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HomeMy WebLinkAboutWPO202100017 Plan - VSMP 2022-02-21r. ftw�.Muwlw TAX MAP PARCEL AND OWNER INFO: PARCEL(S) 058A2-00-00-01400 AND 058A2-00-00-02000 IVY PROPER LLC 400 LOCUST AVE SUITE 3 CHARLOTTESVILLE, VA 22902 TOTAL PARCEL AREA: 0.87 ACRES (PARCELS 58A2-14 AND 58A2-20 COMBINED) LIMITS OF DISTURBANCE: 0.96 ACRES ZONING: C-1 (COMMERCIAL); ENTRANCE CORRIDOR OVERLAY DISTRICT MAGISTERIAL DISTRICT: SAMUEL MILLER SOURCE OF SURVEY, BOUNDARY, AND TOPOGRAPHY: BASED ON FIELD SURVEY BY TIMMONS GROUP DATED 1/11/19. A1IMIN/Gw.L'1lgaIJA9:19010Is! =kiF-Vi oil -is UTILITIES: PRIVATE WELL AND SEPTIC ON SITE. DRAINAGE DISTRICT: IVY CREEK WATER SUPPLY WATERSHED LITTLE IVY CREEK APPROX. 300' AWAY FROM SITE ZONING SITE REQUIREMENTS: USE CURRENT: VACANT PROPOSED: 6,500 SF GENERAL OFFICE SETBACKS FRONT: 10' MINIMUM FROM PUBLIC STREET RIGHT-OF-WAY (IVY ROAD) 30' MAXIMUM FROM PUBLIC STREET RIGHT-OF-WAY (IVY ROAD) SIDE AND REAR: NONE BUILDING HEIGHT MAXIMUM ALLOWABLE BUILDING HEIGHT: 65 FT (COMMERCIAL DISTRICT) PARKING REQUIRED PARKING: GENERAL OFFICE: 1 SPACE PER 200 SQUARE FEET OF GFA 1 SPACE X (6,500 SF X 0.8) / 200 SF = 26 SPACES PARKING FOR ADJACENT PARCEL (4282 IVY ROAD): 7 SPACES TOTAL PARKING REQUIRED: 33 SPACES PARKING PROVIDED: 36 SPACES IMPERVIOUS AREA EXISTING IMPERVIOUS AREA: 0.33 ACRES PROPOSED IMPERVIOUS AREA: 0.55 ACRES NOTES: 1. LANDSCAPING SHALL BE PROVIDED PURSUANT TO SECTION 32.7.9 OF THE COUNTY ZONING ORDINANCE AND THE ARB DESIGN GUIDELINES. PROPOSED PAVED PARKING AND VEHICULAR CIRCULATION AREAS ARE 0.31 ACRES. 2. SITE LIGHTING SHALL BE PROVIDED PURSUANT TO SECTION 4.17 OF THE COUNTY ZONING ORDINANCE AND THE ARB DESIGN GUIDELINES. 3. THE SWM FOREST AND OPEN SPACE EASEMENT IS SUBJECT TO THE GUIDANCE SET FORTH BY DEQ IN THE VIRGINIA STORMWATER MANAGEMENT PROGRAM. THE AREAS WILL REMAIN UNDISTURBED IN A NATURAL, VEGETATED STATE, EXCEPT FOR ACTIVITIES AS APPROVED BY THE LOCAL PROGRAM AUTHORITY SUCH AS FOREST MANAGEMENT, CONTROL OF INVASIVE SPECIES, REPLANTING AND REVEGETATING, PASSIVE RECREATION (E.G., TRAILS), AND LIMITED BUSH HOGGING TO MAINTAIN DESIRED VEGETATIVE COMMUNITY (BUT NOT MORE THAN FOUR TIMES A YEAR). ZONING NOTES 1. CRITICAL SLOPES DISTURBANCE SHALL NOT EXCEED 4,375 SF PER "IVY PROPER CRITICAL SLOPES WAIVER - SPECIAL EXCEPTION REQUEST," PREPARED BY TIMMONS GROUP, DATED JANUARY 5, 2021 AND LAST REVISED APRIL 26, 2021. 2. FINAL DESIGN OF THE RETAINING WALLS MUST BE SUBMITTED AND IS SUBJECT TO THE APPROVAL OF THE COUNTY ENGINEER AND THE BUILDING DIVISION PRIOR TO APPROVAL OF THE VSMP APPLICATION. UTILITY DEMANDS ESTIMATED WATER USAGE: 348 GALLONS PER DAY NOTE: PER CHAPTER 18, SECTION 22.2.2(11) OF THE ALBEMARLE COUNTY CODE, ONSITE WATER USAGE CANNOT EXCEED 348 GALLONS PER DAY VEHICLE TRIP GENERATION LAND USE: GENERAL OFFICE ITE CODE: 710 6,500 SF ADT (WEEKDAY): 9.74 TRIPS PER 1000 SF -> 64 AVERAGE DAILY TRIPS IVY PROPER VSMP PLAN WP0202100017 ALBEMARLE COUNTY, VIRGINIA DECEMBER 30, 2020 g� W rr 4�r Nry�' O 4 6 3 3 PROJECT SITE a aj VICINITY MAP SCALE 1" :1000' OWNER: IVY PROPER LLC 400 LOCUST AVE, SUITE 3 CHARLOTTESVILLE, VA 22902 DEVELOPER: BUILDING MANAGEMENT CO. 400 LOCUST AVE, SUITE 3 CHARLOTTESVILLE, VA 22902 CONTACT: REID MURPHY PHONE: 434-977-6406 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVENUE, SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: CLINT SHIFFLETT, P.E. TELEPHONE: 434-327-1690 APPROVED by the Albemarle County Communittyy Developpment Department Date 2/21 /2022 Sheet List Table Sheet Number Sheet Title CO.0 COVER C1.0 NOTES AND DETAILS C1.1 NOTES AND DETAILS C1.2 NOTES AND DETAILS C2.0 EXISTING CONDITIONS & DEMOLITION PLAN C3.0 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.1 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.2 EROSION & SEDIMENT CONTROL PLAN - PHASE I C3.3 EROSION & SEDIMENT CONTROL PLAN - PHASE II C4.0 LAYOUT PLAN C5.0 GRADING PLAN C6.0 STORMWATER MANAGEMENT PLAN C6.1 INLET DRAINAGE AREA MAP C7.0 STORMWATER PROFILES 1-1.0 LANDSCAPE PLAN LIGHTING CUT RHF=F=TS S1.0 RETAINING WALL PLANS & DETAILS S1.1 RETAINING WALL PLANS & DETAILS TOTAL: 17 SHEETS SITE PLAN LEGEND EXISTING PROPERTY LINE POST/BOLLARD SIGN CONCRETE WHEEL STOP ® SATELLITE DISH ® TRAFFIC CONTROL BOX 0 UNKNOWN MANHOLE - - - - - - - - - - - STORM SEWER a STORM SEWER MANHOLE ® CATCH BASIN ® CATCH BASIN WITH DOME GRATE ® TRENCH DRAIN - - -SAN- SANITARY SEWER © SANITARY SEWER MANHOLE ---w--- WATERLINE ® WATER MANHOLE ® WATER VALVE WATER LINE MARKER FIRE HYDRANT MONITORING WELL GAS LINE GAS METER GAS VENT GAS MARKER UCT COMMUNICATIONS/TELEPHONE LINE O TELEPHONE/COMMUNICATIONS MANHOLE M TELEPHONE PEDESTAL ® COMMUNICATIONS VAULT ---UGr - ELECTRIC LINE m ELECTRIC MANHOLE m ELECTRIC PULLBOX © ELECTRIC METER [Y UTILITY POLE DECIDUOUS TREE GUARDRAIL X- - FENCE -xxx- - MAJOR CONTOUR - - - -xxx- MINOR CONTOUR 0 SOIL BORING SURVEY CONTROL MONUMENT SURVEY CONTROL POINT PROPOSED w WATER G GAS STORM SANS SANITARY UGT COMM DUCT BANK UGr ELECTRIC DUCT BANK [ CATCH BASIN STORM MANHOLE SANITARY MANHOLE ® (DO SANITARY CLEAN OUT P0.4 FIRE HYDRANT FDC METER SETBACK - AT/FP STANDOFF ® WATER VALVE A GAS VALVE O BOLLARD STREET SIGN O GAS METER LIMITS OF DISTURBANCE GUARDRAIL X FENCE XXX MAJOR CONTOUR XXX MINOR CONTOUR 0-0 SITE LIGHT PARKING SPACE COUNT GRADING TC = TOP OF CURB BC = BOTTOM OF CURB EP = EDGE OF PAVEMENT EC = EDGE OF CONCRETE TW = TOP OF WALL BW = BOTTOM OF WALL TS = TOP OF STAIRS BS = BOTTOM OF STAIRS N/A = NOT APPLICABLE TO THIS PROJECT oLT H CLINT W. x: SF F L Lic. N t138fl ��_ 2-3-2022 •,0010 m E 0 a o N vi N 0 >E LU p LL w 0 > O m a�UM z a w H - L^ O Ln Ln Ln Ln 0- a p° H H H H CL (� W w M w w w w 0 Q0N< W 0000 af Q ? p U U U U z U7= z ���� z NN = U > � O ZZZZ � H O � O O rn O O O O U} W U U U U a z o ui 0 0 L7 0 0 x p w > U z 0 w H Q ID TV M o .-i N 0 N V N kO 0 r-I N N 1010101 V .--I m 0 r-I N N !T N r-I N N n 1l o N N 0 N DATE U7 12-30-2020 O DRAWN BY A. FONTAINE } • DESIGNED BY • C. SHIFFLETT • CHECKED BY C. SHIFFLETT • • SCALE no 0 z J a LU ceF-- Q I� V/ U J � > z LU LLU0' w -i U LL c� Q LU Ly w a m J 0 a L^L 0 I..L I� JOB NO. 42932 SHEET NO. C0.0 L LEGEND ROADS mSTORM PIPE & STRUCTURE NO. �CD DROP INLET & STRUCTURE NO. CURB 0 CURB & GUTTER BENCH MARK . _ . CLEARING LIMITS - - 200 - -- EXISTING CONTOUR - 200 - PROPOSED CONTOUR + 240.5 EXISTING SPOT ELEVATION TC 240.5 PROPOSED SPOT ELEVATION 10 PARKING COUNT SEWER S EXISTING SANITARY SEWER WATER EXISTING WATER LINE GRADING TC = TOP OF CURB BC = BACK OF CURB EP = EDGE OF PAVEMENT TW = TOP OF WALL BW = BOTTOM OF WALL TS = TOP OF STAIRS BS = BOTTOM OF STAIRS N/A = NOT APPLICABLE TO THIS PROJECT GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 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 STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) �r A COUNTY OF ALBEMARLE Department of Community Development �I�NIP Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. GENERALNOTES 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION. 2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A) 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE SUBGRADE. 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF WAY. (N/A) 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE OF ROAD. (N/A) 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM SLOPE OF 0.004 ft./ft. 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A 20, TRANSITION ON EACH SIDE OF THE INLET. (N/A) 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN, AND ICC/ANSI Al17.1-03. 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT THE END OF THE DAY 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. 34. ACCESSIBLE PARKING SPACES AND ACCESS AISLES SHALL NOT HAVE A SURFACE SLOPE GREATER THAN 1:48. ACCESS AISLES SHALL BE AT THE SAME LEVEL AS THE PARKING SPACE THEY SERVE. ACCESSIBLE PARKING SPACES SHALL BE LOCATED ON THE SHORTEST ACCESSIBLE ROUTE OF TRAVEL FROM ADJACENT PARKING TO AND ACCESSIBLE BUILDING ENTRANCE. IN PARKING FACILITIES THAT DO NOT SERVE A PARTICULAR BUILDING, ACCESSIBLE PARKING SPACES SHALL BE LOCATED ON THE SHORTEST ROUTE TO AN ACCESSIBLE PEDESTRIAN ENTRANCE TO THE PARKING FACILITY. WHERE BUILDINGS HAVE MULTIPLE ACCESSIBLE ENTRANCES WITH ADJACENT PARKING, ACCESSIBLE PARKING SPACES SHALL BE DISPERSED AND LOCATED NEAR THE ACCESSIBLE ENTRANCES. 35. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES 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. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND MUST 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 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 10. RETAINING WALLS GREATER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4 FEET IN HEIGHT REQUIRE A STAMPED ENGINEERED DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. 11. ALL WATER LINES, SEWER LINES AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY THE BUILDING DEPARTMENT. BLASTING NOTES �,t,pLTN f/F �C, CLINT W. S FFLET Lic. N 54380 4r 2-3-2022 ,V; `S`S/nAsf. E�!�sv, M E 0 � o N UI N C > E w ° E y < w w 3 U" o 3 0w- W L M d J J U W -u fA N U W w Ir 3:0'x 0 C J LL a 04 v Ln _ N F U Q c o O1 N � M a� o w off CC M O x c� 0 H 0 w W_ x U a Z O W 0 O r t7 N 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES I Z 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. 0 E H J O Z d O Q H a Z Z Z Z ct H W w w w C) u- n w 0 0 0 0 0 UUUU z Z r r r r w U Z Z Z Z2: 0 0 0 0 0 w UUUU Z O U �ovvrn W MkoM ti G 000.� 0000 N N N N DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE N/A z Q J 0- W Q U) z J J " Q>w z}o LL O Z Z U < 1 w CE a U) W LLJ m I- Q O Z I --I JOB NO. 42932 SHEET NO. C1.0 L 4 00 t pLTN 6, 0. EXPANSION EXPANSION JOINT WITH PREMOLDED EXPANSION 1/4" SEALANT TOP OF CURB R=2" j� FILLER, "ZIP STRIP" OR i �� NON -SLIP BROOM FINISH EQUIV., SEAL WITH WWF 6x6 W2.9xW2.9 SILICONE SEALANT 2 \ \ \ \ \\ \�v ///\/ 6 C L I NT W. ZZ O • S FFLET �• 'yLb�ice i e% " T 10" 3,000 PSI AIR ENTRAINED PORTLAND j/�j/�j �\ �\ SURFACE Lie. N . S4JI19 �4c 2 3 2022 ��V N60 CEMENT CONCRETE 18 j\\ j\\ j a' d :S10RAL ��`,•,, 6" TYPE 21A STONE COVER j\\ j\\ j BASE ����4�44��� .< M E .\��/�/\\ COMPACTED SUBGRADE (CBR 11.2) Q VDOT A-3 CONCRETE O N o � N EXIST GRAD METAL INSPECTION FRAME W/SOLID LID (NEENAHR-1975 OR EQUIVALENT) DENOTES CONCRETE SERVICE AREA PAVEMENT ON PLANS rSUBBASE) !� tl w v E 3"CONCRETE COLLAR CONTINUE 21B STONE BASE FROM H w ,>„ 3 .�. 3 RUSHED STONE BEDDING ADJACENT PAVEMENT SECTION , o U. o > HEAVY DUTY CONCRETE SECTION 6"D/CLEANOUT UNDER CURB, 6" MIN. DEPTH w W L M d j v w_ui z 0 a No Scale a16 � o N a z Z Z Z VDOT STANDARD CG-2 CURB rn C X NO Scale PLUGATEND OFLINE SIGN a N w 0000 1-- STD. U POST ix 4 o Ln x v ry o z vvvv z w CLEANOUT DETAIL GALVANIZED x v> v� c (n z z » z z O 2" R �4" L^ N w 000 vvvv 0 0 v No Scale CONIC CURB AND GUTTER CLASS 3A, M (fc=3,000 PSI) CONCRETE00 SIGNAGE NOTES: \\ 6" 1. ALL SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH 6'-8" MIN. \\ a °° THE MOST CURRENT EDITION OF EACH OF THE FOLLOWING AND ANY 13 ° ° M REVISION THERE TO: REFER TO VDOT STD STP-1 DETAIL 7" O _ A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. FOR MOUNTING REQUIREMENTS ° \ a ° a O B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC a ° a O CONTROL DEVICES. \� ° ° °Q. a ° v It 0)o n C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE SPECIFICATIONS.AR o 0 w N N D. THE 2000 INTERNATIONAL FIRE CODE. 6" MIN. � w F ci o 0 0 o 2. SIGN LOCATIONS ARE APPROXIMATE AND ARE TO BE MODIFIED IN THE L ¢ N N N N N /,\ /,\ /,\ /,\ \ / /,\ ,\ /,\ /,\ /,\ /,\ /,\ FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER II IIIIIIIIII I- 6" 2' 6" -0" O N N N N N DATE CONSTRUCTIONS, AND TO COMPLY WITH STANDARDS REFERENCED IN CONTINUE 21B STONE (n NOTE 1 ABOVE. COMPACTED BASE FROM ADJACENT > SIGN AND POST DETAIL SUBGRADE PAVEMENT SECTION 12-30-2020 3. ALL SIGNS AND PAVEMENT MARKINGS ARE TO BE FURNISHED AND UNDER CURB o} No Scale DRAWN BY INSTALLED BY THE CONTRACTOR. ALL SIGNS TO BE FURNISHED AND FESEMD RESORWVEMI) INSTALLED WITH STANDARD U POST GALVANIZED BY THE CONTRACTOR. A. FONTAINE SOLID WHITE LINE 2411 r(TYP.) PAM PARKING VDOT STANDARD CG-6 CURB & GUTTER • • DESIGNED BY C. SHIFFLETT No Scale CHECKED BY S T 0 P ii-mii} • 2" ASPHALTIC CONCRETE SURFACE 12 PBVALTY R3�ALTY COURSE - SM-9.5A • • • C. SHIFFLETT Y� STD. (VARIES) R1-1 �-�� �-�� TOW AWAY ZONE TOW AWAY ZONE 8" TYPE 21-B AGGREGATE SUBBASE COURSE SCALE NIA STOP BAR DETAIL • NOTE: STOP SIGNS TO BE 30" WITH VAN\//\\//\\//\\//\\//\\//\\//\\//\\° HIGH INTENSITY SHEETING NO SCALE 6'-8" MIN. AOLE 6'-8" MIN. • ABOVE ABOVE COMPACTED SUBGRADE FINISHED FINISHED (PER GEOTECHNICAL REPORT) GRADE GRADE SOLID WHITE LINE SPACES SHALL BE IDENTIFIED BY ABOVE GRADE SIGNS AS RESERVED FOR DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS PHYSICALLY DISABLED PERSONS. PROVIDE ONE (1) R-7-8 SIGN AT EACH PARKING SPACE INDICATED ON SITE PLAN. SIGN SHALL BE ALUMINUM (PAINTED WHITE) WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL. SIGN SHALL LIGHT DUTY ASPHALT PAVEMENT SECTION 6' BE PLACED ON STEEL POST 1-1/2" O PAINTED BLACK SET IN MIN. 2' OF CONCRETE. VA. SIGN FOR THE DISABLED ON 0.80 GAUGE No Scale ALUMINUM. COLORS: GREEN BORDER & LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, 2' 2' WHITE BACKGROUND. ASPHALSM-9.OACRETE SURFACE z (TYP.) COURSE PARKING SIGNS FOR THE DISABLED J 3" INTERMEDIATE BASE COURSE - BM25.OA 0 0 0 0- STRIPING AND SIGNAGE DETAIL No scale 8" TYPE 21-B AGGREGATE SUBBASE COURSE LLI No Scale CONCRETE BUMPER BLOCK CONCRETE BUMPER BLOCK Q U) ANCHOR IMBEDDED 24H IN GROUND HANDICAP SIGN 5/8" REBAR AS NOTED ON C4.0 & C4.1 LOCATION (VAN) \/\\/\\/\\\\\\\\\ /�/�/�/�/�/� v 1 HANDICAP SIGN COMPACTED SUBGRADE (PER GEOTECHNICAL REPORT) J > Lij OVERLAP 6" TYPE 21-B AGGREGATE LOCATION (TYP.) Q FABRIC 8" MIN. o BASE COURSE 2- 2' 2' DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS Z 0 Z COMPACTED SUBGRADE EDP FACE OF LL O Z \ CURB / N EAIVY DUTY ASPHALT PAVEMENT SECTION i VDOT #57 FILTER FABRIC WRAP 18' 18' PERPVDOTD a STONE 12" MIRAFI 140N OR EQUIV. 