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HomeMy WebLinkAboutSDP200900047 Plan - Other (not approved) 2009-06-08oil1::\I 1 \1.1: I l'.e 1 lI FINALSl l l _jPi..ATA DRAWING NO. SHEET NO. TITLE C-1 AHEAD 1 OF 17 COVER SHEET C-2 ON CENTER 2 OF 17 GENERAL NOTES C-3 BENCH MARK 3 OF 17 EARTHWORK NOTES C-4 POLYVINYL CHLORIDE 4 OF 17 EXISTING CONDITIONS C-5 CENTER TO CENTER 5 OF 17 DEMOLITION PLAN C-6 REQUIRED 6 OF 17 SITE LAYOUT PLAN C-7 CENTER LINE 7 OF 17 SITE GRADING AND UTILITY PLAN C-8 RIGHT 8 OF 17 UTILITY PROFILES, STORMWATER MANAGEMENT NOTES & DETAILS C-9 CORRUGATED METAL PIPE 9 OF 17 EROSION & SEDIMENT CONTROL PLAN C-10 SANITARY 10 OF 17 EROSION & SEDIMENT CONTROL NARRATIVE C-11 CONCRETE 11 OF 17 EXISTING -DEVELOPED DRAINAGE AREA MAP C-12 NO. 12 OF 17 POST -DEVELOPED DRAINAGE AREA MAP C-13 DIAMETER 13 OF 17 STORMWATER MANAGEMENT NARRATIVE & CALCULATIONS C-14 STATION 14 OF 17 MS -19 ANALYSIS C-15 15 OF 17 LANDSCAPE PLAN C-16 16 OF 17 PHOTOMETRIC PLAN C-17 ELECTRIC 17 OF 17 PHOTOMETRIC PLAN ABBREVIATIONS AFF ABOVE FINISHED FLOOR NIC NOT IN CONTRACT AHD AHEAD NTS NOT TO SCALE BC BACK OF CURB O.C. ON CENTER BF BLIND FLANGE PE POLYETHYLENE BM BENCH MARK PROP PROPOSED BK BACK PVC POLYVINYL CHLORIDE BW BOTTOM OF WALL r RADIUS C/C CENTER TO CENTER R RCP RISER REINFORCED CONCRETE PIPE C&G CURB & GUTTER REQ'D REQUIRED CIP CAST IRON PIPE RESTR RESTRAINED CENTER LINE TITLE: COVER SHEETREVIEWED .BY: DMJ RT RIGHT C. L. CHAIN LINK R/W RIGHT OF WAY CMP CORRUGATED METAL PIPE SAN SANITARY CO CLEAN OUT SHC SEWER HOUSE CONNECTION CONC CONCRETE SQ SQUARE CY CUBIC YARDS NO. REVISION 13Y ST STORM DIA DIAMETER DATE STA STATION DIP DUCTILE IRON PIPE STD STANDARD EL ELEVATION SW SIDEWALK ELEC ELECTRIC TBA TO BE ABANDONED ESMT EASEMENT EX OR EXIST EXISTING TBR TO BE REMOVED FDC FIRE DEPARTMENT CONNECTION TC TOP OF CURB TW TOP OF WALL FF FINISHED FLOOR FH FIRE HYDRANT TYP TYPICAL FL FLOW LINE UG UNDERGROUND HB HORIZONTAL BEND LION UNLESS OTHERWISE NOTED HC HANDICAP VESCH VA. E&S CONTROL HANDBOOK ID INNER DIAMETER WHC WATER HOUSE CONNECTION INV INVERT WL WATERLINE IPS IRON PIN SET WSE WATER SURFACE ELEVATION IPF IRON PIN FOUND WT WATERTIGHT JB JUNCTION BOX WW WOVEN WIRE LAT LATERAL X-ING CROSSING LF LINEAR FEET YDS YARDS LP LOW POINT yr YEAR LT LEFT 617V 6" VALVE MH MANHOLE NOTES: 1. THE SIZE OF THE SYMBOLS MAY VARY FROM THOSE SHOWN. 2. ALL ABBREVIATIONS AND SYMBOLS SHOWN MAY NOT BE USED. UNE 8 2009 rl VICINITY MAP 1 "=2000' AT uFRMART IP CnITNTV nFIPARTMF.NT APPROVAL - APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT 8) PLANNING/ZONING 137 VPD ENGINEER 8) INSPECTIONS 154 VPD ARB AM DEPARTMENT OF FIRE & RESCUE DOES NOT TRIGGER NEED FOR TRAFFIC IMPACT ALBERMARLE COUNTY SERVICE AUTHORITY.' VPH LESS VIRGINIA DEPARTMENT OF TRANSPORTATIOiN HEALTH DEPARTMENT SITE DATA: OWNER/APPLICANT/DEVELOPER: ENGINEER: SOURCE OF SURVEY: COUNTY, STATE: MAGISTERIAL DISTRICT: TAX MAP REFERENCE: ZONING: SETBACK REQUIREMENTS: BUILDING HEIGHT: EXISTING USES: PROPOSED USES: TRASH: TRAFFIC ANALYSIS EX. EAST COAST GAS STATION WILCOHESS, LLC 5446 UNIVERSITY PARKWAY WINSTON SALEM, NC 27105 ATTN: STEVE WILLIAMS 336) 767-8540 WW ASSOCIATES, INC 1402 GREENBRIER PLACE CHARLOTTESVILLE, VA 22901 ATTN: DAVID M. JENSEN, PE 434) 984-2700 BOUNDARY & EXISTING IMPROVEMENTS - ALTA/ACSM H&A ASSOCIATES, LLC - 10/20/08 TOPOGRAPHY -WW ASSOCIATES - JANUARY 2009 ALBEMARLE COUNTY, VA m 06100-00-00-12000 1600 SEMINOLE TRAIL HC; ENTRANCE CORRIDOR OVERLAY DISTRICT FRONT - 30' SIDE - N/A REAR - N/A MINIMUM FRONTAGE - 150' LESS THAN 35' COMMERCIAL COMMERCIAL ON-SITE DUMPSTER (SCREENED) 14 GASOLINE AND 1 KEROSENE FUELING POSITIONS 1005 GSF CONVENIENCE STORE ITE CODE 945 (7th EDITION) 14) (162.78) = 2279 VPD 14) (10.06) = 141 VPD AM PEAK 14) (13.38) = 187 VPD PM PEAK NEW WILCO -HESS FACILITY 8 FUELING POSITIONS 2400 GSF CONVENIENCE STORE ITE CODE 853 (7th EDITION) 8) 542.60) 4340 VPD 8) 17.17) 137 VPD AM PEAK 8) 19.22) 154 VPD PM PEAK AM PM PEAK HOURS DOES NOT TRIGGER NEED FOR TRAFFIC IMPACT ANALYSIS AS VPH LESS THEN 250 VPH. CHECK VEHICLE PER DAY. 4340 VPD - 2279 VPD = 2061 VPD WHICH IS LESS THAN 2500 VPD THEREFORE, NO TRAFFIC IMPACT ANALYSIS REQUIRED. PARKING TABULATION USE: 2400 SF CONVENIENCE STORE REQUIRED: 1 SPACE PER 100 SF NET FOR THE FIRST 5000 SF (2400 GSF x 0.8 = 1920 NSF PARKING REQUIRED: 20 Urt a PARKING PROVIDED: 20 (18 STANDARD, 2 HANDICAP) J HANDICAP REQUIRED: 1 HANDICAP PROVIDED: 2 (VAN ACCESSIBLE) 19.2 SPACES PAOFENGINEERS M. JENSEN v No. 11484 0 No S y 1S" ONAI, SURVEYORS PLANNERS ASSOCIATES PO Box 4119 1402 Greenbrier Place Lynchburg, VA 24502 cherlonesville.VA22901 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociates.net DESICNFOAT PROJECT: LCOHESS - 1600 SEMI NOLE TRAIL FINAL SITE PLAN ALBEMARLE COUNTY, VIRGINIA REVISION NUMBER: DRAWN BY. ja DRAWING NUMBER: C-1 TITLE: COVER SHEETREVIEWED .BY: DMJ SHEET NUMBER: 1 of 17 WWA NUMBER: 208111.04 FILE NAME:SCALE: DAT H: N A801101C—C01.dwg V. NA 6/8/09 NO. REVISION 13Y DATE NO. REVISION BY DATE MISCELLANEOUS NOTES 1. THIS PLAN IS TO BE USED FOR SITE -GRADING PURPOSES OUTSIDE THE BOUNDARY OF THE BUILDINGS. 2. BASED ON GRAPHIC DETERMINATION, THIS PROPERTY LIES IN ZONE "X" ON FEMA FIRM MAP 51003CO278D, DXFED 2/4/05. 3. THE PROJECT AREA IS 0.84 ACRES. THE BOUNDARY AS SHOWN HAS BEEN CALCULATED FROM AN ACTUAL FIELD SURVEY. 4. THE EXISTING ZONING FOR THIS AREA IS HIGHWAY COMMERCIAL; ENTRANCE CORRIDOR. NO CHANGE IN ZONING IS REQUESTED. 5. THIS PROPERTY IS SERVED BY PUBLIC SEWER AND PUBLIC WATER THROUGH ALBEMARLE COUNTY SERVICE AUTHORITY. 6. THE COORDINATES AND ELEVATIONS SHOWN ARE TIED TO THE STATE PLANE COORDINATE SYSTEM. 7. THE CONTRACTOR SHALL VERIFY ALL UTILITY INFORMATION PRIOR TO CONSTRUCTION TO INCLUDE TYPE AND SIZE OF PIPE AND SERVICES TO HIS OWN SATISFACTION. UTILITY NOTES 1. THE CONTRACTOR SHALL 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. THE CONTRACTOR SHALL BE 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, THE CONTRACTOR SHALL NOTIFY WW ASSOCIATES AT (434) 984-2700. PRIOR TO BEGINNING INSTALLATION OF UTILITIES, CONTRACTOR SHALL VERIFY HORIZONTAL/VERTICAL LOCATION AND SIZE AT ALL CONNECTIONS WITH EXISTING UTILITIES PRIOR TO PURCHASING OR ORDERING ANY PRECAST STRUCTURES OR MATERIALS. 3. 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. 4. ALL STORM SEWER SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT SPECIFICATIONS SECTION 302 AND SECTION 240 AND AS SPECIFIED ON THE DRAWINGS. 5. THE CONTRACTOR SHALL BE REQUIRED TO PERFORM ALL TESTS REQUIRED BY THE COUNTY OR ALBEMARLE COUNTY SERVICE AUTHORITY TO SECURE ACCEPTANCE OF ALL UTILITIES. 6. ALL CONCRETE USED IN UTILITY CONSTRUCTION SHALL BE 4000 PSI CONCRETE IN ACCORDANCE WITH VDOT SPECIFICATION 219. 7. NO PLANTINGS OR ERECTION OF OTHER OBSTRUCTIONS SHALL BE MADE WITHIN 4' OF ANY FIRE HYDRANT. 8. ALL HYDRANT BRANCHES SHALL HAVE A MINIMUM COVER OF 3.0'. 9. ALL UTILITIES SHALL 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. FOR UTILITIES INSTALLED UNDER ROADWAYS AND/OR EASEMENTS PLANNED FOR FUTURE ROADWAYS, BACKFILL SHALL BE COMPACTED TO NOT LESS THAN 95% OF MAXIMUM DENSITY; IN ACCORDANCE WITH VDOT SPECIFICATIONS, SECTIONS 523.03, 302, 303.10, AND 200.02. 12. A 10' HORIZONTAL SEPARATION SHALL BE MAINTAINED UNLESS OTHERWISE SPECIFIED BETWEEN ALL WATER LINES AND SANITARY SEWER LINES IN ACCORDANCE WITH STATE HEALTH DEPT. STANDARDS. SITE PLAN NOTES 1. ALL CONSTRUCTION SHALL CONFORM TO ALBEMARLE COUNTY AND VIRGINIA DEPARTMENT OF TRANSPORTATION STANDARDS AND SPECIFICATIONS. 2. CONTRACTOR TO VERIFY FIELD CONDITIONS PRIOR TO AND DURING CONSTRUCTION AND NOTIFY OWNER AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND APPROVED PLAN. 3. EXISTING MANHOLE FRAMES AND COVERS VALVE BOXES AND COVERS MONITORING WELLS TO REMAIN SHALL BE ADJUSTED OR RECONSTRUCTED, AS NECESSARY, TO MATCH FINISHED GRADES. 4. ALL INTERNAL STREETS AND PARKING AREAS ARE TO BE PRIVATELY OWNED AND MAINTAINED. 5. ALL INTERNAL WALKWAYS, UNLESS OTHERWISE NOTED, ARE TO BE PRIVATELY OWNED AND MAINTAINED. 6. EARTH SWALES AND STORM SEWER CONNECTIONS SHALL BE CONSTRUCTED IMMEDIATELY FOLLOWING CLEARING AND GRUBBING. 7. ALL ON SITE IMPROVEMENTS ARE SUBJECT TO INSPECTION UNDER ALBEMARLE COUNTY CODES. 8. ALL STAIRS WITH THREE OR MORE RISERS ARE TO HAVE HANDRAILS ON BOTH SIDES. 9. SIDEWALKS ADJACENT TO TRAVELWAYS ARE 6' WIDE UNLESS OTHERWISE NOTED. 10. ALL CONDENSATE DRAIN AND OTHER PLUMBING CONNECTIONS ARE TO BE INSTALLED ACCORDING TO BOCA NATIONAL PLUMBING CODE. 11. CONTRACTOR TO VERIFY ALL SITE PLANS AND PROFILES AND DETAILS FOR CONSISTENCY AND IF CONFLICT EXISTS, CONTACT ENGINEER FOR CLARIFICATION AND/OR DIRECTION. INTERPRETATION DETERMINED BY CONTRACTOR SHALL BE DONE AT HIS/HER OWN RISK. NO. I REVISION I BY I DATE GENERAL NOTES: 1. ALL LAND, ON OR OFF SITE WHICH IS DISTURBED BY THIS DEVELOPMENT AND WHICH IS BUILT UPON OR SURFACED, SHALL BE ADEQUATELY SEEDED AND STABILIZED TO CONTROL EROSION AND SEDIMENT IN ACCORDANCE WITH ALBEMARLE COUNTY AND VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS. 2. THE STRUCTURE TOPS ARE TO BE SET AFTER FINE GRADING IS FINISHED TO AVOID UNNECESSARY ADJUSTING. 3. 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. 4. ALL STREETS OUTSIDE PUBLIC RIGHTS-OF-WAY ARE TO BE PRIVATELY OWNED AND MAINTAINED. 5. 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. 6. PROPOSED UNDERGROUND UTILITIES SUCH AS ELECTRIC, TELEPHONE, CABLE AND GAS WHICH SERVE THIS FACILITY SHALL BE LOCATED WITH A MINIMUM 5' SEPARATION FROM PUBLIC WATER MAINS AND SANITARY SEWER. 7. CUT AND PATCH WORK IN EXISTING PUBLIC STREETS MUST BE PERFORMED IN ACCORDANCE WITH VDOT AND ALBEMARLE COUNTY STANDARDS AND SPECIFICATIONS. 8. ALL EXISTING CURB AND GUTTER AND SIDEWALK ALONG ROUTE 29 THAT IS DAMAGED DURING CONSTRUCTION SHALL BE REMOVED AND REPLACED TO THE STANDARDS AND SPECIFICATIONS OF ALBEMARLE COUNTY. 9. ALL PIPES SHOWN AS RCP ON PLANS SHALL BE REINFORCED CONCRETE PIPE CONFORMING TO ASTM C-76, UNLESS INDICATED OTHERWISE ON PLANS. 10. ALL CONSTRUCTION SHALL COMPLY WITH OSHA SAFETY STANDARD FOR EXCAVATION 1926 PART P AND OTHER APPLICABLE OSHA REQUIREMENTS. 11. TO THE BEST OF OUR BELIEF AND KNOWLEDGE, THERE ARE NO KNOWN GRAVE SITES ON THE SUBJECT PROPERTY. 12. 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. 13. PLANTINGS WILL BE PROVIDED WITH MINOR ADJUSTMENTS IN THE FIELD TO ELIMINATE CONFLICTS WITH OTHER STRUCTURAL FEATURES. 14. PROJECT AREA DOES NOT HAVE ANY EMERGENT WETLANDS OR WATERS OF THE U.S. COORDINATION NOTES 1. THE CONTRACTOR IS REQUIRED TO OBTAIN ANY/ALL PERMITS REQUIRED FOR CONSTRUCTION OF THESE PLANS. 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 GUIDELINES 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. THE CONTRACTOR IS TO VERIFY THAT THE RELOCATION OF ALL EXISTING UTILITIES IN CONFLICT WITH PROPOSED WORK HAS BEEN COMPLETED, INCLUDING UTILITY POLES. 5. CONTRACTOR SHALL COMPLY WITH FENCING AND TREE PRESERVATION SIGNAGE REQUIRED BY ALBEMARLE COUNTY CODE. 6. C'jNTRACTOR SHALL COMPLY WITH ALL WETLAND PERMIT REQUIREMENTS AS SPECIFIED BY THE CORPS OF ENGINEERS. WATER & SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY INSPECTORS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY 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 PLAN AND WHERE SHOWN, ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL ON HIS OWN INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY. 4. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3' 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. 5. ALL WATER AND SEWER APPURTENANCES SHALL BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 6. VALVES ON DEAD-END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILITY" 1 -800-552-7001) SITE/ARCHITECTURAL SOURCE NOTES 1. THE BOUNDARY INFORMATION SHOWN HEREON IS BASED ON INFORMATION PROVIDED BY ALTA/ACSM H&A ASSOCIATES, LLC ON 7/6/08 AND AN ACTUAL FIELD RUN BOUNDARY SURVEY PERFORMED BY WW ASSOCIATES, DATED 01/12/09. 2. THE EXISTING ORIGINAL TOPOGRAPHY IS BUILT FROM A FIELD SURVEY BY WW ASSOCIATES, DATED 1/12/09. THE HORIZONTAL DATUM IS VA GRID NORTH, NAD -83, IN THE U.S. SURVEY FT. UNITS. THE VERTICAL POSITION IS ON THE NAVD88 VERTICAL DATUM. 3. THE BUILDING INFORMATION (DIMENSIONS, UTILITY CONNECTIONS, ETC.) SHOWN ON THESE PLANS WAS TAKEN FROM INFORMATION PROVIDED BY WILCOHESS. 4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN THE MOST CURRENT APPROVED ARCHITECTURAL/M.E.P. PLANS AND COORDINATE SAME WITH THE SITE PLAN, PRIOR TO BEGINNING STAKEOUT AND CONSTRUCTION OPERATIONS. ALBEMARLE COUNTY ENGINEERING - 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 SLOPE IS 2:1 (H ORIZONTAL: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 ALBEMARLE COUNTY DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM TO THE CURRENT VERSION OF THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE VIRGINIA WORK AREA PROTECTION MANUAL. 8. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION SHALL COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). ROADWAY CONSTRUCTION NOTES (PRIVATE ROADS) 1. ALL EXISTING UTILITIES SHALL BE ADJUSTED TO NEW FINISHED GRADE BY THE CONTRACTOR. 2. STABLE SUBGRADE IS DEFINED AS THAT SOLID, UNDISTURBED EARTH CAPABLE OF SUPPORTING STREET LOADING WITHOUT DAMAGING SETTLEMENT AS DETERMINED BY THE GEOTECHNICAL ENGINEER. 3. WHERE UNSTABLE SUBGRADE IS ENCOUNTERED, IT SHALL BE MADE STABLE BY COMPACTION OR REPLACEMENT AS REQUIRED. 4. ALL CONCRETE SHALL BE VDOT CLASS "A3" GENERAL UNLESS SPECIFIED OTHERWISE. 5. ALL BITUMINOUS SURFACE SHALL BE VDOT TYPE SM -9.5A UNLESS SPECIFIED OTHERWISE. 6. ALL BITUMINOUS BINDER OR BASE COURSES SHALL BE VDOT TYPE BM -25.0 UNLESS OTHERWISE SPECIFIED BY' THE ENGINEER AND SHOWN ON APPROVED PLANS. 7. ALL DETAILS OF PAVING ,ARE SUBJECT TO FINAL APPROVAL BY THE ALBEMARLE COUNTY ENG. DEPT. AND SHALL [BE NOTED ON THE FINAL PLANS AND PERMITS. 8. CONTRACTOR SHALL GRIND OR MILL EXISTING PAVEMENT AS REQUIRED TO OVERLAY EXISTING PAVEMENT AND TO INDUCE REQUIRED CROSS -SLOPE. PROVIDE HEEL CUT AND SMOOTH FINISH SURFACE BETWEEN LIMIT OF OVERLAY AND EXISTING PAVEMENT SURFACE. 9. A SMOOTH GRADE SHALL BE MAINTAINED FROM THE CENTERLINE OF THE EXISTING ROAD TO THE PROPOSED EDGE OF PAVEMENT TO PRECLUDE THE FORMING OF FALSE GUTTERS AND/OR THE PONDING OF ANY WATER IN THE ROADWAY. 10. PAINT FOR PAVEMENT MARKINGS SHALL BE TRAFFIC LANE MARKING PAINT, FACTORY MIXED, QUICK -DRYING, AND NON-BLEEDING. PAINT SHALL MEET REQUIREMENTS OF VDOT, ROAD BRIDGE SPECIFICATIONS, SECTION 231. 11. HANDICAP RAMPS SHALL HAVE EXPOSED AGGREGATE DETECTABLE WARNING FINISH, IN ACCORDANCE WITH VDOT STANDARD CG -12A. RAMPS SHALL NOT EXCEED A MAXIMUM SLOPE OF 12:1. 12. ALL UTILITIES, INCLUDING ALL POLES, NECESSARY TO BE RELOCATED SHALL BE AT THE DEVELOPER'S EXPENSE, PRIOR TO CONSTRUCTION. 13. ALL R/W DEDICATED TO PUBLIC USE SHALL BE CLEAR AND UNENCUMBERED. THE COUNTY/CITY SHALL OBTAIN A PERMIT FOR ALL SIDEWALKS WITHIN THE R/W THAT ARE NOT PRIVATELY MAINTAINED. 14. SIGNS & PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES, THE VIRGINIA WORK AREA PROTECTION MANUAL AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. LEGEND EXISTING NEW DESCRIPTION CONTOUR (INTERVAL AS490--- 490 INDICTED ON SITE PLAN) 499.50 +90f SPOT ELEVATION HEDGEROW EDGE OF PAVEMENT PROPERTY LINE R/W- - - - R/W- RIGHT-OF-WAY SANITARY SEWER STORM SEWER / DRAINS W W WATER LINE UGE UGE UNDERGROUND ELECTRIC LINE OHU OHU OVERHEAD UTILITY LINE ABANDONED OR DEMOLISH UTILITY 0 0______0 o a o o FENCE 0 0, 0 0 01 0 FENCE WITH GATE STRUCTURE BUILDING OVERHANGL _ _ _ _ _ _ J L - - - - - - J GR -2 GUARDRAIL NOTE: 1. THE SIZE OF SYMBOLS MAY VARY FROM THOSE SHOWN. 2. ALL ABBREVIATIONS AND SYMBOLS SHOWN MAY NOT BE USED. 4" MIN. COMPACTE[ 6'-0" UNLESS OTHERWISE NOTED ON PLANS 1/4":1' SLOPE UNLESS OTHERWISE NOTED GN PLANS NOTES: SIDEWALK TO BE POURED VDOT CLASS A3 CONCRETE. DISTANCE BETWEEN SCORE LINE NOT TO EXCEED 5' IN LONGITUDINAL DIRECTION. SIDEWALK - DETAIL NOT TO SCALE EH:E! I,TH OF DESIGNED BY. j M DW ^ ` ENGINEERS DRAWN BY: SURVEYORS TO W4 DAVID M. JENSEN PLANNERS REVIEWED BY. Lic. Nfo. 11484 DWD 0. 197 PO Box 4119 1402 Greenbrier Place l s Lynchburg. VA 24502 0arloaewille,VA22901 WWA NUMBER: Phone: 434.316.6080 Phone: 434.984.2700 208111.04NO. REVISION BY DATE I DNAN_ J www.wwessocietes.net 4"-VDOT NO. 8 AGGREGATE EXISTING NEW O IPS BM BM DESCRIPTION WETLANDS RIP -RAP WATER METER FIRE HYDRANT FIRE DEPARTMENT CONNECTION WATER VALVE GAS VALVE UTILITY MH MONITORING WELL BOLLARD SAN. SEWER MANHOLE STORM DRAIN MANHOLE CURB INLET DROP INLET SANITARY CLEAN OUT DRAINAGE STRUCTURE NUMBER LIGHT POLE TELEPHONE POLE WITH GUY WIRE & ANCHOR POWER POLE TREE SHRUB IRON PIN FOUND IRON PIN SET BENCHMARK DRAINAGE DIVIDE CONCRETE ASPHALT I P'1VL- \lVL-I\ 1 1\I1VIL PYI V. I Vl11 J1 PAVEMENT SECTION DETAIL NOT TO SCALE PROJECT: WILCOHESS - 1600 SEMINOLE TRAIL FINAL SITE PLAN ALBEMARLE COUNTY, VIRGINIA TITLE: GENERAL NOTES FILE NAME: SCALE: DATE: 801 101 C- CO2. d wg V: NIANA 6/8/09 REVISION NUMBER: DRAWING NUMBER: C-2 SHEET NUMBER: 2 of 17 li e 012 i [ u _ 1. GENERAL 1.1 DEFINITIONS 1.1.1 HARD MATERIALS: WEATHERED ROCK, DENSE CONSOLIDATED DEPOSITS, OR CONGLOMERATE MATERIALS WHICH ARE NOT INCLUDED IN THE DEFINITION OF "ROCK" BUT WHICH USUALLY REQUIRE THE USE OF HEAVY EXCAVATION EQUIPMENT, RIPPER TEETH, OR JACK HAMMERS FOR REMOVAL. 