STREET TRI N EVERGREEN SCREE ULARGE SHADE TRE SMALL FLOWERING z O F— fy U (n W W z Q J ^W CLQ a U VJ to z Q J W F— m �D .—� 00 O Cy O) a N cV U z N O O a: O U Z m O cc 00 U O J O = �Z � � z Z W I— J O W W Q r) W = (/) =J ~ ~ Q W m J Q �D .—� 00 O Cy O) N cV U O I 00 CD N O O O N O A LLJ Z m O W j 00 U O J O = �Z z O Z W I— O -D U (n W Q r) W = (/) MATCH LINE SEE SHEET C 1 6 /-El I X �\ l� — — — — — — — — — ---- -- ---1------I----- —-------------------------------�\----I---------- BLUE RIDGE AVENUE %D co O 1 co O A w J co ,a A z O H U Cn w 0 6 z w ry w Q 0 W a_ Q U z a w A Q �� ® I U BLUE RIDGE AVENUE %D co O 1 co O A w J co ,a A z O H U Cn w 0 6 z w ry w Q 0 W a_ Q U z a w A O N O I N O O z m 0 z m O Cl N w J Q U cn r O N O N Li m w O z W Q Ln N U Li - 0 O O U O z W w 2 Q z U a a: ccW Z) C] z > -.� O W Q U Z r w ~ W aJc = a w m J Q O N O I N O O z m 0 z m O Cl N w J Q U cn r O N O N Li m w O z W Q Ln N U Li - 0 O O U O z W w 2 s w 0 •� � Sze � o A °4 d �\ r It M AT C H 1 I I`J E S3 E E S; F--- E E T C 'I S �I �1 -17.50 f-17.00 — 0.50' I I I I I I I I I I I I I z O w U w in 6 z w a 50 Z Q J CL W Q U 0 Z Q J w F— m Q LO %D p _Z 0 o: N U > w WVJ O V C) N Q W > ` ry LLJ 4, W Q iLLJ _ r =, z w OD r z s LL. = Q w LTJ m ry is J zp .S O Q ts 04 w = m U > Z Q J CL W Q U 0 Z Q J w F— m Q LO %D p _Z 0 o: N U > w WVJ O C) N Q Z > J O W Q U _ r w O OD N LL. = Q w m ry J zp Q LO %D p N U O C) N 00O O O OD N LL. CD O ry zp w O Q N 04 w = m U II m > p O z O Z J w W m U 0 Q 2 � � N LL NOTES: 1.0 STRIP VEGETATIVE AND ORGANIC SOIL FROM THE WALL AND GEOGRID ALIGNMENT. 2.0 BENCH CUT ALL EXCAVATED SLOPES. 3.0 DO NOT EXCAVATE BEYOND EXCAVATION LINES SHOWN ON PLAN UNLESS DIRECTED BY THE GEOTECHNICAL ENGINEER TO REMOVE UNSUITABLE SOIL. 4.0 CONTRACTOR SHALL ENSURE TEMPORARY EXCAVATIONS ARE STABLE AND PROVIDE EXCAVATION SUPPORT IF NEEDED. 5.0 GEOTECHNICAL ENGINEER SHALL VERIFY FOUNDATION SOILS AS BEING COMPETENT PER THE DESIGN PARAMETERS. 6.0 LEVELING PAD SHALL CONSIST OF COMPACTED SAND, GRAVEL, OR COMBINATION AND SHALL BE A MINIMUM 6 -INCH THICK LAYER WITH A MINIMUM WIDTH OF 24 INCHES. AS AN ALTERNATIVE, A MINIMUM 3 -INCH THICK LAYER OF LEAN CONCRETE (FLOWABLE FILL) WITH A 28 -DAY COMPRESSIVE STRENGTH OF 200-300 PSI MAY BE USED AS A LEVELING PAD. 7.0 A 4 -INCH -DIAMETER SLOTTED (PVC OR CORRUGATED HDPE) DRAINAGE PIPE SHALL BE INSTALLED BEHIND THE WALL AND CONNECT TO WEEPHOLES INSTALLED AT THE BASE OF THE WALL (40 FEET ON CENTER) AND EXTEND BEYOND THE FINAL GRADE TO DAYLIGHT (SEE DRAIN DETAIL). 8.0 DRAINAGE AGGREGATE AND UNIT (CORE) FILL SHALL CONSIST OF CLEAN ANGULAR GRAVEL (VDOT NO. 57 STONE), MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422. SIEVE SIZE 1-1/2 INCH 1 INCH 1/2 INCH NO.4 NO. 200 PERCENTAGE PASSING 100 95-100 25-60 0-10 0-5 9.0 GEOGRIDS SHALL BE LAID HORIZONTALLY ON COMPACTED BACKFILL FOR THE REQUIRED GEOGRID LENGTH (GL) IN THE TENSILE STRENGTH DIRECTION (PERPENDICULAR TO WALL FACE) NOTED ON THE WALL PROFILE. THE GEOGRID SHALL BE PLACED WITHIN ONE INCH OF THE FRONT FACE OF THE UNIT BELOW AND EXTEND HORIZONTALLY OVER COMPACTED FILL. 10.0 ROCKWOOD CLASSIC 8 (STRAIGHT FACE) UNITS MOLDED DIMENSIONS SHALL BE 8 INCHES HIGH BY 18 INCHES LONG BY 12 INCHES DEEP AND SHALL NOT DIFFER MORE THAN + 1/8 INCH IN ANY DIMENSION. 11.0 A 1 -INCH SETBACK PER UNIT SHALL BE MAINTAINED FOR PROPER BATTER (I.E. 7 DEGREE CANT FROM VERTICAL). 12.0 GEOGRIDS SHALL BE PLACED WITHIN 1 INCH OF THE FRONT FACE OF THE UNITS AND GEOGRIDS PULLED TIGHT (AFTER PLACEMENT OF THE NEXT COURSE OF BLOCK UNITS) TO REMOVE SLACK AND TO INTEGRATE GEOGRIDS AND UNITS. 13.0 FIELD ADJUSTMENTS OF BLOCK ALIGNMENT MAY BE MADE ON NON -REINFORCEMENT LAYERS WITH THE USE OF SHIMS OR ASPHALT SHINGLES TO RAISE ONE COURSE OF BLOCK BY A MAXIMUM OF 1/4 INCH VERTICAL HEIGHT. Fence or Handrail Post in Wall Cut or Core Cap Unit Around Post Filter Fabric - Mirafi 140N or Equiv. ill Top 3 Courses w/Min 3,000 psi Grout 4" Cap "V" Notch SRW Unit r r t w/ No. 4 Rebar Continuous (2 Ea.) t< y r r C Min 12" r VDOT No. 21A Stone �' yc•ii.,r�'�i:ti.:.�'r�.ti:lfi •'��i.'�h�'�.ti �1i��1.."`. r*i, �.t :�.,la •:�l.�l.�'�%.�:i.•i } ear° re�u eeoss ranee � Wired .Mer rimes roes ewer agrr •rase �� .'... ;; Min 12" VDOT No. 57 Stone ... .; :..:y?. -K y: hYjv ,.; [,i.; `r}Y.; •.,`h>�:?.ti }.':?.'.sr, ti, •`.. •: •y :;•.��.; -77 F Reinforced Fill HANDRAIL POST DETAIL (Not to Scale) 14.0 REINFORCED FILL SHALL CONSIST OF GRANULAR SOIL FILL WITH USCS SOIL TYPES GP, GW, GM, GC, SW, SP, SM, OR SC WITH A MINIMUM ANGLE OF INTERNAL FRICTION, OF 32 DEGREES AS OUTLINED IN DESIGN PARAMETERS - NOTE 4. LOW PLASTICITY SILT OR CLAY (ML -CL) CAN BE USED SUBJECT TO APPROVAL BY THE GEOTECHNICAL ENGINEER. MAXIMUM PARTICLE SHALL BE LIMITED TO 4 INCHES IN DIAMETER. THE FINE FRACTION (MINUS NO. 40 SIEVE) SHALL HAVE A MAXIMUM LIQUID LIMIT (LL) OF 40 AND A MAXIMUM PLASTICITY INDEX (PI) OF 20. THE BACKFILL SHALL BE FREE OF DEBRIS AND ORGANIC MATTER. HIGHLY EXPANSIVE SOILS (MH -CH) SHALL NOT BE USED IN THE REINFORCED FILL ZONE. 15.0 REINFORCED FILL SHALL BE PLACED IN 8 -INCH LIFTS AND COMPACTED TO A MINIMUM OF 95% OF MAXIMUM STANDARD PROCTOR DENSITY (ASTM D-698). COMPACTION TESTS SHALL BE PERFORMED AS THE WALL IS INSTALLED. COMPACTION WITHIN 3 FEET OF THE WALL SHALL BE LIMITED TO HAND - OPERATED EQUIPMENT. 