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HomeMy WebLinkAboutWPO202100017 Plan - VSMP 2021-11-29TH r. 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. ►•jAMIlord HG\ lq a I A9 gS00110 4111110rGNT5102 .1 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 4 ^ " wnuuan o, e P ", rm"�r mike a a �a PROJECT SITE .> ae g✓"`4 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 Sheet List Table Sheet Number Sheet Title C0.0 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 2HPPTS 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 O STORM SEWER MANHOLE ® CATCH BASIN 0 CATCH BASIN WITH DOME GRATE ® TRENCH DRAIN - - -SAN- - SANITARY SEWER 0 SANITARY SEWER MANHOLE ---w- - WATER LINE 0 WATER MANHOLE 0 WATER VALVE WATER LINE MARKER FIRE HYDRANT MONITORING WELL c GAS LINE A GAS METER GAS VENT 4 GAS MARKER - - -UGT- COMMUNICATIONS/TELEPHONE LINE O TELEPHONE/COMMUNICATIONS MANHOLE M TELEPHONE PEDESTAL 0 COMMUNICATIONS VAULT ---UGc-- ELECTRIC LINE 0 ELECTRIC MANHOLE © ELECTRIC PULLBOX m ELECTRIC METER fY UTILITY POLE DECIDUOUS TREE GUARDRAIL - FENCE - -X- - -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 ® OO SANITARY CLEAN OUT P�R-} 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 *-Q 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 CLINT W. i' S FFLET Lic. N 413ee 11-29-2021 A: N z 0 f f AL Z O to to to to H H H F- LU w w w U w 0000 p U U U U Z 0. Z Z Z Z 0000 w U U U U 'D1 11 N ,--I N w rikDm F- o o o p N N N N 0 0 0 0 N N N N DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE z J a I-- ,H1 V 1 a_ Z J Dr > ce z Lu LLU0w -i U I..L Q < wLy w a cc J a 0 I� L JOB NO. 42932 SHEET NO. C0.0 GENERALNOTES .T H 6;4 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 �SU EXISTING SANITARY SEWER 1A/ATGD 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) 110 00UNTY OF ALBEMARLE Department of Community Development 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. 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 CLINT W. !:ikZ S FFLET >� • Lic. N 55 lttl 4� 11-29-2021 � G ••0040040644 IL O cc 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 Z OH a Z Z Z Z H W w w w w 0000 0 UUUU Z r r r r Z Z Z Z w 0000 tovvrn W M t001 ti 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}C) LL O Z Z U < i uJ CE a U7 W LU m H CL O Q Z I --I JOB NO. 42932 SHEET NO. C1.0 L 4" � CNLTH ni�00, EXPANSION JOINT WITH TOP OF CURB j�"j R=2" y PREMOLDED EXPANSION 1/4" SEALANT "ZIP FILLER, STRIP" OR NON -SLIP BROOM FINISH ° F CLINT W. Z O EQUIV., SEAL WITH SILICONE SEALANT WWF6x6W2.9xW2.9 2" /j/j/ 6" \/�\/�\ V $ FFLET > �� 543116 4� 10" 3,000 PSI AIR ENTRAINED PORTLAND ° I CEMENT CONCRETE \/� /� / jj� jj� j ,d ° SURFACE Lic. N . 