4 Lij 4" DIA. PERFORATED 4 SPEC. PAINTED w w �— PVC PIPE STRIPEco (TYPICAL) 8 5 8 8 8 -1 1 NON -SLIP BROOM FINISH z Q O O z 4" DIAMETER STEEL DENOTES GRAVEL SECTION ON PLANS p p p TYPICAL VAN ACCESSIBLE ACCESSIBLE lcl� PIPE FILLED WITH CONCRETE. BOLLARD HANDICAP SPACES REGULAR SPACE GRAVEL SECTION TYPICAL PARKING SPACE DETAILS SHALL BE PAINTED MAX. CROSS WIDTH' 2% YELLOW No Scale No Scale PAVEMENT 1.5%2" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A 2' FROM IF\ EP �\ 2'-0" DIAMETER 7-1/2" 6' LENGTH 4" 3,000 PSI AIR -ENTRAINED CONIC. FOOTING CONCRETE a . 5 1 COMPACTED SUBGRADE 4" TYPE 21 B STONE COVER a �.' Ep EXISTING AGGREGATE BASE \/REBAR / ' // // // // // // // // IMBEDDED 4ANCHOR H IN 8 GROUND; 5'\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\/\ COMPACTED SUBGRADE 2 PER WH EEL STOP NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN 3.5' ACCORDANCE WITH VDOT STANDARDS. 4 MILL AND OVERLAY SEQUENCE: EXISTING ASPHALT. ROLL O EST EXISTNG BASE CO RSEVE ATH CT NNPLACE // \/ \//\\/\\ \ '//�//\\/ JOB NO. u NEW ASPHALT SURFACE. DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS 42932 BOLLARD DETAIL CURB TRANSITION DETAIL MILL AND OVERLAY PAVEMENT SECTION PRECAST CONCRETE WHEEL STOP CONCRETE SIDEWALK PAVEMENT SECTION SHEET NO. C1.1 No Scale No Scale No Scale No Scale No Scale 0 d 0 3 D 0 o o no 12Z 00 o 2 c A .- a c m D 0 XB 3 Z z„ 0 � a �0. 2N o. m m 7 y N X C 0.0 A= �0 c � o 06 06 a c Nc 10 a 0 N 0 c m �o c p W a- wm m N L „SIP-Z 2016 ROAD & BRIDGE STANDARDS EDGE OF EXISING PAVEMENT (AS DETERMINED IN FIELD) TACK COAT THE PROPOSED CONSTRUCTION JOINT EXISTING ASPHALT LAYERS PROPOSED ASPHALT LAYERS EXISTING SUBBASE PROPOSED SUBBASE COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS ® PROPOSED MINIMUM 11/2 INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) x MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS AS DETERMINED BY CORES (SEE NOTE 3) NOTES: 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT. SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. 3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART. 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF i %2 INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED BY THE ENGINEER. 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. 6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER. 7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315 OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315 OF THE SPECIFICATIONS. XVD❑T ASPHALT PAVEMENT WIDENING SPECIFICATION ROAD AND BRIDGE STANDARDS REFERENCE SHEET 1 OF 1 REVISION DATE FOR WIDENING SUBJECT TO TRAFFIC 315 303.02 VIRGINIA DEPARTMENT OF TRANSPORTATION 2016 ROAD & BRIDGE STANDARDS MILL & OVERLAY DETAIL No Scale ROPER rpROMUMPSTER ENCLOSURE rALBEMARLEV A 3 2 DUMPSTER ENCLOSURE No Scale HINGE CONNECT TO BULKHE 2 CMP RADIUS FRONT VIEW 1. DASHED LINE INDICATES WELD. 2. ALL REINFORCEMENT SHALL MEET ABTA ARM, 3. ALL DIMENSIONS ARE NOMINAL, UNLESS OTHERWISE NOTED. NOTE: SIX FOOT CMU WALL CLAD WITH HAR- DIE PANEL VERTICAL SIDING IN ARCTIC WHITE TO MATCH PANEL SIDING ON EXTERIOR OF THE BUILDING. NOTE: HORIZONTAL, COMPOSITE BOARD DOORS TO BE PAINTED NIGHTFALL TO MATCHNICHIHA VINTAGEWOOD BARK AND INSTALLED ON STEEL POST HINGES. ARB SXMISSION NOVEMBER 23, 2020 LADDER DETAIL HINGE CONNECTED TO BULKHEAD EXPANDED (TYP) P4 SIDE VIEW ACCESS BEER NOTES L THE ACCESS RISER DETAILSHALLBE CONSIDERED CONCEPTDALWIIN THE INTENTION ACCESS RISER DETAIL OF ILLUSTRATING HOW LOADS PLACED ON THE COVER OR SURROUNDING PAVEMENT CONCRETE WILL BE TRANSFERRED TO THE SUBGRADE AND NOT BE BROUGHT TO BEAR DIRECTLY FINISHED GRADE MANHOLE FRAME a FLATTOP ON THE RISER PIPE. COVER (BY OTHERS) 2. ALL RISERS SHALL BE FIELD CUTTO WE ELEVATION NEEDED TO ACCOMMODATE CONSTRUCTION OF THE RISER DETAIL 3. POURED-NKPU CONCRUEMLAMSMLLBEPWPERLYMRMEDMPROVIDEA SMALLGAPAROUNDTHE OUTSIDE DIAMETER OFTHE RISER, WGHTHE TOP LEVELOF THE COLLAR SETAPPROXIMATELY TWO INCHES ABOVE TH E TOP OF WE RISER PIPE. 4. FLATTOPS, MANHOLE OPENINGS, AND APPURTENANCES SHALL BE CONSTRUCTED AND/OR PROVIDED IN ACCORDANCE WITH THE STANDARD DETAILS AND SPECIFICATIONSOFTHESTATEORMO LROADAUTHORIWMRANH25/HSZS HIGHWAY TRUCK LOADING. S. STANDARD RISER DIAMETERS ARE BETWEEN 12 AND U INCHES, AND THEIR FITTINGS/STUBS ARE SUBJ TO REINFORCEMENT CONSIDERATIONS IN ACCORDANCE WITH ASIM A998. RELATED REQUIREMENTS ARE DEPENDENT ON THE BACKFILL MATERIAL MAINUNEDIAMETERANDTHEBURIALDEPTHAND MAYBE NEGATEDBYOMNGFOR (AS SPECIFIED) CMP RISER A SMALLER DIAMETER RISER INTHG RANGE. 6. STUBS FOR FUSERS AND IN GENERAL ARE DETERMINED BY THE MANUFACTURER BASED ON FABRICATION STANDARDS AND/OR SHIPPING LIMITATIONS TABLE 1 TABLE 2 U TEMPORARY MINIMUM COVER FOB CONSTRUCTION EQUMMENI'NOTES TEMPORARY MINIMUM COVER FOR STANDARD CONNECTING Z CONSTRUCTION EQUIPMENT BAND THICKNESS } J L DURING CONSTRUCTION AND PRIOR TOTHE CONSTRUCTION OF PAVEMENT PIpeVa. Minimum CoverIo RrIrdlnttd Mlebe65 F ADDITONALTEMPORARY COVER MAYBE REQUIRED TO ACCOMMODATE lint ]BSOkIp5565 kips TS110kIp51LYf30kli xz Q W N LU on STRUCTON EQUIPMENT TRAFFIC OVER THE PIPE SYSTEM IN ACCORDANCE WITH ]i a1 io 25 3a 3-0 a = z IL O LY ABLE 1. 3. MINIMUM COWR IS OFTHE OFTHE 46R 3.0 3.0 3.5 0.0 O O W li MEASURED FROM THETOP PIPE TOLLE TOP MNNTAINED CONSTRUCTION ROADWAY SURFACE. ALM 3.0 i3 .0 0.0 li LD a W K 3. TEMPORARYCOVER SHALL BE OULY[OMPACFEO AND MAINTAINEDATTNE PROPER L34144 3.5 4.0 4.5 45 Pipenickness Mnlmumbnd TRld,ness UP awl Us cost, NM a019• UIM cast. ]3ga up ll5P 113r, 0.1i@' 1W. a a star• 14 M am. aa79'• J W ELEVATION TO ENSURE NO LOSS OF REQUIRED COVER OVER TIME. CLEAN, Q H O F- OPEN -GRADED MANUFACNREDAGGREGATE MAY BE UNSUITABLE FOR THESE f- Z PURPOSES UNLESS PROPERLY LOCKENN PLACE OR CONFINED WRHA•INDER LU y W MATERIAL STANDARD LUG CONNECTOR ZW DETAIL s( STANDARD CONNECTING BAND NOTES L PIPE ENDS SHALL BE REROULED TO FORM AN ANNULAR 2%'X W CORRUGATION WITH SUFFICIENTCORRUGATONS mACCOMMODATETHE MINIMUM WIDTH OF A B FULLY CORRUGATEDCONNECTNGBAND. 2. FULLY CORRUGATED CONNECTING BAND THICKNESS SHALL BE IN ACCORDANCE WITH TABLE 2, ANDSMLL HAVEA MINIMUM WIDTH OF 12 INCHES FOR PIPE DIAMETERS UP TO AND INCLUDING 96 INCHES, AND A MINIMUM WIDTH OF 241NCHESTHERFAFTER. 3. STANDARD WG CONNELTORSSHALL BE USED ON FULLY CORRUGATED CONNECTING BANDS I STANDARDSIEEVEGASKETS, WHEN REQUIRED, SHALL BE W THICK NEOPRENE MEETING THE MATERIAL REQUIREMEMOFASTM D1056,AND SHALLCOMPLETELY UNDERUE THE CONNECTING MIND. CONNECTING BAND RLL S. ALL101NT PERFORMANCE REQUIREMENTS IN ACCORDANCE WITH SECTIONS (WHEN SPECIFIED) OF ASTM A760. STANDARD SLEEVE GASKETS SHALL BE REQUIRED MR JOINTS SLEEVE GASKET DETAIL SPECIFIED TO MEET ANY LEVEL OF LEAK RESISTANT PERFORMANCE AS WELL AS SILT N U S m nGHTKRMRMMU.INUEUOFAGA ,AGEOn ILEWMPSMUSE f OCR CONSIDERED ENT TO MEET SILT PERPoRMANCE.IFIEDTGASKETS SHALL GASKET Z REQUIREDF NOT PIPE SYSTEMS SPECIFIED MEET RPORATDPIPE SYSTEMS (WHEN SPECIFIED) o; R MEN is CONNECTING 12 6. CONNEITNG HANDS FOR 13 THROUGH ABiNCH DIAMETER PIPE SHALL BEA Y I �I 5 ONE-PIECE BAND. CONNECTING BANDS FOR SAITHROUGH 96-INCH DIAMETER PIPE SHALL BEATWO-PIECE RANG. CONNECTING MNDSPOR102THROUGHILWNCH CORRUGATED SMALLINHERENT OIAMETERPIPESMLLBEATHREE-PIECE BAND. METILL PIPE �`- GAP CORRUGATED METAL PIPE 90F 10 L CONNECTING BAND MATERMLAND/OR COATING SHALL MATCH THE PIPE MATERIAL zx. Z J CO W J LL W LO 0U, 2U ; Q. W QF-O W Go Z W L m N Z g FORAPPROVAJ-ONLY NGMTURE DATE n FITTING "A' DETAIL 41) REDUIREDDIV - Lane Enterprises Technical Bulletin Maintenance Requirements and Inspection Checklist for Underground Stormwater Management System I REINFORCING MEMBER REINFORCING (3'x3'xj e �' BULKHEAD & WEIR a REINFORCEMENT DETAIL 10 OF 10 -(1)REQUIRED- Regular inspection and maintenance is critical to the effective operation of underground detention as designed. It is the responsibility of the property owner to maintain all Wormwater BMPs in accordance with the minimum design standards. The municipality has the authority to impose additional maintenance requirements where deemed necessary. This page provides guidance on maintenance activities that are typically required for underground detention, along with a suggested frequency for each activity. Individual Underground detention locations may have more, or less, frequent maintenance needs, depending upon a variety of factors including the occurrence of large storm events, overly wet or dry (i.e., drought) regional hydrologic Conditions, and any changes or redevelopment in the upstream land use. Each property owner shall perform the activities identified below at the frequency needed to maintain the pond in proper operating condition at all times. Inspection Activities Suglisostod Schedule • After several storm events or an extreme storm evens inspect for: signs ofclogging ofthe inlet or outlet structures and sedimeut accumulation. As Needed • Inspect for: trash and debris; clogging ofthe outlet structures and any pilot channels; excessive erosion; sediment accumulation in the basin and inlet/outlet stracMes; tree growth on dam or embaniment; the presence ofburrowing animals; standing water where there should be Semi- Ua➢y now; vigor and density of the gross had on the basin side slopes and Door; difTP.snHnl Settlement; cracking; leakage; and slope stability, • Inspect that the outlet structures, pipes, and downstream and pilot channels are free ofdebris and are operational. • Now signs ofpollution, such As oil sheens, discolored water, or unpleasant odors. Annually • Check for sediment accumulation in the facility. �Y • prop Pere gates, Check for proper operation of control valves or other mechanical devices. Maims m Activities S stall Schedule • Perform structural repairs to intet and outlets Monthly or as nceded • Clean and remove debris from inlet and outlet StrnCllnes. • Repah damage to inlet and outlet structures, Control gates, valves, or other mechanical devices; repair underaut or Eroded areas. AH Needed • Monitor sediment we ulatiom, and remove sediment when pond volume has become reduced significantly. AB Needed 1 �1N-------I PLATE BULKHEAD d' FLAT PLATE) (3) CL UDE 2'-0' PACING -54' DIAMETER SECTION A -A ELEVATION VIEW ARE MP.) ELEVATION VIEW BAND AND GASKET DETAIL BACI RISER DETAIL STANDARD HARDWARE (TVP.) 0 f('NEOPRENE GASKET (12'WIDE) I QQ 12'WIDE&COD SECTION VIEW IVY PROPER ALBEMARLE COUNTY, VA LANE CARP STORMWATER MANAGEMENT SYSTEM NOTES: U > 1. THE LANE CMP STORM WATER MANAGEMENT SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH } J U/) INDUSTRY STANDARD INSTALLATION PRACTICES ADAPTEDTO THE SPEOAL INSTALLATION PROCEDURES W Z Go Q LU CONTAINED HEREIN. a O z W W 2. CONSTRUCTION EQUIPMENT SHALL NOTTRAVERSE OR OTHERWISE BE LOCATED ATOP THE PIPE SYSTEM Of W 20 CL a• OR ITSCOMPONENTS UNTIL SUFFICIENT COVER IS PROPERLY PLACED AND COMPACTED. CONSTRUCTION CJ2g W LOADING RESTRICTIONS ARE CONTAINED HEREIN. THE INSTALLER SHALL CONTACT THE MANUFACTURER QUO Z TO ADDRESS ANY UNCERTAINTIES IN THIS REGARD. Wm Go UU 3. THE FOUNDATION AND/OR BEDDING STONE MUSTBE PROPERLY LEVELED TO THE ELEVATIONSHOWN ON W THE PROJECT PLANS PRIOR TO THE PLACEMENT OF ANY PIPE OR FITTINGS. -D 4. SPACINGS SHOWN BETWEEN PIPE RUNS ARE STANDARD AND WILL ENSURE SUFFICIENT SPACE FOR MATERIAL PLACEMENT AND COMPACTION. CONSIDERATIONS FOR SPACING REDUCTIONS WILL NOT BE MADE UNLESS THE INSTALLER FORMALLY ACKNOWLEDGES THAT THE DESIRED REDUCTION WILL NOT COMPROMISE THE ABILITYTO PROPERLY PLACE AND COMPACT SACKFUL IN AFFECTED AREAS. S. BACKFILLAND BEDDING MATERIALS SHALL BE AS SPECIFIED IN THE PROJECT PLANS AND CONSISTENT WITH THE NOTES CONTAINED HEREIN. 6. THE PLACEMENT OF A GEOMEMBRANE OVER THE ENTIRE SYSTEM IS CONSIDERED A BEST MANAGEMENT PRACTICE WHEN THE SYSTEM IS LOCATED BENEATH PAVEMENT IN THE MORE NORTHERN REGIONS WHERE SEVERE WINTERS INCLUDE HEAVIER USES OF DEIGNG SALTS. tri O S m 7. DETENTION SYSTEMS ARE SUBJECT TO GREATER LEAKAGE THAN TYPICAL SINGLE RUN STORM SEWER oN� APPLICATIONS AND THEREFORE ARE NOT APPROPRIATE FOR APPLICATIONS REQUIRING LONG-TERM Z d,m ` CONTAINMENT OR HYDROSTATIC PRESSURE. LEAKAGE PERFORMANCE REQUIREMENTS ARE MORE APPROPRIATELY ADDRESSED USING PERFORATED PIPE BACKFILLED WITH AN OPEN -GRADED STONE m sS 3 ENVELOPE IN AN IMPERVIOUS LINER (DESIGNED BYOTHERS). 