16.0 A VIBRATORY PLATE TAMPER SHALL BE USED TO DEN5IFY NO. 57 STONE. COMPACTION TESTS CAN BE WAIVED WHERE NO. 57 STONE IS USED AS REINFORCED FILL. 17.0 CONTRACTOR SHALL SLOPE SITE GRADES TO DIRECT SURFACE RUNOFF AWAY FROM WALL AT END OF EACH DAY TO AVOID WATER DAMAGING THE WALL WHILE UNDER CONSTRUCTION. 18.0 ANY SURFACE DRAINAGE FEATURES, FINISH GRADING, PAVEMENT, OR TURF SHALL BE INSTALLED IMMEDIATELY AFTER THE WALL IS COMPLETED. 19.0 IF SITE AND SOIL CONDITIONS, WALL GEOMETRY, OR WALL LOADING ARE DIFFERENT THAN THE DRAWINGS AND THE DESIGN PARAMETERS, THE CONTRACTOR MUST CONTACT THE WALL DESIGN ENGINEER PRIOR TO PROCEEDING WITH THE CONSTRUCTION OF THE WALL. 20.0 DETAIL FOR FENCE OR HANDRAIL POSTS AT THE TOP OF THE WALL IS PROVIDED FOR PLACEMENT OF POSTS WHERE REQUIRED. 1" Setback Vertical Column (Filled With Stone) `— Spacer Bar Anchor Bar UNIT CONNECTION DETAIL (Not to Scale) 24" Min Fence or Handrail Post w/ Sleeve -It System Sleeve -It - 12" Dia. x 24" Depth Grout Fill After Post Installation w/ Min 3,000 psi Grout PVC Coated Strut r— PVC Coated Cantilever Base Filter Fabric NDRAIL POST W/ SLEEVE -IT DETAIL (Not to Scale) DESIGN PARAMETERS: 1 THE WALL PROFILES ARE BASED ON THE CONCEPT GRADING PLAN, SHEET 1 OF 1, DATED JANUARY 17, 2011, (REV. NO. 1 - 10/31/12), PREPARED BY HAMRICK ENGINEERING, P.C. 2 WALL DETAILS SHOWN ON THIS PLAN ARE FOR ROCKWOOD CLASSIC 8 SEGMENTAL RETAINING WALL (SRW) UNITS MEETING THE NATIONAL CONCRETE MASONRY ASSOCIATION (NCMA) CRITERIA FOR SRW WALL SYSTEMS. 3 ENGINEERING ANALYSIS BASED ON USE OF STRATAGRID 56200 AND SG350 GEOGRIDS. OTHER COMPATIBLE GEOGRIDS MAY BE SUBSTITUTED WITH THE APPROVAL OF THE WALL DESIGN ENGINEER. 4 THE DESIGN OF THE SEGMENTAL RETAINING WALL (SRW) ASSUMES THE FOLLOWING PARAMETERS: 5 SOIL STRENGTH PARAMETERS ARE BASED ON USE OF GRANULAR SOIL IN THE REINFORCED FILL ZONE. GRANULAR SOIL (OR CRUSHED ROCK) CAN BE USED FOR FILL PROVIDED THE SOIL IS PLACED IN 8 -INCH LIFTS AND EACH LIFT 15 COMPACTED TO A MINIMUM OF 95% OF MAX. STANDARD PROCTOR DENSITY USING PORTABLE COMPACTION EQUIPMENT. DO NOT USE HIGH PLASTICITY CLAY (CH -MH), ROOTS OR TOPSOIL IN REINFORCED ZONE. ANY SOFT, SATURATED SOIL ENCOUNTERED IN SUBGRADE SHALL BE UNDERCUT AND REPLACED WITH CRUSHED STONE TO STABILIZE THE FOUNDATION SUBGRAbE OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. / L Start Geogrid Approx. 1" — SRW Unit From Front of Units GEOGRID PLACEMENT DETAIL (Not to Scale) Min 12" 4" Dia. Perforated brain Pipe Y .V: 1Y :k Fill Vertical Columns ;�':�� w/ No. 57 Stone e1 Rockwood Classic 8 Unit Open Joint (Weephole) at Max 40' O.C. 5awcut Unit As Needed Drain to Daylight DRAIN DETAIL Not to Scale 6 z Q_ Li 0 U) J Q W J J Q _z z Q W It ILO Y" Moist FRICTION SOIL SOIL UNIT WEIGHT ANGLE COHESION CONDITIONS Type (PCF) Of (DEG) (PSF) REINFORCED FILL Granular Soil/Crushed Rock 125 32 0 RETAINED SOIL Sandy Clay 120 28 0 FOUNDATION SOIL Sandy Clay 120 28 250 5 SOIL STRENGTH PARAMETERS ARE BASED ON USE OF GRANULAR SOIL IN THE REINFORCED FILL ZONE. GRANULAR SOIL (OR CRUSHED ROCK) CAN BE USED FOR FILL PROVIDED THE SOIL IS PLACED IN 8 -INCH LIFTS AND EACH LIFT 15 COMPACTED TO A MINIMUM OF 95% OF MAX. STANDARD PROCTOR DENSITY USING PORTABLE COMPACTION EQUIPMENT. DO NOT USE HIGH PLASTICITY CLAY (CH -MH), ROOTS OR TOPSOIL IN REINFORCED ZONE. ANY SOFT, SATURATED SOIL ENCOUNTERED IN SUBGRADE SHALL BE UNDERCUT AND REPLACED WITH CRUSHED STONE TO STABILIZE THE FOUNDATION SUBGRAbE OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. / L Start Geogrid Approx. 1" — SRW Unit From Front of Units GEOGRID PLACEMENT DETAIL (Not to Scale) Min 12" 4" Dia. Perforated brain Pipe Y .V: 1Y :k Fill Vertical Columns ;�':�� w/ No. 57 Stone e1 Rockwood Classic 8 Unit Open Joint (Weephole) at Max 40' O.C. 5awcut Unit As Needed Drain to Daylight DRAIN DETAIL Not to Scale 6 z Q_ Li 0 U) J Q W J J Q _z z Q W It ILO Q zr� U V o: N > U W Cj) O' N W Q U Z = W O W ---� CD -j LL_ 1 Q v O o MW W W J Q ILO to N N U O' N 00 C14 Ld O O CD -j LL_ IN, Q v O o N W z M = W U 0 a] OO 1 Z Z 6 [L z 6 Z J W tQ O U = DI u7 0 0 MORTAR BED .______________________________ SIMULATED STONE VENEER FLASHING MORTAR BED GRADES --- ---EE CIVIL -- CONT. 2'-0"x0'-8" FOOTING SLOPED SIMULATED STONE CAP, 1' OVERHANG, EA. SIDE OF WALL TD. WALL WIRE LADDER TIE 9 32' O.C. HORIZONTAL (U'4 CONT. 9 HOLLOW BOTTOMED BOND BEAM 8' C.M.U. #4 ® 24" O.0 (TYP) GROUT ALL CELLS BELOW HIGHEST SLAB/GRADE, TYP. 30# FELT BOND BREAKER T CONIC. SLAB ON ADE REINFORCED 3 6 12' O.C. EACH Y TYP., CENTERED LAB e < e a, 1-11- 1- t -r=------ (3) #4 W/ #4 AT 48" O.C. WALL SECTION 3/4" = 1'-0" ACTUAL TRASH RECEPTACLE HEIGHT IS 6' -8 - SEE SHEET C6 FOR DETAIL MORTAR BED 5LOPED6IMULATED STONE CAP, I' OVERHANG, EA. __---SIDE OF WALL --------------- 1,4 ---- TD. LLlAL4 WIRE LADDER TIE 9 32" O.C. HORIZONTAL (1) 04 CONT. • HOLLOW BOTTOMED BOND BEAM SIMULATED STONE VENEER 6' G.M.U. #4 0 24" O.0 (TYP) �U,/4LL SECTION I 4'-4" GROUT ALL CELL5 4< BELOW HIGHEST DUMPSTER • BY SLAB/GRADE, TYP. 4 30# FELT BOND BREAKER FLASHING V CONC. SLAB ON BED GRADE REINFORCED PNS W/ "3 9 12' OMORTAR .C. EACH d a e WAY TYP., CENTERED GRADE - SEE CIVIL IN SLAB --- ---------------- ` 0.0 T. D.'11AB d — a �'S a as e e e III— CONT. 2'-0"x0'-8' (- (3) #4 W/ #4 AT 48" O.C. FOOTING 1 1 C c14 4 �U,/4LL SECTION I 4'-4" 40 4< a. DUMPSTER • BY 4' 4 TTP. q_55 -- - - 3'-1 O" 12" TYP PNS O Q d a e m 24" d ae 30" tJi Lq Q . d n Z a �'S a as e e e CONTROL JOINT - -5AL01/4' ' oa, -� a 1 1 C c14 4 AF,aER CONC. d 4 e PLACEMENT. 