11-29-2021 �41" 18„ a' ° �� `sS/ON AL Also ����������06� 0 0 0 0 0 0 0 0 6" TYPE 21 A STONE COVER BASE ME / �� ��%///�\ \ COMPACTED SUBGRADE (CBR 11.2) \�j\�j\ °a °. a °. O o VDOT A-3 CONCRETE N N SUBBASES N EXISTGRAD METAL INSPECTION FRAME W/SOLID LID (NEENAH R-1975 OR EQUIVALENT) DENOTES CONCRETE SERVICE AREA PAVEMENT ON PLANS w a E 3"CONCRETE COLLAR CONTINUE 21B STONE BASE FROM H w 3 Q LL o 3 RUSHED STONE BEDDING ADJACENT PAVEMENT SECTION 0U.— ow w, HEAVY DUTY CONCRETE SECTION 6"D/CLEANOUT UNDER CURB, 6" MIN. DEPTH W t < _j v mM z No Scale d o N a z Z Z Z VDOT STANDARD CG-2 CURB LLJPLUGATEND LU NO Scale OFLINE SIGN C x �d iY N w E 0000 v o U U U U STD. U POST Ln = v N z CLEANOUT DETAIL GALVANIZED F U> 0 z z z z 2"R �4" c� N .. > 0000 U » U U U No Scale d . CONIC CURB AND GUTTER CLASS 3A, a Lu \/ ° ` (FC=PSI) CONCRETE co3,000 w SIGNAGE NOTES: 6.. 1. ALL SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH 6' 8" MIN. \/ 8 ° THE MOST CURRENT EDITION OF EACH OF THE FOLLOWING AND ANY 13" ° ° ° °- ° M REVISION THERE TO: REFER TO VDOT STD STP-1 DETAIL �j ° : ° ° ° a ° 7" O A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. FOR MOUNTING REQUIREMENTS B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC m ° a O CONTROL DEVICES. �� ° C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE SPECIFICATIONS. o ry ry D. THE 2000 INTERNATIONAL FIRE CODE. 6" MIN. Lu w H m o tD 0 ON 0 2. SIGN LOCATIONS ARE APPROXIMATE AND ARE TO BE MODIFIED IN THE Q N N N N /,\ /,\ /,\ /,\ \ / /,\ ,\ /,\ /,\ /,\ /,\ /,\ FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER III-III- IIIIIIIII-III- 6" 6" 2'-0" O 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 0 No Scale DRAWN BY INSTALLED BY THE CONTRACTOR. ALL SIGNS TO BE FURNISHED AND FIB FESOM INSTALLED WITH STANDARD U POST GALVANIZED BY THE CONTRACTOR. A. FONTAINE SOLID WHITE LINE 24" r(TYP.) P P • • VDOT STANDARD CG-6 CURB & GUTTER DESIGNED BY C. SHIFFLETT No Scale CHECKED BY S T 0 P • I} 2" ASPHALTIC CONCRETE SURFACE 12 PB�ALTY PB(ALTY COURSE - SM-9.5A • • C. SHIFFLETT • SCALE STD. (VAR I ES) R1-1 TOW AWAY ZOPE TOW AWAY Z0� 8" TYPE 21-B AGGREGATE SUBBASE COURSE N/A STOP BAR DETAIL NOTE: STOP SIGNS TO BE 30" WITH 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 QLLzD 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. 