8. CONTACT YOUR LOCAL LANE SALES REPRESENTATIVE FOR ANY MODIFICATIONS NEEDED TO THE SYSTEM 50FIO DESIGN. J U c 5 Go Loz OUJ 0:Ud2(9 a��qQ � �0 W N m � 60FIO 7 OF 10 11'-0" B D 1 I- L CONCRETE STRUCTURE PROVIDED BY AND 2 PLACED BY OTHERS 4 2 n 36" RISER WITH LADDER (TYP. 3) 15" STUB (TYP. 2) ifMp11FICE ,yN FITTINGA E 9 WEIR 4'-a' r-q• R) N PLATE N Y IXiIFICE 4 QI FRT WEIR PLATE DETAIL PLAN VIEW BULKHEAD BILL OF MATERIALS MARK DESCRIPTION E TRASH RACK FOR WEIR PLATE B 64' DOUBLE ELBOW C 54' ELBOW TEE D 54' PIPE (23'-0' LENGTH) WITH 36• RISER WITH LADDER E M' PIPE (21'-D' LENGTH) WITH BULKHEAD, 2 EA 15' STUBS, 2EA 36' RISERS WITH LADDERS a A WEIR PLATE 1 54' PIPE (2T.O' LENGTH) 2 54- PIPE (21'-0' LENGTH) 54' CONNECTION BAND (RIGIDIPVMT.) HAN. (FLEX PVMT) FILTERFABRIC (WHEN SPECIFIED) DATE: NO. REQUIRED 1. ALL W PIPE 18 SOLID, ALUMINIZED72, 14 GA, 2f XI' CORRUGATION. 2. ALL 36• 815' PIPE IS SOLID. ALUMINIZEDTF216 GA.. 2t'X } CORRUGATION. 3. DASHED LINE INDICATES WILD. 4. ALL REINFORCEMENT BRILL MEETASTM A99B. S. REFER TO PAGES 4-90F 10 FOR INSTALLATION NOTES. 1 1 1 1 1 2 RFIAPPROYALONLY 91DMNNE'. 9 LINER OVER TOP OF PIPE I X SUITABLE S ' FOUNDATION C TYPICAL CROSS SECTION 1. ALLCORRUGATED METAL PIPE (CMP) SHALL BETHE DIAMETER, CORRUGATION SIMAPIDGAUGE SPECIFIED ONTHE PLANS CORRUWTEDSTEELPIPE WITH A MU4UCCMTNGSHALLMNWRMTOA MMMMO/ORASFMA7W.CORRUGATEDSTEELMPEWNHAMLWERCOATINGSHALLC MRMTOAA m M245ANDIORASTM Ann. CORRUGATED ALUMINUM ALLOY PIPE SHALL CONFORMTOAASHM M196AW/0RASTM 8745. ALL RISERSANDSNBSARE Q Z IBGAUGEWIIH A 2WXW CORRUGATION UNLLSSOTHERWISE NOTED. FITTINGSSHALL MEETTHE MINIMUM DESIGN REQUIREMENTS OFASTM A998 FORTHE > BURIAL DEPTH SHOWN ON THE PLANS. J 2. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR OR THEIR MEW TO RESEARCH AND IMPLEMENT APPLICABLE SAFETY, HAZARD, AND HEALTH KZ U W REGUTATONS; AND OBTAIN WE NECESSM(APPROVALS, CONSENTS OR PERMITS FROM APPLICABLE AGENCIES, PRIVATE LANDOWNERS, OR PUBLIC ROAD W 7 CO LL To AUTHORITIES. Oa,UOUJ 0.3. THE CONTRACTOR SHALL MAMISEDTHATWMUGATED METAL PIPE IS FLEXIBLE ANDTHEREFORE DERNFSSTRUMMVABIUW FROM THE nNENGTHAND a U,Q w RELATIVE STIFFNESS OF THE SURROUNDING BACI ILL MATERIAL. THE RESULTING SOIL -CULVERT INTERACTION SYSTEM DEFINES THE ABILITY OF THE FLEXIBLE PIPE QF KO LU TO WITHSTAND ANTICIPATED LOADS. f Z 4. PIPE BEDDING AND EMBEDMENT SHALL BE SELERGRANUUR MATERIALS MEETING THE REQUIREMENTSOFAASHM M145 FOR A-L A2 AND A-3 LU Go(LI CLASSIFICATIONS.WELL-GRADED EMBEDMENT MATERIALS SHALL BE FREE OF ORGANICS, ROCK FRAGMENTS LARGER THAN THREE INCHES, AND FROZEN LUMPS, m W APPLICATIONS THAT INVOLVE PERFORATED PIPE FOR RETENTION PURPOSES SHALL BE BEDDED AND BACKFILED WTIH A CLEAN, OPEN -GRADED, ANGULAR STONE J 10 WITH A SIZE DISTRIBUTION BETWEEN 0.75 AND 2INCHES. OPENGRADED EMBEDMENT MATERIALS REWIRE WE USE OF A FILTER FABRIC TO ELIMINATE THE Q POTENTIAL OF SOIL MIGRATION FROM ADJACENT SOILS S. ALL CMP SHALL BE INSTALLED IN ACCORDANCE WITH THE PLANS AND SPEOFICATIONS, WE MANUFACTURER'S RECOMMENDATIONS ASTM Am FOR CORRUGATED STEEL PIPE OR ASTM 87M FOR CORRUGATED ALUMINUM ALLOY NPE, AND/OR SECTION 26 OF THE AASWO UnD BRIDGE CONSTRUCTION SPECIFICATIONS IN GENERAL, BEDDING SHALL BE MINIMUM OF 4INCHES IN DEPTH AND LEFT LOOSELY PLACED UNDER AND ROUGHLY SHAPED TO WE MIDDLE -THIRD OF WE PIPE SPAN, AND WE EMBEDMENT WALL BE INSTALLED IN LOOSE UM NOT EXCEEDING 81NCHES AND COMPACTED TO A MINIMUM 9096 AAMTOT995TANMRD PROCTOR DENS". EMBEDMENTSHALL BE RAISED EVENLY, AS DESCRIBED BELOW, WITH A MAXIMUM SIDE -TO -SIDE DIFFEREWIALOF 24 INCHES OR ONE-THIRD OF WE PIPE DIAMETER, WHICHEVER IS LESS SELECT EMBEDMENT MATERIALS SHALL EXTEND ABOVE THE PIPE MINIMUM DISTANCE OF ONE41GWH THE DIAMETER OR U INCHES, WHICHEVER IS GREATER. 6. PUBLISHED INSTALLATION STANDARDS REFERENCED ABOVE SHALL BE SUPPLEMENTED WITH WE FOLLOWING INSTRUCTIONS TO ACCOUNT MR WE PRESENCE OF MANIFOLDS AND PARALLEL PIPE RUNS: THE SACKFUL OPEMTON SHALL COMMENCE AND PROGRESS EVENLY ON BOTH SIDES OF WE MANIFOLD AND ALONGSIDE WE PIPE RUNS SIMULTANEOUSLY. IN THIS MANNER, THE OVERALL MCKFlLL OPERATOR SHALL PROGRESS IN THE DIRECTION OF WE PIPE RUM AND MWARDSTHE OPPOSITE MANIFOLD, WHERE WE ISAGAIN TAKEN M ENSUMWE BACKFIWNG IS DONE EVENLY. PERIMETER BACKRLL MUST BE BROUGHT UP EVENLY AS WELL, AND EXTENDED HORIZONTALLYTOSTANEANO/OR UNDISTURBEDTRENCH WAILS. SPECIAL CARE SHALL BETAKEN TO ENSURETHE HAUNCH sy REGIONS OF WE PIPE ARE COMPLETELY FILLED AND PROPERLY COMPACTED. FILLING THE INSIDE MUNCH REGIONS OF WE MANIFOLD BETWEEN STUBS IS MORE U3 0 N m CHALLENGING AND WILL REQUIRE ADDITIONAL WE. F 6.- Z d 1@ 7. NO EQUIPMENT SHALL BE OPERATED ON THE SYSTEM UNTIL A MINIMUM OF 32 INCHES OF COVER HAS BEEN ESTABLEWEO, AT WHICH TIME ONLY WALK -BEHIND p43 COMPACTION EQUIPMEMAND SMALL SPREADING EQUIPMENT MAY BE USED. EXCAVATORS MUST BE LOCATED OFF WE BED, AND DUMP TRUCKS MAIL NOT 3 DUMP MINE DIRECTLY ON TO WE BED. rg SSS S. PROVIDE MINIMUM 30 MIL IMPERMEABLE UNER DRAPED OVER TOP HALF OF PIPE( LATERALS AND MANIFOLDS) TO PREVENT ANY PARKING LOT SEEPAGE FROM ENIERINGTHE TOP HALF OFTHE PIPE, BUFALLOWING DRAINAGE BETWEEN PIPES. UNER REQUIRES MINIMUM 2" BACKFILL CUSHION AROUND PIPE. B OF 10 BEDDING s• ouaema On) BNndard B, 1, SJN C(Po xto (10 1. 1.0 an 2.0 1.00 3V 115 3.75 20 1s0 3M 1s 4.5 20 IRO 42" 41 64" 1.75 2.0 2.25 5.25 6.0 6.75 2.0 2.0 2.0 1a0 1.ID 110 60. 66' 25 2.75 7.5 025 2.0 2.0 1.00 1.00 72 3.0 9.0 2.0 1.00 18 3.0 9.5 2.0 1.00 .'1 3.0 10.0 20 1.00 PD Is 10 10 10.5 11.0 20 20 Too LAID 102 3.0 11.5 2.0 125 108 3.0 12.0 2.0 125 1I4" 3.0 12.5 2.0 12S IS. 10 13.0 20 125 126" 10 13.5 20 1S0 132' 3.0 14.0 2.0 IM 1W 3.0 14.5 2.0 1,50 1M 10 15.0 2.0 IM % J r U w 5LL Z N Q W KU0(W U,2D }a} > Of 0 W Go m Q ad Z II m 1 OF 10 20FIO r J r U a0zLL R( CLUUH Qp0 Uj Go z 3 OF 10 > U Lu a0zUL. W , L a D 0 N W m a Q 0 e F Z 4 OF 10 IF�,t,pLTN �)F C, CLINT W. S FFLET Lic. N $4380 �4C 2 3 2022 4V; PP 140 M E O � O N UI CZ Q O > E W N E LU U w 3 L", o 3 O W w0 `m"^H-I Of W L M d J U W W J CID -� d > N FA NR (D W N T 30'x J LL 0 a ix 6 C Ln U j F Q . C N 0OR N N M CU. V O7 J C=` W Lo H Of 0 2 (7 I- > .it 2 U Q z O U) LY 0 L=� J > O z a O Q H I- a zzzz Dt 1.-/1 cW cW CW cW C) Of G L L L LL N 2: 2: 2: 2: ' W 0 0 0 0 o UUUU z z W 0 z z z Z 0 ti 0 00 0 LU UUUU z O U T-I N T-I N T-I W MLDOR ti Q O O O H O N N N N N 0 0 0 0 O N N N N N DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C SHIFFLETT SCALE N/A J UJI Q U) z J J (D Q > LLJ z}o LL_ O Z Z U < i LLJ a W m I- ^W I..L Q O O z H� JOB NO. 42932 SHEET NO. C1.2 c 0 3 c 05 oa 2 12 CO 00 a� '6 C 2 m w E O a c m In a o 0 O 0 C a m (7 3y z„ 0 � a �5 eN C1 m c 7 AZ In B m X 0.0 m T'j m o M 0 E `o a 0 N o a c Na Ma O M 0 In In C c m ID C M O c p W n o roe ww d N E L 0 0 0 O O O 0 0 0 O 0 0 0 O 0 0 0 O 0 ° o O 0 0 ° 0 0 APPROXIMATE LOCATION ° 0 OF EXISTING WELL TO BE ° O 0 ABANDONED 0 0 0 O 0 0 o . 0 ° o o ° it ° o CONC. BLOCK 21 ABUTMENT — -13-2"BRIDGE HEIGHT SIGN ADOPTA H YSIGN X 521.5' AP OXIMATE EXISTING THE E (DECIDUOUS) 0 O 0 O ° 0 0 0 0 0 0 0 00 0 0 0 ° 0 0 0 O O 0 O O O D 0 0 O 24"HDPE o INV=53713 A I\ II II II ' II II II 24"HDPE 8 0 o I I 5'3.5/ � / / / i - — — — — TMP58A2-14 3/�/�/ X 522.6' — IVY PROPER, LLC - D.B. 3801, PG. 750 / D.B.470, PG.01 - - - - _ _ D.B. 469, PG. 009/// 531 — EXTENTS OF 0 0 ° ° 500-YEAR o 0 ° _ J FLOOOPLAIN 0 0 ° ° C & o ,AILRB AN , - R,208pp4 X 536.2' i ° ° ° ° M 1 �g. X 539.3°' ° o' o GNA T' O7'11" - % ° 80' ID / ' ' �g;N75°p8 yp E / ! o / %� °/ 0 0 ° C=177.99 / ° /�op���/��// IM h 0 0 °gyp 0 0 0 0 0 0 0 0 o,c-oho 0 0�/��/ _ / 3/- /T-`f- - - - - - ` --__29.04 534.88 1 / 1 T/ — /_—___ ___-- — — — — CRITICAL SLOPES, TYP — / \ 530 _ n OVERHEAD POWER LINE TO BE �/ /�/ / RELOCATED. COORDINATE NEW LOCATION WITH DOMINION / %� - _ // REMOVE / 11 ///// CLEAR TMP 58A2-21 SR&DR LLC D.B. 1597, PG. 226 D.B. 231, PG.585 D.B. 130, PG.109 ZONING: C1 COMMERCIAL PRESENT USE: SERVICE REPAIR GARAGE REMOVE// &GRUB / T / O 523 5 .3' RELOCATE 5 .4' TEILLITYLECOM LE& lF PEDESTAL TMP58A2-20 5 5// / /^ IVYPROPER, LLC D.B. 3801, PG. 750 / / / SAWCUT D.B.470, PG.01i // \ I R=1179.40' REMOVE / D.B. 469, PG. 009 0.76ACRES / EMO.VE / T=10.45' GRAVEL / j/xdlsd' BOA�� / 5504048"W BENCHMARK Q 1 - =20.89, TOP OF SPIKE ELEV 519.70'0. TMP 5 GUYS WITHOUT FRIES .4' ` TOO LLC X519 D.B. 4992, PG. 686 CONSTRUCTION D.B. 821, PG.218 & LANDSCAPE EASED.B. 268, PG.151 EASEMENT ZONING.' C1 COMMERCIAL 2 USE: OFFICE BLDG. \\ Sl `\ Fib70 =195.83' X 518.6' \ T= 1 / d =9°30'4 � \ CB=N60°5629"W \ s�8 SIN � CONTINUOUS 0 ° ° ASPHALT ooG �l'4F / SDINLETIWGRATE ° ° ENTRANCE Bl<c `\ ill TOP=515.15 ° yFllo� SAWCUT X516.5' II INV. 1N=513.45'4"PVC o ° ° <iyF X 517.6' "CONNECTION UNKNOWN 0 ° APPROX. EDGE OF \ jll v INV. OUT=511.60'24"CMP o ° ° PAVEMENT I 516- - 0 O o 0 0 o / o ° \ / O o ° O 0 ° 0 ° q/q EXTENTS OF ° 0 .0 ° / / 100-YEAR 0 FLOODPLAIN O o p \ ° O° O° 0 0°/ / / Z 0 0 O 0 0 0 517 ° O ° 0 ° �9 /, I I It/ — — , o ° ° 0 0 ° ° ° o h^ n III 515 o° o O° 24" CMP W/BROKEN °00° o °000 HEADWALL 11 h/ \, 0 ° ° 0 .0 INV. 5I1.07 NOTE: CRITICAL SLOPE LOCATIONS ARE BASED ON COUNTY GIS AND FIELD RUN SURVEY LEGEND: CLEAR AND GRUB ® REMOVE ASPHALT REMOVE GRAVEL -- SAW CUT co 00 SCALE 1"=20' 0 20' 40' F,NLTH pF!.,�� CLINT W. S F LET >� • Lic. N . 54384 �4 2-3-2022 �!V' %/.sj0!1AL I�.�'�,, M E O Q U N � N C > E v E W Lu ¢ LML 3 ¢ 0 wO O m,^_, ¢J Voo Z a �m HHHH ¢ O_(/1NN a Z Z Z Z 0[ z f„ v W E W W E W O Y S o x Ln N E E ui �& v LL W C) 00 v U 00 V U F- U) X C N z r W Fv¢" U) »Z) c rn YN > 000 00 Lu UUUUU � M � co 'D� 0 ul ui 0 O (D 0 0 x o W Q= O W F Q �ovvrn rl In 0 rl N 00000 N N 'D 0 rl N N rl O) 0 rl N N N ti rl N N I� rl ti 0 N N N DATE cn 12-30-2020 O DRAWN BY A. FONTAINE } • DESIGNED BY • C. SHIFFLETT • CHECKED BY C. SHIFFLETT • SCALE z 0 Q O �LLJ QO (D W z>aS I —I z `L ° z ' Lu < O w Lu J Q O a LL O �`' U z ��H� W HA W JOB NO. 42932 SHEET NO. Cz. 0 L EROSION AND SEDIMENT CONTROL NARRATIVE: PROJECT DESCRIPTION THIS PROJECT INCLUDES THE CONSTRUCTION OF A NEW COMMERCIAL BUILDING AND PARKING LOT WITH ASSOCIATED UTILITIES & LANDSCAPING. LIMITS OF CLEARING AND GRADING ARE 0.96 ACRES. ADJACENT PROPERTY THE PROPERTY IS BOUNDED BY IVY ROAD (STATE ROUTE 250) ON THE SOUTHWEST, C&O RAILROAD BUCKINGHAM BRANCH ON THE NORTH, AND AN EXISTING COMMERCIAL LOT TO THE EAST. EXISTING SITE CONDITIONS THE EXISTING SITE IS MOSTLY WOODED, WITH A GRAVEL TURNAROUND ADJACENT TO IVY ROAD AND A PORTION OF A PARKING LOT SERVING THE ADJACENT PARCEL ALONG THE EAST SIDE. OFF -SITE AREAS NO OFFSITE AREAS WILL BE DISTURBED. ANY OFF -SITE LAND -DISTURBING ACTIVITY ASSOCIATED WITH THE PROJECT SHALL HAVE AN APPROVED ESC PLAN. CRITICAL EROSION AREAS EARLY ESTABLISHMENT AND PROPER MAINTENANCE OF PERIMETER CONTROLS WILL PROVIDE SEDIMENTATION CONTROL. ALL SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITH BLANKET MATTING. EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. STRUCTURAL PRACTICES: 1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. 2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHALL BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. 3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. 4. DIVERSION DIKE - 3.09, 3.11 & 3.12 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA. 6. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT. VEGETATIVE PRACTICES: 1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION. 2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4. MULCHING - 3.35 APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO THE SOIL SURFACE, TO PREVENT EROSION BY PROTECTING THE SOIL SURFACE AND TO FOSTER THE GROWTH OF VEGETATION. 5. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. MANAGEMENT STRATEGIES 1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY FOLLOWING INSTALLATION. 2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER CONTROLS. 4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS' AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3:1. FOR SLOPES GREATER THAN 3:1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES' IN TABLE 3.32-D OF THE HANDBOOK. FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE I (SEE SHEET C3.2) 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT ALBEMARLE COUNTY COMMUNITY DEVELOPMENT BUILDING. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. INSTALL CONSTRUCTION ENTRANCE, SUPER SILT FENCE AND OTHER PERIMETER MEASURES. MAINTAIN EXISTING PAVED ACCESS FOR PARCEL TMP 58A2-20A DURING CONSTRUCTION. 3. INSTALL CLEAN WATER DIVERSIONS. 4. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN. 5. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE II (SEE SHEETS C3.3) 1. INSTALL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT CONTROL PLAN AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL. 2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 3. ALL STORMWATER PIPING & STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. 4. REMOVE CONSTRUCTION ENTRANCE PRIOR TO INSTALLATION OF PROPOSED DRIVEWAY. MAINTAIN PAVED ACCESS FOR PARCEL TMP 58A2-20A DURING CONSTRUCTION. 5. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. MINIMUM STANDARDS: AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS- 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. GENERAL EROSION AND SEDIMENT CONTROL NOTES: ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND DISTURBANCE. ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES IMMEDIATELY. SOILS INFORMATION: INFORMATION FROM NRCS & USDA SOIL SURVEY. AREAS DELINEATED ON C3.2 & C3.3. 16 - CODORUS SILT LOAM, 0 TO 2 PERCENT SLOPES, OCCASIONALLY FLOODED. MORE THAN 80 INCHES TO RESTRICTIVE FEATURE, SOMEWHAT POORLY DRAINED, HYDROLOGIC SOIL GROUP B/D. 41C - YADKIN LOAM, 7 TO 15 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURE, WELL DRAINED, HYDROLOGIC SOIL GROUP B. 42C3 - YADKIN CLAY LOAM, 7 TO 15 PERCENT SLOPES, SEVERELY ERODED. MORE THAN 80 INCHES TO RESTRICTIVE FEATURE, WELL DRAINED, HYDROLOGIC SOIL GROUP B. do PIPE OUTLET CONDITIONS A A SECTION A -A FILTER CLOTH La j 0 %- IPE OUTLET TO FLAT REA WITH NO EFINED CHANNEL KEY IN 6%9"; RECOMMENDED FOR ENTIRE PERIMETER 3do(MIN.) IPE OUTLET TO YELL DEFINED HANNEL i SECTION FILITER KEY IN .RECOMMENDED OTH FOR ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. pF!.,�� �i le CLINT W. S F LET >� • Lic. N 543110 �4 2-3-2022 % , s�0!1 AL it.�'',, M E O O rn U N � N C Q O > E w a E < w v 3 Q LL O 3 p LL - w0 `mom J U 00 W J -N In a (A N U W w Ir 30'x a LL c Fv> c Lr' 0 N � M W J o w � H- no O ce E f H J O z a p PPPP Q a z z z z0� + W W W W 0 W N E E w 0 0 0 0 p U V U U z z r r r r w o z z z z 0 0 0 0 0 w vvvv z 0 O U DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE N.A. W J r-i Q z o Q 06 LU W Q O ~z ^ Z V , (� J �> O z}� z Z LL O O U U w oC < z Q ui w w m J 0 w � 0 'H^ V / O ln� Lu JOB NO. 42932 L Eau OUTLET PROTECTION No Scale SHEET NO. C3.0 NOTE: WHERE CHANNEL SLOPES EXCEED 2%, CHANNEL SHALL BE STABILIZED WITH BERMUDAGRASS, IN ACCORDANCE WITH DEQ EROSION & SEDIMENT CONTROL - SPECIFICATIONS 3.17 AND 3.32. 70'MIN. 5:1 I CLINT W. COMPACTED SOIL CWD TO HAVE VDOT STANDARD EC-2 A PAVSTING 3 EMENT i_i i_ (, $ F LET > • �I TYPICAL ORIENTATION OF VESCH TREATMENT - 1 SOIL STABILIZATION ( 11 MATTING ON UPHILL 18" MIN. I I I I I I I SIDE FILTER 6" M MOUNTABLE BERM CLOTH A (OPTIONAL) L;�. N. s�see SHALLOW BLANKET) SLOPE FLOW SIDE ELEVATION 0 2-3-2022 4; � � �� G,�� TEMPORARY RIGHT-OF-WAY DIVERSIONS ON SHALLOW SLOPES, STRIPS NETTING 4 PROTECTIVE COVERINGS MAY BE APPLIED � III 53-I III WE EXISTING GROUND 70' MIN. sS ������;•;;����� ACROSS THE SLOPE. r WASHRACK 10' MIN. B WHERE THERE IS A BERM AT THE 4.5' MIN. OPTIONAL Mo E VDOT //21A 1B" STONE MIN. TOP OF THE SLOPE, BRING THE I_II _BERM MATERIAL OVER THE BERM AND '���-�d�"'���-1 -��-n-� DD CWD 3.09-1 O 12' MIN.* MIN EXISTING PAVEMENT I N c STEEP Min ANCHOR IT BEHIND THE BERM.-,,,�,�, SLOPE .-- ' B POSITIVE 110' MIN. > E ai E ON STEEP SLOPES, APPLY PROTECTIVE TEMPORARY DIVERSION DIKE DRAINAGE TO L w I.- Lu >,T 3 COVERING PARALLEL TO THE DIRECTION MOUST EXTOARSE END FULL WIDTHOF SEDIMENT INGRESS AND EGRESS OPERATION TRAPPING DEVICE U ar 3 ¢ LL 3 Q No Scale OF FLOW AND ANCHOR SECURELY. PLAN VIEW p LL ° ^ w O > O 6' I UMACCEPTABLE BRING MATERIAL DOWN TO TABLE 3.31-B TEMPORARY SEEDING PLANT MATERIALS m Lu L M a oo z 0 cC a A LEVEL AREA BEFORE 4 "QUICK REFERENCE FOR ALL REGIONS" IN. 12' M:::1 o a z z z z TYPICAL GRAVEL STRUCTURE TERMINATING THE 1111111111111 3"MIN. C7 (A y Z w w w w c[ O INSTALLATION. TURN THE :, `,'�':.12" FLOW END UNDER 4" AND STAPLE PLANTING DATES SPECIES RATE (LBS./ACRE) ;,LrI1F 3" MIN. F f X O U N E� E 2 w DITCH FILTER CLOTH a Q 000 O AT 12" INTERVALS. SEPT. 1- FEB. 15 50/50 MIX OF SECTION A -A o<= v U U U U z t IN DITCHES, APPLY PROTECTIVE COVERING ANNUAL RYEGRASS = v a m 0 z z z z LLJ PARALLEL TO THE DIRECTION OF FLOW. (LOLIUM MULTI-FLORUM) 6'-7" ~ C rn N. O O O O O USE CHECK SLOTS AS REQUIRED. AVOID & 50- 0 N N w vuuU U JOINING MATERIAL IN THE CENTER OF THE CEREAL (WINTER) RYE "' or DITCH IF AT ALL POSSIBLE. (SECALE CEREALE) WDRAIN ooff O FEB. 16 -APR. 30 ANNUAL RYEGRASS 60-100 REINFORCED CONCRET14E U (LOLIUM MULTI-FLORUM) SECTION B-B RWD 3.11-1 BM .36-1 O PS MAY 1 - AUG. 31 GERMAN MILLET 50 O (SETARIA ITALICA) 3.31 O CE 3.02 O O ui O TEMPORARY RIGHT-OF-WAY DIVERSION SOIL STABILIZATION BLANKET (TREATMENT-1) TEMPORARY SEEDING PLANT MATERIALS STONE CONSTRUCTION ENTRANCE 0 H No Scale No Scale No Scale No Scale p w 10 vv N r OI N I`1 r TYPICAL VESCH TREATMENT - 1 (SOIL STABILIZATION BLANKET) > w F 0 0 0 ~— 0 INSTALLATION CRITERIA I TABLE 3.32-D a N 0000 N N N N 0 NOTES SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO ZO N N N N N pg7E ANCHOR TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. - ^` SLOT APPROXIMATELY 200 STAPLES REQUIRED TOTAL LBS. PER ACRE POSTS. �a j PER 100 SQ. YDS. OF MATERIAL ROLL. ANCHOR SLOTS, JUNCTION SLOTS & MINIMUM CARE LAWN COMMERCIAL OR RESIDENTIAL 175-200 LBS. 6' X O 12-30-2020 } 70 VIN. CHECK SLOTS TO BE BURIED 6" TO 12". KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% IMPROVED PERENNIAL RYEGRASS 0-5% j j / DRAWN BY AI - 3 - _ ASPHALT -OP / 12" MAX. 4:1 OR FLATTER JUNCTION 6" MAX. STEEPER THAN 4:1_ KENTUCKY BLUEGRASS 0-5% 1 III I 1111 A. FONTAINE G CNT — D JOINTSIIIIIIIII SLOT EDGE AND TO BE SNUGNY ABUTTED I I �I I I I I I I CHECK SLOT LESS) GENERAN SUCOKY FLOW I I I I- I ^III • DESIGNED BY TERMINAL FOLD MESH WILL HAVE 31: FEOSCUE 128 LBS. 4 '• • C. SHIFFLETT (JUTE RED TOP GRASS 2 LBS. _ 5" !vl N. t ::;GR.EGAI _ BASF LAP JOINT 2" MIN. (JUTE STAPLED LAP JOINT IN I LIEU OF EDGE JOINT) I I I SEASONAL NURSE CROP " 20 LBS. • CHECKED BY PROFILE MESH ONLY) TAMP FIRMLY 150 LBS. LOW SLOPE (STEEPER THAN 3:1) • C. SHIFFLETT ANCHOR SLOT F MAX. 4:1 OR FLATTER 3'' MAX. STEEPER THAN 4:1 I -MAINTENANCE SEE SLOPE STABILIZATION SEED MIX 3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE • • I I I THE WIRE FENCE AND EXTEND IT INTO EXCAVATED SOIL. SCALE 70' M N. STONE N " I O THE TRENCH. • N.A. CONSTRUCTION �� ASPHALT PAVED ACCESS - WASHRACK I I I I I I I CHECK SLOT I I I I I • FI �I _ > EXISTING 1" TO 2" * USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES 1 • �� 2% 2% f PAVFVFNT —� 27 2' M.N.* 1 z TAMP — I FIRMLY CHECK SLOT I I I AS STATED BELOW: FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET _ �� =111� FIL W rtVAR. �r�VAR. �t 2, v O AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE POSIT VF ORAINAC •MUS EXTEND FULL WIDTH TO BEJIVENT OF INGRESS AND EGRESS DEVICE 0L7 a STAPLE FORMED FROM N0.11 STEEL WIRE. CHECK SLOTS AT MIN. 50'C-C INTERVALS; NOT REQ.'D WITH S'STAPLEMIN.LENGTHFOR$ANDYSOIL ALL COMBINATION BLANKETS �� SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF �/� OPERATION TRAPPING PLAN 6"STAPLE MIN. LENGTH FOR OTHER SOIL. JUNCTION SLOT TAMP FIRMLY FARMVILLE, VA MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL ( OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. V / J F I TERMINAL FOLD OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED Q 12' TAMP FIRMLY �� MUST BE PROPERLY INOCULATED. WEEPING LLVEGRASS MAY BE FILTER FABRIC 12' VIN. — ` I~4 —� N 2, ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER Z„ _ _ 11I WIRE-11' z Lu POStT VE DRAINAGL 1TO SEDIMENT O SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. 0 IHA=PING DEVICE - -- O in BM 3.36-2 TS 3 32 —IIII—I—' SSF 3.05-1 /��//� W (n FILTER CLOTH SECTION A -A LU W SOIL STABILIZATION BLANKET TREATMENT-1 PERMANENT SEEDING MIX FOR PIEDMONT AREA SILT FENCE (WITH WIRE SUPPORT) No Scale No Scale No Scale A nnifinunn water tap of 1 inch must be nnstalled with a minimum 1 inch ballcock Q I,"^I z 2!shutoff Valve supplying a wash hose with a diameter of I.; inches for adequate v / — constant presfr sure. wash water must be earned away om the enhance to an ERNST CONSERVATION SEEDS � J O approved settl i2 area to rennoee sediment. All sediment shall be preeemte(I fiom entenin.2 stoma chains, ditches or watercourses. RIGHT-OF-WAY NON-NATIVE WOODS MIX - ERNMX-132 BLOCK AND GRAVEL DROP INLET SEDIMENT FILTER Q PAVED WASH RACK GRAVEL CURB INLET SEDIMENT FILTER -. -�� Z z Z BOTANICAL NAME COMMON NAMEQOW PRICE/LB \J �f ETE GREEN O O '.x --_- U U 1 J 30.00% FESTUCA RUBRA CREEPING RED FESCUE 1.90 Z 20.00% LOLIUMPERENNE, PERENNIAL RYEGRASS, 1.85 Lu Lu FASTBALL RGL' FASTBALL RGL' TYPE) Q CWC G (TURF / /\ —� 20.00% PHLEUM PRA TENSE, TIMOTHY,'CLIMAI 1.20 PW 'CLIMAX' 12.00% TRIFOLIUMHYBRIDUM ALSIKE CLOVER 3.25 12" A_VE R* 'Lu V) PAVED WASH RACK 10.00% AGROSTIS PERENNANS, AUTUMN BENTGRASS, 14.00 ALBANY PINE BUSH - ALBANY PINE BUSH - GRAVEL FILTER RUNOFF WATER WIRE MESH FILTERED WATER WIRE SCREEN FILTEREDWATER W Z O No Scale NYECOTYPE NY ECOTYPE "':.':.'..";' q '' RUNOFF OVERFLOW xl" WATEREL 8.00% AGROSTISALBA REDTOP 8.00 •�e'`'`'' WITH — SEDIMENT 0 100% MIX PRICE/LB BULK: $3.61 jj�� ��II ��II �I ��II CI 1l El 1l G El SEDIMENT III p d° DROP W SEEDING RATE: 40-60 LB PER ACRE CONCRETE " �" SEDIMENT WITH WOODLAND OPENINGS GUTTER CURB INLET GATE 12" STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION THE SHADE -TOLERANT GRASSES AND CLOVER ARE GOOD FOR GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING APPLICABLE WHERE HEAVY FLOWS ARE EXPECTED AND WHERE AN 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO ON THE AVAILABILITY OF EXISTING AND NEW PRODUCTS. WHILE THE OVERFLOW CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDING GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL FORMULA MAY CHANGE, THE GUIDING PHILOSOPHY AND FUNCTION OF SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT AROUND THE STRUCTURE. — CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE THE MIX WILL NOT. CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND *GRAVEL SHALL BE VDOT /J3, /J357 OR //5 COARSE AGGREGATE. Joe NO. 42932 FENCE AS A TREE PROTECTION FENCE. TP NO SCALE UNPROTECTED AREAS. IP 3.07- 3 3 38 IP 3.07- 6 TREE PROTECTION SLOPE STABILIZATION SEED MIX STORMWATER INLET PROTECTION STORM DRAIN INLET PROTECTION SHEEET NO. C3* 1 No Scale No Scale No Scale No Scale 0 N 0 3 c a. D a0 o O Bz 20 o � c T E'o a c m d V O C X N (D 3ti Z„ 0 � a 62 Q§ o. d m .Z Y X c 0.0 016 aE p 12 O O E `o 06 06 a c 2c 10 a 0 w o 2 �N m� o c � m a� 1 F_E L EROSION CONTROL LEGEND * LIMITS OF CLEARING AND GRADING SOIL AREA DIVIDE SAF SAF SAFETY FENCE 3.01 CE Q CONSTRUCTION ENTRANCE 3.02 SSF �F L )0( SILT FENCE 3.05 IP INLET PROTECTION 3.07 DD 10 DIVERSION DIKE 3.09 CWD 10 CLEAN WATER DIVERSION 3.09 RWD RIGHT OF WAY DIVERSION 3.11 TS TEMPORARY SEEDING 3.31 PS PERMANENT SEEDING 3.32 MU MULCHING 3.35 OC DUST CONTROL 3.39 * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER o / O O O O 0 0 0 O 0 O 0 0 0 O ° O O 0 ° O O o 0 0 O O 0 0 0 O O O CONC. BLOCK 3EABUTMENT ADOPTA O ° ° ° o ° o o ;'\ CLASS Al RIPRAP WIDTH 1 = 4.5' WIDTH 2 = 6.1' LENGTH = 4' DEPTH = 24" SOIL TYPE: 41C / i r r � SOIL TYPE: 24"HDPE o lNV=53713 m� 42C3 - 537 11 I I �' 539- - - -- I I ' EXTENTS OF 500-YEAR ' J FLOODPLAIN / j RAII-Ft O FZA'H8, 0 , ' HAM 0 II S BID �' - - -- �p0oo I I O' � � � / � i / o 24"HDPE 000op0000 ° / .8 I - _ - / 0 ° d 0 -/ °° o 0 0 0 3 CWD 0 / DC -_ °000°° / TS - -s - a - - - - -SLOPES, - -< ` - --------523------- -- - DC — \ ( 1 1 I I I7nI I 525 Q Z � � -------522 --- - - - -- - - - - -- - - - - - _ BOARD FE'lo: DC �_ TS \ _--- - - - - - - OP � DC 'S2o, TS \ / BOARD FENCE SSF OF DISTURBANCE, 0.96 ACRES S CONTINUOUS ` CE ° ° ASPHALT 0 ENTRANCE 0 0 ° MAINTAIN EXISTING/<'or2 o PAVED ACCESS FOR �/ F o \ 0 APPROX. EL: PARCEL TMP 5BA2-20A \, O pApQRING CONSTRUCTION O O _ ° o TEMPORARY MH .0 \ TOP,MATCH ° o 0 r r `SL GRADE ' o � O 0 0 0 0 0 ° o 0 0 O O 0 0 O 0 O 0 ° O O O O O O O O ° O O O O 0 0 0 O O O O O 0 00 O 00 0 0°° 0 24" CMP W/BROKEN 0 0 0 0 0 ° O HEADWALL ° 0 0 0 .o ° INV 511.07' O SOIL TYPE: 42C3 TMP 58A2-20A GUYS WITHOUT FRIES TOO LLC D.B. 4992, PG. 686 D.B. 821, PG.218 D.B. 268, PG,151 WING: Cl COMMERCIAL O ° o ° o ° o ° o ° o ° ° ° o TMP 58A2-21 SR&DR LLC D.B. 1597, PG. 226 D.B. 231, PG.585 D. B. 130, PG.109 ZONING: Cl COMMERCIAL PRESENT USE: SERVICE REPAIR GARAGE 2 USE: OFFICE BLDG. / ST FR'9�iRc y SOIL TYPE: 0000 16 c 0 S ET/W GRATE ° 0 0 i II TOP=515.15 0 ° / INV. IN=513.45'4"PVC o ° `CONNECTION UNKNOWN O ° _ v INV. OUT=511.60'24" CMP 0 ° o IP 516- - ° 0 � O O 0 0 o A oor 0 0 0 / 0 ° 0 0°0 / o / /w°0� /9' q EXTENTS OF 0 ° / 100-YEAR / FLOODPLAIN m 00 Q Z SCALE 1 "=20' 0 20' 40' TH j CLINT W. i' ��' S1JRFFLET > 04 .4 Lic. N . 5138fl �; i G 2-3-2022 ,pop, oir�0.1 Al -.G``*,, N z 0 f f AM J O CL O to In to In 0- Q P P P P a w w w w p K E E u- LLI w o o o o ui p U V U U z ZO M U Z Z Z Z 0 0 0 0 0 w U U V U U 0 O 'o1vrn N 11 N 11 N 1 l W M kO (3) Q 0 0 0 O N N N N N N N N N N N N N N N DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE 1" = 20' I --I Lu z � a � z Q W J Z �00 J c� 0� > z�z I —I z 0 LL ° U W J ^ Lu WW 0 LU z '0 V ) 0 Lu 1OB NO. 42932 SHEET NO. C3. z a N C L EROSION CONTROL LEGEND * LIMITS OF CLEARING AND GRADING — SOIL AREA DIVIDE SAF SAF SAFETY FENCE 3.01 CE Q CONSTRUCTION ENTRANCE 3.02 SSF XX " SILT FENCE 3.05 IP INLET PROTECTION 3.07 DD DIVERSION DIKE 3.09 CWD CLEAN WATER DIVERSION 3.09 RWD RIGHT OF WAY DIVERSION 3.11 TS TEMPORARY SEEDING 3.31 PS PERMANENT SEEDING 3.32 MU MULCHING 3.35 TP TP TREE PROTECTION 3.38 DC DUST CONTROL 3.39 * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER 0 0 0 SOIL TYPE: ° 42C3 0 0 0 0 0 O O 0 0 O ° O 0 0 ° 0 O o o ° 0 0 o ° 0 0 A o o . ° ° o ° o 533 24"HOPE 0 lNV=53713 I\ II II II I I I I II II II 24" HDPE 8 II SOIL TYPE: 41C / / / r r � r y37 /I i a' go 0 ° O ° O ° 0 ° O ° o ° o ° 0 0 0 TMP 58A2-21 SR&DR LLC D.B. 1597, PG. 226 D.B. 231, PG.585 D. B. 130, PG.109 ZONING: Cl COMMERCIAL PRESENT USE: SERVICE REPAIR GARAGE r� — IP USE: OFFICEBLDG. / � � '• 519' 2ST O�Q0 LIMITS OF DISTURBANCE, ACRES <\ :4,• • i .