1.1.2 ROCK: SOLID HOMOGENEOUS INTERLOCKING CRYSTALLINE MATERIAL WITH FIRMLY CEMENTED, LAMINATED, OR FOLIATED MASSES OR CONGLOMERATE DEPOSITS, NEITHER OF WHICH CAN BE REMOVED WITHOUT SYSTEMATIC DRILLING AND BLASTING, DRILLING AND THE USE OF EXPANSION JACKS OR FEATHER WEDGES, OR THE USE OF BACKHOE -MOUNTED PNEUMATIC HOLE PUNCHERS OR ROCK BREAKERS; ALSO LARGE BOULDERS, BURIED MASONRY, OR CONCRETE OTHER THAN PAVEMENT EXCEEDING 1h CUBIC YARD IN VOLUME. REMOVAL OF HARD MATERIAL WILL NOT BE CONSIDERED ROCK EXCAVATION BECAUSE OF INTERMITTENT DRILLING AND BLASTING THAT IS PERFORMED MERELY TO INCREASE PRODUCTION. 1.1.3 COHESIVE MATERIALS: MATERIALS ASTM D 2487 CLASSIFIED AS GC, SC, ML, CL, MH, AND CH. MATERIALS CLASSIFIED AS GM AND SM WILL BE IDENTIFIED AS COHESIVE ONLY WHEN THE FINES HAVE A PLASTICITY INDEX GREATER THAN ZERO. 1.1.4 COHESIONLESS MATERIALS: MATERIALS ASTM D 2487 CLASSIFIED AS GW, GP, SW, AND SP. MATERIALS CLASSIFIED AS GM AND SM WILL BE IDENTIFIED AS COHESIONLESS ONLY WHEN THE FINES HAVE PLASTICITY INDEX OF ZERO. 1.2 CRITERIA FOR BIDDING 1.2.1 BASE BIDS ON THE ELEVATIONS AS INDICATED. 1.2.2 ROCK EXCAVATION SHALL BE UNCLASSIFIED. ALL EARTHWORK EXCAVATION SHALL BE PERFORMED TO THE INDICATED ELEVATIONS. 1.2.3 BLASTING WILL NOT BE PERMITTED ON THIS PROJECT AS SPECIFIED HEREIN. 1.2.4 REMOVE MATERIAL IN AN APPROVED MANNER, AND PROVIDE EXCAVATION SUPPORT STRUCTURES AS REQUIRED IN ACCORDANCE WITH THE U.S. ARMY CORPS OF ENGINEERS "SAFETY AND HEALTH REQUIREMENTS MANUAL," EM -385-1-1, SECTIONS 23 A AND B. 1.3 PROTECT EXISTING TREES AND OTHER VEGETATION INDICATED TO REMAIN IN PLACE AGAINST CUTTING, BREAKING, OR SKINNING OF ROOTS; SKINNING AND BRUISING OF BARK; SMOTHERING OF TREES BY STOCKPILING CONSTRUCTION MATERIALS OR EXCAVATED MATERIALS WITHIN DRIP LINE; EXCESS FOOT OR VEHICULAR TRAFFIC; OR PARKING OF VEHICLES WITHIN DRIP LINE. PROVIDE TEMPORARY FENCES, BARRICADES, OR GUARDS AS REQUIRED TO PROTECT TREES AND VEGETATION TO BE LEFT STANDING. 1.4 BURNING: SITE CLEARING DEBRIS MAY BE BURNED IF ALLOWED BY THE LOCAL FIRE DEPARTMENT AND ALBEMARLE COUNTY. ALL BURNING RESIDUALS SHALL BE REMOVED FROM THE OWNER'S PROPERTY AND DISPOSED OF BY THE CONTRACTOR AT HIS EXPENSE IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL REGULATIONS. 2. PRODUCTS 2.1 SOIL MATERIALS: FREE OF DEBRIS, ROOTS, WOOD, SCRAP MATERIAL, VEGETATION, REFUSE, SOFT UNSOUND PARTICLES, AND FROZEN DELETERIOUS OR OBJECTIONABLE MATERIALS. THE MAXIMUM PARTICLE DIAMETER SHALL BE ONE-HALF THE LIFT THICKNESS AT THE SPECIFIED LOCATION. THE MAXIMUM PARTICLE DIAMETER FOR PIPE BACKFILL MATERIAL LOCATED LESS THAN 1 -FOOT ABOVE THE PIPE CROWN SHALL BE 1 -INCH. 2.1.1 COMMON FILL: APPROVED, UNCLASSIFIED SOIL MATERIAL WITH THE CHARACTERISTICS REQUIRED TO COMPACT TO THE SOIL DENSITY SPECIFIED FOR THE INTENDED LOCATION. 2.1.2 BACKFILL AND FILL MATERIAL: ASTM D 2487, CLASSIFICATION GW, GP, GM, GC, SW, SP, SM, SC, ML WITH A MAXIMUM ASTM D 4318 LIQUID LIMIT OF 35, MAXIMUM ASTM D 4318 PLASTICITY INDEX OF 12, AND A MAXIMUM OF 25 PERCENT BY WEIGHT PASSING ASTM D 1140, NO. 200 SIEVE. 2.1.3 SELECT MATERIAL: ASTM D 2487, CLASSIFICATION GW, GP, SW, SP WITH A MAXIMUM OF 10 PERCENT BY WEIGHT PASSING ASTM D 1140, NO. 200 SIEVE. 2.1.4 PIPE BEDDING MATERIAL: VDOT NO. 57 COARSE AGGREGATE. 2.1.5 AGGREGATE FILL: VDOT NO. 5 OR NO. 57 COARSE AGGREGATE. 2.1.6 RIPRAP: CLASS I DRY RIPRAP AS DEFINED IN THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT) ROAD AND BRIDGE SPECIFICATIONS, SECTION 414, "RIPRAP", UNLESS OTHERWISE NOTED. 2.2 BORROW: OBTAIN BORROW MATERIALS REQUIRED IN EXCESS OF THOSE FURNISHED FROM EXCAVATIONS FROM SOURCES OFF THE OWNER'S PROPERTY. PROVIDE AND SUBMIT SOIL CLASSIFICATION TESTING TO ENSURE BORROW MATERIALS MEET THE REQUIREMENTS OF THIS SPECIFICATION. 3. EXECUTION 3.1 CLEARING 3.1.1 REMOVE FROM THE SITE TREES, STUMPS, ROOTS, BRUSH, SHRUBS, DOWN TIMBER, ROTTEN WOOD, RUBBISH, OTHER VEGETATION, AS WELL AS FENCES AND INCIDENTAL STRUCTURES NECESSARY TO ALLOW FOR NEW CONSTRUCTION. 3.1.2 CLEARING WORK SHALL BE RESTRICTED TO AREA WITHIN "CONSTRUCTION LIMITS/LIMITS OF CLEARING" SPECIFIED IN THIS SECTION AND AS INDICATED ON THE DRAWINGS. 3.1.3 UNDISTURBED STUMPS AND ROOTS, A MINIMUM OF 5 FEET BELOW FINISHED GRADE AND NOT LOCATED UNDER OR WITHIN 10 FEET OF ANY STRUCTURE, MAY BE LEFT IN PLACE. TOPS OF STUMPS LEFT IN PLACE SHALL NOT BE MORE THAN 6 INCHES ABOVE ORIGINAL GRADE. 3.2 GRUBBING 3.3.1 GRUB AREAS WITHIN AND TO A POINT 10 FEET OUTSIDE OF ALL STRUCTURES, AREAS TO RECEIVE FILL WHERE FINISHED GRADE WILL BE LESS THAN 3 FEET ABOVE EXISTING GRADE, CUT AREAS WHERE FINISHED GRADE WILL BE LESS THAN 2 FEET BELOW EXISTING GRADE, TRANSITIONAL AREAS BETWEEN CUT AND FILL, AND ANY AREA TO RECEIVE CONTROL FILL. 3.3.2 REMOVE FROM THE GROUND TO A DEPTH OF 24 INCHES ALL STUMPS, ROOTS %-INCH DIAMETER AND LARGER, ORGANIC MATERIAL, AND DEBRIS. 3.3.3 USE ONLY HAND METHODS FOR GRUBBING INSIDE THE DRIP LINES OF TREES THAT ARE TO REMAIN. 3.4 CONSTRUCTION/CLEARING LIMITS 3.4.1 THE CONTRACTOR SHALL NOT DISTURB ANY AREAS OUTSIDE THE CONSTRUCTION LIMITS INDICATED ON THE DRAWINGS WITHOUT EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. 3.5 CLEAN UP DEBRIS RESULTING FROM SITE CLEARING OPERATIONS CONTINUOUSLY WITH THE PROGRESS OF THE WORK. 3.6 REMOVE DEBRIS FROM THE SITE IN SUCH A MANNER AS TO PREVENT SPILLAGE.. KEEP PAVEMENT AND AREAS ADJACENT TO SITE CLEAN AND FREE FROM MUD, DIRT, AND DEBRIS AT ALL TIMES. 3.7 SURFACE PREPARATION 3.7.1 STRIPPING: STRIP EXISTING TOPSOIL, WHEN PRESENT, TO A DEPTH OF 6 INCHES WITHOUT CONTAMINATION BY SUBSOIL MATERIAL. STOCKPILE TOPSOIL SEPARATELY FROM OTHER EXCAVATED MATERIAL AND LOCATE CONVENIENT TO FINISH GRADING AREA. 3.7.2 UNSUITABLE MATERIAL: REMOVE UNSUITABLE SOIL MATERIALS, WASTE MATERIAL, VEGETATION, DEBRIS, DECAYED VEGETABLE MATTER, SOD, AND MULCH FROM THE CONSTRUCTION SITE. DISPOSE OF THE UNSUITABLE MATERIAL OFF THE OWNER'S PROPERTY IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL REGULATIONS. 3.8 PROTECTIONS 3.8.1 PROTECTION SYSTEMS: PROVIDE SHORING, BRACING, AND SHEET)NG AS REQUIRED IN ACCORDANCE WITH THE U.S. ARMY CORPS OF ENGINEERS "SAFETY AND HEALTH REQUIREMENTS MANUAL," EM -385-1-1, SECTIONS 23 A AND B. 3.8.2 SITE DRAINAGE: PROVIDE FOR THE COLLECTION AND DISPOSAL OF SURFACE AND SUBSURFACE WATER ENCOUNTERED DURING CONSTRUCTION. 3.8.2.1 SURFACE DRAINAGE: COMPLETELY DRAIN THE 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. 3.8.2.2 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 THE OUTLET OF PIPING TO PREVENT EROSION. OPERATE DEWATERING SYSTEM CONTINUOUSLY UNTIL CONSTRUCTION WORK BELOW EXISTING WATER LEVELS IS COMPLETE. 3.9 EXCAVATION 3.9.1 EXCAVATE TO THE ELEVATIONS AND DIMENSIONS INDICATED AND AS SPECIFIED IN THIS SECTION. REUSE EXCAVATED MATERIALS THAT MEET THE SPECIFIED REQUIREMENTS FOR THE MATERIAL TYPE REQUIRED AT THE INTENDED LOCATION. WHEN SOIL NOT MEETING THE REQUIREMENTS SPECIFIED IN THIS SECTION IS ENCOUNTERED DURING EXCAVATION, REMOVE THE UNSUITABLE SOIL MATERIAL AND REPLACE WITH SELECT MATERIAL AS SPECIFIED IN THIS SECTION. REMOVAL AND DISPOSAL OF UNSUITABLE SOIL MATERIAL AND PLACEMENT AND COMPACTION OF SELECT MATERIAL SHALL BE PERFORMED AT NO ADDITIONAL COST TO THE OWNER. 3.9.2 KEEP EXCAVATIONS FREE FROM WATER. EXCAVATE SOIL DISTURBED OR WEAKENED BY THE CONTRACTOR'S OPERATIONS, AND SOILS SOFTENED OR MADE UNSUITABLE FOR SUBSEQUENT CONSTRUCTION DUE TO EXPOSURE TO WEATHER. REFILL WITH SELECT MATERIAL AND COMPACT TO 95% OF ASTM D 698 MAXIMUM DENSITY. UNLESS SPECIFIED OTHERWISE, REFILL EXCAVATIONS CUT BELOW INDICATED DEPTH WITH SELECT MATERIAL AND COMPACT TO 95% OF ASTM D 698 MAXIMUM DENSITY. SIDE SLOPES WHEN ALLOWED SHALL BE PROTECTED WITH 6 -MIL POLYETHYLENE SHEETING. 3.9.3 PIPE TRENCHES: EXCAVATE TO THE DIMENSIONS INDICATED AND AS SPECIFIED HEREIN. TRENCHES IN PUBLIC ROADWAYS SHALL BE EXCAVATED IN ACCORDANCE WITH THE LATEST EDITION OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS. WHERE ROCK IS ENCOUNTERED, EXCAVATE AND REMOVE ROCK TO A MINIMUM DEPTH OF 6 INCHES BELOW THE PIPE INVERT. GRADE BOTTOM OF TRENCHES TO PROVIDE UNIFORM SUPPORT FOR EACH SECTION OF PIPE AFTER PIPE BEDDING PLACEMENT. 3.9.4 UNSUITABLE SUBGRADE SOIL MATERIALS: SUBGRADES WHICH ARE DETERMINIED TO BE UNSUITABLE FOR BEARING NEW EQUIPMENT, STRUCTURES, OR PIPING, SHALL HAVE THE: UNSUITABLE SUBGRADE SOIL MATERIALS REMOVED AND DISPOSED OF, AND REPLACED WITH SELECTF MATERIAL AT NO ADDITIONAL COST TO THE OWNER. 3.10 FILLING AND BACKFILLING: FILL AND BACKFILL TO ELEVATIONS AND DIMENSIONS INDICATED. COMPACT EACH LIFT BEFORE PLACING OVERLAYING LIFT. 3.10.1 COMMON FILL PLACEMENT: PROVIDE FOR GENERAL SITE. PLACE IN 6 -INCH LIFTS. COMPACT AREAS NOT ACCESSIBLE TO ROLLERS OR COMPACTORS WITH MECHANICAL HAND TAMPERS. AERATE MATERIAL EXCESSIVELY MOISTENED BY RAIN TO A SATISFACTORY MOISTURE CONTENT. PROVIDE A SMOOTH FINISH SURFACE BY BLADING, ROLLING WITH A SMOOTH ROLLER, OR BOTH. 3.10.2 BACKFILL AND FILL MATERIAL PLACEMENT: PLACE IN 6 -INCH LIFTS. PLACE BACKFILL MATERIAL ADJACENT TO STRUCTURES AS THE STRUCTURAL ELEMENTS ARE COMPLETED AND ACCEPTED. BACKFILL AGAINST CONCRETE ONLY WHEN APPROVED. PLACE AND COMPACT MATERIAL TO AVOID LOADING UPON OR AGAINST STRUCTURES. PLACE BACKFILL AND FILL MATERIALS TO 5 FEET OUTSIDE OF STRUCTURES. 3.10.3 SELECT MATERIAL PLACEMENT: PROVIDE UNDER ALL STRUCTURES AND CONCRETE SLABS. SELECT MATERIALS SHALL BE PROVIDED FROM APPROVED BORROW AREAS. IN ADDITION, PROVIDE STONE WHERE INDICATED ON THE DRAWINGS. PLACE IN 6 -INCH LIFTS. BACKFILL ADJACENT TO STRUCTURES SHALL BE PLACED AS STRUCTURAL ELEMENTS ARE COMPLETED AND ACCEPTED. BACKFILL AGAINST CONCRETE ONLY WHEN APPROVED. PLACE AND COMPACT MATERIAL TO AVOID LOADING UPON OR AGAINST STRUCTURES. 3.10.4 TRENCH BACKFILLING: BACKFILL AS RAPIDLY AS CONSTRUCTION, TESTING, AND ACCEPTANCE OF WORK PERMITS. PLACE AND COMPACT INITIAL BACKFILL AND BACKFILL MATERIALS IN 6 -INCH LIFTS TO THE TOP OF THE TRENCH. TRENCHES IN PUBLIC ROADWAYS SHALL BE BACKFILLED AND COMPACTED IN ACCORDANCE WITH THE LATEST EDITION OF THE NS )OT ROAD AND BRIDGE SPECIFICATIONS. 3.10.5 BEDDING REQUIREMENTS: EXCEPT AS SPECIFIED OTHERWISE IN THE INDIVIDUAL PIPING SECTIONS, PROVIDE BEDDING FOR BURIED PIPING IN ACCORDANCE WITH AWWA C600, TYPE 4, EXCEPT AS SPECIFIED HEREIN. PLASTIC PIPING SHALL HAVE BEDDING MATERIAL FROM BENEATH THE PIPE INVERT TO THE SPRING LINE OF THE PIPE. PROVIDE A MINIMUM BEDDING DEPTH OF 4 INCHES BENEATH THE PIPE INVERT. WHERE ROCK IS ENCOUNTERED, PROVIDE A MINIMUM BEDDING DEPTH OF 6 INCHES BENEATH THE PIPE INVERT. 3.11 COMPACTION: EXPRESSED AS A PERCENTAGE OF MAXIMUM DENSITY. DETERMINE IN-PLACE DENSITY OF THE EXISTING SUBGRADE; IF REQUIRED DENSITY EXISTS, NO COMPACTION OF THE EXISTING SUBGRADE WILL BE REQUIRED. 3.11.4 ADJACENT AREAS: COMPACT AREAS WITHIN 10 FEET OF STRUCTURES TO 95% OF ASTM D 698. 3.11.5 PAVED AREAS: COMPACT TOP 12 INCHES OF SUBGRADE TO 100% OF ASTM D 698. COMPACT FILL, BACKFILL, AND SELECT MATERIALS TO 100% OF ASTM D 698. IN ADDITION TO THE SPECIFIED COMPACTION REQUIREMENTS, FILL AND BACKFILL MATERIALS SHALL BE COMPACTED TO DEVELOP A CALIFORNIA BEARING RATIO (CBR) OF 10. 3.12 RIPRAP: RIPRAP SHALL BE INSTALLED IN ACCORDANCE WITH THE LATEST EDITION OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 414, "RIPRAP." GEOTEXTILE FABRIC SHALL BE PLACED UNDER ALL RIPRAP. 3.13 DISPOSITION OF SURPLUS MATERIAL: WASTE UNSUITABLE SOIL MATERIALS ON THE OWNER'S PROPERTY AS DIRECTED BY THE OWNER AND WW ASSOCIATES IN ACCORDANCE WITH FEDERAL, STATE, AND LOCAL REGULATIONS. 3.14 FIELD QUALITY CONTROL: THE CONTRACTOR SHALL EMPLOY AN INDEPENDENT TESTING FIRM TO PROVIDE ALL SOIL TESTING REQUIRED FOR THIS PROJECT. 3.14.1 SAMPLING: TAKE THE NUMBER AND SIZE OF SAMPLES REQUIRED TO PERFORM THE FOLLOWING TESTS. 3.14.2 TESTING: PERFORM ONE OF EACH OF THE REQUIRED TESTS FOR EACH MATERIAL USED. PROVIDE ADDITIONAL TESTS FOR EACH SOURCE CHANGE AND AS REQUESTED BY WW ASSOCIATES. 3.14.2.1 FILL AND BACKFILL: TEST FILL AND BACKFILL MATERIAL IN ACCORDANCE WITH ASTM C 136 FOR CONFORMANCE TO ASTM D 2487 GRADATION LIMITS; ASTM D 1140 FOR MATERIAL FINER THAN THE NO. 200 SIEVE; ASTM D 423 FOR LIQUID LIMIT AND ASTM D 424 FOR PLASTIC LIMITS; ASTM D 698 OR ASTM D 1557 FOR MOISTURE DENSITY RELATIONS, AS APPLICABLE. 3.14.2.2 SELECT MATERIAL: TEST SELECT MATERIAL IN ACCORDANCE WITH ASTM C 136 FOR CONFORMANCE TO ASTM D 2487 GRADATION LIMITS; ASTM D 1140 FOR MATERIAL FINER THAN THE NO. 200 SIEVE; ASTM D 698 OR ASTM D 1557 FOR MOISTURE DENSITY RELATIONS, AS APPLICABLE. 3.14.2.3 DENSITY TESTS: TEST SOIL DENSITY IN ACCORDANCE WITH ASTM D 1556, OR ASTM D 2922 AND ASTM D 3017. WHEN ASTM D 2922 AND ASTM D 3017 DENSITY TESTS ARE USED, VERIFY DENSITY TEST RESULTS BY PERFORMING AN ASTM D 1556 DENSITY TEST AT A LOCATION ALREADY ASTM D 2922 AND ASTM D 3017 TESTED AS SPECIFIED HEREIN. PERFORM AN ASTM D 1556 DENSITY TEST AT THE START OF THE PROJECT, AND FOR EVERY 10 ASTM D 2922 AND ASTM D 3017 DENSITY TESTS THEREAFTER. TEST EACH LIFT AT RANDOMLY SELECTED LOCATIONS EVERY 500 SQUARE FEET OF EXISTING GRADE IN FILLS FOR STRUCTURES AND CONCRETE SLABS, EVERY 500 SQUARE FOR OTHER FILL AREAS, EVERY 1,000 SQUARE FEET OF SUBGRADE IN CUT, AND EVERY 250 LINEAR FEET FOR PIPE LINE INSTALLATION (MINIMUM ONE TEST PER PIPE LINE), AND ADDITIONAL TESTS AS REQUESTED BY WW ASSOCIATES. 3.4.2 NO CLEAR -CUTTING OF TIMBER SHALL BE PERMITTED WITHIN THE CONSTRUCTION LIMITS. THE 3.11.1 GENERAL SITE: COMPACT UNDERNEATH AREAS DESIGNATED FOR VEGETATION AND AREAS OUTSIDE THE CONTRACTOR SHALL MAKE SELECT CUTTING OF TREES, TAKING THE SMALLEST TREES FIRST, THAT 10 -FOOT LINE OF STRUCTURES TO 90% OF ASTM D 698. ARE MANDATORY FOR THE CONSTRUCTION OF THE UTILITY LINE. THE ENGINEER'S DECISION SHALL 3.1 1.2 STRUCTURES AND CONCRETE SLABS: COMPACT TOP 12 INCHES OF SUBGRADE TO 98% OF ASTM BE FINAL ON DETERMINATION OF WHICH TREES ARE TO BE CUT. D 698. COMPACT FILL, BACKFILL, AND SELECT MATERIALS TO 98% OF ASTM D 698. 3.1 1 .3 PIPE TRENCHES: COMPACT FILL, BACKFILL, AND SELECT MATERIALS PLACED IN PIPE TRENCHES TO pmww"___ 95% OF ASTM D 698. ,,. !js DESIGNED BY. PROJECT: REVISION NUMBER: ti x of WAow WI LCOHESS - 1600 SEMI NOLE TRAIL ENGINEERS DRAWN BY. FINAL SITE PLAN SURVEYORS To ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: DAVID M. JENSEN PLANNERS TITLE: Lic. No. 11484 A IATE REVIEWED BY: EARTHWORK NOTES C-3 r' y c, SSOC; DW SHEET NUMBER: PO Box 4119 1402 Greenbrier Place l 1 Lynchbur8.VA24502 ch.donesviue.VA22901 WWA NUMBER: FILE NAME. SCALE: DATE: A Phone: 434.316.6080 Phone: 434.984.2700 ks I ONA I, F'' www.wwassoc;ales.net 208111.04 801 101 C -0O3. d w H. N/A 6/8/09 3 of 17 NO. REVISION BY DATE NO. 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TOP -494.86TOP -485.67 WATER LINE ESMTIN=480.5:9 PUBLIC R O:W, YARIES 1N=484.25IN=474.72 " ( ) DB. 78.1,' FG 333 OUT --474.70 OUT 48.0439 OUT 484 05 SOILS 88-UDORTHENTS, LOAMY COVERS ENTIRE SITE IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 20' 20' 0 20' x OF 1 O fJIM DAVID M. JENSEN Lic. No. 11484 r w 0 1 -/ / ti N A L N ENGINEERS SURVEYORS PLANNERS ASSOCIATES Po Boa 4119 1402 Greenbrier Place Lynchburg, VA 24502 Cherloneevilk, VA 22901 Phone: 434.316.6060 Phone: 434.984.2700 www.wwassocialen.nel DESIGNED BY: DAT PROJECT: WI LCOHESS - 1600 SEMI NOLE TRAIL FINAL SITE PLAN ALBEMARLE COUNTY, VIRGINIA REVISION NUMBER: DRAWN BY. To DRAWING NUMBER: C-4 TITLE: EXISTING CONDITIONSREVIEWEDBY: DMJ SHEET NUMBER: 4 of 17 WWA NUMBER: 208111.04 FILE NAME: 8 01 101 C - C 0 4 d wg SCALE: N"a ° DATE: 6/8/0 9 N0. REVISION BY DATE NO. REVISION BY DATE NO. 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(TYP) 7 RICk S/GN 16' ACCESS ESMT I DB 781, PG 223 EX YARD WATER TAP ' 494 / o / / EX SH - _I9p`\ EX- -RNONE OQTH EX G OUN / DB 1429, PG 323 E -P OPAI\TE-; LIGHT , f - g 'TANKSs \ 'ISQ4 I p0_ ° ' It EX K STO E "6\ VEX YARD WATER TAPgRICGFXpONU _ 1 11;, W OVERHA E ,ygCy 12 0 \ XION ESE G1 AVEL I I O8 DEMOLISH EXISTING SIGN O9 DEMOLISH EXISTING DRINK MACHINE ENCLOSURE 10 DEMOLISH EXISTING KEROSENE PUMP AND OVERHANG 11 DEMOLISH EXISTING PHONE BOOTH AND CONCRETE PAD 12 DEMOLISH EXISTING JUNCTION BOX 13 DEMOLISH EXISTING VENT S DEMOLISH EXISTING CURB S DEMOLISH EXISTING GRAVEL SURFACE 16 DEMOLISH EXISTING BUILDINGS 17 DEMOLISH EXISTING PROPANE TANKS SRPJ £ H DB 78 PG 223 SMTNOSORe\O<<gRDS off°\SI RFAE I 15' WATER LINE EOpoNof - , I o J ' • 1 /• 10 tis k' Y. I 1, O I i nt- 49 1 _ 14 6 I W * 1 -'.6 N o o Q I\ I E C `E N',T I I cn xr ,> Ioo °° I o I ^• / EX \i ° OVERHANG r I °y° _ 1 I i X cb I ! rn v 0 w o 0 o EX LIGHT / K.EROSENE' `\ lYP ' EX' PUMP . I Em EM A& 113 I ,' cl? I I o > 0 I I - /XGPSp M PUMP I \ ) ISLAND W o / E VERWANGa:, i _ n 1 IISppI 0 / / .. i . °BLDG a ++ o iy EX CONS. PAD i I I I I 1, I I I _r J 2 / X BOLLARDS r II O W W CV !„ / I \ I ' 6 EM M I I ° a \ I I DIw • 10 '.° I I, of I E 1I / \ M cn EM I 16 , EX GAS PUMP r I I" I I no n r o Q m E I I 0 r2o yy W E M I CANOPY \ °yam i I I I ' ' o I I LA 00 G Z i I EM EM I I I / R71 I m (pl O N = J/ .^ / I EM • i `. °'SG l/ I I I _ II o I 48 EM 3 I°' EX PUMP ISLAND "I cn I I t > o f I * I `\ EX PYLON : 1 •' 1 I I tX' GAS.PUMPS I\ IiEX SIGNSIGN o I' 0 F ,0 T. BLDM G. EX10NITORING 8 ,, I \T`P) SETBACK LIMITS OF CLEARINGT 1_ _--- ---- --—L"..I ALL (TYP) / ,i AND GRADING I _ q _ X UTI I S T , EX POWER POLE UTIL POLE I -- QTY M— M OP 4 2.45 OHU OHU -- OHU - 0 / ... EX OHU-----. ..- \ OHU OHU r OHU OHU U .OHU OH - 0 Wd OHU ,: OHU - ORU OHU OHU OHU.