2" ASPHALTIC CONCRETE SURFACE z (TYP.) (TYP.) COURSE - SM-9.5A Q PARKING SIGNS FOR THE DISABLED J 3" INTERMEDIATE BASE COURSE - BM25.OA 0 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 ANCHOR IMBEDDED 24WITH 5/8" REBAR IN GROUND HANDICAP SIGN AS NOTED ON C4.0 & C4.1 \\/\\/\\/\\/\\/\\/\\/\\/\ ,~^ z_ J_ OVERLAP LOCATION (VAN) HANDICAP SIGN LOCATION (TYP.) COMPACTED SUBGRADE (PER GEOTECHNICAL REPORT) 0 J L]i 6" TYPE 21-B AGGREGATE I 1 FABRIC 8" MIN. o BASE COURSE 2- 2• 2' DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS } z 0 0 IZ� Q 8"\/\\\/\\/\\�%'�COMPACTEDSUBGRADE EOP FCURBACE F Z \ PVDOTD / N EAIVY DUTY ASPHALT PAVEMENT SECTION 1 VDOT#57 FILTER FABRIC WRAP PER18 1s a STONE 12" MIRAFI 140N OR EQUIV. 4„ � w 4" DIA. PERFORATED 4 SPEC. PAINTED w LLJ PVC PIPE STRIPEco 8 5 8 8 8 (TYPICAL) ��� NON -SLIP BROOM FINISH Q 0 O O Z 4" DIAMETER STEEL DENOTES GRAVEL SECTION ON PLANS p p p TYPICAL VAN ACCESSIBLE ACCESSIBLE PIPE FILLED WITH CONCRETE. BOLLARD HANDICAP SPACES REGULAR SPACE GRAVEL SECTION TYPICAL PARKING SPACE DETAILS SHALL BE PAINTED a OSSS lOPE2/o YELLOW MAVARIABLE .c > No Scale No Scale 4'\\\ I —I PAVEMENT 1.5%2" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A 'FROM EP 7-1/2" 2'-0" DIAMETER 6' LENGTH 4" 3,000 PSI AIR -ENTRAINED CONIC. FOOTING CONCRETE 5 COMPACTED SUBGRADE 4" TYPE 21 B STONE COVER Ep EXISTING AGGREGATE BASE ANCHOR WITH 5/8' REBAR IMBEDDED 24" IN GROUND; 5\\\\/\\\�\\\/\\\/\\\/\\\/\\\�\\/\ COMPACTED SUBGRADE 2 PER WHEEL STOP NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN 3.5' ACCORDANCE WITH VDOT STANDARDS. 4 '71 MILL AND OVERLAY SEQUENCE: REMOVE O ROLL TEST EXISTING BASE COMPACT N COURSE. \ '///\\/ 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 L NP-2 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 1 %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 1%2 INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAVED 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. �VD❑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 HINGE CONNECT TO BULKHE 2 CMP RADIUS FRONT VIEW 1. DASHED LINE INDICATES WELD. 2. ALL REINFORCEMENT SHALLMEET ASTM AWO. 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. IVY PROPER - UMPSTER ENCLOSURE 47 ALBEMAR LE COUNTY, T VA 32 DUMPSTER ENCLOSURE No Scale ION NOVEMBER 23, 2020 LADDER DETAIL HINGE CONNECTED TO BULKHEAD EXPANDED (TYP.) P1 SIDE VIEW ACCESS RARER NOTES 1, THEACCESS RISER DETAILSHALLBE CONSIDERED CONCEPTUALIN" THE INTENTION ACCESS RISER DETAIL OF ILDImUTNG HOW LOADS PLACED ON TIE COVER OR SURROUNDING PAVEMENT CONCRETE WILLBETR WE REOMTHESUMRADEANONOTBEBROUGWMBGROMMY FINISHED GRADE MANHOLE FRAMER 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. POUMD-IKPIACE CONCRETE COLIARSSHALL BE PROPERLY FORMED TO PROVIDE SMALLGAPAROUND W E OUTSIDE DMMETER OF THE RISER, WRHTHE TOP LEVELOF WE COLLAR SETAPPROMMATELV TWO INCHES ABOVE THE TOP OF WE RISER PIPE. i 4. FLATTOPS, MANHOLE OPENINGS, AND APPURTENANCES SHALL BE CONSTRUCTED AND/OR PROVIDED IN ACCORDANCE WITH THE STANDARD DETAILS AND SPEC IFIGTONSOFTIE SFATE ORLOLL ROADAIITHORITY FORAN HSSAIS]5 HMHWAYTRUCKMADING. 