'a a 15 HIGH, e d a a 4a PQJF'a oQ a a 4 a 20'-0' �eq> aq a SLOPE /V/FT MIN. a e a e o e e e Z GHT a INSTALLATION) e a a a as a =� a e a W m a d al Q e d O e e m 4'-4' 5'-0' 1'-101 4'-8° NOTE: SEE SHEET C5 FOR LIMITS OF CONCRETE APRON EXTENSION & HEAVY DUTY PAVEMENT REQUIREMENTS IN FRONT OF DUMPSTER ENCLOSURE MINIMUM 10 FEET 10" DIAMETER PVC PIPE SLEEVE SET BOTTOM 36"• BELOW TOP OF FINISHED GRADE AND CUT TOP FLUSH WITH FINISHED CONCRETE V CONC. SLAB ON GRADE REINFORCED W/'3 s 12" O.C. EACH WAY TTP., CENTERED IN SLAB DETAIL OF ACCESSIBLE DUMPSTER PAD NOT TO SCALE FINALBACKFILL•000�oo-o•o'o• �'o•� MR CO�ER TO MIN, COVER TO RIGID PAVEMENT, H FLEXIBLE PAVEMENT. H 6. i. � is �'i: :i:•� i•,�'i INITIAL SPRINGLINE BACKFILL r.HAUNCH 4: FOR 12'-24- PIPE T BEDDING 6 FOR raw...•,.... _i•,./r,�Iv� 30*-60' IN, TRENCH WIDTH� SUITABLE �: NOTES: ACCORDANCEATION 1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW •NS", LATEST ADDITION 2. IW_W%SURES • : TO PR• • • REQUIRED.WHEN REQUIRED3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE RECOMMENDED MINIMUM TRENCH WIDTHS PIPE DIAM. MIN. TRENCH WIDTH 4< a. DUMPSTER • BY 4' OTHEg 4 V CONC. SLAB ON GRADE REINFORCED W/'3 s 12" O.C. EACH WAY TTP., CENTERED IN SLAB DETAIL OF ACCESSIBLE DUMPSTER PAD NOT TO SCALE FINALBACKFILL•000�oo-o•o'o• �'o•� MR CO�ER TO MIN, COVER TO RIGID PAVEMENT, H FLEXIBLE PAVEMENT. H 6. i. � is �'i: :i:•� i•,�'i INITIAL SPRINGLINE BACKFILL r.HAUNCH 4: FOR 12'-24- PIPE T BEDDING 6 FOR raw...•,.... _i•,./r,�Iv� 30*-60' IN, TRENCH WIDTH� SUITABLE �: NOTES: ACCORDANCEATION 1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW •NS", LATEST ADDITION 2. IW_W%SURES • : TO PR• • • REQUIRED.WHEN REQUIRED3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE RECOMMENDED MINIMUM TRENCH WIDTHS PIPE DIAM. MIN. TRENCH WIDTH 4" e DUMPSTER • BY 23" OTHEg 4 10" 28" 12" 30" PNS 4 a 4 CL 18" m 24" 48" 30" tJi Lq Q . a n Z 42" a CONTROL JOINT - -5AL01/4' ' 0 WIDE SLOTS 4 TO 12 HR5 1 1 C c14 4 AF,aER CONC. 96" PLACEMENT. a IF CLEARANCE LESS THAN 15 HIGH, LL 000 a 4a PQJF'a oQ a a 4 20'-0' �eq> c OVERHANG V CONC. SLAB ON GRADE REINFORCED W/'3 s 12" O.C. EACH WAY TTP., CENTERED IN SLAB DETAIL OF ACCESSIBLE DUMPSTER PAD NOT TO SCALE FINALBACKFILL•000�oo-o•o'o• �'o•� MR CO�ER TO MIN, COVER TO RIGID PAVEMENT, H FLEXIBLE PAVEMENT. H 6. i. � is �'i: :i:•� i•,�'i INITIAL SPRINGLINE BACKFILL r.HAUNCH 4: FOR 12'-24- PIPE T BEDDING 6 FOR raw...•,.... _i•,./r,�Iv� 30*-60' IN, TRENCH WIDTH� SUITABLE �: NOTES: ACCORDANCEATION 1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW •NS", LATEST ADDITION 2. IW_W%SURES • : TO PR• • • REQUIRED.WHEN REQUIRED3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE RECOMMENDED MINIMUM TRENCH WIDTHS PIPE DIAM. MIN. TRENCH WIDTH 4" 21" 6" 23" 8" 26„ 10" 28" 12" 30" 15" 34" 18" 39" 24" 48" 30" 56" 36" 64" 42" 72" 48" 80" 54" 88" 60" 96" MINIMUM RECOMMENDED COVER BASED ON VECHICLE LOADING CONDITIONS * VEHICLES IN EXCESS OF 75T MAY REQUIRE ADDITIONAL COVER 4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, 11 OR III. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (100mm) FOR 4"-24" (100mm-600mm); 6" (150mm) FOR 30"-60" (750mm-900mm). 5. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS 1, II OR III IN THE PIPE ZONE EXTENDING NOT LESS THAN 6" ABOVE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321, LATEST EDITION. 6. MINIMUM COVER: MINIMUM COVER, H, IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" FROM THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" UP TO 48" DIAMETER PIPE AND 24" OF COVER FOR 54"-60" DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. 1 /4" SLOPE MIN. TYPICAL HDPE STORM SEWER TRENCH RELIEF VENT RISER PRECAST CONCRETE DONUT, FB OWNER, INSTALLED BY BUILDING PLUMBER CLEANOUT WITH LOOSE -•FIT CAP. L 1 Y, z as - GRADE �r l ' CONTINUED BY SITE CONTRACTOR, LJ ---.:� ._... - -• _ ULTIMATELY TO STORM Connect to n-12 downspout drainage piping With a Wye fitting oriented at 45 degrees above the horizontal plane. ,? 36" -- ^- - -J SITE CONTRACTOR, CONNECT TO STORM DRAINAGE SYSTEM BUILDING PLUMBER CONDENSATION / SAFETY PAN DRAINAGE CONNECTION DETAIL DETAIL OF SURFACE LIVE LOADING CONDITION PIPE DIAM. H-25 HEAVY CONSTRUCTION (75T AXLE LOAD) 12"-48" 12" 48" 54"-60" 24" 60" * VEHICLES IN EXCESS OF 75T MAY REQUIRE ADDITIONAL COVER 4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, 11 OR III. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (100mm) FOR 4"-24" (100mm-600mm); 6" (150mm) FOR 30"-60" (750mm-900mm). 5. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS 1, II OR III IN THE PIPE ZONE EXTENDING NOT LESS THAN 6" ABOVE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321, LATEST EDITION. 6. MINIMUM COVER: MINIMUM COVER, H, IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" FROM THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" UP TO 48" DIAMETER PIPE AND 24" OF COVER FOR 54"-60" DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. 1 /4" SLOPE MIN. TYPICAL HDPE STORM SEWER TRENCH RELIEF VENT RISER PRECAST CONCRETE DONUT, FB OWNER, INSTALLED BY BUILDING PLUMBER CLEANOUT WITH LOOSE -•FIT CAP. L 1 Y, z as - GRADE �r l ' CONTINUED BY SITE CONTRACTOR, LJ ---.:� ._... - -• _ ULTIMATELY TO STORM Connect to n-12 downspout drainage piping With a Wye fitting oriented at 45 degrees above the horizontal plane. ,? 36" -- ^- - -J SITE CONTRACTOR, CONNECT TO STORM DRAINAGE SYSTEM BUILDING PLUMBER CONDENSATION / SAFETY PAN DRAINAGE CONNECTION DETAIL DETAIL OF REQUIRED 3—FOOT SEPARATION LIGHT POLES (MEASURE TO .. _ • o 00 CONCRETE BASES IF 0 °° N N ����••�, p ABOVE GRADE), z W a 3 ti N \ i LJ 0 U MEASURE TO DRIP LINE OF FURTHEST y PROJECTION (SIGN, FACIA, LIGHT, ETC.) O IF CLEARANCE LESS THAN 15 HIGH, LL 000 OTHERWISE, TO FACE OF COLUMN OR WALL, �eq> O OVERHANG TREES AND SHRUBS 00 Z GHT (AT INSTALLATION) U F- W UPRIGHT SIGN al Q m w Z O Q 3' MIN. _j a z Z U 0 6 AISLE OR Z w PARKING STALL i' O ~O O J 3' MIN. 2, MAXIMUM SLOPE , •.,.: :.=r.... :: AISLE OR SIDEWALK OR MAX. SLOPE 6' ABOVE OR BELOW PAVEMENT AISLE OR 3' MIN. PARKING STALL CL PARKING STALL FOUNDATION PLANTING U 3' PHYSICAL SEP, REQ'D FROM ANY SITE FEATURE HIGHER THAN 6' ABOVE CLOSEST POINT IN SURROUNDING PARKING AREA MINOR DEVIATIONS TO MAXIMUM SLOPE WITHIN 3 -FOOT AREA WILL BE CONSIDERED ON A CASE BY CASE BASIS. NOTE, INJECTION MOLDED FITTINGS ARE AVAILABLE IN TEES, WYES, REDUCERS, 45* BENDS AND BELL/BELL COUPLERS USE WATER -TIGHT (WT) FITTINGS FINISHED GRADE INSERT INJECTION MOLDED, - GASKETED SPIGOT BY BELL REDUCER IF PIPE SIZE CHANGE IS REQUIRED BY PLAN DOWNSPOUT ADAPTER INSERTED IN RISER PIPE INJECTION MOLDED WT GASKETED 90* BEND CONNECTION `- INJECTION MOLDED TYPICAL DRAIN PIPE WT WYE TYPICAL DOWNSPOUT ROOF DRAIN CONNEC'nON 12" - 30" DRAIN BASIN NON TRAFFIC INSTALLATION L, —.:l ILL IYInl LI \Il1L L—YYI — 1V SIDES OF STRUCTURE SHALL BE NATIVE SOIL AND BE PLACED UNIFORMLY IN 12" LIFTS AND COMPACTED TO A MIN OF 90% 12"-30" INLINE DRAIN U11V1\I ILL IVV11 L'IML OLLVYI' I114U I V SIDES OF STRUCTURE SHALL BE NATIVE SOIL AND BE PLACED UNIFORMLY IN 12" LIFTS AND COMPACTED TO A MIN OF 90% TYPICAL NYLOPLAST DRAIN BASSN AND INLINE DRAIN DETAIL BUILDING FACE Z O IL OffU V) W 0 W Q a) J W Q CO 0 W Z Q J J W CO V m U z w W CO Z > J O W J U = Q W i �W Q = W m • Ci U .. _ • o 00 N 0 °° N N ����••�, p U z W a 3 ti N LJ 0 U LLJ z O J N LL 000 `- 00 �eq> O Ci `c o a �x> a) J W Q CO 0 W Z Q J J W CO V m U z w W CO Z > J O W J U = Q W i �W Q = W m co LON N p U OI N O J N LL 000 O 00 Z W N U F- W m Q z z Z 6 Z j- ~O J W w CL O U Q 2 V) 0 co FRAME & COVER (SEE FIG. S-I-D,E) STREET SURFACE OR NON -PAVED AREA SLOPED AREA -� �1'-0" MAX 2'- 0" I TD -25 r [25mm] , PNS i � 1 12" i I �I ' FLEXIBLE CONNECTION --- WITH WITH STAINLESS STEEL BAND Ld O 3000 PSI CONC. BASE BENCH SLOPED TO FLOW CHANNEL 1/4" : 1' MIN g� 2" NOTE: BRANCH "a ALL CONNECTIONS TO EXISTING MANHOLES SHALL BE CORED AND A FLEXIBLE CONNECTION " BOOT to INSTALLED TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN NTS FIG. S -I -B TD -27 f —(4) 1" (25mm) DIA HOLES1 1/2" ON 32 3/4' (834mm) DIA 27 1/2" DIA [38mm] BOLT CIffCLE (699mm) 26 1/4" DW 7" �— [667mm] 1 [178mm] 80 DIA f' [606mm] 1 28 7/16" DW I 5/8" f'! [722mm] I 11 6mm] 36" DIA 0 26" [914mm] [660mm 1 1/2" FRAME SECTION [38mm] [20mm0mm] 2" (51mm) LETTERS (RECESSED FLUSH) CAM BOLT SEE ASSEMBLY DETAIL 3 1/8" , 1/2- I [79mm] [13mm] '1 3 13/16" 0 22 13/16" [97mm] [579mm] 0 25" 1 3/8" [635mm] [35mm] 9/16" O.D. OF GKT GROOVE [14mm] SECTION VIEW 1/4" (6mm) DIA NEOPRENE GASKET (2) WSHR 1/16 X 5/8 X 1 1/2 1800" RUBBER PAR fi 00981045 S (2) CORED 1 5/8" (2) BLT HEX 5/8-11X3 1/2 SS E W PICKBARS [5mm .2400" [41 mm] PART# 00981250 [6mm 1/2" .63 DIA. STAINLESS STEEL ROD (2) WS 5/8 ID 1.50 OD SS PLAN VIEW 1 1/8" (29mm) DIA BOSS [13mm ILL PART# 00981318 PICKBAR & LOCKLUG HOLE DETAIL NOTES: 2) NUT HX 5/8-11 ZN NYLK 7(2) ARTE 00981284 1. ALL MANHOLES WITHIN 100 YEAR FLOODPLAIN OR LOCATED IN AREAS SUBJECT TO FLOODING SHALL HAVE WATERTIGHT FRAME & COVER.) NUT HX JAM 5/8-11 ZN 2. ALTERNATIVE DESIGN FOR WATERTIGHT COVERS WILL BE CONSIDERED. RT# 00981228 3. COVERS SHALL BE FIXED TO FRAMES WITH LOCKING LUGS OR SIMILIAR ASSEMBLY. 5R LOCK LUG TYPICAL WATERTIGHT (SHORT) PART# 00193585 MANHOLE FRAME & COVER LOCK LUG ASSEMBLY N.T.S FIG S -I -E TD -30 D N co FRAME & COVER SEE FIG. S -1-D, E STREET SURFACE OR NON -PAVED AREA SLOPED AREA 1'-0" MAX 2'-0" ' .. w RUBBER COATED STEEL STEPS o CAST IN PLACE PRECAST REINFORCED CONCRETE ° SECTIONS WITH "0" RING SEALS OR APPROVED EQUAL 3'-0" MIN THE DROP CONNECTION SHALL BE DUCTILE IRON PIPE (CLASS 50) 5" BACKFILLED IN 6" LAYERS AND COMPACTED BY HAND TAMPERS OR J�M BACKFILLED WITH SELF -COMPACTING 16" MAX STONE. 