-.OHU - OHU - OHU OHU -OH OHU° QHDUT=475.55 EX SSMH 1 t PEDEX80V sarl _ ; IP(SET) aP G ® 2„ PVC IN- 183.42 . 1 NT r M w— /w---R/w— - --R/w— - ----R/w— - - —a/w— /w ..rr..dlL EX;,8 8"PVC T=483. WATERw-W 37 Q S 0'.1 5' 00" W 7 6.47' C7"S Sl R _ — ,y _ `` yp-- w--- w -, wr = W.-- ° - w - - / ',- R/w— - w- - /W-- - - --R/W 77 —R/W— - - --R/w— - - - ft/W- STOP -.484. 6 IP(S T)- LIMITS OF CLEARING 40)'15,00 SIV 152.94'Q h IN=479.0 AND GRADING----4--- TOP-491.- IP(SE/) _ — h EX 1 DI 7 T- UGE — OUT=474. 9 ° 97:` .. cr c UGE UGE -- UGe u.GE - = TRAFFIC O 1Tf OL” BO _ j - DUT=485.07 GENERAL DEMOLITION NOTES 1. CONTRACTOR SHALL LOCATE EXISTING UNDERGROUND SERVICES - TO INCLUDE BUT NOT LIMITED TO ELECTRIC, CABLE, TELEPHONE, GAS, SANITARY SEWER, WATER AND STORM DRAIN - AND SHALL COORDINATE PROPER PROTECTION AND/OR RELOCATE WITH APPROPRIATE OWNER/UTILITY COMPANY. 2. CONTRACTOR SHALL WALK THE SITE AND BE FAMILIAR WITH THE SCOPE OF DEMOLITION REQUIRED. ALL DEMOLITION WORK REQUIRED TO CONSTRUCT NEW IMPROVEMENTS WILL BE PERFORMED BY THE CONTRACTOR AND BE UNCLASSIFIED EXCAVATION. 3. DEMOLITION SHALL INCLUDE BUT IS NOT LIMITED TO THE EXCAVATION, HAULING AND OFFSITE DISPOSAL OF BUILDINGS, FOUNDATIONS, CONCRETE CURBS, GUTTER PADS AND SIDEWALKS, BITUMINOUS CONCRETE AND CONCRETE PAVEMENTS AND ALL MATERIALS OR VEGETATION CLEARED AND STRIPPED (AS DIRECTED BY SOILS ENGINEER) TO THE EXTENT NECESSARY FOR THE INSTALLATION OF NEW IMPROVEMENT AND WITHIN THE LIMITS OF CLEARING AND GRADING. COORDINATE DEMOLITION WITH WILCO HESS. 4. THE CONTRACTOR SHALL PROTECT ALL PROPERTY AND STRUCTURES AND UTILITIES ON THE PROPERTY NOT TO BE DEMOLISHED. DAMAGE TO THE PROPERTY DUE TO THE CONTRACTOR'S ACTIVITIES SHALL BE REPLACED IN KIND BY THE CONTRACTOR AT NO COST TO THE OWNER. 5. ELECTRIC, TELEPHONE, SANITARY SEWER, WATER AND FIRE HYDRANTS AND STORM DRAINAGE UTILITIES THAT SERVICE ADJACENT PROPERTIES SHALL BE MAINTAINED DURING THE CONSTRUCTION PROCESS. 6. THE CONTRACTOR SHALL PRODUCE A PHOTOGRAPHIC RECORD OF DEVELOPMENT COMMENCING WITH A RECORD OF THE SITE AS IT APPEARS BEFORE DEMOLITION IS BEGUN. AFTERWARDS A PHOTOGRAPHIC RECORD SHALL BE MAINTAINED DURING THE CONSTRUCTION PROCESS. 7. EXISTING CURB AND GUTTER, LIGHTS, SIDEWALK, TREE/VEGETATION AND UTILITIES NOT INTENDED FOR DEMOLITION SHALL BE MAINTAINED, PROTECTED AND UNDISTURBED DURING DEMOLITION. CONTRACTOR SHALL COORDINATE THE REMOVAL OF BITUMINOUS CONCRETE AND CONCRETE PAVEMENTS, CURB AND GUTTER AND SIDEWALK WITH THE SITE PLAN. 8. SMOOTH SAW CUT OF EXISTING ASPHALT AND CONCRETE PAVEMENTS, CURBS, CURBS AND GUTTERS AND SIDEWALKS TO BE DEMOLISHED SHALL BE PROVIDED. 9. ALL DEMOLITION WORK SHALL BE DONE IN STRICT ACCORDANCE WITH FEDERAL, STATE AND LOCAL LAWS AS WELL AS OSHA REGULATIONS. 10. CONTRACTOR'S ACTIVITIES SHALL NOT IMPEDE USAGE OR INGRESS/EGRESS TO ADJACENT PROPERTIES. COORDINATE WITH OWNER MAINTENANCE OF TRAFFIC/PEDESTRIAN CIRCULATION DURING CONSTRUCTION. 11. TOPS OF EXISTING MANHOLES, FRAMES, COVERS, ETC. WITHIN THE LIMITS OF CLEARING AND GRADING AND THAT ARE TO REMAIN SHALL BE ADJUSTED TO NEW FINISHED GRADE. 12. UNDERGROUND STORAGE TANK REMOVAL/INSTALLATION TO BE DONE UNDER SEPERATE PLAN. IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 20' 20' 0 20' PROJECT: WILCOHESS - 1600 SEMINOLE TRAIL FINAL SITE PLAN ALBEMARLE COUNTY, VIRGINIA TITLE: DEMOLITION PLAN FILE NAME: SCALE: DATE: 80110 1 C—C05.dwg V: N/A Or 6/8/09 REVISION NUMBER: DRAWING NUMBER: C-5 SHEET NUMBER: 5 of 17 I 1 I i I O 1 0J a i N J 0 0 WOf 0 W J op -mu O V' pU wd o 0 I wwN" U x m 2 Lr) ami :D IL Ld xJd z In O IP(SET) ACCESS ESMT DB 781, PG 223 DB 1429, PG 32 10' PRIVATE SSWR ESMT DB 781, PG 223-._, C.O. (TYP) l 1 II 1 1 r 1 LIMITS OF CLEARING AND GRADING --7 N 5 °3p. 0 It EXEX YARD WATER TAP , / U UTIL POLE— CHU — CHU IP(SET) SIM'---M'----{+/w---+/w'----R/W-----R/1'r—t:_-_W—_W /W ti—'UCE Q I 30.80' R •I ° 0 I " / G.O. R=8, 8" ROOF 1 12' U , CHU OHU — OHU CHU — CHU — CHU — 5'00" W 76.4 in TAX PARCEL: 06100000012OD1 SSC ACQUISTIONS INC DB 1429, PG 330 ZONE: HIGHWAY COMMERCIAL USE: STORAGE FACILITY CG -6 114N v C b61,Q000001 1 ODO ii NLW OV ANG' \ 0 0 • 18' 1 DUMPSTER AND ENCLOSURE. SEE DETAIL THIS SHEET. 4 I. / 0 vv ((TYP) LE ROOF LEADER I CANOPY o NEW BUILDING o 0 CANOPY HC PARKINGoSIGNS I30'— I 60' 40' J UTILITY FSML--.- EX _ _ CHU — CHU — CHU — CHU G H OHO CHU — CHU CHU CHU — CHU OHU SET) LIMITS OF CLEARING 40'15'00" W 152.94 AND GRADING , I TRAFFIC CONTROL' BOX U.S. HIGHWAY NO. 29 PUBLIC R.O.W. VARIES) CONNECT TO EX WITH SADDLE. COORDINATE WITH ACSA 4" ROOF LEADER JEW 3/4" of M 1 l I 1 I I I I I 1 IP(SET) NEW GR- ' v •GVARPAI j 16' ACCESS ESMT If 781, PG 223 DB 1429, PG 323 I EX YARD WATER TAP 15 WATER LINE ESMT DB 781, PG 223 R=5' • R=5, I •.•' 17 IH ` CA I U / OH ^ iili PEO f 20' SANITARY SEWER/ WATER LINE ESMT DB 781, PG 333 CONNECT TO EX WITH CORPORATION STOP COORDINATE WITH ACSA N yCoX z m -0 p D x aw rrl 2 p 17 0 cy) 0N0o L4 O mN onC7N D y o 0 EX SIGN LIMITS OF CLEARING AND GRADING EX POWER POLE OHU — CHU ML nTffj JAN IBM R/W— - - /W— - - /W— - - —R/W- MESS CONTAINER ENCLOSURE SHALL BE MIN. 8' HIGH STOCKADE FENCE - h" DIAMETcR BYlV DEEP RECESSES FOR GATE CANE BOLTS. PROVIDE TWO AT FACH GATE IN CLOSED AND OPEN POSITION. FIELD VERIFY EXACT LOCATIONS.— NOTE: DO WIT PROVIDE LOCKING LATCH. DUMPSTER MUST BE ACCESSIBLE AT ALL TIMES. 12'- 6" 11' I I u r r u s9 f r Icli r o u o I s I rD NEW ASPHALT 1 0 00 EX. MONITORING PAVEMENT N N' P CG -2 r WELLS I 1 p v NEW FUEL I 7' Q D 6'Lx6'Wx7'-8"H PUMP (TYP) I R=Z.S' R=2.5' J 30' FRKNT BLDG. EX MONITORI 6 WELL TYP) J UTILITY FSML--.- EX _ _ CHU — CHU — CHU — CHU G H OHO CHU — CHU CHU CHU — CHU OHU SET) LIMITS OF CLEARING 40'15'00" W 152.94 AND GRADING , I TRAFFIC CONTROL' BOX U.S. HIGHWAY NO. 29 PUBLIC R.O.W. VARIES) CONNECT TO EX WITH SADDLE. COORDINATE WITH ACSA 4" ROOF LEADER JEW 3/4" of M 1 l I 1 I I I I I 1 IP(SET) NEW GR- ' v •GVARPAI j 16' ACCESS ESMT If 781, PG 223 DB 1429, PG 323 I EX YARD WATER TAP 15 WATER LINE ESMT DB 781, PG 223 R=5' • R=5, I •.•' 17 IH ` CA I U / OH ^ iili PEO f 20' SANITARY SEWER/ WATER LINE ESMT DB 781, PG 333 CONNECT TO EX WITH CORPORATION STOP COORDINATE WITH ACSA N yCoX z m -0 p D x aw rrl 2 p 17 0 cy) 0N0o L4 O mN onC7N D y o 0 EX SIGN LIMITS OF CLEARING AND GRADING EX POWER POLE OHU — CHU ML nTffj JAN IBM R/W— - - /W— - - /W— - - —R/W- MESS CONTAINER ENCLOSURE SHALL BE MIN. 8' HIGH STOCKADE FENCE - h" DIAMETcR BYlV DEEP RECESSES FOR GATE CANE BOLTS. PROVIDE TWO AT FACH GATE IN CLOSED AND OPEN POSITION. FIELD VERIFY EXACT LOCATIONS.— NOTE: DO WIT PROVIDE LOCKING LATCH. DUMPSTER MUST BE ACCESSIBLE AT ALL TIMES. 12'- 6" L CONCRETE PAD DESIGN TO WITHSTAND 10,000 LBS. SINGLE WHEEL LOADS SEE PLANS FOR GRADE 6"W2.9xW2.9WWR ASPHALT PAVING — 8" MIN. "" 4' VDOT NO. 21A DETAIL - DUMPSTER PAD NOTE: FOR FUEL PUMP LAYOUT SEE ARCHITECTURAL PLAN BY OTHERS. SEE PLANS FOR GRADE IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1" = 20' 20' 0 20' 1 TH OF DESIGNED BY: PROJECT: REVISION NUMBER: o P c w— ENGINEERS Dar WILCOHESS FINAL 600 SSITE PE MINOLETRAIL O ® DRAWN BY: WWW©SURVEYORS _ ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: ToUDAVIDM. JENSEN , PLANNERS TITLE: REVIEWED BY: SITE LAYOUT PLAN C-6Lic. No. 11484 ASSOCIATESDMJ b PO Box 4119 1402 Gm bdttPl"ce - SHEET NUMBER: F G ti Lyo=hhu,g,VA24502 Ch"o"miOe,VA33RU, WWA NUMBER: FILE NAME: SCALE: DATE: Phone: 434.316.6080 Ph one: 434.984.2700 N--20' rss7oNn1. Ewww.wa•s"laro.,,e1 208111.04 801 101 C—C06.dwg V. NIA 0 6/8/09 6 of 17N0. REVISION BY DATE N0, REVISION BY DATE 00 11' 6" DIAMETER PIPE BOLLARD u r r u f r r r I I rD 10 CUBIC YARD D TOP & P r END LOADINGe CONTAINER o D 6'Lx6'Wx7'-8"H D A , e I D 1 D I D I D I r r u ' r u ' r u ' D 120' D•' 1 D SWING u'; r rD 1 D 1 D r r ." .r .PD e I L CONCRETE PAD DESIGN TO WITHSTAND 10,000 LBS. SINGLE WHEEL LOADS SEE PLANS FOR GRADE 6"W2.9xW2.9WWR ASPHALT PAVING — 8" MIN. "" 4' VDOT NO. 21A DETAIL - DUMPSTER PAD NOTE: FOR FUEL PUMP LAYOUT SEE ARCHITECTURAL PLAN BY OTHERS. SEE PLANS FOR GRADE IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1" = 20' 20' 0 20' 1 TH OF DESIGNED BY: PROJECT: REVISION NUMBER: o P c w— ENGINEERS Dar WILCOHESS FINAL 600 SSITE PE MINOLETRAIL O ® DRAWN BY: WWW©SURVEYORS _ ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: ToUDAVIDM. JENSEN , PLANNERS TITLE: REVIEWED BY: SITE LAYOUT PLAN C-6Lic. No. 11484 ASSOCIATESDMJ b PO Box 4119 1402 Gm bdttPl"ce - SHEET NUMBER: F G ti Lyo=hhu,g,VA24502 Ch"o"miOe,VA33RU, WWA NUMBER: FILE NAME: SCALE: DATE: Phone: 434.316.6080 Ph one: 434.984.2700 N--20' rss7oNn1. Ewww.wa•s"laro.,,e1 208111.04 801 101 C—C06.dwg V. NIA 0 6/8/09 6 of 17N0. REVISION BY DATE N0, REVISION BY DATE 00 ACCESS ESMT DB 781, PG 223 DB 1429, PG 32 10' PRIVATE SSWR ESMT DB 781, PG 223--,--- EX 23--,--- EX YARD WATER TAP-\ LLJ1of _Q N J U I p(2- O W J o=00:2Q oz Ow j O>D. U 0 oQA J 3:: U W LLd 04 7 rim r) Qmo D lZ w x z O V) L UTIL POLE - IOHU OHU IP(SET) R/w— - - —/w— - - —R/w— - - —R/w— - - —R/w— - -—a/w----a/w - - W /w EX SSMH 3 TOP=482.19 OUT=472.44 TOP=485.67 IN=474.72 OUT=474.70 1 1 1 1 1 1 1 1 I 1 1 l 1 Fu A n A r- LIMITS OF CLEARING x IN=480.59 OUT= 480.39 TAX PARCEL: 06100000012OD1 SSC ACQUISTIONS INC DB 1429, PG 330 ZONE: HIGHWAY COMMERCIAL USE: STORAGE FACILITY NEW RETAINING (SEE DETAIL THIS SHEET) A/A I 1 v -- , „vi inr„ IVV. LJ PUBLIC R.O.W. VARIES) CONNECT TO EX WITH SADDLE. COORDINATE WITH ACSA WATER LINE ESMT DB 781, PG 333 CONNECT TO EX WITH CORPORATION STOP COORDINATE WITH ACSA I 1 I 1 I 1 FILL 11 GEOGRID ACCESS ESMT DB 781, PG 223 DB 1429, PG 32 10' PRIVATE SSWR ESMT DB 781, PG 223--,--- EX 23--,--- EX YARD WATER TAP-\ LLJ1 of _Q N J U I p(2- O W J o=00:2Q oz Ow j O>D. U 0 oQA J 3:: U W LLd 04 7 rim r) Qmo D lZ w x z O V) L UTIL POLE - IOHU OHU IP(SET) R/w— - - —/w— - - —R/w— - - —R/w— - - —R/w— - -—a/w----a/w - - W /w EX SSMH 3 TOP=482.19 OUT=472.44 TOP=485.67 IN=474.72 OUT=474.70 1 1 1 1 1 1 1 1 I 1 1 l 1 Fu A n A r- LIMITS OF CLEARING x IN=480.59 OUT= 480.39 TAX PARCEL: 06100000012OD1 SSC ACQUISTIONS INC DB 1429, PG 330 ZONE: HIGHWAY COMMERCIAL USE: STORAGE FACILITY NEW RETAINING (SEE DETAIL THIS SHEET) A/A I 1 v -- , „vi inr„ IVV. LJ PUBLIC R.O.W. VARIES) CONNECT TO EX WITH SADDLE. COORDINATE WITH ACSA WATER LINE ESMT DB 781, PG 333 CONNECT TO EX WITH CORPORATION STOP COORDINATE WITH ACSA 16' ACCESS ESMT DB 781, PG 223 DB 1429, PG 323 EX YARD WATER TAP 15' WATER LINE ESMT DB 781, PG 223 N yOxNz mm p D m n 0 m c0K:1- O ODrn O r- 0 N)00 C4 0 m m N 0 00 o N CONNECT TO AND MEET 0 EXISTING TOP OF CURB EX SIGN IN LINE AND ON GRADE. LIMITS OF CLEARING PROVIDE SMOOTHED TRANSITION AND ENSURE I AND GRADING POSITIVE DRAINAGE. EX POWER POLE ADJUST TOP OF oH _ STRUCTURE TO MATCH HU — NEW GRADE. w— - - —R/W— - - —R/W— - - --R/W— - - —R/W— EX 1 DI -7 TOP=491.97 OUT=485.07 EX 2 MH -1 TOP=494.86 IN=484.25 OUT=484.05 410 o 1 EHE 5's TRIM CAP WITH CONTINOUS ADHESIVE AS PER MANUFACTURER'S RECOMMENDATION) GRANULAR DRAIN FILL BETWEEN AND BEHIND ANCHORS HEIGHT H' VARIES EMBEDMENT VARIES* --' SAFETY RAILING, 42" HIGH (SEE NOTE 2) FILTER FABRIC 1 I 1 FILL GEOGRID AS NECESSARY) 1 I WALL MANUFACTURER I I DRAIN FILL BETWEEN AND BEHIND ANCHORS I 1 1 1 1 l 16' ACCESS ESMT DB 781, PG 223 DB 1429, PG 323 EX YARD WATER TAP 15' WATER LINE ESMT DB 781, PG 223 N yOxNz mm p D m n 0 m c0K:1- O O Drn O r- 0 N)00 C4 0 m m N 0 00 o N CONNECT TO AND MEET 0 EXISTING TOP OF CURB EX SIGN IN LINE AND ON GRADE. LIMITS OF CLEARING PROVIDE SMOOTHED TRANSITION AND ENSURE I AND GRADING POSITIVE DRAINAGE. EX POWER POLE ADJUST TOP OF oH _ STRUCTURE TO MATCH HU — NEW GRADE. w— - - —R/W— - - —R/W— - - --R/W— - - —R/W— EX 1 DI -7 TOP=491.97 OUT=485.07 EX 2 MH -1 TOP=494.86 IN=484.25 OUT=484.05 410 o 1 EHE 5's TRIM CAP WITH CONTINOUS ADHESIVE AS PER MANUFACTURER'S RECOMMENDATION) GRANULAR DRAIN FILL BETWEEN AND BEHIND ANCHORS HEIGHT H' VARIES EMBEDMENT VARIES* --' SAFETY RAILING, 42" HIGH (SEE NOTE 2) COMPACTED GRANULAR BASE OR OPTIONAL CONCRETE LEVELING PAD MINIMUM 3'-0" EMBEDMENT. EMBEDMENT INCREASES WITH INCREASED WALL HEIGHTS, SLOPING FILLS IN FRONT AND BEHIND WALL OR POOR FOUNDATION SOILS. NOTE: 1. BOTTOM ELEVATIONS SHOWN ON THE PLANS ARE A DEFINITION OF THE GROUND ELEVATION, NOT THE FOUNDATION ELEVATION. FOUNDATION, AND DEPTH TO THE FOUNDATION, IS TO BE DESIGNED BY THE WALL MANUFACTURER. WALL MANUFACTURER SHALL MEET ALL ALBEMARLE COUNTY DESIGN & SUBMITTAL REQUIREMENTS. A SEPARATE BUILDING PERMIT WILL BE REQUIRED. 2. ALL RETAINING WALLS EQUAL TO OR GREATER THAN 36" IN HEIGHT SHALL HAVE A 42" SAFETY RAILING WITH PICKETS AT 4" O.C., TYP. ALL SAFETY RAILING SHALL BE IN ACCORDANCE WITH BUILDING CODE AND ADA REQUIREMENTS. SAFETY RAILING SHALL BE GALVANIZED PIPE, 1.5" STD. COORDINATE FINISH WITH ARCHITECTURAL/ARB PLANS. 3. SEPARATE BUILDING PERMIT REQUIRED FOR RETAINING WALL. SEGMENTAL RETAINING WALL DETAIL NOT TO SCALE IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 20' 20' 0 20' TH OF G DESIGNED BY: J REVISION NUMBER: DMJ WILCOHESS - 1600 SEMINOLE TRAIL f ENGINEERS DRAWN BY: FINAL SITE PLAND ` SURVEYORS Ta ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: DAVID M. JENSEN PLANNERS TITLE. Lic.7No.l 484 REVIEWED BY: SITE GRADING AND UTILITY PLAN C-7 w ASSOCIATES DMJboy SHEET NUMBER: S G L PO 1402 Greenbrier Place ywq NUMBER: FILE NAME: SCALE: DATE: NO. ync bars. VA 24502 ChedottwAle, VA 22901 C Phone: 434.316.6080 Phone: 434.984.2700 "_ r J ONAL L www.wwassociates.net 208111.04 80110 1 C— C 0 7. d w " 20 618109 7° f 7REVISIONBYDATENO. REVISION BY DATE #*"*9 V: N/A FILTER FABRIC REINFORCED FILL GEOGRID AS NECESSARY) PER WALL HEIGHT PER WALL MANUFACTURER GRANULAR DRAIN FILL BETWEEN AND BEHIND ANCHORS PERFORATED SUBDRAIN COMPACTED GRANULAR BASE OR OPTIONAL CONCRETE LEVELING PAD MINIMUM 3'-0" EMBEDMENT. EMBEDMENT INCREASES WITH INCREASED WALL HEIGHTS, SLOPING FILLS IN FRONT AND BEHIND WALL OR POOR FOUNDATION SOILS. NOTE: 1. BOTTOM ELEVATIONS SHOWN ON THE PLANS ARE A DEFINITION OF THE GROUND ELEVATION, NOT THE FOUNDATION ELEVATION. FOUNDATION, AND DEPTH TO THE FOUNDATION, IS TO BE DESIGNED BY THE WALL MANUFACTURER. WALL MANUFACTURER SHALL MEET ALL ALBEMARLE COUNTY DESIGN & SUBMITTAL REQUIREMENTS. A SEPARATE BUILDING PERMIT WILL BE REQUIRED. 2. ALL RETAINING WALLS EQUAL TO OR GREATER THAN 36" IN HEIGHT SHALL HAVE A 42" SAFETY RAILING WITH PICKETS AT 4" O.C., TYP. ALL SAFETY RAILING SHALL BE IN ACCORDANCE WITH BUILDING CODE AND ADA REQUIREMENTS. SAFETY RAILING SHALL BE GALVANIZED PIPE, 1.5" STD. COORDINATE FINISH WITH ARCHITECTURAL/ARB PLANS. 3. SEPARATE BUILDING PERMIT REQUIRED FOR RETAINING WALL. SEGMENTAL RETAINING WALL DETAIL NOT TO SCALE IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 20' 20' 0 20' TH OF G DESIGNED BY: J REVISION NUMBER: DMJ WILCOHESS - 1600 SEMINOLE TRAIL f ENGINEERS DRAWN BY: FINAL SITE PLAND ` SURVEYORS Ta ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: DAVID M. JENSEN PLANNERS TITLE. Lic.7No.l 484 REVIEWED BY: SITE GRADING AND UTILITY PLAN C-7 w ASSOCIATES DMJboy SHEET NUMBER: S G L PO 1402 Greenbrier Place ywq NUMBER: FILE NAME: SCALE: DATE: NO. ync bars. VA 24502 ChedottwAle, VA 22901 C Phone: 434.316.6080 Phone: 434.984.2700 "_ r J ONALL www.wwassociates.net 208111.04 80110 1 C— C 0 7. d w " 20 618109 7° f 7REVISIONBYDATENO. REVISION BY DATE #*"*9 V: N/A FILTERRA STANDARD CURB AND GUTTER TYP) TRANSITION FROM STANDARD TO DEPRESSED GUTTER (TYP) FILTERRA nIRDA GUTTER FLOW DEPRESSED GUTTER AT THROAT OPENING (TYP) CURB INLET PLAN VIEW SLOPE. Tm!11 tow FILTERRA FLOWLINE ELEV'N ELEVATION VIEW INTERLOCKING FILTERRA UNIT JOINT (TYP) F CL rV I C y. PERFORATED in UNDERDRAIN SYSTEM BY AMERICAST Uh ELEV 'A' MUST BE HIGHER THAN ELEV 'B' INLET BYPASS CURB INLET FLOWLINE ELEV 'B' i ` - OUTLET PIPE TO OTHERS) CCINKIWTSTORMDRAW EFFLUENTT) OUT unuiIIr IN - MI1ST BE LOWER) STORMWATER STRUCTURE CROSS SECTION MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA DATE: 07-07-06 1DWG: FLP -2 19 d LA%111SLr i LJl Lr", IBJ U® FILTERRAS TYPICAL FLOWLINE fikeffao cepyttyLtO s97.yA"KI,t AND OULET PIPE RELATIONSHIP Us PAT 8,277,274 AND 8,588x;21 SECTIONS VIEWS OF FILTERRA IN TYPICAL FLUME APPLICATIONS SEE BELOW FOR DETAILS NOT SHOWN STANDARD 90' NOSING OTHER NOSING AVAILABLE UPON REQUEST) i • .:,. FLUME - SLOPED 4-6" CLEAR THROAT CROWNED FLUME TOP SLAB 6'-0" OPENING i%^ TOWARDS FILTERRA THROATPRECASTFILTERRA TOP SLAB (EYP) 4'-0" PRECAST A t. B x 6 6'-0" FILTERRA M1?yf'•h FILTERRA THRDAT TOP SLAB CURB t 3 OPENING (TYP) , •'I ; 12 x 4 4-0' FILTERRA THROAT OPENING 4" SDR -35 PVC 4 it : - ' "-•; t- V OPENING 2) 4x4 d - A. k,i:i•.,• s 4. CAST -IN-PLACE 2) 04 6" SDR -35 PVC FLUME & OUTTER CAST -IN-PLACE j' ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0- TO 360'. TO DETERMINE MINIMUM X _ J 00 _ Li TOWARD 1':'s FlREC DOWEL FILTERRA THROAT) AND THROAT OPENING CAST--PLACE( LOPED TYP) PART# BY CONTRACTOR) BOif WALL FLUME & GU TER PRECAST PEDESTRIAN MEETS H-10 TYP) CROWNED AND SLOPED FILTERRA BUFORD, GA 30518 TOWARD FILTERRA THROATS) BOX WALT. 7001-110-217 SECTIONS VIEWS OF FILTERRA IN TYPICAL FLUME APPLICATIONS SEE BELOW FOR DETAILS NOT SHOWN STANDARD 90' NOSING OTHER NOSING AVAILABLE UPON REQUEST) I 6 W 6" to I INLET SHAPING I I (BY OTHERS) A i A I I jj 1 L------ -----I T- CURB (BY OTHERS) SDR -35 PVC COUPLINGPLA"Y CAST INTO PRECAST BOX WALL OUTLET PIPE LOCATION VARIES) CLEANOUT PLANT AS SUPPLIED COVER BY AMERICAST GALVANIZEDTREEFRAME & GRATE CAST IN (NOT SHOWN ANGLE NOSINGCASTINTOPSLABTOPSLABFORCLARITY) TOP SLAB , CURB AND GUTTER INTERLOCKING JOINT (TYP)-,. tO (BY OTHERS) STREET IL al• 14 M ` ' - DOWEL BARS ti 0 12' O.C. FILTER MEDIA PROVIDED BY AMERICAST PERFORATED MULCH PROVIDED BY AMERICAST UNDERDRAIN SYSTEM UNDERDRAIN STONE PROVIDED BY AMERICAST SECTION BY AMERICAST A -A DESIGNATION i • .:,. PRECAST 4-6" CLEAR THROAT L TOP SLAB 6'-0" OPENING i%^ 4" SDR -35 PVC 8 x 4 8'-0" 4'-0" 1) 30 A t. B x 6 6'-0" e.