•, .� S S1g ` IP SOIL TYPE: 16 ° CONTINUOUS ` �y/T� / ° ° O ASPHALT ° ° ENTRANCE ` ` <c y \ ` 1 TOOT W GRATE .15 o ° o ° o° ` F<<0 ! INV. IN=513.45'4"PVC O ° ° 0 </IF `CONNECTION UNKNOWN o ° ° 0 APPROX.EDGE OF �� v INV. o OUT=511.60'24"CMP 0 0 I ° PAVEMENT IP 516- - 0 0 0 0 0 0 0 o i o o � o A / O° / \ O O O O O ° 0 MAINTAIN EXISTING PAVED ACCESS / // 0 0 0 ° 0 FOR PARCEL TMP 58A2-20A AS 0 . o LONG AS POSSIBLE. ENSURE /g o ° ° 0 0 ACCESS TO THE EXISTING REAR !q/1 EXTENTS OF ° 0 PARKING LOT IS MAINTAINED 0 0 100-YEAR ° o THROUGHOUT CONSTRUCTION / FLOODPLAIN 0 0 °0 0 ° O O09-I ° 0 O O _ l ° 0 0 ° 0 0 / /l I I III I p 00 °° ° OO ° /IlI ICI I Z 0 0 00 0 0 0 00 °24" CMP W/BROKEN 1 /111 lIf II I ° 0 00 °0 HEADWALL / 0° 0 .oINV511.07' ° o o o O p o O p o o O 0 0 0 0 0 0 0 0 0 0 0 0 STABILIZED STEEPER THAN 3:1 HALLB VEGETATION SCALE 1"=20' NG HARDIER THAN GRASS, WHICH WILL NOT 0 20' 40' REQUIRE MOWING, IN ACCORDANCE WITH ALBEMARLE COUNTY DESIGN STANDARDS MANUAL 8.A.2 640*0400000 oLT H �i le CLINT W. S F LET ic. 54380LN >�• �4 2-3-2022 it ,qsj �!V' M E O O N � N Q O > E v E W Lu U. Q U. 3 Q p U. wo 0 QJ Vo0 Z a ww—ui 0 LO(n H H In H In H a Q " 0 N a ZZZZ 0[ M Z f i V W W W W 0 u- w 0 V 0 V 0 V 0u') V � Ln C N z % w F�¢u 0»jz� r� r� � rn 0 > 000 0 V V V V V � M � 00 O o lIJ Q= Z O F- Q p .ovvrn rl O rl N O N N O rl N O N rl O rl N O N N .••i rl N O N I� rl O N N O N DATE n 12-30-2020 0 DRAWN BY A. FONTAINE } • DESIGNED BY • C. SHIFFLETT • CHECKED BY C. SHIFFLETT • SCALE • 1"=20' I --I I —I ui 2 z � Q J z 0- Q W J _ a 1 Q ~ z J � O zzz LL O o U ' W wiz C m W 0< 0^0 I`..1 W }� A I V / C6 H� O F—I O W JOB NO. 42932 SHEET NO. C3.3 a 2 c 0 0 3 c a 0 v'0 o 0 �z 20 o � c m E o a c m d V 0 c 0 3 Z Z„ 0 � a 6.2 ��j Q§ a d� 2 Y h X c 0.0 mC `o 86 06 a c �a 10 a 0 N 0 w m �N A 0 m 0 c 0 nE 1 F_E L O 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 O ° o O 0 O 0 0 0 0 0 0 0 Oa ° o 24"HDPE 0 lNV=53713 m� I\ II II II AD RO BUCKINGHAM BRANCH C 8,GNAT BRAADNCH l 80' I� APPROXIMATE LOCATION 24"HDPE OF RESERVE DRAIN FIELD 8 RETAINING WALLS ° I 0 MAX. HEIGHT = S p 0 0 °° o 0 0 L"3"BoLnRDS,�� ° O p I I v0 0 0opocp• o 0 0 0 0 �o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 070 0 0 �� RETAINING WALL MAX. HEIGHT = 2.5' PROPOSED UTILITY POLE ON ONP CONC. BLOCK �( �AB�U,TMENT HEIGHT SIGN APPROXIMATE LOCATION OF PROPOSED WELL DCATED UTILITY OLE & TELECOM PEDESTAL e L PROPOSED BUILDING FIFE = 522.50 HEIGHT: 26'-6" (2) ADA HANDICAP PARKING SIGN (TYP.) o� 4' CONCRETE WALK 10' BUILDING 19 poOgo SETBACK T o.�3p R2' DUMPSTER PAD AND ENCLOSURE CG-12 C TYP. 10:1 II APPROXIMATE LOCATION OF PRIMARY DRAIN FIELD EXTENTS OF 500-YEAR FLOODPLAIN / \ ° o\ ° p O ° Q` ° 0 0 ° ° o *, PROVIDE SAFETY RAILING WHERE WALLS EXCEED 30" HIGH APPROX. LOCATION OF SEPTIC TANK C� 5 / APPROX. LOCATION OF SANITARY PUMP STATION R5 RT \/\ I // / R3' R '/ n / j RT NO PARKINrJ� R5 FIRE LANE" SIGN 9' / TIE TO EXISTING PAVEMENT NO PARKING IFIRE LANE" SIGN SHARED ACCESS AND j�---®` PARKING EASEMENT D.B. / PG. TMP 58A2-20A 5 GUYS WITHOUT FRIES TOO LLC D.B. 4992, PG. 686 -CONSTRUCTION D.B. 821, PG.218 -& LANDSCAPE D.B. 268, PG,151 EASEMENT ZONING.Cl COMMERCIAL USE: OFFICE BLDG. 2 ST �R90FY 5' CURB ° .TRANSITION 0 OC O\. 6 0 0 0 CONTINUOUS 12' °p ASPHALT o� ° ° ENTRANCE- o < O ° iAF ° 0 ° APPROX. EDGE OF 48' ° PAVEMENT 0 0 O 0 ° ° APPROX. 210' TO /� SI ASPHALT MILL J & OVERLAY 48' 2 OQO & F CURB "TRANSITION CG-11 JA COMMERCIAL ` ENTRANCE LEGEND: ElCONCRETE SIDEWALK ElHEAVY DUTY CONCRETE ElHEAVY DUTY ASPHALT 71 LIGHT DUTY ASPHALT a ASPHALT TO BE MILLED & OVERLAID p o o ° 0 0 o ° o o ° o ° o ° p TMP 58A2-21 SR&DR LLC D.B. 1597, PG. 226 D.B. 231, PG.585 D. B. 130, PG.109 ZONING: Cl COMMERCIAL PRESENT USE: SERVICE REPAIR GARAGE 0 0 SD INLET/W GRATE 0 0 ° TOP=515.15 p ° INV. IN=513.45'4"PVC O ° CONNECTION UNKNOWN o ° v INV. OUT=511.60'24"CMP 0 0 ° 0 0 0 p O 0 0 A O ° 0 ° o CENTER OF 180' WIDEN j 0 0° o ° 0 0 ASPHALT ENTRANCE / ^/ 0 ° O ° O /O ° ° ° 0 q/q EXTENTS OF ° ° 0 .0 ° / / 100-YEAR ° 0 FLOODPLAIN ° O O O O p° O O O O O O°° O ° O O O O 0 0 0 0 0 O°°° ° O p ° o° 0 A°° 0 24" CMP W/BROKEN ° ° o ° o ° ° HEADWALL °00 0 0 .o ° INV511.07' 0 0 0 0 0° ° ° ° 0 ° ° ° 0 o p o .o ° ° o ° ° ° ° ° ° PEA GRAVEL WALK eF,hLTH 6F!0 CLINT W. S F LET >� • Lie. N . 54384 4 2-3-2022 ��' % , s�0!1 AL ��.�', M E O O N � N C Q O > E w v E Lu w v 3 Q LL 3 p LL w 0 m dL_uj V oMo a > o N YA N U W w Ir 30'x ed LL pa =.,j. ti = N N =v>� ~ c m 0 00 � M �H NOTE: KNOX BOX LOCATION TO BE COORDINATED WITH FIRE MARSHALL'S OFFICE 7 00 Q z SCALE V=20' 0 20' 40' so J > O z a 0 WV)Ln( Q a z z z z0� + W W W W 0 N E 2: E 2 w 0000 u') p vuvu z z u' 0. z z z z 00000 w vvvv O �ovvrn n rl N rl N rl W M Q 0 0 0 O p rl rl rl rl N N N N N N 0 0 0 0 0 N N N N N DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE 1"=20' Q ui Q I� U)�z J Q Q J z}a LL Z O 1 W J LL w coQ a J I..1� H� JOB NO. 42932 SHEET NO. C4.0 0 0 3 c a D =0 o x 0 "oz 20 162 2 c m a c m d 0 0 c Xo (D3 ti Z m O � a F d `o« 5 �« n N c 2 Y Y N X c 0.0 016 C ° `o m �M 06 a c �a 10 a 0 N 0 n m e m� o c ° m nE E F_ L O 0 0 0 O 0 0 O O 0 0 0 0 O O 0 0 0 0 ° o 0 0 0 ° O O 0 ° O ° 0 RIPRAP LINED TRAPEZOIDAL ° 0 0 CHANNEL, 2' WIDE BOTTOM, ° V DEEP, 2:1 SIDES 10 ° Y 24"HDPE 0 lNV=53713 A I\ II II II �� II II II 24"HDPE_ _ 8 II 0 0 0 _ I ° ° o O o TW 524.62' -- --- 533 - BW 522.23'- — — BW 523.29' - - - - TW = BW 523.98' 524 OH CONC. BLOCK - A 1 �<0 FFE=522.50' �CKINOHAM BRANCH gRAILROAD 831 ' APPROXIMATE LOCATION OF PRIMARY DRAIN FIELD 639- ' EXTENTS OF 500-YEAR FLOODPLAIN RAII RO ANKH C & BR° / U ° ° ° GNAM g0' 1D / ' APPROY -TE LOCATION / / ' / / ' o o ° ° 0 0 0 / OF RESERVE DRAIN FIELD / / o 0 0 /o 0 0 ° / ° TW 530.38: — — uc _ — ' TW lBIN 532.37' / o / / \ ` BW 524.38' _ 524.26' o o 0 0 0 0 0 0 /° '- TW533.95' BW531.38'------ / -- - - - - --�- TW =BW 529.06' fTW 528.06' rc BW 523.58" 52334' CW = BW 524.04" - -- - -- - - -- -- _ CRITICAL TC SLOPES, TYP. \ 524.40' - - TW 53175-- - - - - - - - - \ BW 525.75'-�- - - - - - \ \\ RITICAL SLOPE TYP.� 1 522.74'- r 524 67' TW BW 525.42 ROPIDSED 54"\CMP PIP I I I I I I I ,I\ ORY\\f,E FACILITY 1 1 I I I I l80 L.F\ T \. — 22.. TC \ 522.2522 � 1� TC t.32' Tr 521.98'TC �� -r•'� �J 106 52 520.70' S FAC TY TC \ MAINTNC 521.15� EASE T TMP 58A2-20A \ D.B. 5 GUYS WITHOUT FRIES 13 PRIVATE 10' TOO LLC `520 DRAINAGE D.B. 4992, PG. 686 EASEMENT D.B. 821, PG.218 05 —PC,. _ D.B. 268, PG,151 \ I ZONING.Cl COMMERCIAL USE: OFFICE BLDG. 519 2ST \ t� 114 'cRq�FY 519.80, 102 F 10 l \ / yF � ° * * 15" HDPE PIPE (TYP.) J s 0 0 O 0 O O O 0 0 0 0 0 0 ° o 0 0 O o O o 0 0 0 0 0 ° o o ° — ° O O / 0 o O _ - o ° o ° o ° o ° O ° o ° o o ° TMP 58A2-21 SR&DR LLC D.B. 1597, PG. 226 D.B. 231, PG.585 D.B. 130, PG.109 ZONING: Cl COMMERCIAL PRESENT USE: SERVICE REPAIR GARAGE 0 SD INLET/W GRATE 0 0 0 i II TOP=51515 0 ° INV. IN=513.45'4"PVC O ° *CONNECTION UNKNOWN 0 ° v INV. OUT=511.60'24"CMP o 0 ° V 516- - 0 o / o ' o ° / o / 0 o ° V. 10 /// O ° ° 40 O 0 0 ° // / o /o ° Q•/q � EXTENTS OF 0 0 / / 100-YEAR / // FLOODPLAIN o ° o o° o ° ° o 0 ° ° ° ° h^ n I/I 515 °° 0 O 0° 0 0 24" CMP W/BROKEN ° ° o ° HEADWALL 000 0 .00 INV511.07' h 0 oLT H CLINT W. S F LET >� Lic. N 54380 mac? 2-3-2022 ��' %/.sl�!1 AL 'i�.',, M E O O U N � N C Q O > E w v E Lu > O w v 3 Q LL tj3 p LL O w 0 m d_j V smo J —u a>oN (A N z W Ir 3:o x =v>� 0 00 � M �H NOTE: V) VDOT WILL ONLY MAINTAIN WITHIN DRAINAGE EASEMENTS TO EXTENT NECESSARY TO PROTECT THE ROADWAY FROM FLOODING OR DAMAGE 7 M p Q Z SCALE V=20' 0 20' 40' J O z a 0 WV)In( Q a z z z z0� + w w w w 0 u- N w 0000 o vuvu z z r r r r w 0. z z z z Y: 00000 w vvvv O 'ovvrn n r N r N r w ci 0 � o 0 0 p rl rl rl rl N N N N N N 00000 N N N N N DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE 1'= 20' z Q ui ~ U Q Z zz / /Q' 1� z} =(D I� LL0zz w I --I ww m ce J / ^ 0a I..1� I H� JOB NO. 42932 SHEET NO. C5.0 c a 2 O 3 c a D a0 oo 0 Ez 20 0 c Aw E o a c m - a O C (Y o) O 3 Z 0 m O � a F 69 5 Q § 0 d m 2 Y X c 0.0 016 12 c E `o 0� o � a c �a 10 a 0 w c ur m e m� o c ° m nE E F_ L TOP OF WE PLATE 517. 8" x16" W ORIFII INV 514. STEEL PLA PRELIMINARY WATER QUANTITY ANALYSIS POINT 1 DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT) PRE -DEVELOPED ONSITE AREA AREA = 0.96 ACRES 0.58 ACRES (FORESTED) 0.06 ACRES (MANAGED TURF) 0.33 ACRES (IMPERVIOUS) Tc=6MIN Q (CFS) V (AC -FT) 1 YEAR 1.43 0.063 10 YEAR 4.48 PRE -DEVELOPED OFFSITE AREA AREA = 3.86 ACRES 1.39 ACRES (FORESTED) 1.47 ACRES (MANAGED TURF) 1.00 ACRES (IMPERVIOUS) TC=20.1 MIN Q (CFS) V (AC -FT) 1 YEAR 2.68 0.204 10 YEAR 10.16 PRE -DEVELOPED COMBINED AT ANALYSIS POINT 1 Q (CFS) V (AC -FT) 1 YEAR 3.01 0.267 10 YEAR 11.34 DRAINAGE AREA ANALYSIS (POST -DEVELOPMENT) POST -DEVELOPED ONSITE AREA, DETAINED AREA = 0.65 ACRES 0.00 ACRES (FORESTED) 0.19 ACRES (MANAGED TURF) 0.46 ACRES (IMPERVIOUS) TC=6MIN Q (CFS) V (AC -FT) 1 YEAR 1.94 0.088 10 YEAR 4.31 POST -DEVELOPED OFFSITE AREA, DETAINED AREA = 3.37 ACRES 1.25 ACRES (FORESTED) 1.39 ACRES (MANAGED TURF) 0.74 ACRES (IMPERVIOUS) TC=20.1 MIN Q (CFS) V (AC -FT) 1 YEAR 2.15 0.167 10 YEAR 8.55 FLOW THROUGH PIPE STORAGE FLOWS ROUTED THROUGH DETENTION SYSTEM. Q (CFS) 1 YEAR 2.50 10 YEAR 9.12 POST -DEVELOPED ONSITE AREA. UNDETAINED AREA = 0.31 ACRES 0.00 ACRES (FORESTED) 0.22 ACRES (MANAGED TURF) 0.09 ACRES (IMPERVIOUS) TC = 6 MIN Q (CFS) V (AC -FT) 1 YEAR 0.43 0.019 10 YEAR 1.38 POST -DEVELOPED OFFSITE AREA, UNDETAINED AREA = 0.48 ACRES 0.14 ACRES (FORESTED) 0.07 ACRES (MANAGED TURF) 0.26 ACRES (IMPERVIOUS) Te=6MIN Q (CFS) V (AC -FT) 1 YEAR 1.08 0.047 10 YEAR 2.73 POST -DEVELOPED COMBINED FLOW AT ANALYSIS POINT 1 Q (CFS) 1 YEAR 2.97 10YEAR 11.18 CHANNEL PROTECTION (ENERGY BALANCE): QDEVELOPED < 0.80 ' (QPRE-DEVELOPED ONSITE ' RVPRE-DEVELOPED ON -SITE) / RVDEVELOPED ON -SITE + QPRE-DEVELOPED OFF -SITE OK 2.97 CFS <_ 0.80 . (1.43 CFS ' 0.063 AC -FT) / (0.088 AC -FT + 0.019 AC -FT) + 2.68 CFS = 3.35 CFS QDEVELOPED < QPRE-DEVELOPED OK 2.97 CFS <_ 3.01 CFS FLOOD PROTECTION: POST -DEVELOPED Q10 <_ PRE -DEVELOPED Q10 OK 11.18 CFS <_ 11.34 CFS 10 YEAR WSE --516.91- - 2 YEAR WSE 515.05 1 YEAR WSE -514.71 - ELEV. 513.00 ,.,, 1., ••,,,, , RACK INV 513.00 SWM WEIR PLATE SECTION DETAIL WATER QUALITY ANALYSIS SITE DATA POST DEVELOPED AREA FOREST/OPEN SPACE = 0.07 ACRES MANAGED TURF = 0.41 ACRES IMPERVIOUS COVER = 0.55 ACRES POST DEVELOPMENT LOAD (TP) (LB/YR) = 1.38 TOTAL LOAD REDUCTION REQUIRED (LB/YR) = 0.96 CREDITS TO BE PURCHASED FROM A DEQ-APPROVED NUTRIENT CREDIT BANK IN ACCORDANCE WITH VA CODE 62.1 44.35:15. Q10 = 7.44 CFS 10 YEAR NORMAL DEPTH 2.7 - - - - - - - - 21 1' 0.31' LINER FABRIC -III- - -1 2, RIPRAP-LINED TRAPEZOIDAL CHANNEL SECTION DETAIL 0 0 0 0 0 l0 O o 0 0 0 o i 1 M co M 00 0 0 0 0 O- m 0 0 0 0 0 0 / �O 0 O 0 w y 0 0 0 0 0 0 0 0 0 0 0 0 100' OF SHEET FLOW \ I n 500' OF SHALLOW CONCENTRATED FLOW, GRASS \100' OF SHALLOW CONCENTRATED FLOW, WOODED 40' OF PIPE FLOW �0 0 w>- PRE-DEVELOPED OFFSITE AREA ITOTAL: 3.86 AC WOODS: 1.39 AC iTURF: 1.47 AC IMPERVIOUS: 1.00 AC ` TC=20.1 MIN. 0 0 o 0 ° o O ° 0 0 O ° 0 O 0. O 0 0 O 0 0 ° 00 ° o 0 O O O O O. 0 0 0 -0 0 PRE -DEVELOPED ONSITE AREA ° ° 0 TOTAL: 0.96 AC 0 0 0 WOODS: 0.58 AC ° TURF: 0.06 AC IMPERVIOUS: 0.33 AC CN=73 Te = 6 MIN. o 0 O ° ANALYSIS POINT 0 o .o 0 0 0 0 0 0 0 PRE -DEVELOPED 700 0 0 0°° o ° 0 0 0 100' OF SHEET FLOW ,7 500' OF SHALLOW CONCENTRATED FLOW, GRASS i w \ \ �`,� POST -DEVELOPED OFFSITE AREA, UNDETAINED 100' OF SHALLOW TOTAL: 0.48 AC CONCENTRATED WOODS: 0.14 AC TURF: 0.07 AC FLOW, WOODED IMPERVIOUS: 0.26 AC CN=82 w� To=6 MIN. 40' OF PIPE FL o o ° O ° ° o 0 0 ° 0 O O 0 0 0 0 _°000 00° o o 0 O POST -DEVELOPED OFFSITE AREA, DE1 TOTAL: 3.37 AC WOODS: 1.25 AC TURF: 1.39 AC IMPERVIOUS: 0.74 AC CN = 69 TC = 9.7 MIN. ` • 'i,i� ' JAY _ • • • • • � • ` • • • , •11 mm ,'•••1••0•00 vA t NMI ()F o,. CLINT W. S FFLET Lic. N 5438 �4c 2-3-2022 �� us tN� .4% M E 0 o � N UI N Q � > E ° E w ._ y Lu V w 3 J Q LL 1 3 Q I.L. o^ w O > O m ¢Luv00 z a w N - in O Q o o F F z z z z cC (7 W M Z' H y v W w w E w 0 w 30�1x (n EiE� 2E e v LL w 0000 p Ln= C N Z ry ry ry ry w = V < m 0 r z r z r z r z ~ c rn - $ > 0 0 0 00 U N Lu u u u co J �H O U of M 0 x c� 0 p t0 � It O) Il w rl N rl N rl w mtD0)Lu ti F 0 0 0 - O x Q p rl rl rl rl N Q N N N N N 0 0 0 0 O N N N N N O DATE Vl > 12-30-2020 0 0 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE 1 "=30' W I- Q Z LLJ J > �Wrj zV }Q Zz I� LL Z O w a Lu W m J I-- Q p Q ct JOB NO. 42932 SHEET NO. C6.0 L O O 0 0 O 0 O 0 O O O O O O O O O 0 0 O 0 0 0 0 0 0 ° o O O 0 0 0 0 0 0 0 0 a� s� 24"114 o INV=537 - 537 - �\ APPROXIMATE LOCATION OF - PRIMARY DRAIN FIELD 539- i - o ° ° ... EXTENTS OF 0 0 0 0 500-YEAR - 0 0 J FLOODPLAIN • 0 O ° ����•• O & O RplLRBRANCH . ° ° o / 0 C GHpM - - - 0 0 0 0 .