5 4 ° MINIMUM ELEVATION DIFFERENCE 12"MIN 12"MIN ACROSS M.H. FROM INLET TO VARIE Q OUTLET SHALL BE 0.20 FEET p• . A FILLETED INVERT FOR A SMOOTH LN " TRANSITION OF FLOW BETWEEN INLET & OULET PIPE SHALL BE ° l Q PROVIDED. 3/4 DIA OF LARGEST PIPE IN MANHOLE MIN. 6" BEDDING WITH NO. 68 STONE NOTES: 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE DESIGN ON SEWERS WITH STEEP SLOPES. TYPICAL MANHOLE WITH DROP CONNECTION NTS FIG. S -I -C TD -28 (4) 1" (25mm) DIA HOLES ON 32 3 4" (834mm) DIA BOLT Cl CLE. 2", (51 mm) LETTERS T O (RECESSED FLUSH) �J 1" / [25mm] 1(2) CLOSED PIICKHOLES J 1 1/2" ,D [38mm] O 0 0 rT- 1 1 1 SEW (2) CORED -n PICKBARS -n 1 1/8" (29mm) DIA BOSS >1 1/2- DIA 1 1 /2" [38mm] [699mm] 26 1/4" DIA 1 11 �— [667mm] [178mm] 26" DIA 1 1/2- 90 [660mm] [38mm] 0 1/4" (6mm) DIA 3 1/8" 24" DIA NEOPRENE GASKET [79mm] O[606mm] C I 28 7/16" DIA I 5/8" f' [722mm] �1 [16mm] 23" DIA T 1 1 1 [584mm] 36" DIA 25" DIA [914mm] (635mm] FRAME SECTION O.D. OF GASKET GROOVE SECTION 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 jA 2' MIN 11 I / SALT TREATED FINISHED GROUND —� MARKER R SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 d C4 W TD -31 8"MIN EMBEDMENT SPRING LINE OF PIPE NO. 68 STONE 36"MINI 24"MI REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5" IN ANY DIMENSION -INTIAL BACKFILL* (6" LIFTS) * THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER -HAUNCHING -BEDDING 6" max 4" min -FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE ,ALL PIPE) 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 NTS FIG. S-3 TD -32 ANCHOR EXTENDS INTO SIDE OF DITCH ° DITCH 6" MIN. LINE VARIES D.I. PIPE 2500 PSI CONCRETE ., ---I PLAN SPACING SPACING SPACING v .•...•• . O .+ Z D.I. PIPE N ANCHOR N0. 1 AT z FIRST JOINT ABOVE GRADE SPACING MANHOLE. 20% TO 35% NOT OVER 36' 35% TO 50% NOT OVER 24' 50% OR GREATER NOT OVER 16' T :. , `° z to A� PROFILE T TYPICAL ANCHOR DETAIL FOR SEWERS ON GRADES 20% AND GREATER N.T.S FIG. S-4 w Q � RUBBER COATED STEEL 3'-0" MIN STEPS CAST IN PLACE `a PRECAST REINFORCED ' CONCRETE SECTIONS 12"' MIN N "0" RING SEALS ° 16=MAX c MINIMUM ELEVATION Z W DIFFERENCE ACROSS M. H. 5" 4'-0" 5> FROM INLET TO OUTLET A SHALL BE 0.20 FEET. ti CONCRETE VARIES DEPTH OF FLOW FILLETS CHANNEL] BE � 3/4 DIAMETER OF 1 CD CONTRIBUTING -- — SEWER... ° LIR 12" A FILLETED INVERT A SMOOTH .! TRANSITION OF FLOW BETWEEN INLET &OUTLET PIPE SHALL BE C) 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. M 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 r [25mm] , PNS i � 1 12" i I �I ' FLEXIBLE CONNECTION --- WITH WITH STAINLESS STEEL BAND Ld O 3000 PSI CONC. BASE BENCH SLOPED TO FLOW CHANNEL 1/4" : 1' MIN g� 2" NOTE: BRANCH "a ALL CONNECTIONS TO EXISTING MANHOLES SHALL BE CORED AND A FLEXIBLE CONNECTION " BOOT to INSTALLED TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN NTS FIG. S -I -B TD -27 f —(4) 1" (25mm) DIA HOLES1 1/2" ON 32 3/4' (834mm) DIA 27 1/2" DIA [38mm] BOLT CIffCLE (699mm) 26 1/4" DW 7" �— [667mm] 1 [178mm] 80 DIA f' [606mm] 1 28 7/16" DW I 5/8" f'! [722mm] I 11 6mm] 36" DIA 0 26" [914mm] [660mm 1 1/2" FRAME SECTION [38mm] [20mm0mm] 2" (51mm) LETTERS (RECESSED FLUSH) CAM BOLT SEE ASSEMBLY DETAIL 3 1/8" , 1/2- I [79mm] [13mm] '1 3 13/16" 0 22 13/16" [97mm] [579mm] 0 25" 1 3/8" [635mm] [35mm] 9/16" O.D. OF GKT GROOVE [14mm] SECTION VIEW 1/4" (6mm) DIA NEOPRENE GASKET (2) WSHR 1/16 X 5/8 X 1 1/2 1800" RUBBER PAR fi 00981045 S (2) CORED 1 5/8" (2) BLT HEX 5/8-11X3 1/2 SS E W PICKBARS [5mm .2400" [41 mm] PART# 00981250 [6mm 1/2" .63 DIA. STAINLESS STEEL ROD (2) WS 5/8 ID 1.50 OD SS PLAN VIEW 1 1/8" (29mm) DIA BOSS [13mm ILL PART# 00981318 PICKBAR & LOCKLUG HOLE DETAIL NOTES: 2) NUT HX 5/8-11 ZN NYLK 7(2) ARTE 00981284 1. ALL MANHOLES WITHIN 100 YEAR FLOODPLAIN OR LOCATED IN AREAS SUBJECT TO FLOODING SHALL HAVE WATERTIGHT FRAME & COVER.) NUT HX JAM 5/8-11 ZN 2. ALTERNATIVE DESIGN FOR WATERTIGHT COVERS WILL BE CONSIDERED. RT# 00981228 3. COVERS SHALL BE FIXED TO FRAMES WITH LOCKING LUGS OR SIMILIAR ASSEMBLY. 5R LOCK LUG TYPICAL WATERTIGHT (SHORT) PART# 00193585 MANHOLE FRAME & COVER LOCK LUG ASSEMBLY N.T.S FIG S -I -E TD -30 D N co FRAME & COVER SEE FIG. S -1-D, E STREET SURFACE OR NON -PAVED AREA SLOPED AREA 1'-0" MAX 2'-0" ' .. w RUBBER COATED STEEL STEPS o CAST IN PLACE PRECAST REINFORCED CONCRETE ° SECTIONS WITH "0" RING SEALS OR APPROVED EQUAL 3'-0" MIN THE DROP CONNECTION SHALL BE DUCTILE IRON PIPE (CLASS 50) 5" BACKFILLED IN 6" LAYERS AND COMPACTED BY HAND TAMPERS OR J�M BACKFILLED WITH SELF -COMPACTING 16" MAX STONE. 5 4 ° MINIMUM ELEVATION DIFFERENCE 12"MIN 12"MIN ACROSS M.H. FROM INLET TO VARIE Q OUTLET SHALL BE 0.20 FEET p• . A FILLETED INVERT FOR A SMOOTH LN " TRANSITION OF FLOW BETWEEN INLET & OULET PIPE SHALL BE ° l Q PROVIDED. 