-0" M1?yf'•h 1D x a 10'-O" 5'-0" 1) 4x4 6" SDR -35 PVC 12 x 4 AV 2) 30 4" SDR -35 PVC a 44.. ,• 4 8'-0" 2) 4x4 d - A. 13'-D" 7'-0" 2) 04 6" SDR -35 PVC o CAST -IN-PLACE j' ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0- TO 360'. TO DETERMINE MINIMUM X _ J 00 _ Li z DEPRESSED GUTTER •' .. ' Z ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-013. AND THROAT OPENING GRATEOPTIONS LOADRATING PART# BY CONTRACTOR) 0 EX 3130 VERONA AVE PEDESTRIAN MEETS H-10 2499CGP 7001AI0.216 NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR BUFORD, GA 30518 THROAT PROTECTION DEVICE DOWEL BARS 0D 12" D.C. BY AMERICAST 7001-110-217 1 • ; : I ':.;: DO NOT REMOVE -LEAVE PLACE UNTIL SITE ES TO4 BE BENT AS NECESSARY BY CONTRACTOR SOLID COVER MEETS H-20 DOME N/A I STABILIZED AND FILTERRAPRIORTOINSTALLATIONOFFIELDPOUREDGUTTER FAX(770)932.2490 isTVATISACTIVATED LF ® INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT CPPD BY CJA PROJECT NOJNAME wms n14 •w•conDROPINGRATELIGHTDUTY2401DI7001.110075 OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE PRECAST BOX WALL a- v II CL IMPORTANT II a FILTERRA FLOWLINE MUST II BE AT A HIGHER SECTION VIEW ELEVATION THAN BYPASS 211N DRAIN BASIN QUICK SPEC INSTALLATION DETAIL DROP INLET ORFSIN STANDARD FILTERRA OTHER) H OPENING7ROAT MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED 470 BY WRITTEN AUTHORIZATION FROM FILTERRA DRAWING AVAILABLE IN TIFF FILE FORMAT. I DATE: 02-27-06 1DWG: CGT -4 1:40 SHEET 1 OF 1 DWG NO. 7001.110.192 REV B N 0 d Ul%1J L SC Lr,J LJ® FILTERRA® THROAT OPENING fitterrao 500 AND GUTTER OR FLUME DETAIL co =O Cgy1QM C 2IX171ry Alner<rnN US PAT ean274 AND 8,889,21 I 6 W 6" to I INLET SHAPING I I (BY OTHERS) A i A I I jj 1 L------ -----I T- CURB (BY OTHERS) SDR -35 PVC COUPLINGPLA"Y CAST INTO PRECAST BOX WALL OUTLET PIPE LOCATION VARIES) CLEANOUT PLANT AS SUPPLIED COVER BY AMERICAST GALVANIZEDTREEFRAME & GRATE CAST IN (NOT SHOWN ANGLE NOSINGCASTINTOPSLABTOPSLABFORCLARITY) TOP SLAB , CURB AND GUTTER INTERLOCKING JOINT (TYP)-,. tO (BY OTHERS) STREET IL al• 14 M ` ' - DOWEL BARS ti 0 12' O.C. FILTER MEDIA PROVIDED BY AMERICAST PERFORATED MULCH PROVIDED BY AMERICAST UNDERDRAIN SYSTEM UNDERDRAIN STONE PROVIDED BY AMERICAST SECTION BY AMERICAST A -A DESIGNATION L W TREE GRATE OTY & SIZE OUTLET PIPE 6 x 4 6'-0" 4'-D" 1) 30 4" SDR -35 PVC 8 x 4 8'-0" 4'-0" 1) 30 4" SDR -35 PVC B x 6 6'-0" e.-0" 1) 4x4 4" SDR -35 PVC 1D x a 10'-O" 5'-0" 1) 4x4 6" SDR -35 PVC 12 x 4 12'-0" 4'-0" 2) 30 4" SDR -35 PVC 12 x 6 12'-0" 8'-0" 2) 4x4 B" SDR -35 PVC 13 x 7 13'-D" 7'-0" 2) 04 6" SDR -35 PVC BY WRITTEN Al11HORRATION-FROM FILTERRA""- DRAWING A%*J AB1E IN TIF FILE FORMAT. DATE: 09-04-07 1 DWG: FTNW-3 d WULSLI S U/s,JJ L!® PRECAST FILTERRAS UNIT NARROW WIDTH CONFIGURATION US PAT 8,2n274CultIIII02001byAmalnaAND8, 5829737 I NO. I REVISION I BY I DATE I NO. lterrai Filterfa Standard Plan Notes Construction & Installation A. Each unit shall be constructed at the locations and elevations according to the sizes shown on the approved drawings. Any modifications to the elevation or location shall be at the direction of and approved by file Engineer: B. If the Filterra® is stored before installation, the top slab must be placed on the box using the 2x4 wood provided, to prevent any contamination from the site. All int=81 fittings supplied (if any), must be left in place as per the delivery. C. The unit shall be placed on a compacted sub -grade with a minimum 6 -inch gravel (base matching the final grade of the curb line in the area of the unit. The unit is t(o be placed such that the unit and top slab match the grade of the curb in the area off the unit. Compact undisturbed sub -grade materials to 95% of maximum density at: +1- 2% of optimum moisture. Unsuitable material below sub -grade shall be replaced to the site engineer's approval. D. Outlet connections shall be aligned and sealed to meet the approved drawings with modifications necessary to meet site conditions and local regulations. E. Once the unit is set, the internal wooden forms and protective mesh cover must be; left intact. Remove only the temporary wooden shipping blocks bctween the box ands top slab. The top lid should be sealed onto the box section before backfilling, using a mon- shrink grout, butyl rubber or similar waterproof seal. The boards on top of the lidl and boards sealed in the unit's throat must NOT be removed. The Supplier (Americaist or its authorized dealer) will remove these sections at the time of activation. Backfillling should be performed in a careful manner, bringing the appropriate fill material Lup in 6" lifts on all sides. Precast sections shall be set in a manner that will result in a watertight joint In all instances, installation of Filterra® unit shall conform to ASTM specification C891 "Standard Practice for Installation of Underground Precast Uttility Structures", unless directed otherwise in contract documents. F. Curb and gutter construction (where present) shall ensure that the flow -line off the Filterra® units is at a greater elevation than the flow -line of the bypass structurre or relief (drop inlet, curb cut or similar% Failure to comply with this guideline may clause failure and/or damage to the Filterra environmental device. G. Each Filterra® unit must receive adequate irrigation to ensure survival of the living; system during periods of drier weather. This may be achieved through a piped systtem, gutter flow or through the tree grate. Activation f 11 Tray A. Activation of the Filterra® unit is performed ONLY by the Supplier. Purchaser is responsible for Filterra® inlet protection and subsequent clean out cost. This process cannot commence until the project site is fully stabilized and cleaned (full landscaping, grass cover, final paving and street sweeping completed), negating the chance of construction materials contaminating the Filterra® system. Care shall be. taken during construction not to damage the protective throat and top plates. B. Activation includes installation of plant(s) and mulch layers as necessary. Included Maintenance A. Each correctly installed Filterra® unit is to be maintained by the Supplier, or a Supplier approved contractor for a minimum period of .1 year. The cost of this service is to be included in the price of each Filterra® unit Extended maintenance contracts are available at extra cost upon request. B. Annual included maintenance consists of a maximum of (2) scheduled visits. The visits are scheduled seasonally; the spring visit aims to clean up after winter loads that may include salts and sands. The fall visit helps the system by removing excessive leaf litter. C. Each Included Maintenance visit consists of the following tasks. 1. Filterraes unit inspection 2. Foreign debris, silt, mulch & trash removal 3. Filter media evaluation and recharge as necessary 4. Plant health evaluation and pruning or replacement as necessary 5. Replacement of mulch 6. Disposal of all maintenance refuse items 7. Maintenance records updated and stored (reports available upon request) D. The beginning and ending date of Supplier's obligation to maintain the installed system shall be determined by the Supplier at the time the system is activated. Owners must promptly notify the Supplier of any damage to the plant(s), which constitute(s) an integral part of the bioretention technology. SWM (ORIFICE DETAL N.T.S. FABRICATED STEEL PLATE FULLY WELDED WATER TIGHT TO EX 15" CMP PROVIDE DEBRIS CAGE 10" ORIFICE STORM SEWER PROFILE STRUCTURES EX5-6 NYLOPLAST 24" DRAIN BASIN: 2824AG _ _X m® INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. I MINIMUM PIPE BURIAL VARIABLE INVERT HEIGHTS DEPTH PER PIPE AVAILABLE (ACCORDING TO MANUFACTURER PLANSITAKE OFF) RECOMMENDATION VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4"- 24' FOR CORRUGATED HDPE ADS N-12, ADS SINGLE WALL, HANCOR DUAL WALL), SDR 35, SCH 40 DWV, CORRUGATED & RIBBED PVC WATERTIGHT JOINT CORRUGATED HDPE SHOWN) 18" MIN WIDTH GUIDELINE 8" MIN THICKNESS GUIDELINE fy 4DAPTER TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE ANGLES PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED ARIABLE 0' - 360' TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC ACCORDING TO LOADING, & OTHER APPLICABLE DESIGN FACTORS. PLANS 510 VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN) 4" MIN THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED NU I LS: 1. FRAME AND GRATE SHALL BE 24" D.I. SOLID COVER MEETING H-20 LOADING. 2. GRATE SHALL BE SET IN 8" THICK CONCRETE COLLAR AS SHOWN IN DETAIL. PROVIDE FULL DEPTH COMPACTED No. 21A CRUSHED STONE BENEATH CONCRETE COLLAR. COLLAR SHALL BE INSTALLED FLUSH WITH PAVEMENT GRADE. 3. SLOPE OF GRATE SHALL BE FIELD ADJUSTED AS NECESSARY TO BE FLUSH WITH PAVEMENT GRADE. FIELD GRADE TRIM ADJUSTMENTS OF DRAINAGE BASIN/GRATE SHALL BE IN ACCORDANCE WITH NYOPLAST RECOMMENDATIONS AND DETAILS. NOTES: 1. ALL HDPE PIPE IS ADS N-12 SMOOTH INTERIOR PIPE PROLINK ULTRA (SOIL TIGHT) OR APPROVED EQUAL. ALL HDPE PIPE SHALL BE PROPERLY BEDDED IN ACCORDANCE WITH MANUFACTURERS REQUIREMENTS. 2. ALL STORM SEWER MANHOLES SHALL BE VDOT MH -1. STANDARD STEPS (ST -1) ARE REQUIRED FOR MH -1 STRUCTURES WITH A DEPTH GREATER THAN 4 FEET. 3. STRUCTURES 5, 3, AND 2 UTILIZE NYOPLAST 24" DRAINAGE BASINS WITH D.I. SOLID COVERS MEETING H-20 LOADING, OR APPROVED EQUAL. STRUCTURES SHALL HAVE 12" SUMP DEPTH. SEE DETAILS THIS SHEET. 4. STRUCTURE 6 AND 4 UTILIZES A NYLOPLAST 24" DRAIN BASIN WITH THE STANDARD 12" SQUARE GRATE (PART NO. 2812AG) AND MULTIPLE 4" PIPE ADAPTORS OR APPROVED EQUAL. SEE DETAILS THIS SHEET. 5. STORM DRAIN BASINS & CIRCULAR DROP INLETS SHALL HAVE PIPE INLETS AVAILABLE FOR NEW ROOF DRAIN SYSTEM CONNECTIONS. CONTRACTOR SHALL COORDINATE ROOF DRAIN CONNECTIONS WITH ARCHITECTURAL DRAWINGS. 6. ALL STORM SEWER PIPE AND STRUCTURES SHALL BE INSTALLED IN ACCORDANCE WITH VDOT ROAD AND BRIDGE STANDARDS. PIPE SHALL BE BEDDED WITH REQUIRED CRUSHED STONE, 510 D- GRATESISOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70.50.05 UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 1 Liiw 3 E_,X_5) D- FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70.50-05 2 51034 DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. Za, 510 sOR Ij RISERS ARE NEEDED FOR BASINS OVER SC DUE TO SHIPPING RESTRICTIONS. r n d _ SEE DRAWING NO. 7001-110-065 II _ Q- DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM 03212 II IIwLj 500 FOR CORRUGATED HDPE (ADS S HANCOR DUAL WALL) 8 SDR 35 PVC J 00 o ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0- TO 360'. TO DETERMINE MINIMUM X _ J 00 _ Li z Z ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-013. ai GRATEOPTIONS LOADRATING PART# DRAWING# THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 0 EX 3130 VERONA AVE PEDESTRIAN MEETS H-10 2499CGP 7001AI0.216 NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR BUFORD, GA 30518 STANDARD MEETS H-20 2499CGS 7001-110-217 POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER DATE 4.3-00 INK GROUT. PHN (710) 932.2443SOLIDCOVERMEETSH-20 DOME N/A 2499CGC 2499CGD 7001-110.216 7001-11az1a OR LICENSE THE USE OF THE DESIGN OR TECHNICAL NV tIaS FAX(770)932.2490 480 CE. SEE4" LF ® INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT CPPD BY CJA PROJECT NOJNAME wms n14 •w•conDROPINGRATELIGHTDUTY2401DI7001.110075 OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE TITLE a- v II CL OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO DATE 4.346 II a II II rZ OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN 211N DRAIN BASIN QUICK SPEC INSTALLATION DETAIL 470 Iqa PERMISSION FROM NYLOPLAST. 470 II II I RD oeasr"rLOPtAs1 D, 80 A 1 SCALE 1:40 SHEET 1 OF 1 DWG NO. 7001.110.192 REV B NU I LS: 1. FRAME AND GRATE SHALL BE 24" D.I. SOLID COVER MEETING H-20 LOADING. 2. GRATE SHALL BE SET IN 8" THICK CONCRETE COLLAR AS SHOWN IN DETAIL. PROVIDE FULL DEPTH COMPACTED No. 21A CRUSHED STONE BENEATH CONCRETE COLLAR. COLLAR SHALL BE INSTALLED FLUSH WITH PAVEMENT GRADE. 3. SLOPE OF GRATE SHALL BE FIELD ADJUSTED AS NECESSARY TO BE FLUSH WITH PAVEMENT GRADE. FIELD GRADE TRIM ADJUSTMENTS OF DRAINAGE BASIN/GRATE SHALL BE IN ACCORDANCE WITH NYOPLAST RECOMMENDATIONS AND DETAILS. NOTES: 1. ALL HDPE PIPE IS ADS N-12 SMOOTH INTERIOR PIPE PROLINK ULTRA (SOIL TIGHT) OR APPROVED EQUAL. ALL HDPE PIPE SHALL BE PROPERLY BEDDED IN ACCORDANCE WITH MANUFACTURERS REQUIREMENTS. 2. ALL STORM SEWER MANHOLES SHALL BE VDOT MH -1. STANDARD STEPS (ST -1) ARE REQUIRED FOR MH -1 STRUCTURES WITH A DEPTH GREATER THAN 4 FEET. 3. STRUCTURES 5, 3, AND 2 UTILIZE NYOPLAST 24" DRAINAGE BASINS WITH D.I. SOLID COVERS MEETING H-20 LOADING, OR APPROVED EQUAL. STRUCTURES SHALL HAVE 12" SUMP DEPTH. SEE DETAILS THIS SHEET. 4. STRUCTURE 6 AND 4 UTILIZES A NYLOPLAST 24" DRAIN BASIN WITH THE STANDARD 12" SQUARE GRATE (PART NO. 2812AG) AND MULTIPLE 4" PIPE ADAPTORS OR APPROVED EQUAL. SEE DETAILS THIS SHEET. 5. STORM DRAIN BASINS & CIRCULAR DROP INLETS SHALL HAVE PIPE INLETS AVAILABLE FOR NEW ROOF DRAIN SYSTEM CONNECTIONS. CONTRACTOR SHALL COORDINATE ROOF DRAIN CONNECTIONS WITH ARCHITECTURAL DRAWINGS. 6. ALL STORM SEWER PIPE AND STRUCTURES SHALL BE INSTALLED IN ACCORDANCE WITH VDOT ROAD AND BRIDGE STANDARDS. PIPE SHALL BE BEDDED WITH REQUIRED CRUSHED STONE, 510 1 510 E_,X_5) 2 510345 Za, 510 sOR Ij 0 r n d _ 0 C) II _ II IIwLj 500 J 00 o X _ J 00 _ Li z Z 3RADE ai C) ._ Qi 490 0 EX PROPOSED GRA E ZE AND PIPE 3 H T WI INK GROUT. 77-_ QI 480 1 480 CE. SEE4" LF ® 1. B% II __ CI. IIS SHEET C_ a- v II CL II a II II rZ 470 Iqa 470 II II I RD R N RD R II 500 p co =OV EXISTING GRADE 500 i PIPE 490 490 2yr WSE= 4 9.73 1 Oyr WSE=-4 0.54 2:90 LF 12 H PE 7HDP4' 6 LF 12„ _ 29.06 LF 12" HDPE ® 2.27: 1 5.01 12", HDPE 480 Id I x.. ,_ @ 2.27% 2.53% 480 10" OR FICE. SEE _ 7.6 DETAIL... HIS. SHEET...:.. 40.00 LF 36 r HDPE i x EX 15 CMP w 1.94% o v 470 LO L o T- W 470 T 00 3 NCO N rlJ n _ Op Id d' Op st c0 .. u -j .. ap L6 LO _ _. .... 0000 II II II CIO 00d 00 00 .. d O d I N CO S II t'i S II II CD S II CD ZZ Z s1- O cNo co 0=CD CC,21ZZZrZ 10+00 10+50 11+00 11+50 12+00 12+50 13+00 REVISION BY I DATE LTH OP yL) DAVID M. JENSEN v Lic. No 1 484 ti r0NAL I. EE:55 W ' A ENGINEERS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 1402 Greenbrier Place Lynchburg, VA 24502 Charlottesville, VA 22901 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociates.net STORM SEWER PROFILE STRUCTURES EX5-7 CORE IN1 STRUCTUI PARGE TI NON -SHF 10" ORIFI DETAIL TI- 10+00 10+50 NOTE: CONTRACTOR TO PROVIDE ALL FITTINGS, COUPLINGS TRANSITION SLEEVES, ETC. TO INSTALL STORM SEWERS. DESIGNED BY: PROJECT: DMJ WILCOHESS - 1600 SEMINOLE TRAIL DRAWN BY: FINAL SITE PLAN To ALBEMARLE COUNTY, VIRGINIA TITLE: REVIEWED BY: UTILITY PROFILES, STORMWATER MANAGEMENT DMJ NOTES & DETAILS WWA NUMBER: FILE NAME: SCALE:DATE: 208111.04 801 101 C-CO8.dwg H,: 1 `20: 6/8/09 REVISION NUMBER: DRAWING NUMBER: C-8 SHEET NUMBER: 8 of 17 i 510 E_,X_5) 7 510 Za, sOR000 00 d _ II _ II IIwLj 500 J 500 X _ J 00 _ Li EXISTING 3RADE 490 PIP 490 0 EX PROPOSED GRA E ZE AND PIPE 3 H T WI INK GROUT. 77-_ I 480 1 480 CE. SEE4" LF ® 1. B% IIS SHEET 663UNDERpRA1N EX 15" CMP 1,94%.T-1: OC? 470 Iqa 470 II II I N II Ckf Cr II p co =OV xZ_yZ_ ZZ 10+00 10+50 NOTE: CONTRACTOR TO PROVIDE ALL FITTINGS, COUPLINGS TRANSITION SLEEVES, ETC. TO INSTALL STORM SEWERS. DESIGNED BY: PROJECT: DMJ WILCOHESS - 1600 SEMINOLE TRAIL DRAWN BY: FINAL SITE PLAN To ALBEMARLE COUNTY, VIRGINIA TITLE: REVIEWED BY: UTILITY PROFILES, STORMWATER MANAGEMENT DMJ NOTES & DETAILS WWA NUMBER: FILE NAME: SCALE:DATE: 208111.04 801 101 C-CO8.dwg H,: 1 `20: 6/8/09 REVISION NUMBER: DRAWING NUMBER: C-8 SHEET NUMBER: 8 of 17 CONSTRUCTION OF A SILT FENCE WITHOUT WIRE SUPPORT) 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. 6'MAX. zz_ III III FLOW - 1 I II - Tr=' 4" 3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT TO STAKES AND EXTEND THE EXCAVATED SOIL. IT INTO THE TRENCH. ew,c Ft,o r 1 SHEET FLOW INSTALLATION PERSPECTIVE VIEW) POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION FRONT ELEVATION) SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control,VA. DSWC Sherwood and Wyant Paved construction entrance for erosion control plans SIUNt 70' MIN. CONSTRUCTION ACCESS 3" SM -2A ASPHALT TOP co lisr_ ? STOINE CON51 RUCTION ACCESS =` G" MIN. 71A AGGREGATE BASE PROFILE 70' MW. ASPIIALT PAVE) WASHRACK 1 2% 12' M N. t t POSIT1Vr DRAINAGE6JUSTCXTrN'D FULL :a11DT,, A r Or INGRESS AND EGRESS O I 70 SEDI!ENT OPERATION 1 TRIPPING DEVICE PLAN PLATE. 3.05-2 EXISTING PAVEMENT EXISTING PAVOMENT SIrIVI_ DRAINAC,L SEDI :'.ENT LAPPING DEVICE: FILTER A. I;uiuuumn water tap of 1 inch must be instal[ed m ith a wiuu imil 1 aich bollcock shutoff vah?e,s0pp4rin, a Nvash hose mvith s cHometer of 1.3 inches for ad&juote coli,strut Inessaire. Nash water iutnst be eaurlecl away f•om the entrance to an approNie(1 settl4) irea to ceuiov-e seclimetit, All sediment shall be prerented.:6.om eutedlig stoma ch-ains, clitches or watercourses. PAVED WASH RACK NO SCALE LA0. REVISION BY DATE 1 NO. i ACCESS ESMIT DB 781, PG 22 j DB 1429, PG 3 I 1 I I I I I 1 I I I I I I I I F` 4 IF-- IP(SET) ; 1 it I3r r ori l itZ I I 10' PRIVATE SSWR ESMT DB 781, PG 223- C. 0. 