■� 80' 1D APPROxJMAiELOCATION // �/ ■*�� �� h .... 0 . 24"HDPE i i - = - - - / / '- / OF RESERVE DRAIN FIELD / / o 0 o N _ •� / / ljJ - - - I - 0/0 O O O - - - - O O O O O O - _ - - / • ry1 ° O ° O o O O O O O O (r O O� Off' / / - - - - • t] 0 0 -� TMP 58A2-21 �S ♦� / D.B. SR&DRLLC D i .. PG 226 S d ����------ ♦ ------ --- : D .B. 231, PG.585 - _ _ • SLOPES D.B. 130, PG.109 ■ 0r1F _ - - - - ZONING: C1 COMMERCIAL - \4 PRESENT USE: SERVICE 112 r - / \. 1 REPAIR GARAGE OH 521 _ ♦ S24 \ 4 - • \ ` b OH � 523 S2 ♦♦ � ■ , ♦� � . L h� M •� 1. CONIC. BLOCK Zq - - 521_ ♦ to h �. ?R1 ABUTMENT 110 _ t __ a '/ ♦ ♦ �� HEIGHT SAN SIGN - - - - ♦♦ _ _ j♦ - - - P ♦♦♦ I I I AnnoT A PROJECT Iq Proper SHEET OF UNITS FNCIISH CULVERT DESIGNER: REVIEWER: DESIGN KF CS FORM LD-269 DATE: 3/§C0:'_ DATE: ROAD COUNTY Albemarle(Zone 1) CULVERT EX CIVIt. VA NOAASmtion Freetf.m HYDROLOGICAL DATA Method: RATIONAL Drainage Area: 4.81 Acres Time of Concentration 5 Minutes DESIGN FLOWS 9ddr. EhF Eli= L= S= SKEW= Elev. Lt. _ ELHI 313.56 511.60 It 511.60 It 49.87 R 1.06°'o Oo Roadway Width 30 ft ROADWAY it R x- _______________________________________________ J H"oi ______ -__-_ ---.._--- DEPRESSION 0 in. a" Bed 0.013 ELEVATION 516.00 it Stream Bed RoolLongth 100 Freeboard- Shldr. Elm-. RI _____________ H TW DEPTH TW TW VEL. Channel Ltv.El.. 'Do=511.07 It Solace Type PAVTD OVALLE! ft ft 1.08 it 3.22 fpv 511.07 it R.I. CY=a) FLOW (cfs) 10 Design 11.57 2 Check 9.70 25 Max 15.76 CULVERT DESCRIPTION: TYPE: S Ingle/Multiple Conforming Inlet Edge Description: Squma edgI1II wA TOTAL FLOW Q cf. OW PEI BARREL QM cfi HEADWATER CALCULATIONS CONTROL HEADWATER ELEV It OUTLET VEL fps MINIMUM SHOULDER ELEV. ft COMMENTS INLET CONTROL OUTLET CONTROL Single/ Multiple Conforming/ Broker Back Cuh efts II HWi it FALL It ELHWi ft TW ft do ft (dc+D)2 ft ho It ke H ft ELHWo It MATERIAL SHAPE Srze(in) N Meanings n CMPMedCorr Circular 24 1 0.03 11.57 11.6 0.98 1.83 0.00 513.43 1.08 1.22 1.61 1.61 0.50 0.88 513.56 513.56 4.07 9.70 9.7 0.82 1.63 0.00 513.23 0.98 1.11 1.56 1.56 0.50 0.62 513.24 513.24 4.02 15.76 15.8 1.40 2.28 0.00 513.88 1.26 1.43 1.72 1.72 0.50 1.62 514.41 514.41 5.02 Broken Back CRhert TARWA'IIR DATA: TAB.WATERRESULTS: ROADWAYDATA: ROADWAY OVERTOPPING: LENGTH Eln. SKEW 0 Channel gape Trq id at n.- 0.035 Discharge efs Elevmion ft Flow depth it Velocity fps Rrear force PSS Roadway Width, ft 30 Discharge ef. Overtopping Discharge cfs Ocertoppivg Elmatiou ft Bottom Width. It See Slope Lt: (HAV) Side Slope Po:(HAV) Channel Slope, f tft 2.00 Brtface Type PAVED 1.50 Design 512.15 1.08 3.22 0.67 Top of Road Eavatlon, it 516 Deign 0 0.00 1.00 Check 512.05 0.98 3.07 0.61 Length of Road, It 100 Check 0 0.00 0.0100 Met. 512.33 1.26 3.49 0.79 Mar, 0 0.00 Distance _ .. Elevation TECHNICAL FOOTNOTES: (1) USE Q/NB FOR BOX CULVERTS _ (2)HWVD= HW/D OR HWi/D FROM DESIGN CHARTS (3) FALL = HWI - (ELHWd - ELst); FALL IS ZERO FOR CULVERTS ON GRADE (4)ELhiIII HWi+ELi(INVERT OF INLET CONTROL SECTION) _ (5) TW BASED ON DOWNSTREAM CONTROL OR FLOW DEPTH IN CHANNEL _(6)ho=TW or(dc+ D2)(WHICHEVER IS GREATER) (7)H=[1+ke+(29n2LyR113]01 S IRS CRIPT DEFINITIONS: HWd DESIGN HEADWATER HWi HW IN INLET CONTROL HWo HW IN OUTLET CONTROL i INLET 0 OUTLET sf Strezmbed @ arhat face CON LINTS /DISCUSSION: CULVERT BARREL S ELEC TED SIZE: n: SHAPE: MATERIAL: ENTRANCE: CUL'vERTSOFf by ENSOFFEC, INC. - - 522 - k - 108 ♦ 523 106 ♦ gyp - / 522 ■ ■ A I ■ a S2p WEIR PLATE, ■ SEE DETAIL y21 �• ■ - --- O� - - - _ ON SHEET C6.0 � / � ■ --- ----- �- ♦ i TMP ■ 5 GUYS WITHOUT FRIES ■ TOOLLC ■ •� y20 D.B. 4992, PG. 686 ■ •�. . D.B. 821, PG.218 ■ D. B. 268, PG,151 ZONING.C1 COMMERCIAL USE: OFFICE BLDG. ���■■�■ ■■■ 102•� ���y �. 19 , ## 4111,. ` ♦ EX.100 ■ ##. �v y10 ■ -rNuous :PHALT o�� SD INLE GRATE o 0 0 TRANCE `<< �.. TOP=5 15 ° 0 INV. IN 13.45'4"PVC O ° •� 'CON CTION UNKNOWN ° 0 ° APPROX. EDGE OF •� `r INV. T=511.60'24" CMP 0 0 PAVEMENT �� ` � IV 516- - ° ° ° o .. 0 0 ■ \ ° A 0 O ° / O O /q Q EXTENTS OF .0 �� 100-YEAR FLOODPLAIN O O O ° 0 0 / 1 ° o ° ° o 24" CMP W/BROKEN ° 0 0 ° o ° ° HEADWALL °00 0 .o° INV511.07' 0 O INLET AREA C Ex. 100 0.38 0.61 102 0.01 0.90 106 0.16 0.50 108 0.08 0.69 110 0.07 0.74 112 3.37 0.37 114 0.19 0.64 116 0.47 0.48 Ex. CIvt. 2.97 0.36 SCALE 1 "=20' 0 20' 40' TH 0�•0 • CLINT W. S F LET >� • Lic. N 54380 09 2-3-2022 �4; NAL m E O O N � N C > E ai E w O Uj U N � J ¢ a 3 Q LI 0 w O i O m6 ¢ III V oMo. z a ^'tom r HHHH ¢ N G 0 LU (.0 zf °1v �4+ III E�E� w III w Ou- 3 0C�n x N 2: 2: E�- GO aiu- w 0 0000 U U U U � U)= C N z Hi m <>IuOUI »jam r =m - °N > 00000 U LI CJUCJU M IY 00 CD UJ O p lIJ = Q O UJ F Q tO7�Or .-I M 3 .-I N O N N tO 0 .-I N O N Or 0 N 00 N oti ti N N n .ti O N O N DATE n Of 12-30-2020 0 DRAWN BY A. FONTAINE } • DESIGNED BY • C. SHIFFLETT • CHECKED BY C. SHIFFLETT • SCALE • 1"=20' Q -^j a- I..L < w � Lz �w J � Q z}w O <J -I Z < I ---I w m pC 0 Q D /L^PL I..1. w 0 � z \ H� H� JOB NO. 42932 SHEET NO. C6.1 0 d O 3 c a D a0 o O �Z 20 o 2 c m E o a w c Is a D V O c X m L7 In Z Is �! � a - `o2 5 & :S Q 6 m c 2 Y IsB In X c 0.0 016 12 c c Ect c0a m 06 a c 2c 10 a 0 m � ra m � a o c 0 a nE 0 Na E F L F- SM 03\42932-Ivy_Proper\DWG\Sheet\CD\C7.0-PROFILES.dwg I Plotted on 2/3/20222:51 PM I by Kevin Flynn 0 0 O N O N N 01 Nrn o o EX. 100: DI-1 o 0o STA 10+00.00 TOP 515.15 xFj) INV IN 511.70 (101) AINV IN 513.45 (EX. PVC) SINV OUT 511.60 (EX. 99) 0 00 114 Dr m !? STA 10+52.63 TOP 519.83 li D INV OUT 515.30 (113) 0 102: DI-36 6 ft Throat Cn STA 10+80.33 TOP 518.34 O o o INV IN 512.50 (103) o o Cn INV OUT 512.50 (101) r 104: MH-1 m �J STA 11+30.67 Cn N TOP 518.78 + U INV IN 513.06 (115) O N INV IN 512.95 (105) INV OUT 512.88 (103) m AN m co � x 106: DI-3B 6 ft Throat STA 11+95.64 D m o TOP 522.04 O INV IN 513.67 (107) li Cn �o o Throat N O STA 12+53.06 Cn "' TOP 522.05 INV IN 514.63 (109) mINV OUT 514.53 (107) 0 104: MH-1 W O +o STA 10+00.00 0} p O TOP 518,78 O < xp I INV IN 513.06 (115) z z A � (� INV IN 512.95 (105) « D o j N INV OUT 512.88 103 o Z 0 0 TI ( ) /� C N w DD GO�N CA -40 mm � ZO�� O vD.. 0 jA. rn co 0vD°' cN+r — � C O O U f O" O O v d "Op co co w g + IV A O O (71 o O O T J 1 1 (i 1 m,_ Ch + } N r Cn O O A Z -U z OcnO0 0 QC0 rr n D --i Z C A r �IT� o cn * 2 o D O =0 T p Z %i m a In D o� r mo THIS DRAWING PREPARED AT THE •••M COMMy • CHARLOTTESVILLE OFFICE •• �" O TIMMONS ROUP• •• YOUR VISION ACHIEVED THROUGH OURS. • i 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 r n �G TEL 434.295.5624 FAX 434.295.8317 www.timmons.com ^ r 7 :� wZ �Z IVY PROPER -FINAL SITE PLAN m N T o N DATE REVISION DESCRIPTION •: N a [+7 • cn = cn ~ 2021 03 16 COUNTY COMMENTS m d o n _ = 2 p y 2021-06-24 COUNTY COMMENTS V Z ALBEMARLE COUNTY VIRGINIA v m Z •0F 1� O zz 0 o m m m W { N 2021 09 14 COUNTY COMMENTS �•�NQ♦• '�' , �1W STO RM WATE R PROFILES I < < m o 2021-11-17 COUNTY COMMENTS 2022-01-17 COUNTY COMMENTS; FOR APPROVAL O G1 O C71 � O 0 � II n In O O O G1 O C71 O 517.9 O ,mo O� O� O °mZ °mom o m O CT CT j j N O (O1t O Gt O O O O C71 O G1 O n m �z (�aoo � co� a' -n z�x � t � � o x o p� w O �°oo �� am„a, <Ao 1 mmm �mv �v orm o °z- �oNo o m0 I ��N' I o�p0 s m �w ao to - J y ��O O O � � N O Gt O Gt O These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. County of Albemarle Conservation Plan Checklist -To be placed on Landscape Plans (Handbook, pp Ill-284-111-297 for complete specifications) O O 0 0 ° 24"HDPE o O O ° lNV=53713 O 0 0 0 ° o ° 0 I o i ° o I i .O ° ° ° i o OAD o I O RpII.R RANCH _ ° O O O C& SHAM 6 LIMITS OF DISTURBANCE i _ APPROXIMATE LOCATION OF PRIMARY DRAINYIEL'D 539 - EXTENTS OF ' 500-YEAR ' ' ' FLOODPLAIN / ' ° ° ° 80' ID APPROXJMAiE LOCATION / / 0 0 ° ° O 0 ° ° 0 ° 24"HDPE OF RESERVE DRAIN FIELD / o o ° /0 0 0 0 ° 0 8 - / �tl 0 ° _ EE P—RES o°0/0 —EEBSEAM o° op °0 \-----0°° o�o-0 0 o O o10�aTION i ` \ \- - WINTER JASMINE, T'Yfl.- S23 i CONC. BLOCK ABUTMENT / 1 -522 — \ \ — • n d i PROPOSED BUILDING \ \ FFE = 522.50 \ EUROPEAN HEIGHT: 26'-6" HORNBEAM, � �<F TYP. SA L _ \ a � \ m C CTCDaI PLANT SCHEDULE TYPE QTY BOTANICAL NAME COMMON NAME MIN. INSTALLED SIZE ROOT CANOPY SF TOTAL CANOPY SHADE TREES 9 "FASTIGIATE" CULTIVAR HORNBEAM EUROPEAN HORNBEAM 2.5" CAL. B&B 234 2,106 FLOWERING TREES 10 CORNIUS FLORIDA EASTERN DOGWOOD 6'-8' HT. B&B 124 1,240 FLOWERING TREES 4 GINKGO BILOBA "PRINCETON SENTRY "PRINCETON SENTRY" GINKGO 2.5" CAL. B&B 17 68 SHRUBS 50 1 JASMINUM NUDIFLORUM WINTER JASMIN 24" HT./SPRD CONTAINER 10 1500 3,914 SF LANDSCAPING ALONG THE FRONTAGE OF E.C. STREETS * per Albemarle County ARB DESIGN GUIDELINES STREET LENGTH REQUIREMENTS CALCULATIONS REQUIRED PROVIDED IVY ROAD 292 LF - 54 LF (WOODS TO REMAIN) = 238 LF 1 LG TREE PER 35 LF WITH INTERSPERSED 238135 = 6.8 7 LARGE TREES 8 LARGE TREES 7 FLOWERING TREES FLOWERING TREES LANDSCAPING OF PARKING AREAS It per Albemarle County ARB DESIGN GUIDELINES REQUIREMENT PARKING LOT SPACES CALCULATIONS REQUIRED PROVIDED 1 LG. SHADE TREE PER 10 36 PARKING SPACES 36/10 = 3.6 4 LG. OR SHADE TREES 4 LARGE SHADE TREES PARKING SPACES INTERIOR PARKING LOT LANDSCAPE AREA REQUIREMENTS * per Sec. 32.7.9.6 of the Albemarle County Code REQUIREMENT PARKING LOT AREA CALCULATIONS REQUIRED PROVIDED 685 SF (PLANTINGS IN 5% GROSS PARKING AREA 13,403 SF 13,403 x .05 = 671 SF 671 SF PARKING LOT ISLAND AREAS) TREE COVER CALCULATIONS * per Sec. 32.7.9.8 of the Albemarle County Code SITE AREA REQUIREMENT CALCULATION REQUIRED QUANTITY PROVIDED QUANTITY 0.87 AC (GROSS SITE = .0 0.87 AC x .1 = 0.087 AC 3,414 SF PROPOSED + AREA) 10% COVER = 3,7.1 3,790 SF 3,203 SF EXISTING TO REMAIN = 6,617 SF NOTE: -WHERE A PARKING AREA IS LOCATED SO THAT PARKED CARS ARE VISIBLE FROM AN OFF -SITE STREET, SHRUBS ARE TO BE INSTALLED AT A MINIMUM HEIGHT OF 12". -ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED TO REACH, AND BE MAINTAINED AT, MATURE HEIGHT; THE TOPPING OF TREES IS PROHIBITED. SHRUBS AND TREES SHALL BE PRUNED MINIMALLY AND ONLY TO SUPPORT THE n%/CDAI I UCAI TU nC TLIC DI AklT TYP. 6, x, v \ o, �♦��.��' •000000'oo��000000� I. The following items shall be shown on the plan: ® Trees to be saved; ® Limits of clearing (outside dripline of trees to be saved); ® Location and type of protective fencing; ® Grade changes requiring tree wells or walls; (N/A)® Proposed trenching or tunneling beyond the limits of clearing. 2. Marldnes: ® All trees to be saved shall be marked with print or ribbon at a height ckarly-Asiblo to equipment operators. ® No grading shall begin until the tree marking has been inspected and approved byaCounty Inspector. 3. Pre -Construction Conference: ® Tree preservation and protection measures shall be reviewed with the contractor on site. 4. Equipment Operation and Storage: ® Heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the driplinmof tawi� to be saved. 5. Soil Erosion and Stormwater Detention Devices: ® Such devices shall not adversely affect trees to be saved. 6. Fires: ® Fires are not permitted within 100 feet of the dripline of trees to he saved. 7. Toxic Materials: ® Toxic materials shall not be stored, within 100 feet of the dripline of trees to be saved. 8. Protective Fencing: ® Trees to be retained within 40 feet of a proposed building or grading activity shallbe protected by fencing. ® Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction. 9. Tree We11s: ® When the ground level must be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail submitted for approval. 10. Tree Walls: ® When the ground level must below" within the dripline a treeto be saved, a tree wall shall be provided; and a construction detail submitted for approval. e and 11. 63 hen trenching hing is ro u �de3th liens of clearing, when a l e done ; ilia[ ay floo y ® When trenching is requited sdldr the limits ofdieming, it shall be done as far away Cmm the trunks; of trees as possible. Tumreling:. under a large tree shill be consi jrdn�htn Will des" feeder tools: 12. Cleanup: ZI Protective eE<ffcin& Aalllje tl ec l*,t�n a rmove"u&gthe final cleanup. 13. Damaged Trees: ® Damagedtrees shall betteatedmurnsilatFX Pramn ferYlilm[ion arar iNher ar eFuT4 1yp_ees�tefsE' NOTE: IT -IS THE DES-ELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOICON TREE CON� REQUIREMENTS. V C - 09/08/2021 CONTRACT PURCHASER SIGNATURE (DATE) 5/l/06 Page 1 of 1 \ \S23_T--�, — d rpl o ° � O ° - o O ° o o ° 0 0 0 ° A O O O°°° O O .O o O O°°°° O INV. 511.07' 11j1 II \ IIII�II IIIII TREE ARp7 /2p3 FI /�I I I III 1 7 _ --523 — _ — RINC T SENTRY" iINKG , TYP. ■ STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE FENCE AS A TREE PROTECTION FENCE. TOP NO SCALE PROTECTION Scale o' SD INLETIW GRATE 0 0 ° TOP=515.15 0 ° INV. IN=513.45'4"PVC O ° 'CONNECTION UNKNOWN o ° INV. OUT=511.60'24"CMP ° ° ° 516- - 0 ° 0 0 o 0 0 0 A O ° O O ° o ° o ° EXTENTS OF 100-YEAR FLOODPLAIN WIN n 0 z z SCALE 1 "=20' 0 20' 40' CLINT W. S F LET >� • r Lie. N 54384 �4; 2-3-2022 % , sj0!1 AL #.4k'�,, M E o D u N � N C > E v E w O p_ U J UMtj 3 Q C) LL 0 w 0 > O m QJ000 Z a om ^'t r HHHH Q a(ANN n. Z Z Z Z 0C (.0 W m M Z f i �-+ W W W W 0 u- 3 0 n x N E E � � vLL Dd 7 0000 0000 z Ln _ N Z W F v a r 0 z z z z =m . > 00000 Y UUUUU a z CD 0 Ui K 0 O (D 0 O K H p lIJ > U O W F- Q tO7�IT s-i M 0 s-i N 00000 N (O 0 s-i N N Os 0 s-i N N `1 `1 s-i N N n `1 O N N N DATE in 12-30-2020 O DRAWN BY A. FONTAINE } • DESIGNED BY • C. SHIFFLETT • CHECKED BY C. SHIFFLETT • SCALE • 1"=20' qz J LU V/ 0 J a'a z a L~L0Q w ,U,^^ < C) w L wz a m J Oaf ce I --I JOB NO. 42932 SHEET NO. L1.0 c a z 0 d 0 3 c a. 0 a0 o 0 �z 20 0 m .