3/4 DIA OF LARGEST PIPE IN MANHOLE MIN. 6" BEDDING WITH NO. 68 STONE NOTES: 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE DESIGN ON SEWERS WITH STEEP SLOPES. TYPICAL MANHOLE WITH DROP CONNECTION NTS FIG. S -I -C TD -28 (4) 1" (25mm) DIA HOLES ON 32 3 4" (834mm) DIA BOLT Cl CLE. 2", (51 mm) LETTERS T O (RECESSED FLUSH) �J 1" / [25mm] 1(2) CLOSED PIICKHOLES J 1 1/2" ,D [38mm] O 0 0 rT- 1 1 1 SEW (2) CORED -n PICKBARS -n 1 1/8" (29mm) DIA BOSS >1 1/2- DIA 1 1 /2" [38mm] [699mm] 26 1/4" DIA 1 11 �— [667mm] [178mm] 26" DIA 1 1/2- 90 [660mm] [38mm] 0 1/4" (6mm) DIA 3 1/8" 24" DIA NEOPRENE GASKET [79mm] O[606mm] C I 28 7/16" DIA I 5/8" f' [722mm] �1 [16mm] 23" DIA T 1 1 1 [584mm] 36" DIA 25" DIA [914mm] (635mm] FRAME SECTION O.D. OF GASKET GROOVE SECTION 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 jA 2' MIN 11 I / SALT TREATED FINISHED GROUND —� MARKER R SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 d C4 W TD -31 8"MIN EMBEDMENT SPRING LINE OF PIPE NO. 68 STONE 36"MINI 24"MI REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5" IN ANY DIMENSION -INTIAL BACKFILL* (6" LIFTS) * THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER -HAUNCHING -BEDDING 6" max 4" min -FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE ,ALL PIPE) 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 NTS FIG. S-3 TD -32 ANCHOR EXTENDS INTO SIDE OF DITCH ° DITCH 6" MIN. LINE VARIES D.I. PIPE 2500 PSI CONCRETE ., ---I PLAN SPACING SPACING SPACING v .•...•• . O .+ Z D.I. PIPE N ANCHOR N0. 1 AT z FIRST JOINT ABOVE GRADE SPACING MANHOLE. 20% TO 35% NOT OVER 36' 35% TO 50% NOT OVER 24' 50% OR GREATER NOT OVER 16' T :. , `° z to A� PROFILE T TYPICAL ANCHOR DETAIL FOR SEWERS ON GRADES 20% AND GREATER N.T.S FIG. S-4 w Q V) J_ Q !-- w 0 J fr QW U� -w CLCl) F - z rQ V/ � Q 1 U" `a CN " UV /z o: N y c _ C Z W ew �0 it z W a A ( ti z " LLJ LL.1 ,0 U z � p 1 CD - x U W03 = w Ld 0Y C) Q 2 ti Q 0 0.1 N > M Gi `c 0 a0�i �9> V) J_ Q !-- w 0 J fr QW U� -w CLCl) F - z rQ V/ to 0 Q `a CN " UV /z o: N \ 00 o > w ¢ 0 N t- z c:) N M w > z C) LI O 1`0m U O w L� 1� D cr) Q z .J p W Q U _ = w Ld 0Y C) Q 2 1 11 0 13 w M J Q to 0 `a CN " N N \ 00 o oi z Z w ¢ 0 N t- z c:) N M w > z C) LI O 1`0m U O a F- Z Ld J Ld Ld 0Y C) Q 2 11 0 13 (n a JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY. VARIES - - 5 10' S WATER SEWER 3 A E3 a � LOCATION OF OTHER UTILITIES /(GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM WATER & SEWER 30' MINIMUM w SEE PART 3, PARAGRAPH DI SEPARATION OF WATER & SEWER SYSTEMS. UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 90' TO THE RIGHT OF WAY. UTILITY LOCATIONS 8c EASEMENT WIDTHS NTS FIG, W-1 TD -1 Top View 6" MINIMUM d 4' MINIMUM A d. 4" MINIMUM d . d � d, v d NOTE: RESTRAINED JOINT FITTINGS. - - - - Side View 42" Minimum Certification of 95% compaction required d ( IIA d Q Galvanized Steel Beam, I I A W12 x 14 (min. size) K - TYPICAL 3' min. penetration into undisturbed 45' soil , or as approved by the ACSA. THRUST BLOCK IN FILL AREA NTS FIG. W-38 TD -5 PLACE 5' GALVANIZED WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS o AS DIRECTED. MARKER LOCATION MAY BE SUBJECT a1 TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE - 0 II ADJUSTABLE VALVE BOX W/ LID II - u F1 M.J. GATE VALVE WATER LINE d 1d � 2500 P.S.I. CONCRETE b' d 2'x 2' BEARING AREA. THRUST BLOCK d .d C G d NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W-5 TD -9 11" TYPE "K" SOFT COPPER 1'x1"x NOTE: NO SWEATED FITTNGS DUAL SERVICE i' TYPE 'K' SOFT COPPER SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE 1/8 BEND CO GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL 24' IN INITIAL BACKFILL 24 IN 8" 8" 8" 8' MIN MIN. MIN MIN. \ 6" BEDDING #68 STONE * STABLE SOIL ROCK * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE. FOUNDATION IN POOR SOIL UNDER -CUT CONDITION i� 4 I INITIAL BACKFILL 4 MI UNSTABLE B" 8" 8" B. SOIL _ IN, MIN. MIN MIN. #68 STONE z -GRANULAR FILL AS APPROVED BY ACSA l S IL �CK� STABLE IL OR ROCK NOTE 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION & BEDDING NTS FIG. W-2 TD -2 ASTM A36 AND HEX NUT ASTM A588 (TYP) UNDISTURBED EARTH UNDISTURBED 2 - 3/4" DIA SOIL (TYP) ALL -THREAD ROD WATER MAIN 2= VALVE -� UNDISTURBED EARTH P16 1 CLASS A-3 CONCRETE MIN-`!.x�' MEGA -LUG MIN 8" ELEVATION UNDISTURBED EAR 4" 1 TRENCH 4" MIN I WIDTH MIN I e z s ---- I � SECTION NOTE: 1. ALL RODS AND FASTENERS SHALL BE GIVEN TWO COATS OF ASPHALTIC PAINT AFTER ASSEMBLY. 2. CONTRACTOR SHALL ENSURE THAT THE COLLAR BEARS AGAINST UNDISTURBED SOIL FOR THE MINIMUM DIMENSION SHOWN. 3. DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MINIMUM. IF THE TRENCH WIDTH IS LARGER DURING CONSTRUCTION, THE COLLAR DIMENSIONS SHALL INCREASE ACCORDINGLY. CROSS ANCHOR RESTRAINTS FOR VALVES NTS Fig. W -3C TD -6 1' COMPRESSION x 3/4" MALE PIPE COUPLING OR APPROVED EQUAL J FOR USE ON ATTACHED SINGLE FAMILY ..�// RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERVICES. 0 2' R 1' COMPRESSION x 3/4" MALE PIPE COUPLING OR APPROVED EQUAL FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERVICE WHERE AN IRRIGATION METER IS NOT PROVIDED. TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FIG. W -6A TD -10 IV v max' e.. I. ° a I T � FOR ALL BENDS FOF WIDEN TRENCH TO _ _ _ _ _ ACCOMMODATE ANCHOR IF REQUIRED. 