23- C.O. (TY P) i 1 \ I' EX YARD WATER TAP r' 49• I o J•, r c, j 1 f; r I c) -1 Q '+_ '490 U e' Q I Ir t • y e w 0R-ow I ( I CD 1' ozoocr CD I -Jr d'l i A " / L 1 I e I CD m / y I n IF cn rr" y17/ 25 EX $# Tc - UTIL POLE---- OHU OLE- UN/ qppei, OLP OHU - OHU - UHUOIL IP(SET) AlW- - - -R/W- - - --R/W- - - -R/W- - - -R W--- - -R/W-4 - - -R/W - IWW - - + s Q 0° 15'00" 1I EX SSMH 3 TOP=482.19 OUT= 472.44 REVISION L/\ T IVII I I TOP=485.67 IN=474.72 OUT=474.70 BY I DATE EROSION AND SEDIMENT CONTROL LEGEND TEMPORARY PAVED 3.02 CONSTRUCTION C E ENTRANCE 3.05 SILT FENCE S F X- X- X 3.07 INLET PROTECTION ` I I 3.31 TEMPORARY SEEDING TS ---.- 3.32 PERMANENT SEEDING PS ---®- 3.35 MULCHING 3.39 DUST CONTROL LIMITS OF CLEARING I \-/I -- _r V' I -r IN=480.59 OUT=480.39 DRAINAGE /AREA DIVIDE (TYP) LTH OF L DAVID M. JENSEN 9 dLic. No. 1 484 o. P-P 417, NAL10 Et0 TAX PARCEL: 061000000120131 SSC ACOUISTIONS INC DB 1429, PG 330 ZONE: HIGHWAY COMMERCIAL USE: STORAGE FACILITY II\vI Iver I ivv. L-Z:y PUBLIC R.O.W. VARIES) CONNECT TO EX WITH SADDLE. COORDINATE WITH ACSA WATER LINE ESMT DB 781, PG 333 CONNECT TO EX WITH CORPORATION STOP COORDINATE WITH ACSA 1 1 I I I r I I I JI,/ IP(SET) W A' ,I 16' ACCESS ESMT IIDB 781, PG 223 I DB 1429, PG 323 II I E C YARD WATER TAP 2 I 15' WATER LINE ESN DB X81 , PG 223 IIIII 0 X z CD 11 II = cp r o\ = i I I D 00 DO;J nC7 r-O i ' I O o n o 00i I TKLj o0 FTI m D - Iv D C1 O EX SIGN LIMITS OF CLEARING AND GRADING EX POWER POLE i OHU OHU EX 2 MH -1 TOP=494.86 IN=484.25 OUT=484.05 MOON ^ 0 EEC;5 ENGINEERS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 1402 Greenbrier Place Lynchburg, VA 24502 CherlouerAlle, VA 22901 Phone: 434.316.6080 Phone: 434.984.2700 www.wwossociates.net I-R/W- R/W- - - -R/W-- EX 1 DI -7 TOP=491.97 OUT=485.07 GRAVEL CURB INLET SEDIMENT FILTER GRAVEL FILTER RUNOFF WATER r9 I SEDIMEN111T CONCRETE GUTTER j 12" WIRE MESH FILTERED WATER o a a e - d A' _ llQ A . 12" CURB INLET SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. GRAVEL SHALL BE VDOT 03, #357 OR 5 COARSE AGGREGATE. SOURCE: VA. DSWC PLATE 3.07-6 BLOCK AND GRAVEL DROP INLET SEDIMENT FIL TER WIRE SCREEN RUNOFF - WATER WITH SEDIMENT R/W- - - -R/W- GRAVEL* FILTER OVERFLO Ed 1. I c3 tf'c a WIRE SCREEN FILTERED WATER E SEDIMENT 711111F MTTI. SPECIFIC APPLICATION DROP INLET WITH GATE THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDING AROUND THE STRUCTURE. GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. SOURCE: VA. DSWC PLATE. 3.07-3 IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE. 1 a = 20' 6%%iiiii 20' 0 20' DESIGNED BY: PROJECT: DMJ WILCOHESS - 1600 SEMINOLE TRAIL DRAWN BY: FINAL SITE PLAN ro ALBEMARLE COUNTY, VIRGINIA TITLE: REVIEWED BY: EROSION & SEDIMENT CONTROL PLAN DMJ WWA NUMBER: FILE NAME: SCALE: DATE: 208111.04 801 101 C-009. d wag H.: 1 "-20' 6/8/09 REVISION NUMBER: DRAWING NUMBER: C-9 SHEET NUMBER: 9 of 17 EROSION & SEDIMENT CONTROL NARRATIVE I. PROJECT DESCRIPTION THE PURPOSE OF THIS PROJECT IS FOR THE FINAL SITE PLAN FOR WILCOHESS. THIS PROJECT WILL INVOLVE DISTURBING APPROXIMATELY 0.70 ACRES. II. EXISTING SITE CONDITIONS THE PROPOSED SITE IS LOCATED SOUTH OF RIO ROAD ALONG ROUTE 29. THE ENTRANCE TO THE SITE IS APPROXIMATELY 600 FEET SOUTH OF THE INTERSECTION BETWEEN ROUTE 29 AND RIO ROAD. THE SITE IS ZONED HC AND IS AN EXISTING EAST COAST FUEL STATION PRIMARILY IMPERVIOUS. III. ADJACENT PROPERTIES THE SITE IS BOUNDED TO THE NORTH BY WENDYS RESTAURANT, TO THE EAST BY ROUTE 29, TO THE WEST BY COLONIAL SELF STORAGE, AND TO THE SOUTH BY BROWN AUTOMOTIVE. IV. OFF-SITE AREAS APPROVED OFF-SITE WASTE AREAS ARE TO BE DETERMINED BY THE CONTRACTOR. V. SOILS ACCORDING TO USDA SCS SOIL MAPPING, THE PROJECT SITE LIES ENTIRELY ON SOIL TYPE: UDORTHENTS, LOAMY -88. UDORTHENTS, LOAMY -88: AREAS THAT HAVE BEEN USED FOR CUTTING OR FILLING FOR CONSTRUCTION. SURFACE RUNOFF IS MEDIUM TO VERY RAPID, AND THE HAZARD OF EROSION IS MODERATE TO VERY SEVERE. ONSITE INVESTIGATION IS NEEDED TO DETERMINE THE USE AND MANAGEMENT OF THESE SOILS. VI. CRITICAL AREAS CARE SHALL BE TAKEN 1-0 STABILIZE ALL SLOPES AND PREVENT EROSION. CARE SHALL ALSO BE TAKEN TO MINIMIZE THE TRANSPORT OF SEDIMENT ONTO ROUTE 29. VII. STORMWATER MANAGEMENT CONSIDERATIONS STORMWATER MANAGEMENT WATER QUALITY CONTROL AND QUANTITY CONTROL IS ATTAINED THROUGH THE USE OF A FILTERRA AND AN UNDERGROUND DETENTION FACILITY. SEE STORMWATER MANAGEMENT NARRATIVE AND CALCULATIONS ON DWG C-13. VIII. OFF-SITE ACTIVITIES THERE ARE NO OFF-SITE ACTIVITIES FOR THIS PROJECT. IX. EROSION AND SEDIMENT CONTROL MEASURES ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED BY THE CONTRACTOR IN ACCORDANCE WITH THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. SYMBOLS, DETAILS, AND DIMENSIONS USED ARE TAKEN FROM THE HANDBOOK, AS WELL AS THE VIRGINIA DEPARTMENT OF TRANSPORTATION'S ROAD AND BRIDGE STANDARDS, VOLUME I, 2001. A. STRUCTURAL PRACTICES 1. TEMPORARY CONSTRUCTION ENTRANCE (CE), 3.02: TEMPORARY CONSTRUCTION ENTRANCES SHALL BE PAVED IN ACCORDANCE WITH ALBEMARLE COUNTY REQUIREMENTS. A MINIMUM WATER TAP OF 1" MUST BE INSTALLED WITH A MINIMUM 1" BALLCOCK SHUTOFF VALVE SUPPLYING A WASH HOSE WITH A DIAMETER OF 1.5" FOR ADEQUATE CONSTANT PRESSURE. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO AN APPROVED SETTLING AREA TO REMOVE SEDIMENT. ALL SEDIMENT SHALL BE PREVENTED FROM ENTERING STORM DRAINS, DITCHES OR WATERCOURSES. 2. SILT FENCE (SF), 3.05: SILT FENCE BARRIERS SHALL BE INSTALLED DOWN SLOPE OF AREAS WITH MINIMAL GRADES TO FILTER RUNOFF FROM SHEET FLOW AS INDICATED ON THE ATTACHED SITE PLAN. 3. STORM DRAIN INLET PROTECTION (IP), 3.07: APPLIED TO INLETS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAIN SYSTEM. B. VEGETATIVE PRACTICES 1. TOP SOILING & STOCKPILING (TO), 3.30: TOPSOIL WILL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER USE. STOCKPILES ARE TO BE STABILIZED WITH TEMPORARY VEGETATION AND HAVE SILT FENCE INSTALLED ALONG THE LOWER PERIMETER. 2. TEMPORARY SEEDING (TS), 3.31: ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR EXTENDED PERIODS OF TIME SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING. SEED SELECTION WILL BE DEPENDENT ON THE TIME OF YEAR IN ACCORDANCE WITH THE EROSION AND SEDIMENT CONTROL HANDBOOK. 3. PERMANENT SEEDING (PS), 3.32: PERMANENT SEEDING SHALL BE PROVIDED ON SITE TO PROVIDE STABILIZATION FOR ALL DISTURBED AREAS. SEEDING RATES ARE IN POUNDS PER ACRE. FOR HIGH MAINTENANCE LAWN AREAS APPLY 200-250 POUNDS OF KENTUCKY 31 OR TURF -TYPE TALL FESCUE. FOR GENERAL SLOPES 3:1 OR LESS APPLY 128 POUNDS OF KENTUCKY 31 FESCUE, 2 POUNDS OF RED TOP GRASS, AND 20 POUNDS OF A SEASONAL NURSE CROP. FOR LOW MAINTENANCE SLOPES STEEPER THAN 3:1 APPLY 128 POUNDS OF KENTUCKY 31 FESCUE, 2 POUNDS OF RED TOP GRASS, AND 20 POUNDS OF SEASONAL NURSE CROP. FOR SOUTHERN SLOPE (BEYOND BLDG 15) APPLY 108 POUNDS OF KENTUCKY 31 FESCUE, 2 POUNDS OF RED TOP GRASS, 20 POUNDS OF SEASONAL NURSE CROP, AND 20 POUNDS OF CROWNVETCH. THE SEASONAL NURSE CROP USED IS BASED ON THE FOLLOWING SEEDING DATES: FROM FEBRUARY 16 THROUGH APRIL USE ANNUAL RYE; FROM MAY 1 THROUGH AUGUST 15 USE FOXTAIL MILLET; FROM AUGUST 16 THROUGH OCTOBER USE ANNUAL RYE; AND FROM NOVEMBER THROUGH FEBRUARY 15 USE WINTER RYE. ALL PERMANENT SEEDING SHALL BE FERTILIZED, LIMED AND MULCHED AT THE FOLLOWING RATES: FERTILIZER 10-20-10 AT A RATE OF 1000 POUND PER ACRE; LIME OF AGRICULTURAL GRADE LIMESTONE AT A RATE OF 2 TONS PER ACRE; AND STRAW MULCH AT A RATE OF 1-1/2 TONS PER ACRE. BEFORE SEEDING, 4 INCHES OF TOP SOIL SHALL BE SPREAD IN AREAS TO BE SEEDED. APPLY FERTILIZER AND LIME UNIFORMLY AND MIX WELL INTO TOP 4 INCHES OF SEED BED. PREPARE SOIL FOR PERMANENT SEEDING BY TILLAGE OF TOPSOIL IN PLACE TO LOOSEN THOROUGHLY AND BREAK UP ALL CLODS TO A DEPTH OF 6 INCHES. REMOVE ALL STUMPS AND ROOTS, COARSE VEGETATION, STONES LARGER THAN 1-1/2 INCHES AND ALL CONSTRUCTION DEBRIS. SOIL SHALL BE WORKED BY SUITABLE AGRICULTURAL EQUIPMENT TO A DEPTH OF NOT LESS THAN 4 INCHES. SURFACE SHALL BE UNIFORM, SMOOTH AND DRAINABLE. A FIRM AND COMPACT SEED BED IS REQUIRED. 4. MULCHING (MU), 3.35: ALL TEMPORARY AND PERMANENT SEEDING SHALL BE STRAW MULCHED. 5. TREE PROTECTION (TP), 3.38: ENSURES THE PROTECTION OF DESIRABLE TREES. INSTALL AS SHOWN ON PLANS. C. MINIMUM STANDARDS 6. (SPEC. 3.31 & 3.32) AREAS WHICH FAIL TO ESTABLISH VEGETATIVE COVER ADEQUATE TO PREVENT RILL EROSION WILL LAWN TYPE SEEDING RATE PER ACRE BE RESEEDED AS SOON AS SUCH AREAS ARE IDENTIFIED. MS -1. STABILIZATION OF DENUDED AREAS: LAWN (WITHIN TURF -TYPE TALL FESCUE 200-250 LBS PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN 7 DAYS AFTER X. SEQUENCE OF CONSTRUCTION FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED KENTUCKY 31 FESCUE 128 LBS 3:1 OR LESS WITHIN 7 DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE, BUT WILL REMAIN DORMANT OR 1. SCHEDULE AND ATTEND PRE -CONSTRUCTION CONFERENCE. UNDISTURBED FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE USE GROUND COVER PLANTINGS SLOPES STEEPER THAN 3:1 TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. 2. INSTALL CONSTRUCTION ENTRANCE. MS -2. STABILIZATION OF SOIL STOCKPILES: 3. CONSTRUCT ALL PERIMETER SILT FENCE AND INLET PROTECTION ON EX STRUCTURE #5 PRIOR TO DEMOLITION. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR NOV THRU FEB 15 WINTER RYE ALL PERMANENT SEEDING SHALL BE FERTILIZED, LIMED AND MULCHED PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR TEMPORARY PROTECTION 4. PERFORM DEMOLITION IN ACCORDANCE WITH THE DEMOLITION PLAN ON DWG C-5. AND PERMANENT STABILIZATION OF ALL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL ACRE IN THE WINTER AND SUMMER. SLOPES LABELED AS 2:1 WITH VDOT ST'D EC -2 LINING MAY HAVE AN INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. 5. CLEAR AND GRUB, STRIP TOPSOIL AND STOCKPILE WITHIN THE LIMITS OF CLEARING AND GRADING. MS -3. PERMANENT VEGETATIVE COVER: 6. PERFORM GRADING AND INSTALL WALL TO BRING AREA TO PROPOSED GRADES SHOWN. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS 7. INSTALL STORM DRAIN FROM STRUCTURE 1 TO STRUCTURE 6. IMMEDIATELY INSTALL INLET PROTECTION AS STRUCTURES ACHIEVED THAT, IN THE OPINION OF THE E&S INSPECTOR, IS UNIFORM AND MATURE ENOUGH TO SURVIVE AND ARE PLACED ONLINE. INHIBIT EROSION. 8. INSTALL SANITARY AND WATERLINE CONNECTIONS, CONSTRUCT BUILDINGS, SITE FEATURES AND REMAINING STORM MS -4. TIMING AND STABILIZATION OF SILT TRAPPING MEASURES: DRAINS. SEDIMENT BASINS AND TRAPS, STORM INLET PROTECTION, SILT FENCING, AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND DISTURBING ACTIVITY AND SHALL BE 9. PROVIDE TEMPORARY SEEDING TO INACTIVE AREAS OF THE SITE TO MINIMIZE TRANSPORT OF SEDIMENT. MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. 10. NO E&S FACILITIES ARE TO BE REMOVED WITHOUT PERMISSION FROM THE COUNTY INSPECTOR. MS -5. STABILIZATION OF EARTHEN STRUCTURES: STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS 11. PERFORM PERMANENT SEEDING, STRAW MULCHING, AND STABILIZE ALL DISTURBED AREAS. APPLY DOUBLE SHREDDED IMMEDIATELY AFTER INSTALLATION. HARDWOOD MULCH WHERE SPECIFIED. MS -6. SEDIMENT BASINS AND TRAPS: 12. PERIMETER EROSION CONTROL DEVICES MUST REMAIN IN PLACE UNTIL INTERIOR CONTROL HAS BEEN SUCCESSFULLY SEDIMENT TRAPS AND BASINS SHALL BE CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED. IMPLEMENTED AND/OR THE APPLICABLE DRAINAGE AREA HAS REACHED FINAL GRADE AND BEEN FULLY STABILIZED. REMOVE TEMPORARY EROSION CONTROL MEASURES AND STABILIZE AFFECTED AREAS. A. THE MINIMUM CAPACITY OF A SEDIMENT TRAP SHALL BE 134 -CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND SHALL CONTROL A DRAINAGE AREA OF LESS THAN 3 -ACRES. 13. PLACE FILTERRA ONLINE ONLY AFTER THE EROSION CONTROL INSPECTOR DEEMS THE SITE STABILIZED. B. THE MINIMUM CAPACITY OF A SEDIMENT BASIN SHALL BE 134 -CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND 12. CLOSE OUT THE PROJECT. SHALL CONTROL A DRAINAGE AREA OF 3 -ACRES OR GREATER. XI. ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS MS -7. CUT AND FILL SLOPES: CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM MS -8. CONCENTRATED RUNOFF DOWN CUT OR FILL SLOPES: STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. MS -9. WATER SEEPAGE FROM A SLOPE FACE: WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. PROVIDED. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, MS -10. STORM SEWER INLET PROTECTION: BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 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. MS -11. STABILIZATION OF OUTLETS: BEFORE NEWLY CONSTRUCTED STORM WATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. MS -12. WORK IN LIVE WATERCOURSES: N/A WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. 10. ALL FILL MATERIALS TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. MS -13. CROSSING A LIVE WATERCOURSE: 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIALS SHALL BE PROVIDED. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. MS -14. APPLICABLE REGULATIONS: ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13 301 OF THE CODE OF ALBEMARLE. WATERCOURSES SHALL BE MET. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS MS -15. STABILIZATION OF BED AND BANKS: N/A OF 7:00 AM TO 9:00 PM. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. 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 MS -16. UNDERGROUND UTILITIES: DAMAGE TO ANY PUBLIC STREET BECAUSE 0 SLIDES, SINKING, OR COLLAPSE. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS, IN ADDITION TO OTHER APPLICABLE CRITERIA: 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER A. NO MORE THAN 500 -LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS B. WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS, EXCAVATED MATERIAL IS TO BE PLACED ON THE OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. UPHILL SIDE OF TRENCHES, EXCEPT FOR ANY DIVERSION DITCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER OR OFFSITE PROPERTY. RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN D. TRENCH BACKFILL MATERIAL SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE STABILIZATION. COUNTY EROSION CONTROL INSPECTOR. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. ALL APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH AT ALL TIMES. 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 MS -17. CONSTRUCTION ACCESS ROUTES: SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BIE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD, THE ROAD SURFACE SHALL BE CLEANED BY THE COUNTY EROSION CONTROL INSPECTOR. THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO TO STRUCTURAL MEASURES IS TO BE REPAIR IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET LARGER LAND -DISTURBING ACTIVITIES. STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DIKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR MS -18. TEMPORARY E&S CONTROL MEASURE REMOVAL: HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE BY THE LOCAL E&S AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE STABILIZATION, WHEN MEASURES ARE NO LONGER I NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION INSPECTOR. AND SEDIMENTATION. MS -19. ADEQUACY OF RECEIVING CHANNELS: PROPERTIES AND WATERWAYS DOWNSTREAM FROM THE DEVELOPMENT SITE SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATES OF STORM WATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION. XII. PROPERTY OWNER RESPONSIBLE FOR MAINTENANCE IMPLEMENTATION D. MAINTENANCE: WILCOHESS, LLC ALL EROSION AND SEDIMENT CONTROL STRUCTURES AND SYSTEMS SHALL BE MAINTAINED, INSPECTED, AND REPAIRED AS 5446 UNIVERSITY PARKWAY NEEDED TO INSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL EROSION AND SEDIMENT CONTROL WINSTON SALEM, NC 27105 MEASURES SHALL BE CHECKED AT THE END OF EACH DAY AND AFTER EVERY RAINFALL EVENT. (336) 767-8540 ATTN: STEVE WILLIAMS 1. DAMAGE TO EROSION CONTROL MEASURES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY SHALL BE REPAIRED BEFORE THE END OF EACH WORKING DAY. 2. MAINTAIN ALL SEEDED AREAS UNTIL A UNIFORM STAND IS ACCEPTED. 3. (SPEC. 3.02) PROVIDE FOR EQUIPMENT WASHING AS NEEDED TO PREVENT THE TRANSPORT OF SOIL ONTO EXISTING ASPHALT ROADWAYS. ANY SEDIMENT ON THE PAVEMENT SHALL BE REMOVED IMMEDIATELY. 4. (SPEC. 3.05) SILT FENCE BARRIERS WILL BE CHECKED DAILY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL REACHES HALF WAY TO THE TOP OF THE BARRIER. 