- a d 0 0 O � �m (0 3rn z„ 0 � a �8 2 6 `� 5 �E 2 '§ a dm 2 Y X C 0.0 016 �Ep 12 tl 0 E� 86 06 a � Ma 10 a 0 �0 m0 nr o nE F E L Alternate the I Reinforcement Reinforcement SRC Overlap Geogrids and Place 3" Soil Fill Alternate Geogrid Placement on Between Overlapping Geogrids for Proper Subsequent Geogrid Elevations to Anchorage Eliminate Gaps \ r Rolled Direction 900 INSIDE CORNER (Not to Scale) Min SRW Units CONVEX CURVE DETAIL (Not to Scale) Alternate Reinforcement at Subsequent Reinforcement E mourner vnii Secure with Concrete Adhesive (Alternate Every Other Course) 900 OUTSIDE CORNER (Not to Scale) SRW Units - Concrete Lintel Formed in SRW Units Over Storm Pipe Upper 2" of Grouted Cells I::•':• :� a ....Extend Min 24" Each Side of Pipe Opening Into Grout 5RW Units Fill w/ VDOT No. 57 Stone To Maintain 5RW Interlock - Reinforced Fill .Min 6" Thick -Grout SRW Unit Above No. 4 Rebar Grout Fill All Cells 3,000 psi Concrete ` •• 2" Deep V-Notch (Sawcut) w/ Two (2) No. 4 Rebar (Grade 60) - Continuous .•l•M1� •~•Tir�:yl'�I�a`R�a'!.�.T-. R�.+I�Ar�I'!L �1+. T. T-. R�.+! Grout Entire SRW Unit - - - - - - - - - - - - - - - - - - - - - - - - Below No. 4 Rebar VDOT No. 57 Stone Filter Fabric WALL WITH PIPE PENETRATION (Not to Scale) Sleeve -It SDI Fence -Post Anchor System Storm Drain Pipe 42" Tall Fence or Handrail Post -Sleeve-It SDI Fence -Post Anchor System - Top Dia. 7.4" Grout Fill After Post Installation w/ Min 3.000 osi Grout Bottom Dia. 9.4" IFilter Fabric - 4 FT Wide Mirofi140N or Equivalent - i Cantilever Base 30.6„ L x 15.3„ W 23.4" I I > > 12" Soil Cover Reinforced Fill SLEEVE -IT FENCE POST DETAIL (Not to Scale) Optional Note: Shrubs can be planted behind the wall. The top geogrid layer can be cut using a utility knife for placement of the root bulbs. mmmmmmmmmmmmmmm mmmmmmmmmmmmmmm mmmmmmmmmmmmmmm M! Y�L•�gll!lI�ISlIS!!!l�l1l�YlIle!!I� i •ING ifRRSi.hM2R4 RR2Rtf IQiclIi7PRpimIiRW1iY11R1CiQ�llP3!Af, IOA�SSY'B�'OtY`YYlA�B1Y B4'67RKYl887Y B�7Rk�8ASYIFt'f 1i aw✓f��lla�®i�l�l�i{ +;V� VNTEIOI. W " 4PPR0%WAtE LOGAiIgI� '. \ Y rc iw•eN a3)�T - � � ' 3� Gw'Jz-^1An- a' ..'. Sta. 48 r TN6 s� ~. tW •a�v soa �Si(1 0 Sta 21 1Wantll a'o " a: s's\ �..� •�S=fNar: r'•k / �w✓�0 5ta sre•mw Start Geogrid Approx. 1" From Front of Units ZSRW Unites oa GEOGRID PLACEMENT DETAIL (Not to Scale) Reinforced Fill 4" Din. Perforated Drain Pipe 12" Thick VDOT No. 57 Stone 00 00 r�,_ f1-3/8" W nmond Pro Units Wall Drain Pro (Weephole) at Max. 40' O.C. Drain to Daylight WALL DRAIN PRO DETAIL ' (Nor to scale) DRAWING INDEX O. Ivy Proper Sheet p1tipLTH Albemarle Coun , Virginia 1 Site Plan �I�_; CIRCEO GEOTECH 2 General Notes/ Design Parameters Circeo 5956 Buckland Mill Road 3-4 5RW Details J MICHAEL R. ClRCEO i6 Geotechnical Engineering, P.0 Roanoke, Virginia 24019 5 General Notes - SRW Units w/ Soil Nails No. 021245 ` Phone: (540) 366-2379 6 Details - Temporary Shoring w/ Tecco 'HQ_ 7 Wall A - 5ta. 0 to 5ta. 130 c^FS Scale: N/A project No. RW-2680 8 Wall B - Sta. 0 to Sta. 48 SyONAL E' Date: 10/13/21 Wall C - Sta. 0 to Sta. 37.5 Revision: 11/18/21 Sheet 3 of 8 F'It F b ' 4 FT Wid Cap Unit -\ r i er a ric - i e GENERAL NOTES: Adhere to Top Unit I Mirafi 140N or Equivalent w/ Concrete Adhesive Geogrid Reinforcement 1.0 STRIP VEGETATIVE AND ORGANIC SOIL FROM THE WALL SRW Units Drainage Aggregate - Min 12" No. 57 Stone Reinforced Fill Compacted Granular Soil Cut Geogrid Around Manh( GEOGRID AROUND MANHOLE (Not to scale) MICHA No. 021245 �� rl/re�21 �FSS✓ONAL E,N„ yrs� Retained Soil Compact to Min 95 .ry - - - - - - - Standard Proctor 7 _ _Storm Drain Place Geogrid Under or Over Pipe ... (Min 3" Soil Cover) GEOGRID AT STORM DRAIN DETAIL (Not to Scale) c 0 t Scale: V = 40 FT SITE PLAN 0 20 40 Anchor Diamond Pro Segmental Retaining Walls Ivy Proper Albemarle County, Virginia Site Plan Adapted From The Grading Plan, Sheet No. C5.0, Dated December 30, 2020 (Rev. 3/16/21), Prepared By Timmons Group. Site Plan For Illustrative Purpose. Approx. Scale: 1" = 40 FT AND GEOGRID ALIGNMENT. 2.0 BENCH CUT ALL EXCAVATED SLOPES. 3.0 DO NOT EXCAVATE BEYOND EXCAVATION LINES SHOWN ON PLAN UNLESS DIRECTED BY THE GEOTECHNICAL ENGINEER TO REMOVE UNSUITABLE SOIL. 4.0 CONTRACTOR SHALL ENSURE TEMPORARY EXCAVATIONS ARE STABLE AND PROVIDE EXCAVATION SUPPORT IF NEEDED. 5.0 GEOTECHNICAL ENGINEER SHALL VERIFY FOUNDATION SOILS AS BEING COMPETENT PER THE DESIGN PARAMETERS. 6.0 LEVELING PAD SHALL CONSIST OF COMPACTED SAND, GRAVEL, OR COMBINATION AND SHALL BE A MINIMUM 6-INCH THICK LAYER WITH A MINIMUM WIDTH OF 24 INCHES. 7.0 A 4-INCH-DIAMETER SLOTTED DRAINAGE PIPE SHALL BE INSTALLED BEHIND THE WALL AND CONNECT TO WEEPHOLES INSTALLED AT THE BASE OF THE WALL (40 FEET ON CENTER) AND EXTEND BEYOND THE FINAL GRADE TO DAYLIGHT (SEE DRAIN DETAIL). 8.0 DRAINAGE AGGREGATE AND UNIT (CORE) FILL SHALL CONSIST OF CLEAN ANGULAR GRAVEL (VDOT NO. 57 STONE MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH A5TM D-422. SIEVE SIZE PERCENTAGE PASSING - Arouna Storm structure 1-112 INCH 100 E IINCH 95-100 13 J L) ` Min 24"^'- v_ 1/2 INCH 25 - 60 .L - -0 NO. 4 0-10 m NO. 8 0-5 TFff 9.0 GEOGRIDS SHALL BE LAID HORIZONTALLY ON COMPACTED - - - - - BACKFILL FOR THE REQUIRED GEOGRID LENGTH GL IN THE Q ( ) Min 24 TENSILE STRENGTH DIRECTION PERPENDICULAR TO WALL FACE NOTED ON THE WALL PROFILE. THE GEOGRID SHALL BE - - PLACED WITHIN ONE INCH OF THE FRONT FACE OF ----------- ------ - 0 0 0 O O THE UNIT BELOW AND EXTEND HORIZONTALLY OVER COMPACTED FILL. 10.0 ANCHOR DIAMOND PRO UNITS MOLDED DIMENSIONS SHALL BE 8 INCHES HIGH BY 18 INCHES LONG BY 12 INCHES DEEP AND SHALL NOT DIFFER MORE THAN . 1/8 INCH IN ANY DIMENSION. Ivy Proper 11.0 A I -INCH SETBACK PER UNIT (REAR LIP) SHALL BE MAINTAINED FOR Albemarle County, Virginia PROPER BATTER (I.E. 7 DEGREE CANT FROM VERTICAL). CIRCEO GEOTECH 12.0 GEOGRID5 SHALL BE PLACED WITHIN 1 INCH OF THE FRONT FACE Circeo 5956 Buckland Mill Road OF THE UNITS AND GEOGRIDS PULLED TIGHT (AFTER PLACEMENT Geotechnical Engineering, P.C. Roanoke, Virginia 24019 OF THE NEXT COURSE OF BLOCK UNITS) TO REMOVE SLACK IOWA Phone: (540) 366-2379 AND TO INTEGRATE GEOGRIDS AND UNITS. 13.0 FIELD ADJUSTMENTS OF BLOCK ALIGNMENT MAYBE MADE Scale: N/A ON NON -REINFORCEMENT LAYERS WITH THE USE OF SHIMS Date: 10/13/21 Project No. RW-2680 OR ASPHALT SHINGLES TO RAISE ONE COURSE OF BLOCK BY Revision: 1 11/18/21 1 Sheet 1 4 of 8 A MAXIMUM OF 1/4INCH VERTICAL HEIGHT. 42" Tall Safety Handrail or Fence w/ Sleeve -It SDI Fence -Post Anchoring System E Cap Unit Secure to Top Unit w/ Concrete Adhesive Anchor Diamond Pro Units Drainage Aggregate Min 12" Thick ' VDOT No. 57 Stone Weephole w/Wall Drain Pro Daylight Pipe Through Wall 40' OC Spacing (TypJ Non -Woven Filter Fabric Mirafi 140N or Equivalent Geogrid Reinforcement (Typical) Refer to Wall Profile for Geogrid Type, Geogrid Length (GL) and Location 24" Vertical Spacing (Typ.) - - - - - - Retained Soil Reinforced Fill 4" Dia. Drain Pipe Granular or Low Plasticity Soil Compacted Backfill (See Drain Detail) Compact To Min 95% Standard Stone Leveling Pad GL Proctor Density Crushed Stone or Sand? 6" Min Thick x 24" Wide See Wall Profile TYPICAL RETAINING WALL CROSS SECTION (Not to Scale) 12-1/2" i ,x ----------------- 0 0 12" l Istraight Rear Lip Split Face TI~ 18" - 1" Setback • � I I 1 T I I T I I 8" 8„ 8-1/2" I I i I I i I I ANCHOR DIAMOND PRO UNIT (Not to Scale) Ivy Proper p1�PLTH 0�1. Albemarle County, Virginia CIRCEO GEOTECH G�_ Circeo 5956 Buckland Mill Road Geotechnical O A7ICHAEL R. CIRCEO Engineering, P.0 Roanoke, Virginia 24019 U No. 021245 ?� ` Phone: (540) 366-2379 `A rI/r8`21 �� Scale: 1" = 40 FT Fgo.- .aG� n_a_. �nAa�/tea Project No. I RW-2680 DESIGN PARAMETERS: 14.0 REINFORCED FILL SHALL CONSIST OF GRANULAR SOIL FILL 1 BUILDING CODES: 2015 VIRGINIA UNIFORM STATEWIDE BUILDING CODE (USBC) WITH U5C5 SOIL TYPES GP, GW, GM, GC, 5W, SP, SM OR SC AND 2015 INTERNATIONAL BUILDING CODE (IBC). WITH A MINIMUM ANGLE OF INTERNAL FRICTION, �' , OF 30 DEGREES 2 THE WALL PROFILES ARE BASED ON THE GRADING PLAN, SHEET NO. C5.0, AS OUTLINED IN DESIGN PARAMETERS - NOTE 5. DATED DECEMBER 30, 2020 (REV. 3/16/21), PREPARED BY TIMMONS GROUP. LOW PLASTICITY CLAYEY SAND (SC), SILT OR CLAY (ML-CL) CAN BE USED 3 WALL DETAILS SHOWN ON THIS PLAN ARE FOR ANCHOR DIAMOND PRO SUBJECT TO APPROVAL BY THE GEOTECHNICAL ENGINEER. SEGMENTAL RETAINING WALL (SRW) UNITS MEETING THE NATIONAL MAXIMUM PARTICLE SHALL BE LIMITED TO 4INCHES IN DIAMETER. CONCRETE MASONRY ASSOCIATION (NCMA) CRITERIA FOR SRW WALL SYSTEMS. THE FINE FRACTION (MINUS NO. 40 SIEVE) SHALL HAVE A MAXIMUM 4 ENGINEERING ANALYSIS BASED ON USE OF STRATAGRID SGU60 AND SGU80 LIQUID LIMIT LL OF 40 AND A MAXIMUM PLASTICITY INDEX PI Q ( ) ( ) GEOGRIDS. OTHER COMPATIBLE GEOGRID5 MAY BE SUBSTITUTED OF 20. THE BACKFILL SHALL BE FREE OF DEBRIS AND ORGANIC MATTER. WITH THE APPROVAL OF THE WALL DESIGN ENGINEER. HIGHLY EXPANSIVE SOILS (MH-CH) SHALL NOT BE USED IN THE 5 THE DESIGN OF THE SEGMENTAL RETAINING WALL (SRW) REINFORCED FILL ZONE. ASSUMES THE FOLLOWING PARAMETERS: ym, Moist FRICTION 15.0 REINFORCED FILL SHALL BE PLACED IN 8-INCH LIFTS AND SOIL SOIL UNIT WEIGHT ANGLE COHESION COMPACTED TO A MINIMUM OF 95% OF MAXIMUM STANDARD CONDITIONS Type (PCF) (DEG) (PSF) PROCTOR DENSITY (ASTM D-698) AND WITHIN + 3 PERCENTAGE REINFORCED FILL Granular or Low Plasticity Soil 120 30 0 POINTS OF OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL RETAINED SOIL 5C-CL, 5M-ML 120 30 0 BE PERFORMED AS THE WALL I5 INSTALLED. COMPACTION WITHIN FOUNDATION SOIL SC-CL, SM-ML 120 30 250 3 FEET OF THE WALL SHALL BE LIMITED TO HAND -OPERATED EQUIPMENT. 6 SOIL STRENGTH PARAMETERS ARE BASED ON USE OF GRANULAR OR LOW 16.0 A VIBRATORY PLATE TAMPER SHALL BE USED TO DENSIFY PLASTICITY SOIL IN THE REINFORCED FILL ZONE. ALL SOIL FILL SHALL BE NO. 57 STONE. COMPACTION TESTS CAN BE WAIVED PLACED IN MAXIMUM 8-INCH LIFTS AND EACH LIFT IS COMPACTED TO WHERE NO. 57 STONE IS USED AS REINFORCED FILL. A MINIMUM OF 95% OF MAX. STANDARD PROCTOR DENSITY, AND 17.0 CONTRACTOR SHALL SLOPE SITE GRADES TO DIRECT SURFACE WITHIN, 3 PERCENTAGE POINTS OF OPTIMUM MOISTURE CONTENT, RUNOFF AWAY FROM WALL AT END OF EACH DAY TO AVOID USING PORTABLE COMPACTION EQUIPMENT. WATER DAMAGING THE WALL WHILE UNDER CONSTRUCTION, 18.0 ANY SURFACE DRAINAGE FEATURES, FINISH GRADING, PAVEMENT, DO NOT USE HIGH PLASTICITY CLAY (CH-MH), ROOTS OR TOPSOIL IN REINFORCEI OR TURF SHALL BE INSTALLED IMMEDIATELY AFTER THE WALL IS COMPLETED. ZONE. ANY SOFT, SATURATED SOIL ENCOUNTERED IN SUBGRADE SHALL BE 19.0 IF SITE AND SOIL CONDITIONS, WALL GEOMETRY, OR WALL UNDERCUT AND REPLACED WITH CRUSHED STONE TO STABILIZE THE LOADING ARE DIFFERENT THAN THE DRAWINGS AND THE DESIGN FOUNDATION SUBGRADE OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. PARAMETERS, THE CONTRACTOR MUST CONTACT THE WALL DESIGN ENGINEER PRIOR TO PROCEEDING WITH THE CONSTRUCTION OF THE WALL. WALL A -MAX. WALL HEIGHT = 10.67 FEET (INCLUDING EMBEDMENT) WALL B - MAX. WALL HEIGHT = 4 FEET INCLUDING EMBEDMENT 20.0 DETAIL FOR HANDRAIL POSTS AT THE TOP OF THE WALL IS PROVIDED WALL C - MAX. WALL HEIGHT = 2,67 FEET (INCLUDING EMBEDMENT) FOR PLACEMENT OF POSTS BEHIND THE WALL. FRONT SLOPE = LEVEL BACKSLOPE BEHIND THE WALL = LEVEL TO MAX 2H:IV, STEP WITH GRADE PEDESTRIAN SURCHARGE AT TOP OF WALL = 100 PSF MIN FACTOR OF SAFETY (SLIDING) = 1.5 MIN FACTOR OF SAFETY (OVERTURNING) = 2.0 Open Cells MIN FACTOR OF SAFETY (BEARING CAPACITY) = 2.0 DESIGN SOIL BEARING PRESSURE = 500 PSF TO 2,000 P5F (Filled With Stone) (SEE NOTE ON WALL PROFILES) I (Filled With Stone) Ivy Proper TStiI LTH Op Albemarle County, Virginia 1" Setback CIRCEO GEOTECH 1" Rear Lip < Circeo WA Geotechnical 5956 Buckland Mill Road C MiCHAEL R. CIRCEO yA - Engineering, P.C. Roanoke, Virginia 24019 Anchor Bar No. 021245 � Phone: ( 540 ) 366-2379 UNIT CONNECTION DETAIL �c, r l /r 8/21 �`q-11 (Not to Scale) FSSyON Scale: Date: N/A 10/13/21 Project No. RW-2680 ,L ENG\ rp�pLTH op•Rf me CLINT W. 0- SjUF'FLET a Lic. NN. S13R0 4 2-3-2022 �<VW, J > O O u1 to to to a - h P P P Q a wwww 00 ���� w U 2: w 0 0 0 0 m p U U U U z 0 Lu zzzz Z 0 0 0 0 O w U U U U U O l0 't 't M r\ .-i N .--I N 1l w rh ui oa ~¢ o 0 0 o 0 ri rl .-i rl N N N N N N 0000 N N N N N N DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE N/A z J � Q WUJ ~ Q 0 z_ 06 J C7 (n Q > Z zr� LL Ov J J LU J Q Q < W 2: cc Q z 0/ L^L Z I..L Q H� L JOB NO. 42932 SHEET NO. S1.0 WALL A Step w/ Grade No Surcharge No 1 Max. 2H:1V Backslope IN 544 1. GENERAL NOTES: 3. MATERIALS 542 TOC = 530.33 Soil Nail (Typ.) + - - Min 42" Tall Pedestrian Guard - 540 TOC = 530.33------- A. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING PERMISSION AND ALL A. SOIL NAIL BARS: ASTM A615 NO. 8 WILLIAMS FORM THREADED BAR, 538 TOW = 530.00 - TOW = 530.00 TOC = 530.33 PERMITS REQUIRED FOR CONSTRUCTION OF THE TEMPORARY SHORING SYSTEM. GRADE 75, EPDXY -COATED 536 TOC = 524.33 - 0 I - o 1 - = 528.33 - B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ALL DRAINAGE B. NAIL BAR NUT AND WASHER: TYPE MATERIAL AND SIZE COMPATIBLE p 534 TOW = 524.00 1 TOW = 530.00- W = 528.00 - TOC = 526.33 FEATURES NECESSARY TO MINIMIZE INFILTRATION AND EXCESSIVE WITH SOIL NAIL BAR. ,-, 532 - G•= 6 FT - - - - _ _ GL = 6 FT :0" _ Gu= 4.5 F'T TOW = 526.00 RUNOFF IN THE AREA OF THE SLOPES DURING CONSTRUCTION. C. CENTRALIZERS: INSTALL AS NECESSARY TO INSURE A MINIMUM GROUT .�.. J - TOC = 525.67 C. APPROXIMATE LOCATIONS OF EXISTING UTILITIES, FOUNDATIONS, COVER OF 1 INCH AROUND THE NAIL BAR IN THE GROUTED SOIL NAILS. 0 530 - uiu)W = 525----- 52g - _ SHOWN ON THESE DRAWINGS. THE ENGINEER IS NOT RESPONSIBLE FOR SIZE: 3/8" THICK X 13" X 7.5" (10 MM X 330 MM X 190 MM) c W 526 Y 1-- _ _. _ _ _ _ _ _ _. _ _ Gl. = 6 FT - •- ` Q DAMAGE FIELD VERIFICATION OF THESE LOCATIONS AND D HOLE DIAMETER: 157" (40 MM). SEE DETAIL BELOW 3 524 _ GI 6FT GL-45FT _ _ OR UNIDENTIFIED UTILITIES OR FOUNDATIONS. E. -PERFORMANCE MESH FOR HIGH -TENSILE TECCO MESH: HIGH52 } +1 22 6" Thick Stone I 3 ., D. THE CONTRACTOR SHALL VERIFY LOCATIONS AND ELEVATIONS OF ALL STEEL WIRE FOR SLOPE STABILIZATION. N - 0 520 GI_= 6 Fr 1 I 1 BOW = 524.00 1 Levelinq Pad r 1 -O } BOW - 524.00 =: N- UTILITIES WITHIN 50 FEET BEHIND THE SOIL NAIL SYSTEM. COORDINATE STEEL WIRE MESH, 665,3 MM, > 256 ksi T 3 ° 518 1 1 BOW = 523.33 I ''.5�`'�r,_�`'.�` % ` _ 1 w Proposed Grade at Bottom of Wall WITHIN 50 FEET BEHIND THE SOIL NAIL SYSTEM. INSIDE CIRCLE DIAMETER OF DIAMOND MESH &RID = 2.56 INCHES 0 516 - - BOW = 522.67 I - -I- 2" Dia. Sch. 40 Galvanized Steel Pipe (Typ.) _ 1 I I Drain Pipe to Daylight - 40 FT O.C. (Typical) - E. TOPOGRAPHIC INFORMATION ARE PROVIDED BY OTHERS. F. TECCO COMPRESSION CLAWS: TYPE MATERIAL AND SIZE COMPATIBLE c 514 r ALL GRADE INFORMATION SHOWN ON THE PLANS HAS BEEN TO SPLICE TECCO MESH. Q aU ❑p I2 20 2q 30 40 50 60 69 80 100 110 117 120 130 EXTRACTED AND INTERPRETED FROM THIS INFORMATION. VERTICAL SPLICE: OVERLAP TWO DIAMOND MESH GRIDS I I THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF THE DISCOVERY HORIZONTAL SPLICE: NO OVERLAP REQUIRED. 1 1 I Station (ft) 1 1 1 GL = 6 FT I OF ANY ERRORS, OMISSIONS OR DISCREPANCIES AT THE SITE. G. MIRAMESH GR: INSTALL ALONG SLOPE FACE TO PREVENT SOIL EROSION. I Soil Nail 8 FT w/ 2 FT Ext. GL = 6 FT Lem6 l I l� GL = 4.5 FT F. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBSERVING ALL APPLICABLE H. GROUT: TYPE I, NON -SHRINK CEMENT OR SAND/CEMENT MIXTURE WITH A ' q = 750 psf q = 2,000 psf 1 q = Ps 1 q = 500 psf SAFETY LAWS AND REGULATIONS. MIN 28-DAY COMPRESSIVE STRENGTH OF 3,000 PSI PER AASHTO T106/ASTM C109. Adjust Angle of Inclination J 9 (R) TOC = 534.33 TOC = 534.33 - - \ G. SAFETY MEASURES SHALL BE IMPLEMENTED TO MEET LOCAL, STATE AND FEDERAL REGULATIONS FOR FALL PROTECTION, TRAFFIC BARRIERS, AND I. WATER - CLEAN, POTABLE WATER. To Avoid Conflict with Property Line or Utilities As Needed P Y TOC = 534.33 TW 524. BOW = 530.00 _ _. - BOW = 531.33 �� BOW = 530.00 . BW 524. / :; o'!f OTHER SAFETY CONDITIONS AT THE SITE DURING CONSTRUCTION. 4.0 CONSTRUCTION SEQUENCE Q • -. - ;- :- �u- TOC = 530.33 \ H. THE OWNER'S TESTING SERVICES REPRESENTATIVE SHALL BE ON -SITE -� BOW = 523.33 , - - TW 5 9 - Sta. 48- 530.8T DURING INSTALLATION OF THE SOIL NAILS AND INSTALLATION A. TRIM VEGETATION AND CUT TREES FLUSH WITH THE SLOPE FACE. liW 531. � .W ? �R524.87' OF THE TECCO SYSTEM TO VERIFY CONFORMANCE WITH THE TEMPORARY DO NOT REMOVE TREE STUMPS. TOC = 529.67 Sta. 13.5 Sta. 60 SHORING DESIGN. B. SCALE SLOPE FACE TO REMOVE ANY LOOSE SOIL, BOULDERS OR BOW = 528.00 ! S»�_ 54 �S\ • OTHER OBVIOUS MATERIAL FROM THE SLOPE. TW = B 9.06 TC `?3� - TW 531.75' Eta.24I 524.41' 2. DESIGN CRITERIA: C. VOIDS CREATED BY LOOSENED ROCK OR SOIL BEHIND THE SOIL f{ TW-528 06 -- Sta. BW 525.75' . A. THE DESIGN OF THE TECCO SLOPE STABILIZATION SYSTEM AND SOIL NAIL NAIL HEAD AND TECCO PLATE SHALL BE FILLED WITH GROUT. BW 523.Fa' - _ -- 50 S? S TOC = 525.67 BOW = 524.00 SYSTEM WERE BASED ON THE FOLLOWING MINIMUM FACTORS OF SAFETY: D. INSTALL SOIL NAILS IN SLOPE FACE TO THE REQUIRED DEPTH. Sta. �(= BW 524.04' �' - Sta. 100 GLOBAL STABILITY =1.5 E. PLACE MIRAMESH 6R 6EOMAT ALONG THE SLOPE FACE FROM THE CREST - 524 ' _ -- _ "' - - WALL B FACING PUNCHING SHEAR = 1.5 TO THE TOE. CUT AROUND SOIL NAILS ARE REQUIRED. 52322 522 Stn. 0 S-52z.74' �2- j TW NAIL PULLOUT= 2.0 F. INSTALL TECCO MESH OVER THE &EOMAT AND SOIL NAIL _ 521 �\ 1 TOC = 530.33 No Pedestrian Guard Required ta. 120 TENSILE STRESS OF STEEL NAILS =1.5 FROM THE CREST TO THE TOE. ' - BOW = 523.33 /� WALL A -- 7- - -- �� B. THE SOIL PARAMETERS ARE BASED ON EXPERIENCE WITH THE LOCAL G. SECURE ENDS OF TECCO MESH WITH TECCO COMPRESSION 1 12 � 42" Tall Pedestrian Guard ;25 Sta. 130 SOIL CONDITIONS AND ESTIMATED SOIL SHEAR STRENGTH PARAMETERS CLAWS (1 PER DIAMOND MESH GRID). TOC = 524.33 522.03' / OF SIMILAR SOIL TYPES. H. ATTACH TECCO SPIKE PLATE TO SOIL NAIL HEAD AND TORQUE TOC =Top of Wall (with Cap Unit) BOW = 522.67 - - - - \ Scale: 1" = 20 FT C. GROUNDWATER IS NOT EXPECTED DURING THE EXCAVATION NUT TO A LOAD OF MIN 7 KIPS TENSILE FORCE (130 FT-LBS TORQUE) BOW = Bottom of Wall (including embedment)* [14' ENLARGED SITE PLAN ® OR INSTALLATION OF THE SOIL NAIL SYSTEM. FOR NO. 8 BARS PER THE MANUFACTURER'S RECOMMENDATIONS. - 0 10 20 D DESIGN SOIL SHEAR STRENGTH PARAMETERS: LEGEND ® Cap Unit (4" Height) 0 Anchor Diamond Pro Units (8" Height x 18" Width) Leveling Pad (Min. 6" Thick x 24" Wide Stone) TOC Top of Cap Unit TOW Top of Wall (Excluding Cap Unit) BOW Bottom of Wall (Including Embedment) 60 - ' StrataGrid SGU60 O Soil Nail Head (Permanent) 80 - Strata&rid SGU80 L•@b Soil Nail Embedment (ft) GL &eogrid Length (ft) O 4" Drain Pipe to Daylight WALL B 550 548 546 TOC - 529.67 - 544 TOW = 529.33 542 O 40 p } v 8 in 0 5 53 all d W 532 3 530 _528 Use Compacted Granular or Low Plasticity Soil In Reinforced Fill Zone. Use All VDOT No. 57 Stone Where Soil Nails Are Specified. RETAINING WALL A Sta. 0 to Sta. 130 Viewed From Front Face of Wall q = Design Soil Bearing Pressure (psf) MOM -------■ ------ram --- -'--�------ ----■----- - G � ■ � ��IMC P4�818�C:7�� rrrrri��.-�■r�rn --��r-sra�rr-.ar..r i� WALL C °::; I Proposed Grade -BOW = 531.33 N 526 i 6 Thick Stone + 524 ! I at Bottom of Wall 1 LevelingPad M 3 522' BOW = 528.00 BOW = 530.005. I ° w 520 co no 13.5 10 20 30 40 48 a i Station (ft) I GL=4FT I ids q = 500 psf ' LEGEND Use Compacted Granular or Low Plasticity Soil In Reinforced Fill Zone. TOC = Top of Wall (with Cap Unit) No Pedestrian Guard Require< I I BOW = Bottom of Wall (including embedment). / i Date: 10/13/21 H. BACKSLOPE - MAX 2H:1V - (Not to Scale) Revision: 11/18/21 Sheet 7 of 8 EQUIVALENT SURCHARGE =100 PSF, WHERE APPLICABLE I� Soil Nails @ Max. 4 FT O.C. r I� Centralizer - 10 Ft O.C. Min 2 Per Soil Nail I� TECCO FACING DETAIL (Not to Scale) Ivy Proper Albemarle County, Virginia CIRCEO GEOTECH 1 0Circeo 5956 Buckland Mill Road Geotechnical Engineering, P.C. Roanoke, Virginia 24019 e Phone: (540) 366-2379 1 Scale' I N/A Project No. I RW-2680 I Date: 10/13/21 Max. 2H:1V Backslope Proof Testing of Production Nails Filter Fabric Min 42" Fence or Handrail Post Min 3 FT Perform Two (2) proof (pullout) tests Place Over Stone 1.1 No Pedestrian Guard Required (I proof test per 20 production nails) Cap UniDrainage Swale Secondary Reinforcement t 1 77 Design Test Load (DTL) = 7,000 Ibs ' StratnGrid SGU60 (See Wall Profile) TOC = 524.33 - TOC = 524.33 Secure to Top Unit Min 12" Thick Soil Cover 534 I +l 1 +l Max. Test Load = 1.50 DTL = 10,500 Ibs w/ Concrete AdhesivY Place Horizontal) to Face of Excavation v e I I' I TOW = 524.00 32 > 1 d W IN TO = 524.00 Min. Bond Length = 30 feet o I+- old O ,•, o o I wTOC = 523.00 w 52 �I �1 r TOW = 522.67 TECCO Wire Mesc GR65 3 n MiroMesh GR Geomat To Prevent Soil Erosion TECCO Spike Plate Per TECCO System Manufacturer No. 8 Bar, Grade 75, Epoxy -Coated w/ Nut and Washer - Torque Completed Nails to\ Min. Tension Force of 7 kips Spike Plate, Grade A36 Ivy Proper MOIST SOIL UNIT WEIGHT= 120 PCF Galvanized Steel tipiTpl O Albemarle County, Virginia EFFECTIVE INTERNAL FRICTION ANGLE, ¢' = 30°(UNDISTURBED) 5k',57"* z4e" �14 F r cal NW1 �pLTNCIRCEO GEOTECH EFFECTIVE COHESION, c' = 250 PSF G Circeo 5956 Buckland Mill Road E. SOIL NAILS - MINIMUM DRILL HOLE DIAMETER = 4 INCHES.Geotechnical Engineering, P.C. Roanoke, Virginia 24019 NO 8 BARS -INSTALL CENTRALIZERS - SO FT O.C.MIN MICHAEL R. C1RCf0 Phone: 540 366-2379 TWO (2) CENTRALIZERS PER SOIL NAIL (GROUT FILLED). r.5r. bia. 0.39". No. 021245" ye ( ) MICHAEL R. C R F. EMBEDMENT LENGTH (L) ARE NOTED ON THE WALL PROFILE. No. 021245' H: 1"= 10 ft. G. ANGLE OF INCLINATION (FROM HORIZONTAL) = 15 DEGREES. Scale: V: 1"= 10 ft. Project No. RW-2680 ANGLE SHALL BE ADJUSTED OR OFFSET TO AVOID OBSTRUCTIONS. o TECCO SPIKE PLATE DETAIL �o (I II8�2. ' ®C 524 522 Lul AM E __��I�Y� r.omnom���520 + 518 BOW = 522.00 i w `0 6" Thick Stone N 516 Proposed Grade i Leveling Pad 514 at Bottom of Wall 1 I s - 512 1 - BOW = 521.33 2) ° 510 Drain Pipe to Daylight c 3 o I p a6 10 21 30 37.5 I Station (ft) I 'o /wn� L V GL-45 FT I io q = 500 psf JAC G5lil TW } BW TW 533 T-W BW 522:32' 'BW 531 TOC = 524.33 ' BOW = 521.33 TW = BW 529.06 - ® Cap Unit (4" Height) Anchor Diamond Pro Units (8" Height x 18" Width) Leveling Pad (Min. 6" Thick x 24" Wide Stone) TOC Top of Cap Unit TOW Top of Wall (Excluding Cap Unit) BLOW Bottom of Wall (Including Embedment) 60 - ' Strata6rid SW60 O 4" Drain Pine to RETAINING WALL B Sta. 0 to Sta. 48 RETAINING WALL C Sta. 0 to Sta. 37.5 Viewed From Front Face of Wall = Design Soil Bearinq Pressure (psf) TOC = 524.33 W 523.29'-- BOW = 522.010 a.6 - Sta. 0 ti �y FFE=522. WALL C O6' 1 - TOC = 523.00 •j8' -� BOW - 521.33 _ 524 v �- 23522 Stn. 37.5 --521, 111 Scale: 1" = 20 FT ENLARGED SITE PLAN 0 10 20 Ivy Proper Albemarle County. Virainia SRW Units Temporary Excavo Tecco Mesh w/ Geomat or Equivalent If Warranted For Temporary Shoring ^� Weephole Daylight Pipe Lemb Through Wall 40' OC Spacing (Typ) `Residual Soil See Wail Prof lle or Rock* (See Note Below) Foundation Soil J. Min 3 FT ,4.•4r`f?.•A•`4.•A'`4>•A'Y.:.: Leveling Pad 6" Min x 24" Wide *Where Rock is Encountered, Embedment Length Can Be Reduced to Min 30 FT Into Competent Rock 4" Dia. Drain Pipe 4ti�.rnr.;.r�✓sr.?rN;�.r..'w;»;.:w>.. _ (See Drain Detail) SRW RETAINING WALL CROSS SECTION mossm (Not To Scale) Soil Nail Min 1" Dia. Bolt w/ Washer + Bolt 2" Din. Schedule 40 Galvanized Steel Pipe Attach to Back of Steel Plate w/ U Bolt / Top or Bottom acklap End Toward Next Block Unit I I', 1':'4�1�1�'4�1�1�•.�1.1•'t•1•L�L%'. I ,•:r{?11:.rtirtiltiltirtilti:tiJtilti�:.�•o I I', I I I I', •r•r•r•r•r•r•r•r•r•r•r•r•r•:=, Retained I I', I '. 1.1•'.•ti•1K•ti K•1•tiKK•b' I I' I r r•r•r•r•r•r•r•r r r r r I � I'} r r I' 1 Sall I I' I 1�'.•ti•ti•1•ti•ti ti ti ti ti 1r % r% No. 57 Stone 1/2" DIa.0 Bolt w/ Nuts & Washers Primary Reinforcement StrataGrid SGU80 (See Wall Profile) Place Horizontally to Face of Excavation Wrap Around 2" Diameter Sch. 40 Galvanized Steel Pipe Backlap End Toward Next Block Unit (8" Height) See Wall Profile for Geogrid Placement 8" x 8" x 1/2" Thick Steel Bearing Plate Soil Nail Tensioning/Tecco w/ 1/2" Wide x 6" Slot - Each Side Min Tensile Force = 7 kips Tecco Spike Plate Min Applied Torque = 130 Soil Nail (Typ.) w/Min No. 8 Bar (75 ksi - epoxy coated) x 4" Dia Grout Hole @ Max 6-Ft Horizontal Spacing Secure with Compatible Min V Dia. Steel Bolt w/ Washer + Bolt SOIL NAIL/GEOGRID CONNECTION DETAIL (Scale As Shown) r�`My GvF CIRCEO GEOTECH iiNLIR O> 7 C!Geotechnical 5956 Buckland Mill Road JooRQ� r t Engineering, OP.C. Roanoke, Virginia 24019 O O U MICHAEL R. CIRCEO Phone: () 540 366-2379 U 8" x 8" x 1/2" Thick Steel Bearing Plate g CH v No. 021245' MiAEI R. CIRCEO �� `� O w/ 112" Wide x 6" Slot - Each Side No. 021245 H: 1"= loft. •o G v` Scale: 9 ll/f8`21 FSs, V: 1"= loft. ft. Project No. RW-2680 STEEL PIPE CONNECTION AT SOIL NAIL �� - �a ONAL 6 ^ Date: 10/13/21 r ^ (Not to Scale) fSSVONAI Albemarle County, Virginia CIRCEO GEOTECH Circeo 5956 Buckland Mill Road Geotechnical Engineering, P.0Virginia Ro anoke, 24019 rm . Phone: (540) 366-2379 Scale: N/A Project No. RW-2680 bete: 10/13/21 .�,t,pLTN f/F •�. C CLINT W. S FFLET Lic. N 54380 4.,�; t 2-3-2022 �4- `.s`S/In A s 1. ��G.•�. M E 0 N � N C > E w a E F- LLI U- o- 0 �6 Q j U W J -N W O N a 0 3 X a E < ca�� 2 w N = V > N F C c '^ N � M 00 J CD U-1 CD H' N Z f f J O Y O to to to to a- h P P P Q a w w w w 0 K E E w w 0 0 0 0 m p U U U U z zZZZZ g 0 zzzz �0000 w U U U U U Y O U :ovvrn N .-i N .--I N rl W ro QD Ch ,1 ,1 ~¢ o 0 0 0 N N N N N 0000 0 N N N N N DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE N/A z J Q UJ Q 0 ,^ lJ / Z 06 J C7 Q z?� J LL ov J J LU J Q Q LU cc Z O_J 0� I..L QZ LU / Qf H-1 L LM JOB NO. 42932 SHEET NO. S1.1