45' min BEDDING AS REQUIRED 45' MIN T SECTION 1-1 SECTION 2-2 1 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU.YD. BRASS NIPPLE AND CAP BEND 3'-6" 5'-6' X-3" 3'-0" 4'-6" 2 1/2' 22 1/2' L H T L H T STRONG STEEL PIPE 90 2.50 2.50 3.01 0.24 8" 3'-6"16'-613'-0"1 3'-8" S-9" 2 1/4' 10" 4'-6" 7'-6 3'-0" 4'-3" 5'-0 2 1/4"1 4" & 6" 45 22 1/2 2.00 1.50 2.25 2.00 2.60 2.52 0.15 0.10 2.00 2.25 2.50 0.15 TYPICAL BLOW -OFF 11 1 /4 1.50 2.00 2.50 0.10 W O ID N 90 3.66 3.16 3.21 0.48 8" 45 2.66 2.66 2.77 0.26 W 22 1/2 1.66 2.16 2.69 0.13 3.16 2.91 2.66 0.32 11 1/4 1.66 1 2.16 2.67 0.13 LO N N 00 \z o Q W 90 4.83 3.83 3.42 0.83 C:: Wm M d. CN) Z 10" & 12" 45 3.33 3.58 2.95 0.43 3.83 4.00 2.83 0.52 22 1/2 2.33 2.58 2.86 0.24 11 1/4 1.83 2.33 1 2.84 0.18 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2. USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS NTS FIG. W-3 Tn-.,; FINISHED GRADE =1TI=f f-i=f1 T=IT - - Fr=n T=1TI=7 rr=n r=ITI=7 R= TRENCH /REDUCER e ° X2500 P.S.I. CONCRETE THRUST BLOCK ----------------- -a-- --------------'- UNDISTURBED SOIL g - 8 18 MN. y �- PROFILE VIEW UNDISTURBED SOIL - EDGE --- OF TRENCH - e 24" MN. "d /REDUCER 8" MN A' A .d a 2500 P.S.I. CONCRETE THRUST BLOCK --,- e , .. 8" MN. -----------------^- UNDISTURBED SOIL - EDGE OF TRENCH '^4 24" MN. -i - NOTES: PLAN VIEW • NOT TO SCALE • NO CONCRETE SHALL BE POURED ON ANY PART OF THE MECHANICAL JOINT. USE PLASTIC SHEETING AS PROTECTION FOR BOLTS. • 3' MINIMUM HORIZONTAL PENETRATION INTO UNDISTURBED SOIL ON BOTH SIDES OF TRENCH, OR AS APPROVED BY THE ACSA. • 3' MINIMUM VERTICAL PENETRATION INTO UNDISTURBED SOIL, OR AS APPROVED BY THE ACSA. • CERTIFICATION OF 95% COMPAC11ON REQUIRED IN TRENCH. • THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO VERIFY THE TYPE AND SIZE OF ALL THRUST BLOCKS. J COVER LIFT NOTCH 12 3/8" WATER CAST IRON LID NOTES: (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. TYPICAL METER BOXES (5/8"-1" METERS) NTS FIG. W-7 TD -13 NTS FIG. W -3D TD -7 FOR BENDS 8" & SMALLER USE STRAP ON BEND WITH ANCHOR BOLT ON CENTER LINE OF BEND. - FOR BENDS 10" THROUGH 12" USE 2 STRAPS ON BENDS ADJACENT TO BELLS. FOR 18" BEND USE 3 STRAPS AS SHOWN. #4 BARS 0 12" C USE BRACING STRAPS ON ALL PIPE SIZES 6" ----CONCRETE CLASS B ELEVATION PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT. BEND PIPE SIZE A B I C I D E F THICKNESS OF 4' - 6' V-9 2'-3' 2'-6" V-2 2'-0" 1 1/4" 11 1/4' 8' 2'-3 3'-0 2'-6" V-6 2'-6" 1 1/4- - 10" 2'-9 3'-9'2'-6" 2'-0'3'-0' 2' 12" 3'-0' 4'-3" 3'-0" 2'-3" 3'-6" 2' BRASS NIPPLE AND CAP 18" 3'-6" 5'-6' X-3" 3'-0" 4'-6" 2 1/2' 22 1/2' 4' - 6" V-6" S-0" 2'-6" V-6' 2'-8' 1 1/4- 4"8' 8' 3'-0 4'-3" 2'-6" 2'-6" S-3" 2' 10" 3'-3" 5'-0 3'-0 2'-9" 3'-9" 2' VALVE 12" S-9" 6'-3 3'-0 3'-6 4'-3" 2' STRONG STEEL PIPE 18" 5'-0 7'-6 3'-3' 4'-0 5'-8" 2 1/2" 4" - 6" 3'-0" 6'-0',3'-0' 3'-3" S-3' 2 1/4" 45' 8" 3'-6"16'-613'-0"1 3'-8" S-9" 2 1/4' 10" 4'-6" 7'-6 3'-0" 4'-3" 5'-0 2 1/4"1 ON CENTER FOR 12 12" BENDS & 12' 5'-3' 9'-0' X-3" 5'-0 5'-9" 2 1/2' 18" 6'-6 11'-0 V-9" 6'-017'-.3-12 1/2' I�1 1-1 I-1 1 I -I 11-I I -III -1 1 1-I 1 1' I!I I�II�II�ITI�III ILII IIIII I IIIII�IIIITi- CRIMP AND ROLL END OF COPPER PIPING 42" MIN. REMAINING COPPER PIPE TO BE VERTICAL 24" MIN. SHUT-OFF CORPORATION STOP TYPICAL SERVICE TAP ABANDONMENT NTS FIG, W -6B LARGER C---� CHART FOR UPPER SECTION VERTICAL BLOCKING NOTE: STANDARD 90' HOOK ON END OF ANCHOR BOLTS TO FACE CENTER OF BLOCKS. CONCRETE BLOCKING FOR UPPER VERTICAL BENDS N.T.S. FIG. W -3A TD -4 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS QTHE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' (270') 16"-22' 7 CU. FT. ALVE BOX #68 STONE 42'MIN6" GATE VALVE 1 f 1. 8" X 6' TEE 2500 P.S.I. CONCRETE + BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL PILE WHEN THE SOIL IS DISTURBED O>M EN RESTRAINED JOINT FITTINGS A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDIDONAL SUPPORT. NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH, IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 4" DIAMETEf AND VALVE WATER TD -8 veol�c J. PLUG RLJ If\/111VLV UVIIV 1 �I I IIIV VJ WIDTH = DIM. "F" THICKNESS OF FILLET WELD STRAP = 1/4" THREADED COUPLING STANDARD HEX NUT PVC NIPPLE AND CAP 1 /4" THICK PPLATE WASHER 3" THREAD1 b BRASS NIPPLE AND CAP N 1 NOMINAL INSIDE THRUST BLOCK /_--METER 3/4" ANCHOR DIAMETER EXTRA VALVE BOLTS STRONG STEEL PIPE M.J. FITTING Z 2" PIPE SLOPED #4 BARS 0 12" - PIPE BELL VARIES VARIES ON CENTER FOR 12 12" BENDS & CONCRETE CLASS "B" WATER MAIN AND VALVE 2" THREADED TAP LARGER C---� CHART FOR UPPER SECTION VERTICAL BLOCKING NOTE: STANDARD 90' HOOK ON END OF ANCHOR BOLTS TO FACE CENTER OF BLOCKS. CONCRETE BLOCKING FOR UPPER VERTICAL BENDS N.T.S. FIG. W -3A TD -4 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS QTHE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' (270') 16"-22' 7 CU. FT. ALVE BOX #68 STONE 42'MIN6" GATE VALVE 1 f 1. 