5. (SPEC. 3.07) INLET PROTECTION SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED. EHE55 TEMPORARY & PERMANENT SEEDING SCHEDULE LAWN TYPE SEEDING RATE PER ACRE HIGH MAINTENANCE KENTUCKY 31 OR LAWN (WITHIN TURF -TYPE TALL FESCUE 200-250 LBS LOT AREA) GENERAL SLOPES KENTUCKY 31 FESCUE 128 LBS 3:1 OR LESS RED TOP GRASS 2 LBS SEASONAL NURSE CROP 20 LBS LOW MAINTENANCE USE GROUND COVER PLANTINGS SLOPES STEEPER THAN 3:1 AND/OR VINES IN ACCORDANCE WITH TABLE 3.37-C OF THE VESCH. SEEDING DATE SEASONAL NURSE CROP FEB. 16 THRU APRIL ANNUAL RYE MAY 1 THRU AUG 15 FOXTAIL MILLET AUG 16 THRU OCT ANNUAL RYE NOV THRU FEB 15 WINTER RYE ALL PERMANENT SEEDING SHALL BE FERTILIZED, LIMED AND MULCHED AT THE FOLLOWING RATES: FERTILIZER 10-20-10 AT A RATE OF 1,000 POUNDS PER ACRE; LIME OF AGRICULTURAL GRADE LIMESTONE AT A RATE OF 2 TONS PER ACRE; AND STRAW MULCH AT A RATE OF 1-1/2 TONS PER ACRE DURING THE SPRING AND FALL AND 2 TONS PER ACRE IN THE WINTER AND SUMMER. SLOPES LABELED AS 2:1 WITH VDOT ST'D EC -2 LINING MAY HAVE AN ANNUAL RYE HYDROSEED W/ TACKIFIER PLANTED ON THE SLOPES AT PERMANENT SEEDING RATES IN LIEU OF USING THE EC -2 LINER TO ALLOW FOR EROSION PROTECTION PRIOR TO GROUND COVER PLANTING. DESIGNED BY. PROJECT: REVISION NUMBER: H OF DMJ WILCOHESS - 1600 SEMINOLE TRAIL O `Dhl, . G1r ENGINEERS DRAWN BY: FINAL SITE PLAN o ®6/ WA SURVEYORS To ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: o v DAVID M. JENSEN PLANNERS TITLE: Lic. No. 11484REVIEWED BY. EROSION AND SEDIMENT CONTROL NARRATIVE C-10 w ASSOCIATES DMJ i/o f w PO Box 4119 1402 Greenbrier Place SHEET NUMBER: ti Lynchburg, VA 24502 charionesville,VA22901 WWA NUMBER: FILE NAME: SCALE: DATE: sC% Phone: 434.316.6080 Pbonatone. 434.984.2700 08111.04 8 01 101 C- C 10 . d w g V: N/A 6/8/0 9 10 o f 17ONALwww.urvvassociates.net NO. REVISION BY DATE NO. REVISION BY DATE NO REVISION 1 l I II I 1 ' I I 1 I I I 1 I I I I I I ' I I I I I 1 I I 1 I 1 ' I I I I TAX PARCEL: 061000000120D1 SSC ACQUISTIONS INC iDB1429, PG 330 Ems(_ 1i ZONE: HIGIIWAY COMMERCIAL IP(SET) USE: STORAGE FACILITY ; j <.. / _ •30'00' F- 1 I 50 00 I 10' PRIVATE SSbVR ESMT ` I DB 781, PG 223 / 1 X I 'TAX PA-RC EL: 0'61-Q00000T7_0D \ I\ IP(SET) C. 0. (T (P) CK SIGC N ' a EX YARD (NATER TAP 4g k / f F / , / / EX SFIC 490 \\ y \\ \\ — E-X--R-IONE S0QTH ti-EX G UN) I o /0 1 CON-C—PAD LIGHT \ 5 \ • !soy o I I in. c _ \ i E ; YARD WATER TAP v -EX JUS T 014- \ \\ l I; I I 15' WATER LINE ESMT o, - DB 781, PG 223 J / IE \ o _j Q r''49p_ 1 _ J a \\_ r ` I ` II I I I 1 0 wLd II , l r / `. ;0011 1- - ?— --- ------ ----- ,- _ E X /ENIT C) 1 Io - I j/jEX LIGHT -I E E l 0 U W I j 1 NLjjLL) I1_ / I , ,_ f EM iszi' II I Z Iql ,.1 cl f / . \ E.- < \ .O • _ ;c I \ .. li' EM• .._',EfA\ kJl 1 i I I I i I/ r 1 / r • I r" 1 n N I • < I ' `FLS I . g4 t' / Eti, \ i o, CP1n v g ON SIGN-EX SIGN EX kONITORING / CP eL I I I ,' I o 194 0 N -- I C o D C/)z X D L E m 03 oF_ DP(n0 D M 0O n 0 r O 0 r-" O nCD 0 rTl N 00 N D D 0 r o ANALYSIS JOINT I — EX POWER POLEn ' X U IILIT' ESMT . _— / ' IJTIL POLE I // A _QP: 4to 45 EX OHU— -7 °> .: - -\ u _ OHU OHU ---- O — HU chill/ . OHU — OH -- OHW`--- OHU -- 01W 0HU --- Wtf OHU OHU -- OHU — OHU =- OHU OHU - OHU Existing -Developed Watershed Conditions I Rational Method Sub -area Tabulation AREA # 1 2 DESCRIPTION Roads and Parking Grass S. FT. Q 25,303 16,482 C Factorator 0.90 0.30 Drainage Area Design Summary Total = 41,7851sf or 0.96iAc. Weighted C = j 0.66( Tc Summary (TR -55 Method) Sheet Flow (A -->B) Shallow Conc. Flow (B ->C) Channel Flow (C ->End) Total Time Length (ft.) Length (ft) Length (ft) Slope Slope Travel time based on an ave. velocity of 4 fps. 2 -yr Rain (in) Surface Manning's N Tc (min.)l 5.0 Tc (min.) Tc (min.) 5.0 i 0HU OHU ---r 0HU, OH OHU — — OHC --31101)T=475.55 i. -EX SSMH 1 - ,1 J8", VC j f \ PII 4 8 8 ,1 L z I IP SET f / 8'G \ a 2"PVC 1N=,• 83.42 ,., i ' RE—>P70T ANT P(SFT) i a/w---/w----a/w---/w---- R/w----R/w— -—R/w---R/w - _ - -_ — ----_w ._=--y a ___ __i;_w-- - _ — I N __ -err _ -'- w--- B f, P V C _ 1'1 T - 48 3.3 7 FH VV W --R/w— - w— - /w— - - --R/w- - - —a/w— - - —R/w— - - — R/w— Oa' 1 5/ 0 `J 11 W / 6.4`7". I fl / t-` t- T _ - /I n' 11 ' I--111'- A / 1 E, Il A I w" V. _ - . . DATE I NO. REVS BY I DATE LV OP o DAVID M. JENSEN o Lic. No. 11484 Y Wj,C0 ss An ENGINEERS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 1402 Greenbrier Place Lynchburg, VA 24502 Charloneeville, VA 22901 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociates.net LEGEND ANALYSIS POINT DRAINAGE AREA DRAINAGE SUBAREA 2Q SUBAREA LABEL IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 20' 20' 0 20' DESIGNED BY: PROJECT: DAT WILCOHESS — 1600 SEMINOLE TRAIL DRAWN BY: FINAL SITE PLAN To ALBEMARLE COUNTY, VIRGINIA TITLE: REVIEWED BY: EXISTING—DEVELOPED DRAINAGE AREA MAP DW WWA NUMBER: FILE NAME: SCALE: DATE: 208111.04 80110 1 C—C 1 1. d wg H. 1 m- 0' 6/8/09VNIA REVISION NUMBER: DRAWING NUMBER: C-1 1 SHEET NUMBER: 11 of 17 I rI I I I I I r I r I r rI I I I I I r ` I r I r I 1 I I II I r r I I I r1 IITAXPARCEL: 061000000120D1 SSC. ACQUISTIONS INC iDB1429, PG 330 I E 1 1 ZONE: HIGHWAY COMMERCIAL I IP(SET) / - USE: STORAGE FACILITY N 51.30 ,p _ 7 _ I 1 lSpa 500 4g8 01, r 17 66Q-_ TAY Ff92- 65 NE OVERHAN \ \ 91 I ! - _ C. 0. (Ty P) 8940 _ to IP(SET) NEW GR 490 .GUAR RAI ;I1 ;44 _ o O6 4-106'r II91- - cP O91- 91- r TC \ HP I 1 A r / 9 1 j• ` I X504 o2-7 I 0.. /> o __ _ y` \ \ \NEW BU l l_D I N G SOC I; 6 FE-491.0\ ' O 1A \ Ai0 1 / 90 2 1 N I o o 90- 0 I 06LLJ - I1L , 9 056 `. - tr,; 490 " / V 1 I I 90?0 \ \ \ I + II I Ljj _j/ 1 1 - \ I ' I I r N D w I i 2% NEW 3 4'1C) f I l O O 894 os os WATER I I / I_ r J Q z 7 I o 9,1TC 91- 91 METER I I I D o U< I / / , o I ADO C/) CD a) i / O D1ro1m _ ' ) '//` / I \ v_ x9089 o D 2% 1 89 i I 0 ' o I I 0 0 r- 0 I n- Lig t . T, / 4 1 0, D OTC i I 9H R\• o M I KKNoO z ss m I I '/, I I m y o o % I" / 0 85 1 I z a J " r o min TC D n o Q 4 / I' S FL -N EW P EL `,4 r- olF. I I , Q1 D D PUMP (TYP) 1 01 ' .1 ° ao I 1 r- o N 11 L a `o z n ; -- EX SIGNQ . CP N l 4TChANALYSIS ,POINT 00 \ j 150 - - EX POWER POLE f / 6LP - C , U1IL f OLE- 1 q I OHU OHU -,v AS1i NIL I HU --`- D .1-r-- OU r5 OHU - OHU - OHU -- OH{1- OHU - OHU OWU U---.OHU - OHU - OH v -J' ` - ( U=---OHU LP OHU -- 7'` JHU -- OHU - - OHU--- OHU - c OAU 11 QHIu . o rr-475.55 , EX SSMI-I 1 2`-- W- -----w 283.VIP(SET) 2'pC IN O T=48k/w- ---R/w- - - -R/w- - - --R/w- - - -R/w- 9VC i 7 N, w0'15'00W 76.47,- X-SSMH I f W - 40°15_'G9 W w -IVSTOPs484.(.' I1SEr) IJ=479.0 OU4LIELICE E FIC UL° KY,, - EX SSMH 3 w. r ' 77TOP= -482,19 - - - OUT=472.44 EX 4 NII -I-1 EX 3 DI -3B EX 2 MH -1 8 - TOP=489.14 U.S.HIGHWAY NO. _9 TOP =494.86LI 2.0' SANITARY SEWER/ TOP --45.67 IH=474.72 IN =480.59 (PUBLIC R.O.W. VARIES) WATER LINE ESMT IN=484.25DB781 , PG 333OUT= 474.70 OUT= 480.39 OU T= 484.05 CONNECT TO EX WITH CONNECT TO EX WITH SADDLE. COORDINATE CORPORATION STOP WITH ACSA COORDINATE WITH ACSA Post -Developed Conditions Rational Method Sub -area Tabulation AREA # DESCRIPTION Roads and Parking Grass SQ FT 31,111 _ 10,674 C Factor 0 90 0.30 Imp 100% 0% Equiv Imp 31,111 I 0 1 2 Drainage Area Design Summary Total Weighted C- Total Onsite Impervious31 WQV = .5/12 x Imp WQV Required WQV Provisded - 41, 785 0.75 111 1 296 f sf or sf or cf 0 96' 74% Ac. Tc Summary (TR -55 Method) Sheet Flow (A ->B) Shallow Conc. Flow (B ->C) Channel Flow (C -->End) Total Time Length (ft.) Length (ft) Length (ft) Slope Slope Travel time based on an ave. velocity of4 fps. 2-yr Rain (in) Surface Unpaved Manning's N Tc (min.)l 5.0 Tc (min.) I Tc (min.)l 0.0 5.0 - um I-R/W- - - -R/W- - - -R/W- - - -R/W- - - -R/W- EX 1 DI -7 TOP= 491.97 OUT= 485.07 LEGEND ANALYSIS POINT DRAINAGE AREA DRAINAGE SUBAREA Q SUBAREA LABEL IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 20' 20' 0 20' FtLE 5 5 H OF DESIGNED Y. PRWILREVISION NUMBER: COHESS - 1600 SEMI NOLE TRAIL ENGINEERS DRAWN BY. FINAL SITE PLAN vcfo -r SURVEYORS ra ALB EMARLE COUNTY, VIRGINIA DRAWING NUMBER: 9 , DAVID M. JENSEN PLANNERS TITLE: Lic. No. 11484 REVIEWED BY. POST -DEVELOPED DRAINAGE AREA MAP C- 12 ww ASSOCIATES DMJWi-X9f PO Box 4119 1402 Greenbrier Place SHEET NUMBER: s G Lynchburg, VA 24502 Chvloneeville,VA22901 WWA NUMBER: FILE NAME: SCALE: DATE: Phone: 434.316.6080 Phone: 434.984.2700 '20'12 o f 17sfONAL208111.04 80110 1 C-C12.dw H: 6/8/09N0. REVISION BY DATE N0. REVISION BY DATE www.wwassociates.uet 9 V. N/A STORMWATER MANAGEMENT NARRATIVE I. PROJECT DESCRIPTION STORMWATER DETENTION REQUIREMENTS FOR THIS SITE WILL BE MET THROUGH THE UTILIZATION OF UNDERGROUND DETENTION. WATER WILL BE COLLECTED IN DROP INLETS AND CONVEYED THROUGH A CLOSED -CONDUIT STORM DRAIN SYSTEM TO UNDERGROUND PIPING/MANHOLE SYSTEM EQUIPPED WITH A CONTROLLING ORIFICE. SEE STORM PROFILE ON DWG C-8. THE DETENTION FACILITY HAS BEEN SIZED TO LIMIT POST -DEVELOPMENT RELEASE RATES FROM THE SITE TO LESS THAN EXISTING -DEVELOPMENT FLOWS. 40 LINEAR FEET OF 36 -INCH DIAMETER PIPE IS NECESSARY TO ACCOMPLISH ATTENUATION. AN 8' X 6' FILTERRA UNIT WILL ALSO BE PROVIDED FOR WATER QUALITY CONTROL FOR THE SITE. SEE FILTERRA DETAILS ON DWG C-8. THE STORMWATER MANAGEMENT FACILITY IS TO BE PRIVATELY OWNED AND MAINTAINED. II. HYDROLOGICAL ANALYSIS EXISTING -DEVELOPMENT PEAK RUNOFF RATES WERE COMPUTED FOR THE 2 & 10 -YEAR STORM EVENTS UTILIZING THE RATIONAL METHOD. THEY ARE AS FOLLOWS: Q2=3.28 CFS & Q10=4.22 CFS. Tc=5 MIN; I2=5.2 INCH/HR 110=6.7 INCH/HR POST -DEVELOPMENT PEAK RUNOFF RATES WERE COMPUTED FOR THE 2 & 10 -YEAR STORM EVENTS UTILIZING THE RATIONAL METHOD. THEY ARE AS FOLLOWS: Q2=3.73 CFS & 4.80 CFS. Tc=5 MIN, 12-5.2 INCH/HR 110=6.7 INCH/HR POST -DEVELOPMENT PEAK VOLUMES WERE COMPUTED FOR THE 2 & 10 -YEAR STORM EVENTS UTILIZING THE MODIFIED RATIONAL METHOD. THE CRITICAL DURATION WAS FOUND TO BE 7 MINUTES USING THE TRIAL AND ERROR METHOD. THE PEAK VOLUMES FOR THE 2 & 10 -YEAR STORMS ARE AS FOLLOWS: V2=1,418 CF & V10=1,834 CF. SINCE THE POST -DEVELOPMENT RATES OF RUNOFF WERE FOUND GREATER THAN THE EXISTING -DEVELOPMENT RATES OF RUNOFF, THE UNDERGROUND DETENTION PIPES WERE REQUIRED TO ATTENUATE THE POST -DEVELOPMENT FLOWRATES TO THE EXISTING -DEVELOPMENT CONDITIONS. POST -DEVELOPMENT ROUTED PEAK RUNOFF RATES WERE COMPUTED FOR THE 2, & 10 -YEAR STORM EVENTS UTILIZING THE MODIFIED RATIONAL METHOD. THEY ARE AS FOLLOWS: Q2=3.12 CFS & 4.11 CFS. THE MAXIMUM DETAINED VOLUMES IN THE UNDERGROUND DETENTION FACILITY FOR THE 2 & 10 -YEAR STORMS ARE AS FOLLOWS: V2=172 CF & V10=257 CF THE ROUTED 2 AND 10 YEAR POST DEVELOPED DISCHARGES FOR THE STORMWATER MANAGEMENT FACILITY IS LESS THAN THE 2 AND 10 YEAR I EXISTING DEVELOPED DISCHARGES. HYDROGRAPHS AND STORMWATER ROUTING CALCULATIONS WERE PERFORMED WITH HYDRAFLOW SOFTWARE. HYDRAFLOW RESULTS FOR THE UNDERGROUND DETENTION CAN BE FOUND ON THIS SHEET. i III. DRAINAGE AREA CHARACTERISTICS REFERENCE DRAWING C-11 FOR THE EXISTING DEVELOPMENT DRAINAGE AREA CHARACTERISTICS AND DRAWING C-12 FOR THE POST DEVELOPMENT i DRAINAGE AREA CHARACTERISTICS. i POST -DEVELOPMENT DETAINED AREA EQUALS 100% OF THE PROJECT AREA. (FOR QUANTITY CONTROL) THE AVERAGE C -FACTOR FOR THE EXISTING -DEVELOPMENT DRAINAGE AREA WAS FOUND TO BE 0.66. THE AVERAGE POST -DEVELOPMENT C -FACTOR INCREASED TO 0.75. IV. WATER QUALITY ANALYSIS FILTERRA DRAINAGE AREA = 0.34 ACRES AS SHOWN ON DRAWING C-9. IT WILL PROVIDE A TARGET POLLUTANT REMOVAL RATE OF 65% FOR ITS DRAINAGE AREA. (THE TARGET POLLUTANT BEING PHOSPHORUS). THE FILTERRA BOX SIZED FOR THIS DRAINAGE AREA IS 8'X6' PER THE MANUFACTURERS RECOMMENDATIONS. THE POLLUTANT REMOVAL CALCULATIONS USING THE PERFORMANCE BASED METHOD ARE AS FOLLOWS: PROJECT AREA = 0.96 ACRES TREATMENT REQUIRED IS FOR 5,800 SQUARE FEET OR 0.13 ACRES ® 26% REMOVAL TREATMENT PROVIDED IS FOR 14,810 SQUARE FEET OR 0.34 ACRES ® 65% REMOVAL FILTERRA DA = 0.34 ACRES TO BE TREATED AT 65% POLLUTANT REMOVAL RATE L(PRE) = 3.50 LBS (FROM SIMPLE METHOD WORKSHEET, SEE THIS SHEET) L(POST) = 4.24 LBS (FROM SIMPLE METHOD WORKSHEET, SEE THIS SHEET) 0.34 ACRES)/(0.96 ACRES) X (4.24 LBS) = 1.49 LBS TO BE TREATED AT 65% 0.62 ACRES)/(0.96 ACRES) X (4.24 LBS) = 2.74 LBS UNTREATED 1.49 LBS) X (0.35) = 0.52 LBS REMAINING AFTER FILTERRA TREATMENT 0,52 LBS) + (2.74 LBS) = 3.26 LBS POLLUTANT POST DEVELOPED 3.26 LBS POST < 3.50 LBS PRE (EXCEEDS THAT REQUIRED) V EROSION AND FLOODING CONTROL ANALYSIS AND ADEQUATE OUTFALL NARRATIVE THE DRAINAGE AREA FOR THIS SITE PLAN IS 0.96 ACRES. THIS SITE OUTFALLS INTO THE EXISTING US ROUTE 29 CLOSED CONDUIT STORM DRAIN SYSTEM. THE APPROXIMATE DRAINAGE AREA TO THE ROUTE 29 CROSSING IS 153.2 ACRES. SEE DWG C-14. THE 1% RULE IS MET WELL BEFORE THIS DRAINAGE SYSTEM OUTFALLS TO AN UNNAMED TRIBUTARY TO MEADOWCREEK. THE EXISTING CAPACITY OF THE 15" CMP OUTFALL PIPE IS 4.9 CFS AS SHOWN BELOW. THE 10 YEAR POST DEVELOPED FLOW FROM THE UNDERGROUND DETENTION FACILITY IS 4.1 CFS. CONSIDERING THE POST - DEVELOPED FLOW IS LESS THAN THE EXISTING -DEVELOPED FLOW AND THE 10 YEAR POST DEVELOPED FLOW IS LESS THAN THE EXISTING CAPACITY OF THE OUTFALL PIPE THIS SITE DOES NOT IMPACT THE EXISTING DOWNSTREAM SYSTEM AND THE EXISTING OUTFALL REMAINS ADEQUATE. NATURAL DRAINAGE DIVIDES HAVE BEEN HONORED. EXISTING CAPACITY OF 15" CMP OUTFALL PIPE Short Version BMP Computations For Worksheets 2 - 6 SPREAD AND INLET SPREAD AND DEPTH) Albemarle County Water Protection Ordinance: Modified Simple Method WWA PROJECT NUMBER Plan: WIIcoHess Site Plan Water Resources Area: CA Preparer. DAT _ _ _ Date: 4/24/09__ RAIN FALL 110) Project Drainage Area Designation INVERT ELEVATIONS L stone pollutant export in pounds, L = [P(Pj)R7/12 ) [ C(A)2.72 I COUNTY ALBEMARLE Rv mean runoff coefficient, Rv = 0.05 + 0.009(1) DISTRICT Pj small storm correction factor, 0.9 VEL FULL) I percent imperviousness REMARKS P annual precipitation, 43" in Albemarle DESCRIPTION WILCOHESS SITE PLAN A project area in acres in subject drainage area, Ass 0.961 ACRES C pollutant concentration, mg/I or ppm target phosphorus INCRE- MENT f factor applied to RR MIN V required treatment volume in cy, 05' over imperv. area = A(Iy13560(0.5/12y27 SHEET RR required removal, L(post) - f x L(pre) OF 1 RR removal efficiency, RR100/1-(posl) FT/FT Impervious Cover Computation (values in feet S quare feet) stairs Ili)alsvallon (R) Conlour au iitem _ Mannings Coefficient, in is 0.013 1 pre -development lArea post -development Area FLOW Paved Length Width subtotal i ( (Length Width subtotal FROM POINT TO POINT ELEVATIONS LENGTH SLOPE DIA MANNING'S n CITY FULL) I Room 500 REMARKS 13 I 7 25,3031 Roadways, 23,611 31,1111 FT Driveways Length Width no subtotal ILenglh Width no subtotal 20 CFS and walks 1 , SEC 5 I Sidewalkel 0.30 END Parking Lots Area 1 Are 2 Area 3 Area 4 Area 1 2 Area 3 Area 4 5.00 6.7 1Area I o. 485.47 Gravel areas Area 1 Area 2 subtotal Area 1 Area 2 subtotal 0.0253 12 x0.70= 1 0 { x070= 5.7 1 Structures Area no subtotal ! Area no 12 13 14 r I I 16 17 i Actively grazed pasture & AreaI Area t EX 5EX 4 yards and cultivated turf x 0.08 1x 0 OB = 474.72 42.7 Active crop land AreaArea 15 I I 0.25 isx0.25 4.0 10.7 Other ImpeNous11 Areas Area 1 Area 2 Area 3 Area 1 Arse 2 Area 3 6.9 4.2 1 491.06 5.79 r Impe rvlous Cover 4 3 I(pfe) lipost) 1 Rv(posi V I 0.05 0.72 1 48.0 _E 6.6 New Development (For Development Areas, existing impervious cover <- 20%) 484.41 C 1 i I (pre) Rv(pre) L(pre) I L(post) 1 RR 1 % RR I Area Type . i I i0.703.501100l20% 0 59 4.24 1 0.74 17%1 Development Area 5.4 6.35. 100 0% 0,591 1.751 2.12 0.37 1 7h1 Drinking Water Watersheds NYOPLAST YARD DRAIN i6.40 100 1%2:00059i2.00 1 2.42 i 0.42 17% Other Rural Land „ 4 min values 2 Redevelopment (For Development Areas, existing Impervious covar> 20%) i C f l I (pre) Ry(pre) 1 L(pro) Ltpost) RR %RR Area Type - 0.70 i 0.90 i 20%1 0.591 3.50 4.24 1 09 26.L Development Area 483.55 0 35 0851 09f1 0 59 i 1.75 2.12 0 63 30% Drinking Water Watersheds 5.3 0.40: ` 0.8511 1% 0.591, 2.00 2.42 0.72 30% Other Rural Land 3.06 489.13 INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) TO POINT WWA PROJECT NUMBER 208111.04 CA INLET TIME Tc) RAIN FALL 110) RUNOFF Q INVERT ELEVATIONS LENGTH COUNTY ALBEMARLE DIA DISTRICT RIO VEL FULL) FLOW TIME REMARKS TOP INLET ELEVATIONS DESCRIPTION WILCOHESS SITE PLAN INLET No. ACRES C INCRE- MENT Intensity 4.00 MIN Intensity is 4 in/hr for spread and 6.5 in/hr for capacity Y SHEET 1 OF 1 FT FT/FT INVERT stairs Ili)alsvallon (R) Conlour au CFS Mannings Coefficient, in is 0.013 1 CAPA- FT FLOW 1 FROM POINT TO POINT ELEVATIONS LENGTH SLOPE DIA MANNING'S n CITY FULL) VEL FULL) TIME REMARKS 13 Hydrology UPPER LOWER FT FT/FT IN 20 CFS FPS SEC 5 Inlet 0.30 END END 5.00 6.7 0.1 485.85 485.47 15.0 0.0253 12 12 5.7 10 11 12 13 14 15 16 17 18 19 EX 5EX 4 1 475.55 474.72 42.7 0.0194 15 1 0.024 4.9 4.0 10.7 EX 15" CMP INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) TO POINT AREA DRAIN A" RUN- OFF COEF CA INLET TIME Tc) RAIN FALL 110) RUNOFF Q INVERT ELEVATIONS LENGTH SLOPE DIA MANNING'S In CAPA- CITY FULL) VEL FULL) FLOW TIME REMARKS TOP INLET ELEVATIONS INLET DEPTH H) INLET No. ACRES C INCRE- MENT Intensity 4.00 MIN Intensity is 4 in/hr for spread and 6.5 in/hr for capacityY and depth) P ) UPPER END LOWER END FT FT/FT IN stairs Ili)alsvallon (R) Conlour au CFS Mannings Coefficient, in is 0.013 1 FT FT 00 1 2 3 4 5 6 7 8 Inlet 10 11 12 13 Hydrology j 16 17 Curb and Gutter 19 20 21 22 6 5 Inlet 0.30 0.01 0.01 5.00 6.7 0.1 485.85 485.47 15.0 0.0253 12 0.013 5.7 7.2 2.1 NYOPLAST YARD DRAIN 489.40 3.55 6 5 4 0.01 5.03 6.7 0.1 485.27 484.61 29.1 0.0227 12 0.013 5.4 6.9 4.2 141 491.06 5.79 5 4 3 y+ 7 W. N 0.05 5.11 6.6 0.3 484.41 483.75 29.1 y 12 0.013 5.4 6.9 4.2 NYOPLAST YARD DRAIN 489.40 12.17 4 3 2 0.05 6.6 0.3 483.55 482.61 42.9 0.0219 12 0.013 5.3 6.7 6.4 3.06 489.13 Q 12.17 3 2 1 0.05 5.28 6.6 0.3 482.41 480.17 117.6 0.0190 12 cc y 6.3 U 491.05 8.64 2 1 EX 5 0.32 0.75 0.24 0.29 5.59 6.5 1.8 478.17 477.77 40.0 yO. 2. L CI 0.013 O O 4.2 V y O T O1 Q fAN Ls(a) • 2000 000 0.00ngth 0.00 MWa4nags O slope 1%) • 100 0 00 000 0.00 O) f0 we Se lOC rte 3 rC N a) 0.34 0.75 0.26 0.26 5.00 6.7 1.7 482.36 478.84 30.7 ccJF- O 32.1 le 8' x6' FILTERRA 485.86 3.50 7 4.004.00 LO.. a J d U U: O d O to W R. 1 ALL 0.22 0.90 0.198 0.79 0.00 0.79 200200 0.04 IX STR#5 7D7 NA 0.79 NIA fJy ALL1 0.32 10.75 10.2401 0.96 1 0.00 0.96 1 1 0.04 STR #1 a1g1 DI -7 NA 1 0.96NIA 000000 goo 0 s0 1.00 1.50 200 250 300 3.50 400 450 Soo 24" NyoplastALL10.06 10.60 10.0361 0.14 1 0.00 0.14 1 0.33 1 1 1 STR #4 Drainage BasinNIA0.14 h NA i 24" NyoplastALL10.03 10.30 10.0091 0.04 1 0.00 0.04 1 0.33 1 1 1 1 STR #6 NA 0.04 4r1t ;WA NO. REVISION BY DATE NO. REVISION STORM SEWER DESIGN WWA PROJECT NUMBER 208111.04 COMPUTATIONS COUNTY ALBEMARLE DISTRICT RIO DESCRIPTION WILCOHESS SITE PLAN SHEET 1 OF 1 FROM POINT TO POINT AREA DRAIN A" RUN- OFF COEF CA INLET TIME Tc) RAIN FALL 110) RUNOFF Q INVERT ELEVATIONS LENGTH SLOPE DIA MANNING'S In CAPA- CITY FULL) VEL FULL) FLOW TIME REMARKS TOP INLET ELEVATIONS INLET DEPTH H) INLET No. ACRES C INCRE- MENT ACCUM- ULATED MIN IN/HR CFS UPPER END LOWER END FT FT/FT IN stairs Ili)alsvallon (R) Conlour au CFS FPS SEC FT FT 00 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 6 5 0.03 0.30 0.01 0.01 5.00 6.7 0.1 485.85 485.47 15.0 0.0253 12 0.013 5.7 7.2 2.1 NYOPLAST YARD DRAIN 489.40 3.55 6 5 4 0.01 5.03 6.7 0.1 485.27 484.61 29.1 0.0227 12 0.013 5.4 6.9 4.2 141 491.06 5.79 5 4 3 0.06 0.60 0.04 0.05 5.11 6.6 0.3 484.41 483.75 29.1 0.0227 12 0.013 5.4 6.9 4.2 NYOPLAST YARD DRAIN 489.40 12.17 4 3 2 0.05 5.18 6.6 0.3 483.55 482.61 42.9 0.0219 12 0.013 5.3 6.7 6.4 3.06 489.13 491.06 12.17 3 2 1 0.05 5.28 6.6 0.3 482.41 480.17 117.6 0.0190 12 0.013 4.9 6.3 18.7 491.05 8.64 2 1 EX 5 0.32 0.75 0.24 0.29 5.59 6.5 1.8 478.17 477.77 40.0 0.0100 36 0.013 66.9 9.5 4.2 UGD 486.00 7.83 1 else, - -• -- Ls(a) • 2000 000 0.00ngth 0.00 MWa4nags Yes No No No slope 1%) • 100 0 00 000 0.00 N -Valu. • .013 013 .0110 we Odf. Coll.• 0.60 010 0.00 000 7 EX 5 0.34 0.75 0.26 0.26 5.00 6.7 1.7 482.36 478.84 30.7 0.1148 36 0.013 226.6 32.1 1.0 8' x6' FILTERRA 485.86 3.50 7 Pond Report Hyd. No. 1 3.28 cis Pre i min Hydrograph type Hyde11aw Hydopraphs by Intellsdvfi Storm frequency 2 yrs Drainage area T ... day. My 19 2009. 246 PM Pond No. 1 - UGD IDF Curve Albemade.IDF Pond Data Pipe dia. • 3.00 it Plpe length = 400 R No. Bartels • 1.0 Slope = 1.00 % Invert slev. • 477.77 it Stage / Storage Table stairs Ili)alsvallon (R) Conlour au sqlt) Ivor. 11[oi (puff) Total stag. (owl) 0.00,7777 00 0 0 0.17 ,7 7.9, GG 1 0.34 47811 00 5 e 0.51 vele 00 to 1e 0.88 476.+5 00 4 30 0.15 47862 00 16 46 1.02 47879 2 17 e3 1.19 ,71.98 00 19 T 1.38 479.13 00 20 1,1 1.57 479.30 00 20 12", 1.70 419.47 00 20 141 1.07 479.04 go 20 162 2.04 479.61 00 20 102 7.21 47990 00 20 201 2.31 .90., 5 00 19 221 2.55 480.32 00 11 137 2.72 16049 00 16 157 2.as48066 00 14 207 3.06 489.13 00 10 277 3.23 4.,.011 001 7.40 161.11 00 1 2.3 Culvert f orifice Structures weir Structures A) [Bl [Ci ID) A] [B] I [c] [Dl alse(In) - 15.00 1000 goo goo Ont Len(R) 15.74 0000 000 000 so -on) - 15.00 to.00 0.00 0.00 CIOst 8.(a) loom Dom coo 000 We. 111- • 1 1 0 0 Weir cos". 333 0.000 0.00 0.00 Ines"EI•r") •10000 100.00 000 0.00 Wee Type else, - -• -- Ls(a) • 2000 000 0.00ngth 0.00 MWa4nags Yes No No No slope 1%) • 100 0 00 000 0.00 N -Valu. • .013 013 .0110 we Odf. Coll.• 0.60 010 0.00 000 Multi -.leg. • Na Y.. No No Exaltretlon • 0 000InBv (Wet area) IT.I .ter Elv - 0.00" nae:,_u.nd.r lw owro.rale.r e.r-•u x•e.ia•„s enewt•<•+ml vhr m.ieded lx.nroe e•isnn at.w rn) Stege I Discharge error it) 4.004.00 3.00-- 00 200200200 fJy a1g1 000000 goo 0 s0 1.00 1.50 200 250 300 3.50 400 450 Soo aseharp (rn) Taal o BY I DATE PLTH OF U DAVID M. JENSEN 9 a Lic. No. 11484 G ISLII0NA1, E 2 YEAR ROUTING MODEL: TO ENSURE 2 YEAR POST DEVELOPED FLOW IS LESS THAN 2 YEAR EXISTING DEVELOPED FLOW 2 YEAR EXISTING DEVELOPED CONDITIONS 2 YEAR POST DEVELOPED CONDITIONS Hydrograph Plot Ism HydrW6phs by 19elsoW Hyd. No. 1 3.28 cis Pre i min Hydrograph type Rational Storm frequency 2 yrs Drainage area 0.960 ac Intensity 5.180 in/hr IDF Curve Albemade.IDF a(ofs) 4.00 3.00 2.00 1.00 goo Mondry. My 18 2009. 3:52 PM Peak discharge 3.28 cis Time Interval i min Runoff coeff. 0.88 To by User 5.00 min Asc/Rec limb fad 1/1 Hyd. "ph Vdurm -1165 MI Pre Hyd. No. 1 - 2 Yr 0.0 0.1 Hyd No, 1 0 (cfs) 4.00 3.00 2.00 1.00 0.00 0.2 Time (hrs) Hydrograph Plot Hydrellow Hydri:gi by MNsd. Hyd. No. 3 Peak discharge Post MR Time Interval Hydrograph type Mod. Rational Storm frequency 2 yrs Drainage area 0.960 ac Intensity 4.6891nthr IDF Curve Albemarle.IDF Post MR Hyd. No. 3-2 Yr Hy1ap=ph Velma - 1,416 eu1 1.00 0 00 0.0 0.1 0 2 Hyd No. 3 10 YEAR ROUTING MODEL: TO ENSURE 10 YEAR POST DEVELOPED FLOW IS LESS THAN 10 YEAR EXISTING DEVELOPED FLOW 10 YEAR EXISTING DEVELOPED CONDITIONS 10 YEAR POST DEVELOPED CONDITIONS Hydrograph Plot Myds6ew HydeO.phs by Welsdye Mend.y. Miry 18 2009,3 59 PM Peak discharge 3.38 cfs Time Interval 1 min Runoff. coeff. 0.75 To by User 5.00 min Storm duration is 1.4 x To Hy1ap=ph Velma - 1,416 eu1 1.00 0 00 0.0 0.1 0 2 Hyd No. 3 10 YEAR ROUTING MODEL: TO ENSURE 10 YEAR POST DEVELOPED FLOW IS LESS THAN 10 YEAR EXISTING DEVELOPED FLOW 10 YEAR EXISTING DEVELOPED CONDITIONS 10 YEAR POST DEVELOPED CONDITIONS Hydrograph Plot Myds6ew HydeO.phs by Welsdye Hyd. No. 1 4.22 cis Pre 1 min Hydrograph type Rational Storm frequency 10 yrs Drainage area 0.960 ac Intensity 6.666 in/hr IDF Curve Albemade.IDF 5.0o 4.00 3.00 200 100 000 Pre Ftyd. No. 1 --10 Yr 0.0 0.1 Hyd No. 1 Mmd.y. May 18 2009.3:57 PM Peak discharge 4.22 cis Time interval 1 min Runoff. coeff. 0.66 Tc by User is 5.00 min Aso/Rec limb fad 0.960 ac Hyd.e.ph Vd.- -1.267 a4 Q (ch) 5.00 4.00 3 00 2.00 1.00 0.00 0.2 Time (hre) Hydrograph Plot Hy&onm Hydepraphs by Mebdw Hyd. No. 3 Peak discharge Post MR Time Interval Hydrograph type is Mod. Rational Storm frequency 10 yrs Drainage area 0.960 ac Intensity is 6.066Inthr IDF Curve Albemarle.IDF Post MR a (cfs) Hyd No. 3--10 Yr 5.00 4.00 3.00 200 1.00 0 00 a(crs) 4.00 300 2.00 1.00 0.00 0.3 Time (hre) 0.0 0.1 0.2 Hyd No. 3 WAAAM ENGINEERS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 1402 Greenbrier Place Lynchburg, VA 24502 Charlottesville, VA 22901 Phone: 434.316.6080 Phone: 434.984.2700 www.wwaswciatm.net V-11.9 ph Vdurre -,,634.4 a(Cfa) 5.00 4.00 300 2.00 1.00 0.00 0.3 Time (hre) Hydrograph Plot Hy&.R- Hydepsphs by III.W vs Hyd. No. 5 Routing MR Hydrograph type = Reservoir Storm frequency = 2 yrs Inflow hyd. No. = 3 Reservoir name = UGD Sor.pa Mdc.fion tented used 0 (cfs) 4.00 3.00 2.00 1.00 000 Mond y. Mey 16 2009, 3:69 PM Peak discharge in 4.37 cis Time Interval 1min Runoff coeff. 0.75 To by User 5.00 min Storm duration 1.4 x Tc 0.0 0.1 0.2 Hyd No. 3 WAAAM ENGINEERS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 1402 Greenbrier Place Lynchburg, VA 24502 Charlottesville, VA 22901 Phone: 434.316.6080 Phone: 434.984.2700 www.wwaswciatm.net V-11.9 ph Vdurre -,,634.4 a(Cfa) 5.00 4.00 300 2.00 1.00 0.00 0.3 Time (hre) Hydrograph Plot Hy&.R- Hydepsphs by III.W vs Hyd. No. 5 Routing MR Hydrograph type = Reservoir Storm frequency = 2 yrs Inflow hyd. No. = 3 Reservoir name = UGD Sor.pa Mdc.fion tented used 0 (cfs) 4.00 3.00 2.00 1.00 000 Hydopsph Vdune = 1.016 cull Routing MR Hyd. No. 5 - 2 Yr 0.0 0.1 Hyd No. 5 - Hyd No. 3 Hydrograph Plot Hydefl w Hydropsphs by Melsdve Hyd. No. 5 Routing MR Hydrograph type = Reservoir Storm frequency 10 yrs Inflow hyd. No. = 3 Reservoir name is UGD storage Ind callos m thod used Routing MR a (CIS) Hyd. No. 5 -- 10 Yr 5.00 4.00 3.00 200 1.00 OM a (cfs) 4.00 3.00 2.00 1.00 goo 02 Time (hre) MorW.y, Msy 15 2009..:1 PM Peak discharge 3.12 cfs Time Interval 1 min Max. Elevation 479.73 R Max. Storage 172 cult Hydopsph Vdune = 1.016 cull Routing MR Hyd. No. 5 - 2 Yr 0.0 0.1 Hyd No. 5 - Hyd No. 3 Hydrograph Plot Hydefl w Hydropsphs by Melsdve Hyd. No. 5 Routing MR Hydrograph type = Reservoir Storm frequency 10 yrs Inflow hyd. No. = 3 Reservoir name is UGD storage Ind callos m thod used Routing MR a (CIS) Hyd. No. 5 -- 10 Yr 5.00 4.00 3.00 200 1.00 OM a (cfs) 4.00 3.00 2.00 1.00 goo 02 Time (hre) 0.0 0.1 Hyd No. 5 - Hyd No. 3 Q (cls) 500 4.00 3.00 200 1.00 0.00 02 Time (hre) DESIGNED BY. PROJECT: REVISION NUMBER: owWILCO HESS - 1600 SEMI NOLE TRAIL DRAWN BY: FINAL SITE PLAN TO ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: TITLE: REVIEWED BY: STORMWATER MANAGEMENT NARRATIVE & CALCULATIONS C- 13 DMJ SHEET NUMBER: WWA NUMBER: FILE NAME: SCALE: DATE: 208111.04 801 101 C -C 13.dwg V.• NIA 6/8/09 13 of 17 Monday. Msy 16 2009.4 2 PM Peak discharge 4.11 cfs Time Interval 1 min Max. Elevation 480.54 it Max. Storage 257 tuft Hydro¢eph VOMrrit 1.316 Ne 0.0 0.1 Hyd No. 5 - Hyd No. 3 Q (cls) 500 4.00 3.00 200 1.00 0.00 02 Time (hre) DESIGNED BY. PROJECT: REVISION NUMBER: owWILCO HESS - 1600 SEMI NOLE TRAIL DRAWN BY: FINAL SITE PLAN TO ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: TITLE: REVIEWED BY: STORMWATER MANAGEMENT NARRATIVE & CALCULATIONS C- 13 DMJ SHEET NUMBER: WWA NUMBER: FILE NAME: SCALE: DATE: 208111.04 801 101 C -C 13.dwg V.• NIA 6/8/09 13 of 17 Z llJ L— i/\ fI\ 1 , 1 I t; t `'• ''^` ., p \\ 1 _ - 'I '% 1 I ' 1 vs ' 7 c • _ _ ti \ IIII H Ll/__ y If Q I // / I I / ( \ C ' ,•' .x""; .., '' ' `: . III \ 1 I \ 4p / I Inc I,,(` I ! '- I I \ / _ ,., :-''.. ;,:;, ;4 i ` / I ! \\\ \ _ _ _ ` Zl / I / \ r-I I/ /ri / /j l , r \ z . :: : • »{- , , / // / c - / I ( I 1I // / i j / f 1`LJ \t \ ., ,, d' ;'' e. r+'.i ., o .. `,,, • ; .r t,: 1j1 I p.rJ--/.1--11 -I r , / r, / r O T c'` r // L^ T J 00 Il_I 1 1\ OUT l_ I U ( \ \ _ / /r I I / / / UI / I \ III ! CS'O ' lz \ > .'/' / I cl, '`/ ' - o/ / , ` / 1_I II1 / III Q\ \ \ ; _ _ v / 1 / / l ---J \ 1II \ o \ , , - '--/' // / 1 I o I I / \ / //, // / ( \ \ ` ( ll I 11- 11 j 1 lJ i i /l i/ C= J I I \ 1 j 11 I / / / / \ / C I Ej/ I II I \ J , / \ ` \ y 00I I---=\' 1 \ ' / \J \ \ l \ /1 l /i 1I I \ --' _- /\\''/ ' l / '' \ / / / / Jl II(- -i/ 1 \\\\ 1 j: j =-' l J I !r \ \\ \ I / l lI // 1 I ' / / / . l \ ( l ' 1 I / S` / / I S I 1 I I I 1 1 II\ ` I 1 I / It / W - \ \ I / \ / \ \ \ \ _``>J \ / 1 I I - // \ \ \ / I l \ 1 / >i / \ 1 to / / 1 1 / 11 II LLj v V 1 / _ / / 1 / I / , / ,v /'' ' - - - - _ _ l 1 -_II ( T v I I I II) I l // / I \ II / \ \ Q I r\ \ I / I I //_ I I I 1 I I I I I I I I / /f 7 1 // % ` \ _ J / 1 // I 1 J \ \ 1 // / \ / 11 \ I Swm\.pC v /% I / l // I \ / \ --7` f«_, %/"/ l I 1 I I I I' - 111 PROXl1MAlTE pti f pi `/i" x" -ARL -1 / \ \ --. % / J / / / 1 _ / ,\ \ \ ` kw L i \\ I T 5.{ V3 5 0 S 0 1, L F \ '_r tel' '7 ` \ 140 ROUYE 29 j44ff-- _____ ______----- _-- _ I l F\ — I — I I ( /— i ILS!/ / `—' —/ / -- ( / / I II I I 1 J/ I I / 1 V)11 \ I/ / \\ / / I o0 \\\ \ I/ I 0 o 1 >) - \ r 46 p \\\ 1 ( 111 I 111 \ \\ I \ I \ 1 1 / // _ IIIII / \ 1 111 \\ \ \ \ \ \ '1 r---, _ \ I I / / /// t 1 ( li 1 \\\\ \ 1 \ \ \ / I \ o - I / NOTES: / 1. DRAINAGE AREA SHOWN IS APPROXIMATE AND f- — - – — - ce — - - ' - - - _ J 1 ' %``Z/ BASED OFF OF COUNTY TOPO. I I1"CULVE,RT \ \1 1 o o \ ' , r/ > I I \ 2. PIPE LAYOUT IS APPROXIMATE AND IS BASED 9 o I 1 ,` - OFF OF VDOT ROAD PLANS, SITE PLANS OBTAINED FROM ALBEMARLE COUNTY AND A 2 VERIFIED WITH A FIELD VISIT ON 4/30/09. y 4 p 1 TT II PR NG_ LS-A-RFDI C IO ir 1 L X SWM^Pi NI ' \ G c CE ,rteJ i., /III ` 1 \h =_—_----- /// , \\\\\ \ — AJy/' = 200> 1O/ /` — --- _ I 1 / ( _---'moi\\ % Q--2/00 a '— — j. —,\Ar\moi \\\\\`—\ /\,' J 11 2' \ /' % V ,t; - I111 ' l \ \\-- _ \ //j- \ 1 J /' — 1 \` / 11 420 1 EX SWM POND 460— z: / t 1 \\\ Iii/ , j / , 1 li i / rm I,TH OFP o I oc DAVID M. JENSEN Lic. No. 11484 dole w ssl NA ENGINEERS SURVEYORSIPLANNERS AsSASSOCIATESDMJ PO Box 4119 1402 Greenbrier Place Lynchburg, VA 24502 ChwWFn-ftVA22901 Phone: 4-U.316.6080Lwww.wwasswi.oes.nac ie.eogo Phone: asa.984.z7ao DESIGNED BY. PRIM LCOHESS — 1600 SEMI NOLE TRAIL FINAL SITE PLAN ALBEMARLE COUNTY, VIRGINIA REVISION NUMBER: DRAWN BY. To DRAWING NUMBER: C— 14TITLE: MS -19 ANALYSISREVIEWEDBY.- SHEET NUMBER: 14 of 1714 WWA NUMBER: 208111.04 FILE NAME: 801 101 C —C 14. d wg SCALE: H: "=200" DATE: 6/8/09 N0. REVISION BY DATE N0. REVISION BY DATE GENERAL LANDSCAPING NOTES: 1. LANDSCAPE CONTRACTOR SHALL CONTACT "MISS UTILITY" AND HAVE ALL UTILITIES LOCATED BEFORE BEGINNING ANY DIGGING. 2. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL PLANT MAINTENANCE, INCLUDING SHRUBS AND GROUNDCOVER, AND SHALL MAINTAIN AREA IN A WEED AND DEBRIS -FREE CONDITION UNTIL PROJECT HAS BEEN ACCEPTED BY OWNER. 3. CONTRACTOR SHALL LAY OUT AND CLEARLY STAKE ALL PROPOSED IMPROVEMENTS INCLUDED ON THIS PLAN. 4. TREES SHALL BE LOCATED A MINIMUM OF 4' FROM SEWER/WATER EASEMENTS. CONTRACTOR SHALL BE LIABLE FOR DAMAGE TO ANY AND ALL PUBLIC OR PRIVATE UTILITIES. 5. CONTRACTOR TO VERIFY PLANT LIST TOTALS WITH QUANTITIES SHOWN ON PLAN. LANDSCAPE ARCHITECT SHALL BE ALERTED BY CONTRACTOR OF ANY DISCREPANCIES PRIOR TO FINAL BID NEGOTIATION. UNIT PRICES FOR ALL MATERIAL SHALL BE SUPPLIED TO THE OWNER AT BIDDING TIME. IN THE EVENT OF A PLANT QUANTITY DISCREPANCY BETWEEN THE PLAN AND THE SCHEDULE, THE PLAN SHALL PREVAIL.ALL MATERIALS SHALL BE SUBJECT TO APPROVAL BY THE LANDSCAPE ARCHITECT. OWNER SHALL RECEIVE TAG FROM EACH PLANT SPECIES AND A LIST OF PLANT SUPPLIERS. 6. RECOMMENDED PLANTING SEASON. PLANTS SHALL BE INSTALLED DURING THE APPROVED PLANTING SEASON PER LOCAL CODE. IF CODE DOES NOT SPECIFY, THEN PLANTING SHALL OCCUR AS NOTED HERE: SPRING/SUMMER (FEB 15 - MAY 15); FALL/WINTER (SEPT 15 - DEC 31) EXCEPT FOR EVERGREENS WHICH SHALL BE PLANTED FROM MAR 15 - MAY 15 (SPRING/SUMMER) AND ORT 15 - DEC 15 (FALL/WINTER). 7. WHERE TREES ARE PLANTED IN ROWS, THEY SHALL BE UNIFORM IN SIZE AND SHAPE. 8. SIZES SPECIFIED IN THE PLANT LIST ARE MINIMUM SIZES TO WHICH THE PLANTS ARE TO BE JUDGED. FAILURE TO MEET MINIMUM SIZE ON ANY PLANT WILL RESULT IN REJECTION OF THAT PLANT. 9. ALL PLANTS SHALL BE FRESHLY DUG, SOUND, HEALTHY, VIGOROUS, WELL BRANCHED, FREE OF DISEASE, INSECT EGGS, AND LARVAE, AND SHALL HAVE ADEQUATE ROOT SYSTEMS. 10. NO EXISTING TREES SHALL BE REMOVED WITHOUT WRITTEN AUTHORIZATION FROM THE OWNER EXCEPT WHERE NOTED ON PLANS. NO GRUBBING SHALL OCCUR WITHIN EXISTING TREE AREAS. 11. TREES SHALL BE LOCATED A MINIMUM OF 4' FROM WALLS AND WALKS WITHIN THE PROJECT. IF CONFLICTS ARISE BETWEEN ACTUAL SIZE OF AREA AND PLANS, CONTRACTOR SHALL CONTACT LANDSCAPE ARCHITECT FOR RESOLUTION. FAILURE TO MAKE SUCH CONFLICTS KNOWN TO THE OWNER OR LANDSCAPE ARCHITECT WILL RESULT IN CONTRACTOR'S LIABILITY TO RELOCATE MATERIALS. 12. CONTRACTOR TO SLIGHTLY ADJUST PLANT LOCATIONS IN THE FIELD AS NECESSARY TO BE CLEAR OF DRAINAGE SWALES AND UTILITIES. FINISHED PLANTING BEDS SHALL BE GRADED SO AS TO NOT IMPEDE DRAINAGE. 13. TREE STAKING AND GUYING SHALL BE DONE PER DETAILS, IF NECESSARY. CONTRACTOR SHALL ENSURE THAT TREES REMAIN UPRIGHT FOR THE DURATION OF INSTALLATION PERIOD. 14. MULCH IS TO BE SHREDDED HARDWOOD BARK FOR TREES AND SHRUBS. 15. SHADE TREES: HEIGHT SHALL BE MEASURED FROM THE CROWN OF THE ROOT BALL TO THE TOP OF MATURE GROWTH. SPREAD SHALL BE MEASURED TO THE END OF BRANCHING EQUALLY AROUND THE CROWN FROM THE CENTER OF THE TRUNK. MEASUREMENTS ARE NOT TO INCLUDE ANY TERMINAL GROWTH. 16. ALL CONTRACTORS SHALL BE REQUIRED TO COMPLETELY REMOVE ALL TRASH DEBRIS AND EXCESS MATERIALS FROM THE WORK AREA AND THE PROPERTY (ESPECIALLY AT ALL CURB, GUTTERS AND SIDEWALKS) DAILY DURING INSTALLATION. 17. DEAD PLANTS ARE TO BE REMOVED FROM THE JOB BY THE CONTRACTOR WEEKLY. CONTRACTOR SHALL MAINTAIN AN UPDATED, COMPREHENSIVE LIST OF ALL DEAD MATERIALS REMOVED AND PRESENT A COPY OF THE LIST TO THE OWNER AT THE END OF THE CONTRACT PERIOD. 18, CONTRACTOR SHALL GUARANTEE ALL LANDSCAPE IMPROVEMENTS, INCLUDING SEEDING, FOR ONE FULL YEAR AS REQUIRED BY THE SPECIFICATIONS. CONTRACTOR MUST CONTACT THE OWNER AT LEAST 10 WORKING DAYS IN ADVANCE TO SCHEDULE ACCEPTANCE INSPECTION(S). CONTRACTOR MUST REPLACE ALL DEAD OF UNACCEPTABLE PLANTS DURING THE FOLLOWING RECOMMENDED PLANTING SEASON: SPRING/SUMMER (FEB 15 - MAY 15); FALL/WINTER (SEPT 15 - DEC 31) EXCEPT FOR EVERGREENS WHICH SHALL BE PLANTED FROM MAR 15 - MAY 15 (SPRING/SUMMER) AND ORT 15 - DEC 15 (FALL/WINTER) LANDSCAPE INSTALLATION SPECIFICATIONS 1. ALL PLANT MATERIAL SHALL CONFORM TO CURRENT AMERICAN ASSOCIATION OF NURSERYMEN'S STANDARDS AND TO HORTUS THIRD (1977 EDITION) FOR BOTANICAL AND COMMON NAMES. 2. BALLED AND BURLAPPED PLANTS SHALL BE DUG WITH FIRM NATURAL BALLS OF EARTH. BALL SIZES SHALL BE IN ACCORDANCE WITH A.A.N. SPECIFICATIONS. ALL CONTAINER GROWN STOCK SHALL BE WELL ROOTED AND ESTABLISHED IN THE CONTAINER IN WHICH IT IS SOLD. AN ESTABLISHED CONTAINER GROWN PLANT SHALL HAVE A ROOT SYSTEM SUFFICIENTLY DEVELOPED TO RETAIN ITS SHAPE WHEN REMOVED. 3. ALL PLANT MATERIAL_ SHALL BE NURSERY GROWN UNLESS OTHERWISE SPECIFIED. NO PRUNING SHALL BE DONE BEFORE PLANTING OR DURING THE PLANTING OPERATION EXCEPT FOR PRUNING OF BROKEN LIMBS DUE TO HANDLING. 4. ALL PLANT MATERIAL SHALL BE COVERED AND PROTECTED FROM EXCESSIVE DRYING DURING TRANSIT AND DURING ONSITE STORAGE. ROOTBALLS/ CONTAINERIZED PLANTS ARE TO BE THOROUGHLY WATERED DAILY IN THE MORNING. UNDER NO CIRCUMSTANCES ARE TREES TO BE STORED ONSITE FOR MORE THAN ONE WEEK. 5. ANTI -DESICCANTS SHALL BE APPLIED ON ALL MATERIAL DUG WHILE IN LEAF. 6. MULCH MATERIAL SHALL BE SHREDDED HARDWOOD MULCH OR APPROVED EQUAL. MATERIAL SHALL BE MULCHING GRADE, UNIFORM IN SIZE AND FREE OF FOREIGN MATTER. 