8" X 6' TEE 2500 P.S.I. CONCRETE + BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL PILE WHEN THE SOIL IS DISTURBED O>M EN RESTRAINED JOINT FITTINGS A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDIDONAL SUPPORT. NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH, IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 4" DIAMETEf AND VALVE WATER TD -8 veol�c J. PLUG RLJ If\/111VLV UVIIV 1 �I I IIIV VJ ON-LINE (TYPE "B") VARIES THREADED COUPLING PVC NIPPLE AND CAP PVC SLEEVE or b BRASS NIPPLE AND CAP I LUBRICATE ALL THREADS THRUST BLOCK /_--METER BOX (SEE FIG. W-7) VALVE �. ! L!J NO. 57 STONE M.J. FITTING Z 2" PIPE SLOPED TO DRAIN IF - GRADE ALLOWS VARIES VARIES 2" PVC OR BRASS J PIPE WATER MAIN AND VALVE 2" THREADED TAP ARE SAME SIZE PLUG y it! DEAD END (TYPE "A") W TYPICAL BLOW -OFF ASSEMBLY NTS FIG. W-8 cAc� TD -11 TD -19 Z O CL Of U V) W O Z W Q 0 v I _J Q F- J W Q0 0 W IL Z Li J�+ LL W p Q i 11� 0 •ti 00 a0i �Cj I t 77 CD � � aD r ' c?, Z W a w :~ �. ! L!J 0 U Z ct k ^ J CIS p0eqb y it! 0 as Ix ti W Q U N _ cAc� W O ID N v I _J Q F- J W Q0 0 W IL Z Li J�+ LL W Q U lZ V � w W F Cj) J W Q U _ = W X W W J Q CO to 0 i LO N N 00 \z o Q W o N U LL. O 00 O Uj 3 N C:: Wm M d. 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A '3 0.10.10.10.10.00.00.00.00.00.00.00.00.00.00.0 0.00.00.0 +0. 1.11. .50.to. 8+0 9 4 c-- +0.20.20.10.10.1+0.10.10.00.00.00.00.00.00.00.00.00.0 0.0.00.0 0. 1.21.90 60.10.81. 4 -0.2 . 50. 0.30.20.1010.10.10.00.0.00.00.00.00.00.00.00.0 'o. + - + + + + + + + + + + + + + 0.00.00.0 .91.90. 10.x. 0. 040 6 . . 0. . . 0 20.20.10.10.1o. 00.0+0.00.0o. 00.0+0.00.00.0 0.00.00.00.00.10. 0.60.8 .00.4 .61.91.40. 0.� V 7 21.51.61. 0.70. 30.20.10.10.00.00.00.00.00.00.00.00.00.00.0 0.00.00.00.00.10. 0.40.91.10. + 60.61.81. 80.61.'11.90.70.90. 0.61.60. 1.'11. 1.11.'11.1. 00. 0.20.10.10.10.00.6o.0o.00.0o.6o.6o.6o.00.00.0 0.00.00.00.00.00.1 .3+0.80.k 0. All 0.61 A .41.0`1.6141.41.11.60 x`1.',1.6 . 40.20.20.1o.1+0.10.0o.00.00.00.00.00.00.00.00.0 0.00.00.00.00.00.1 .301-1.4 .61.91.4. 60 1. .90.81.' A0.9 .60.3. 40 61. 0.80. 0.30.30.20.10.10.10.10.00.00.00.00.00.00.00.00.0 0.00.00.00.60.60.40. +11.61. 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Acuity Brands Lighting is not responsible for specifying the lighting or illumination requirements for any specific project. It is the obligation of the end-user to consult with a professional engineering advisor to determine whether this lighting design meets the applicable project requirements for lighting system performance, safety, suitability and effectiveness for use in a particular application. End-user environment and application (including, but not limited to, voltage variation and dirt accumulation) can cause actual field performance to differ from the calculated photometric performance represented in this lighting design. In no event will Acuity Brands Lighting be responsible for any loss resulting from any use of this lighting design. Schedule Lamp ,VALIANT SERIES 15OW ,ONE 150 -WATT HPS TYPE 3 MED CLEAR ET23.5 SEMICUTOFF HIGH PRESSURE anufactur Catalog Symbol Label Image Quantity I DOWN POS. Number Location 18 American AVP 15S R3 AY Label X Y Electric MH A 1 A Lighting 255.10 21.00 21.00 302.39 -A �i 312.80 316.80 6 American ;AVP 15S R5 AY B B 376.90 Electric Lighting VX Description Lamp ,VALIANT SERIES 15OW ,ONE 150 -WATT HPS TYPE 3 MED CLEAR ET23.5 SEMICUTOFF HIGH PRESSURE SODIUM, i 1 VERTICAL BASE I DOWN POS. VALIANT VIEUX SERIES 15OW HPS TYPE 5 VERY SHORT CUTOFF ONE 150 -WATT CLEAR ET23.5 HIGH PRESSURE SODIUM, HORIZONTAL POS. Number Filename Lamps P 1 AVP_15S_R3 AY.ies i 1 AVP_15S_R5 I !_AY_VX.ies ! II � I Luminaire Locations Location No. Label X Y Z MH Orientation 1 A 415.20 255.10 21.00 21.00 302.39 -A �i 312.80 316.80 21.00 21.00 117.99 3 �I B 376.90 326.50 21.00 � 21.00 213.00 4 A 330.50 240.10 21.00 21.00 32.78 5 B 605.00 430.90 21.00 21.00 301.91 551.20 280.60 21.00 21.00 33.82 -_A 7 A 597.80 343.00 21.00 1 21.00 211.49 8 B 364.60 11 418.70 21.00 21.00 302.01 j 9 B 460.90 355.10 21.00 21.00 - 302.01 10 B 444.10 1 445.70 21.00 21.00i 302.01 11 B � 508.60 402.20 � 21.00 21.00 302.01 1 12 A 268.20 ! 583.00 21.00 2100 82.34 13 A 346.50 604.10 21.00 21.00 268.02 14 A 339.60 505.90 21.00 21.00 j 229.99 ' 15 A 703.80 490.20 21.00 21.00 i 34.51 16 A 610.20 552.70 21.0021.00 34.51 17 A 544.90 597.70 21.00 21.00 34.51 18 i A 442.30 I 665.10 1I 2100 �I 21 00 ji I 34.51 - _- I' 21.00 305.24 19 A 559.00 473.60 21.00 J-- 20 A 497.10 524.90 21.00 21.00 121.72 21 A 362.00 702.90 21.00 i 21.00 168.88 - 2 22 - ' A 258.00 -- 685.20 21.00 21.00 -- ! 82.3 '- 23 A 329.10 763.20 21.00 2100 262.60 24 A 245.70 798.70 21.00 21.00 82.34 Statistics Description ,PARKING SUMMARY SPILL SUMMARY Symbol Avg Max Min Max/Min 1.1 fc 2.9 fc 0.2 fc 14.5:1 1' 0.4 fc i 2.9 fc� 0.0 fc N/A Note I 1. Readings shown are based on a total LLF of .85 at grade. 2. Please refer to the "luminaire locations" table for mounting heights. 3. Product information can be obtained at www.Holophane.com Avg/Min 5.5:1 i N/A Lumens r Light Loss u s P e 9 .Wattage Lamp Factor 16000 0.85 191 16000 0.85 188 Q z Designer ,Joseph ,Robertson 'Date 3/1/2016 iScale I AS SHOWN !Drawing No. C25 OF C25 $001291631_ 1 Summary