7. THE CONTRACTOR SHALL POWER TILL THE ENTIRE PLANTING AREA TO A DEPTH OF 8" BEFORE PLANTING. ADD SOIL AMENDMENTS AS RECOMMENDED BY SOIL TEST AND DIRECTED BY THE OWNER. 8. PLANTING BACKFILL MIXTURE SHALL BE THREE PARTS EXISTING TOPSOIL MIXED EVENLY WITH ONE PART ORGANIC COMPOST MIX. EXISTING TOPSOIL SHALL BE FREE OF STONES, LUMPS, PLANTS, ROOTS, AND OTHER DEBRIS OVER 2 INCHES. IT SHALL NOT CONTAIN TOXIC SUBSTANCES HARMFUL TO PLANT GROWTH. TOPSOIL SHALL HAVE A PH RANGE OF 5.5 TO 6.5. MAXIMUM SOLUBLE SALTS SHALL BE <1 MMHOS/CM. 9. PLANTING PROCEDURES FOR TREES AND SHRUBS: A. PLANTING SHALL OCCUR IN ACCORDANCE WITH ALL DETAILS. B. REMOVE ALL BINDING MATERIALS BEFORE PLANTING. C. TREES AND SHRUBS SHALL BE PLACED IN THE PLANTING PIT, AND MANEUVERED ONCE IN IT, BY LIFTING FROM THE BALL (NEVER FROM THE BRANCHES OR TRUNK). ALL PLANT MATERIAL SHALL BE PLACED IN A STRAIGHT POSITION WITHIN THE PLANTING PIT WITH THE MOST DESIRABLE SIDE PLACED TOWARD THE PROMINENT VIEW (SIDEWALK, STREET, ETC.). D. THE TREE OR SHRUB PIT SHALL BE BACKFILLED WITH A SOIL MIXTURE, AS PER #7 OF THESE SPECS. THE PIT SHALL BE FILLED HALFWAY INITIALLY AND TAMPED FIRMLY. ALL ROPES AROUND THE ROOTBALL SHALL BE CUT, WIRE BASKETS ARE TO BE CUT/REMOVED HALF OF THE DEPTH OF THE BALL AND THE BURLAP OR BALL WRAP IS TO BE PULLED BACK ONE-THIRD ON ALL B&B PLANT MATERIAL. COMPLETE BACKFILLING THE PLANT PIT AND TAMP FIRMLY. BACKFILL SOILS SHALL NOT COVER THE TOP OF THE ROOTBALL. E. A SOIL INOCULANT CONTAINING MYCORRHIZAE AND ROOT BIOSTIMULANTS SHALL BE ADDED AFTER COMPLETION OF THE BACKFILLING. F. AFTER PLANTING, EVENLY SPREAD 3" OF DOUBLE -SHREDDED HARDWOOD BARK MULCH OVER ALL PLANTING AREAS AND PULL BACK MULCH FROM PLANT STEM OR TREE TRUNK A DISTANCE OF 2" MIN. UNDER NO CIRCUMSTANCES IS THE TRUNK TO BE BURIED IN ANY DEPTH OF MULCH. IF NOTICED IN A POST -CONSTRUCTION VISIT, CONTRACTOR CAN BE ASKED TO RE -VISIT THE SITE AND FIX THE MULCH ACCORDINGLY AT NO ADDITIONAL COST TO OWNER. 10. THE CONTRACTOR SHALL STAKE ALL PLANTINGS FOR OWNER'S APPROVAL PRIOR TO INSTALLATION. NO LANDSCAPE TABULATION 1. TREE CANOPY REQUIREMENTS A) 10% OF SITE AREA REQUIRED FOR COMMERCIAL USE B) SITE AREA = 36,977 SQUARE FEET C) 3,697.7 SQUARE FEET CANOPY COVER REQUIRED D) 4,541 SQUARE FEET CANOPY COVER PROVIDED 2. PARKING LOT LANDSCAPING REQUIREMENTS A) 5%OF PARKING AREA REQUIRED FOR INTERIOR LANDSCAPING INCLUDES 1 LARGE OR MEDIUM SHADE TREE PER 10 PARKING SPACES B) PARKING AREA = 25,282 SQUARE FEET 20 PARKING SPACES PROVIDED IC) 1,264.1 SQUARE FEET INTERIOR LANDSCAPING REQUIRED 2 LARGE OR MEDIUM SHADE TREES REQUIRED D) 4,541 SQUARE FEET LANDSCAPING PROVIDED 7 LARGE SHADE TREES PROVIDED I SUMMARY: LANDSCAPING IMPROVEMENTS EXCEED REQUIREMENTS. I I I S-0" MIN SET TOP 1/8 OF - ROOT BALL ABOVE FINISHED GRADE EX. GROUND I I I I RETWISTEDIN 1/2" HOSE 6" FROM STAKE TARED STAKE EARTH SAUCER SET TOP 1/8 OF ROOT BALL ABOVEFINISHEDGRADE REMOVE BUROPFROMTOP1/2 OFROOTBALL I -III III- - 1=III=IIIIII=III=III=III- REMOVE BUR AP n 24" IN7 I FROM TOP 12 OF ROOTBALLLLL BACKFILL WITH SOIL MIX n =1' OF 364 EXISTING SOIL & BACKFILL WITH SOIL MIX SUBSOIL 1/4 GRGANIC MATTER OF 3/4 EXISTING SOIL & 12" MIN ED 1'M1H 1/4 ORGANIC MATTER PIC( OH SPADE NOTE: 12" THIS DETAIL FOR EVERGREEN AND DECIDUOUS TREES UNDER 12' IN HEIGHT. PLANTING AND STAKING I I II IP(SET) I / ACCESS ESMT 1 , I DB 781, PG 223 S0 DB 1429, PG 323„i 30 EXISTING M TO REMOVE WEAK BRANCHES 4t3v MULCH FLAGGING SET TOP 1/8 OF EARTH SAUCER ROOT BALL ABOVE FINISHED GRADE 3" MULCH SOD OR,! HYDROSEED - SHRUB PLANTING LANDSCAPE PLANTING DETAILS SE NOT TO SCALE TAX PARCEL: 061000000120DI SSC ACQUISTIONS INC DB 1429, PG 330 ZONE: HIGHWAY COMMERCIAL USE: STORAGE FACILITY 15-00, I 10' PRIVATE SSWR ESMT 0DB781, PG 223 S 0 PARml5 QOOOOOT .69Q C.O. (TYR) IIS ` . I j EX YARD WATER TAP i 494 / ./ 90 \, IIAiM 00 Li QUJe , LIJ ao I- -- -ill II o>oLi CD a o / / ` p I WATER 4CD 1 I METERI I < MoT x zo \ z n V - -'-- bw z UTIL POLE IOHU - OHU I w_ _ IP(SET) R/W- - "w- -- P/w----"/w----R/w-'--g/w--R/w-4----a wJ w r UCE -° EX SSMH 3 - T0F=482.19 OU F=472.44 F 1 .y L IS TF Ac,iE 5 J 7 -- T -, E, lI I111Y SNL_ r _ qj OP i EX OH eLPN/ OfW _ / 5 55' 01111 --- OWI OHII - OHU _ .. OHU ----- ollU - UHU - U - t)I U Hll '-- 0,., OHU - OHU _: jI1U - - 011 EX SSMH 1 t T dRR 51. - SHALL BE PLACED SLOPE AS SHOWN IN 1/2" RUBLIM'PbSE 6" FROMM TOP OF STAKE j I-II- r EX. GROUND ITSIi - I IIII T BACKFILL WITH SOIL MIX II 1Tii-1 _ I OF 3/4 EXISTING SOIL & TI I II 1/4 ORGANIC ,MATTER I SUBSOIL BROKEN/SCARIFIED WITH PICK OR SPADE SLOPE PLANTING i I i I l IrIrIrIr I I I I " NEW 'GR- \ GQA i RAI o\ P(SET) 16' ACCESS ESMT DB 781, PG 223 DB 1429, PG 323 EX YARD WATER TAP 15' WATER LINE ESIvIT DB 781, PG 223 o x a J I m M _o I /ldvl == m n_ cn Fqp I11' 0. Yol II I nn CID O 000000 noo M CD r D C) N r D 0ofir 0 7 - EX SIGNvay 9 EX POWER POLE o i OHU OHU - U ° QH PED rJJ u r 2„PVC IN 483, 2 .i I r imr n 1 umHiN I EX 8" WATER 8"PVC 91T=48 .37w _ w -_`-'A"-- --''_Lw-:uE,..> vt=z..,.`."u.. +u.:.-- w.-_.Gw----ter * lI I n \. _. ^ -= R- ___ _' •_ ; . --R w-- w -T- P w ---- Q S 0'1500 W 76.47' FAX SSMH _ = w w -w° w w / P/w----e/w---- TOP=484. 6 IP(S T)40'15;0Q" W 152.94' p oIP(SET)I EX 1 DI -7 ih IN -479.0 b - -TOP=491.97 ,, h UucE- UcOUT= 4EAFP74. 9 E;,. T)C C014T14PL' B0 // OUT=485.07 st 76"RCP 30"RCP X 4 MH -1 EX 3 D1-3B20'EX 2 MH -1 OP=485.67 TOP=489.14 U.S. HIGHWAY N0. 29 SANITARY SEWER/ TOP=494.86 1-474.72 IN=480.59 (PUBLIC R.0 W, VARIES) WATER LINE ESMT IN=484.25 1 °1 7r; OUT=480.39 DB 781, PG 333 OUT=484.05 CODE QTY BOTANICAL NAME COMMON NAME SIZE ROOT SPACING 10 YEAR CANOPY SF) 10 YEAR CANOPY SF) TOTAL COMMENTS TREES AS 7 Platanos occidentails American Sycamore 2 1/2" Cal B&B 15' oc 201 1407 Full Specimen Gleditsia tricanthos inermis Shademaster' Shademaster Honey Locust 2 1/2" Cal B&B 12' oc 133 1995 Full Specimen Oft Picea abies Norway Spruce 6-8' B&B 10' OC 79 474 Full Specimen RB 5 Betula nigra 'Dura Heat' Dura Heat' 2 1/2" Cal B&B 15' oc 133 665 Multi -trunk; Specimen 33 Totals 4541 REVISION PL`CH Or 0 DAVID M. JENSEN 4 Lic. No. 11484 4 F NAI. IF yc IF I ENGINEERS SURVEYORS PLANNERS PO BDa 4119 1402 G.enbne, Place LynI,IIIg. VA 24501 Chvlonuv01q VA11901 Pharr 434.316.6080 Phone: 434.984.2700 www.wwaseocin,ee.nel CONNECT TO EX WITH CONNECT TO EX WITH SADDLE. COORDINATE CORPORATION STOP WITH ACSA COORDINATE WITH ACSA IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1" = 20' 20' 0 20' DESIGNED BY: PROJECT: CBS WI LCOHESS - 1600 SEMI NOLE TRAIL DRAWN BY: FINAL SITE PLAN To ALBEMARLE COUNTY,_ VIRGINIA TITLE: REVIEWED BY: LANDSCAPE PLAN DMJ WWA NUMBER: FILE NAME: SCALE.. DA E: 208111.04 801 101 C-C15.dwg V: N" A20 6/8/0( REVISION NUMBER: DRAWING NUMBER: C-15 SHEET NUMBER: 15 of 17 TAX PARCEL: 0610000001 20D 1 SSC ACQUIST ONS INC 0.1 Ci.1 OOL.2 +-(0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 DB 1429, PG 330 0.1 0.2 + ZONE USE: STORAGE FACILITY0.3 + 0.4 + 0.1 0.3 0.4 0.6 0.6 0.5 .4 0 .2 X9_1_ 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 + _ 0.1-- n 1 --, 0.0 0.0 o. 0.0 0.0 0.0 -- Label CalcType Max Min Avg/Min Max/Min PROPERTY LINE GRID Fc 0.13 0.5 0.0 N. A. 0 0.0 0 ALL CALC GRIDS Illuminance Fc 6.25 F I O O CANOPY Illuminance Fc 34.08 O 21.6 1.58 Q 0.q 0.0 0.1 0. W U 21.6 29.9 31.6 26.5 U 8 1.4 0.4 0.2 0.0 0.0 +.0 0.0 O i ry m W I W 0 0. 0.0 0.1 0 0 n-- 0 o o 0 D 00 0 i 0U 1 O.C I 0.1 0.1 0.+2 0. 2.3 10.2 0.1 0.1 0. 19.5 8.4 6.5 8.4 8.6 9.7 9.5 CD O n W Q QO 0 0 1 0 TAX PARCEL: 0610000001 20D 1 SSC ACQUIST ONS INC 0.1 Ci.1 OOL.2 +-(0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 DB 1429, PG 330 0.1 0.2 + ZONE USE: STORAGE FACILITY0.3 + 0.4 + 0.1 0.3 0.4 0.6 0.6 0.5 .4 0 .2 X9_1_ 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 + _ 0.1-- n 1 --, 0.0 0.0 o. 0.0 0.0 0.0 -- 1 0.0 0.0 ' 0.1 0.1 0.2 0.4 1.7 X1.5 18.5 26.4 28.6 24.1 13.5 4.6 1.1 0.6 0.7 1.3 1.9 1.4 1.5 U. 1.2 U. U. 0.0 0.0 0.0 ! I + 10 ! 0.0 + + + + + + + + + + + + + + + + + + + + + + + + 1 0.0 0.0 0.0 0.1 0.1 0.3 0.9 3.7 9.1 14.2 16.0 12.3 +7.1 2.2 0.7 0.5 0.6 0.8 0.8 0.8 0.9 0.3 0.3 0.1 0.0 0.0 0. 0.0' CHALLENGER FLAT LENS IESNA FULL CUTOFF ENCORE TOP ACCESS FLAT LENS IESNA FULL CUTOFF Maintained Footcandle levels at grade. Calculation Summary Label CalcType Avg Max Min Avg/Min Max/Min PROPERTY LINE GRID Illuminance Fc 0.13 0.5 0.0 N. A. N. A. ALL CALC GRIDS Illuminance Fc 6.25 48.8 F I O O CANOPY Illuminance Fc 34.08 48.8 21.6 1.58 I W INSIDE CURB N Fc 0.0 ' 0.1 0.1 0.2+ 0.5 2.0 8.9 21.6 29.9 31.6 26.5 16.5 6.6 3.5 5.4 8.9 9.2 6.1 8 1.4 0.4 0.2 0.0 0.0 +.0 0.0 00.0 i U m W IQm0Ur o o 1 n 1 O.C I 0.1 0.1 0.+2 0. 2.3 10.2 24.1 33.9 26.9 34.8 19.5 8.4 6.5 8.4 8.6 9.7 9.5 0.0 0.0 W o Or.O 0.1 0.1 0.6 2.4 10.1 25.3 39.5 45.1 35.1 22.3 14.7 12.7 13.2 11.9 13.8 13. 0.0 0.0 C r 10 0.1 0 + 3 0.6 2.4 10.3 24.9 39.2 44.5 36.0 25.5 21.1 21.8 19.0 17.7 21.7 21. 0.0 0.0 000 1 1 1 El o 0 0 1 0 0.1 0.1 2 0 0.7 2.5 10.6 25.4 36.0 37.3 34.2 28.3 26.9 28.3 23.8 + 1.9 26.6 26. 0.0 0.0 00.0 Ioo 1 1 0.0 ' 0.0 0.1 0 2 0.7 2.5 10.5 25.5 35.8 38.3 34.1 28.1 26.1 26.1 21.8 19.3 24.0 23. 0.0 0.00. 0.0 1 p O O 1 N 0 0. a' 0.1 0.1 p0 2 0.7 2.5 10.2 24.6 39.5 44.0 35.8 24.8 19.7 18.6 14.8 12.9 16.2 +16.110.0 0.0 Z X C D1U 0 . 0.1 0 0.1 0.2 0.7 2.5 10.3 25.8 37.7 42.3 +34.1 ED El 21.8 13.3 9.9 8.2 S3 0.0 0 • 0 0.0 FT] n FTI 0 0.1 .1 0.1 0.2 0.7 2.5 10.7 25.3 36.2 0 35.8 19.7 8.2 3.8 2.7 2 0. 0' 0.0 0.0 O 0 0-) 0.0 0.1 0. 1 0.1 0.7 2.5 10.5 o + 26.1 X37.6 40.6 32.5 19.5 6.9 2.1 1.4 1.5 2.5 4.9 5.0 5.9 6.7 8.2 1.2 0 + 0.0 0. 0.0 0.0 D G7 F 0 nN00 01- 0 0 0.0 0.0 + + + + + 0.1 0.6 2.4 10.6 25, 3 40.8 45.2 35.6 18.9 6.5 1.7 1.0 1.2 2.2 4.7 0 6. X1.0 11.3 1.2 00 + 0.0 0. 0.0 0. c I N 0 0 1 N 0.0 7 0 0.0 0.0 " I 0 0.1 0.1 0.2 0.6 2.5 11.0 27.3 3. 0 48.8 El 36.0 20.4 6.7 1.6 0.9 1.0 1.9 3.8 8 5. 6.8 5.4 1.0 0 .0 0.0 0 O1D 0.0 1 O1 0.0 0.0+ + + + + + 0.0 0.1 0.1 0.2 0.5 2.3 10.6 O + 25.2 39.6 34.8 18.3 6.4 1.5 0.8 0.9 1.7 3.0 3.0 3.3 3.5 1.9 0. 0.0 0.0 0.0 0.0 1 O O 1 I 0.0 0 0 + + + + + 1 0.0 0.0 ' 0.1 0.1 0.2 0.4 1.7 X1.5 18.5 26.4 28.6 24.1 13.5 4.6 1.1 0.6 0.7 1.3 1.9 1.4 1.5 U. 1.2 U. U. 0.0 0.0 0.0 ! I + 10 ! 0.0 + + + + + + + + + + + + + + + + + + + + + + + + 1 0.0 0.0 0.0 0.1 0.1 0.3 0.9 3.7 9.1 14.2 16.0 12.3 +7.1 2.2 0.7 0.5 0.6 0.8 0.8 0.8 0.9 0.3 0.3 0.1 0.0 0.0 0. 0.0' CHALLENGER FLAT LENS IESNA FULL CUTOFF ENCORE TOP ACCESS FLAT LENS IESNA FULL CUTOFF Maintained Footcandle levels at grade. Calculation Summary Label CalcType Units Avg Max Min Avg/Min Max/Min PROPERTY LINE GRID Illuminance Fc 0.13 0.5 0.0 N. A. N. A. ALL CALC GRIDS Illuminance Fc 6.25 48.8 0.0 N. A. N. A. CANOPY Illuminance Fc 34.08 48.8 21.6 1.58 2.26 INSIDE CURB Illuminance Fc 5.56 26.4 0.0 N. A. N. A. 1 0.0 1 I + 0+p + + + + + + + + + + + + + + + + + + + + + + + p,p + + + ' 0. 0.0 0.0 0.1 0.1 0.2 0.4 1.2 2.7 4.2 4.6 3.7 2.1 0.8 0.4 0.3 0.3 0.4 0.4 0.4 0.4 0.2 + 0.1 0.1 0.0 0.0 0.0 0 0.2 0.0 0.3 0.1 i I + 0.2 If of r 0 0.0 t.0 0 0.0 + 0.1 0.1 0.2 0.4 0.6 0.9 1.0 0.8 0.5 + 0.3 + 0.2 + 0.2 0 20.2 0.2 0.2 0.1 0.2 0.1 0.0 0.0 0.0 0.0 1 0.2 = 0.1 + 0.3 0.2 0.1 + + + 0.5 0.5 0.4 -- -- -- -- -- -- -- ' UA M JENSEN . No. 01 14840, 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.1 0.1 0.1 0.2 0.2 0.2 +.1 0.1 0.1 0.0 0.0 0.0 0.0 a q w OAIA Ef LIGHT MOUNTING HEIGHTS i Based on the information provided, all dimensions and luminaire locations AREA LIGHTS = 20' shown represent recommended positions. The engineer and/or architect must CANOPY LIGHTS = 14.5' determine applicability of the layout to existing or future field conditions. This lighting pattern represents illumination levels calculated from laboratory data taken under controlled conditions utilizing current industry standard lamp ratings in accordance with Illuminating Engineering Society approved methods. Actual performance of any manufacturer's luminaire may vary due to variation in electrical voltage, tolerance in lamps and other variable field conditions. Calculations do not include obstructions such as buildings, curbs, landscaping, or any other architectural elements unless noted. Luminaire Schedule Symbol Qty Label Arrangement No. Lamps Lumens Total Lumens LLF Description Total Watts 20 A SINGLE 1 16000 16000 1.000 ECTA-S-175-PSMV-F 208 2 B SINGLE 1 30000 30000 1.000 CHH-FT-320-PSMH-F-3HSS 368 IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 10' 10' 0 10' Total Project Watts -2 Total Watts = 4896 0 MIUIJVTIfl1 ES"' 10000 AWAK 0.0, U-NNAD. 6110 45242 USA 31J) 99}]100 • fAK (51]1 20J-1021 STA N.PARD sYSr9 AVS LIGHTING PROPOSAL FOR WILCO HESS CHARLOTTSVILLE, VA 1 OR +I SCALE: LO -96971 DATE: 5/21/2009 SHEET NUMBER: 16 OF 17 1 BY:KWG SHEET 1 OF 1 oLLJ U 0 I Units Avg N Min Avg/Min W 0 Illuminance 0 0.06 0 0.0 00 N. A. ALL CALC GRIDS Illuminance Fc 5.12 oz 0.0 N. A. N. A. 0 W Fc 28.20 0>I 17.9 1.58 2.30 INSIDE CURB I r TAX PARCEL: 0 610000001 20 D 1 SSC ACQUISTIONS INC DB 1429, PG 330 ZONE USE: STORAGE FACILITY 0.0 0.0 0.0 0.0 0.0 0.0 00 -- T 9.1 . I.J I.L I. 0 r 0.0 Q d _ ' a 0 0 ' 0.0 0.0 0.0 0 3 1.7 5.8 17.9 25.4 27.1 22.3 14.2 4.8 3.3 5.1 8.6 9.0 6.0 .7 1.4 0.4 0.2 0.0 0.0 .0 0.0 + 00.0 ' CHALLENGER C 0 + rMLJr FLAT LENSQmQU ' 0 0 0 + + + + + + ' 0.0 0.0 0. 0.4 2.1 6.8 21.9 28.9 24.4 28.9 16.8 6.1 5.5 7.7 8.3 8.9 8.6 0.0 0.0 IESNA FULL CUTOFF 0. C.' W r X Q U' 0 r N ' + + + + + + + + + + + + + 0.0 0.0 0.0 0.0 0.0 + 0.4 2.1 6.8 20.4 30.1 35.8 27.1 18.3 10.4 10.5 10.4 9.4 11.4 11. I I r0.0 0.0 +000 0 0.0 0 + 1 0.4 2.1 6.9 20.9 30.8 37.0 28.5 20.2 18.1 18.5 17.5 13.8 19.2 17. o 0 0 o r I 0.0 0.0 + 0 0.4 2.2 7.1 21.9 30.0 32.8 28.8 22.1 22.8 25.5 21.1 1 .7 23.9 24. 0.0 0.0 0 00.0 ' 0 0.0 0 0 I r ' I 32.2 28.1 21.8 21.4 23.5 18.8 13.2 20.3 21. 0.0 0.0 0. 0.0 CR02-S-1 00 0.0 0.0 0.0 0.0 .1 0.4 2.1 7.1 21.1 29.6 0 0 I N r p O I r r z > LED Crossover Ambient (Single Deck) 0 . ' 0.0 0.0 0000 .1 0.4 2.2 6.9 21.6 31.7 3 8.4 2 9.5 19.5 17.1 15.6 13.7 9.2 14.4 13 . 0.0 ®: 0.0 IT1 a C U r r U 0 r + + + + +FT -1 UJ r + + + + + + + + + + + + + 0.0 6•tI 0 0.0 ' 0 0.0 0 0.0 0.0 .1 0.4 2.1 6.9 20.3 28.6 32.9 25.8 17.6 8.8 7.2 5.4 4. ' C7 F r FRONT VIEW 3 20 1 2 + + 0 0' 0.0 0.0 00O O 0 0.0 .0 0.0 0.0 .1 0.4 2.2 7.2 23.7 3g.2 0 30.3 17.1 6.0 D 0 D 0 + + + + + + + + + + + + + + 0 + + 2.1 7.1 20.5 9.6 32.1 25.8 16.2 4.9 1.8 1.0 1.2 2.3 4.7 4.9 5.8 6.7 8.2 1.2 0.0 0.8 0.0 0.0 I F 0 0.0 0.0 0.®0 0.0 .1 0.4 ' nN( 1) O t, + r CA Q 4.5 + . 9 6.1 .a / . 3 1.2 0. 0.0 0. 0.0 0. !' N BOTTOM VIEW PERSPECTIVE VIEW 0.0 0.0:® 0.0 .1 0.4 2.3 7.4 23.1 33.8 41.1 30.6 15.4 4.8 1.5 0.7 0.9 2 r N C&sver0.0 i 0 isaIAP-SrATE alfwr#Xf n C- r0.0 O.Oi 0.0 0.0 0.1 0.4 2.2 7.3 21.5 q3.7 37.7 29.1 16.7 4.8 1.5 0.6 0.8 1.8 3.7 8 5. 6.8 5.4 1.0 .0 .0 0.0 .0 D 0 r 0.0 ' I 1 O a O + + + + + + + + + + + + + + + + + r 0.0 + b 0.0+ .0 0.0 0.0 0.4 2.1 7.0 23.8 33.3 29.4 17.0 4.4 1.4 0.5 0.7 1.6 3.0 2.9 3.3 3.5 1.9 0. 0.0 0.0 0.0 0.0 r O 0 0.0 ' ri 0.0 + + + + + + + + + + 0.0 0.0 0.0 0.3 1.5 4.9 15.6 20.3 24.6 18.0 12.0 3.2 1.0 0.4 0.6 1.2 1.9 1.4 1.5 0.7 1.2 0. 0. 0.0 0.0 r Maintained Footcandle levels at grade. 0 I O.0 + + + + + + + + + + + + + + + + + + + + + + + + + 0.0 0.0 0.0 0.0 0.0 0.1 0.8 2.5 6.5 10.7 11.4 9.4 4.7 1.7 0.6 0.3 0.5 0.7 0.8 0.8 0.9 0.2 0.3 0.1 0.0 0.0 0. O.OIr0.0 Calculation Summary Label CalcType Units Avg Max Min Avg/Min Max/Min PROPERTY LINE GRID Illuminance Fc 0.06 0.3 0.0 N. A. N. A. ALL CALC GRIDS Illuminance Fc 5.12 41.1 0.0 N. A. N. A. CANOPY Illuminance Fc 28.20 41.1 17.9 1.58 2.30 INSIDE CURB Illuminance Fc 4.45 22.8 0.0 N. A. N. A. 0 0 + + + + + + + + + + + + + + + + + + + + + + 0,0 + + + 0. U.0 0.0 0.0 0.0 0.1 0.3 0.9 2.0 2.9 3.2 2.6 1.6 0.6 0.2 0.2 0.3 0.3 0.4 0.3 0.3 + 0.2 + 0.1 0.1 0.1 0.0 0.0 0.0 0 I 0.3 044 0.2 + + +c, 0.0 + + + + + + + + + I 04 Y 0 0.0 0'. 0 + + 0 0.0 0.0 0.1 0.2 0.5 0.7 0.8 0.6 0.4 + 0.2 + 0.1 0 1 0.1 0.1 0.2 0 `0.2 0.2 0.1 0.2 0.1 0.0 0.0 0.0 0.0 I . II) IF THIS DRAWING IS A REDUCTION JE 1\I,,LN0• 0 0 + + 0 2 0 1 0.1 GRAPHIC SCALE MUST BE USED lVc. 3 -- -- -- 0= - + -- 9------- 0=3 O -- -- -- -- -- -- -- -- -- -- + -- +- - + -- + -- +-- -+ + SCALE: 1" = 10' < A o-- -- q 0.0 0.0 0.0 0.0 0.0 0.0 1 0.1 0.0 0.0 0.1 0.1 0.2 0.1 .1 0.1 0.0 0.0 0.0 0.0 0.0 mmi 4IONAL ET3 fal Project Watts -2 i 10 0 1 ° 1 " R Total Watts = 3036 i i LIGHT MOUNTING HEIGHTS o AREA LIGHTS = 20 p pp jr 2 f uV®lJ U 1f11 LSSTM Based on the information provided, all dimensions and luminaire locations CANOPY LIGHTS 14.5 shown represent recommended positions. The engineer and/or architect must LIGHTING PROPOSAL FOR AN aN n,o`5 4zU5^ r7= determine applicability of the layout to existing or future field conditions. c63, o},M.FAX (,,,),.3-60n Luminaire Schedule pP'r'r0/V.4L 5YsrEn1 WILCO HESS This lighting pattern represents illumination levels calculated from laboratory data Symbol Qty Label Arrangement No. Lamps Lumens T taken under controlled conditions utilizing current industry standard lamp ratings in otal Lumens LLF Description Total Watts CHARLOTTSVILLE, VA 115 accordance with Illuminating Engineering Society approved methods. Actual performance • 20 A SINGLE 1 9000 9000 1.000 CR02-S-LED-100-CW-UE of any manufacturer's luminaire may vary due to variation in electrical voltage, tolerance 2 B SINGLE 1 30000 30000 1.000 CHH-FT-320-PSMH-F-3HSS 368 I. ---port -- ESCALE:E/1111 LO-96971 A in lamps and other variable field conditions. Calculations do not include obstructions suchasbuildings, curbs, landscaping, or any other architectural elements unless noted. SHEET NUMBER: 17 OF 17 BY:KWG EISHEET 1 OF ,