5. STANDARD RISER DIAMETERS ARE BETWEEN 12 AND U INCHES, AND THEIR FITTNGS/STIBS ARE SUMEUTO REINFORCEMENT CONSIDERATONS IN ACCORDANCE WITH ASTMA998. RELATED REWIREMEMARE DEPENDEWON THE SACKFUL MATERIAL MAINLINE DIAMETER AND WE BURIAL DEPTH AND MAY BE NEGATED BY OPTNG FOR (AS SPECIFIED) CMP RISER ASMALLER DIAMETER RISER IN WIS RANGE. 6. STUBS FOR RISERS AND IN GENERAL ARE DETERMINED BY THE MANUFACTURER BASED ON FABRICATOR STANDARDS AND/OR SHIPPING UMITATONS TABLE 1 TABLE 2 C.) TEMPORARY MINIMUM COVER FOR CONSTRUCTION EQUIPMENT NOTES TEMPORARY MINIMUM COVER FOR STANDARD CONNECTING y z CONSTRUCTION EQUIPMENT BANDTHICKNESS J C L DURING CONSTRUCTION AND PRIOR TO WE CONSTRUMON OF PAVEMENT F 0 W ADDITONALTEMPORARYCOVER MAY BE REQUIRED TO ACCOMMODATE Wz CONSTRUCTION EQUIPMENTTRAFNC OVER THE PIPE SYSTEM INACCORDANCEWITH LL o.0z C ABLE I. Z.MINIMUM COVER IS MEASURED OF WE TOP OF WE FROM THE TOP THE PIPE TO W i (i LY MAINTAINED CONSTRUCTION ROADWAY SURFACE. 3. TEMPORARY COVER SHALL BE DULY COMPARED AND MWNTAINEDATTHE PROPER PIWDIa Iln MNmu,n IL30Mpi CwxFHHlfwlnnPaled eETSNpt ]iIMMIPs Pxlebads ]ID130YI i 3zi] LD ss 3D 3D 4BR 3.0 10 i5 4L 111 1 3.0 1 15 I0.0 4L 316344 1 15 1 4.0 14.s 4s BmdTbldnese cast, TH cast. 1W. 0.0A" a W ELEVATION TO ENSURE NO LOSS OF REQUIRED COVER OVER TIME.QEAN, OPENGRAOED MANUFACTURED AGGREGATE MAY BE UNSUOABLE FOR THESE G� F z PURPOSES UNLESS PROPERLY LOCKED -IN PLACE OR CONFINED WITH A BINDER LU rn W MATERIAL STANDARD LUG CONNECTOR LU DETAIL Q STANDARD CONNECTING SAND NOTES L PIKE NDS SUALLBE REROLLEDTO FORM AN ANNULAR 2%'%X'CORRUGATON WITH SUFFICIENT CORRUGATIONS TO ACCOMMODATE THE MINIMUM WIDTH OF A II FULLY CORRUGATED CONNECTINGBAND. 2. FULLY CORRUGATED CONNECTING BAND THICKNESS SHALL BE IN ACCORDANCE WITH TABLE 2, AND SHALL HAVE MINIMUM WIDTH OF 12INCHES FOR PIPE DIAMETERS UP TO AND INCLUDING 96INCHES, AND A MINIMUM WIDTH OF 241NCHUTHERGFLER. 3. STANDARD LUG CONNECTORSSHALL BE USED ON NLLYCORRUGATED CONNECTING BANDS. 4, STANDARDSIEEVEGASKETS, WHEN REQUIRED, SHALL BE W THICK NEOPRENE MEETING THE MATERIAL REQUIREMENTIOFASTM DIOS6,AND SHALL COMPLETELY UNDERLIE THE CONNECTING BAND. CONNECTING BAND 5. AMOUNT PERFORMANCE REQUIREMENRSHALL BE IN ACCORDANCE WITH SECTION 9 (WHEN SPECIFIED) OF ASTM A]60. $LNIOARDSIEEVEGASKETS SHALL BE REQUIRED FOR JOINTS SLEEVE GASKET DETAIL SPECIFIED TO MEET ANY LEVEL OF LEAK RESISTANT PERFORMANCE AS WELLAS SILT N U S L`nv nGHTPERMRMMU.INUEUOFAGA ,,,AGEOTE%FILEWMPSIMUBE f Oem CONSIDERED SUFFICIENT TO MEET SILT TGHTIOINT PERFORMANCE. GASKETS SHALL GASKET Z �m NOT BE REQUIRED FOR PERFORATED PIPE SYSTEMS AND JOINTS SPECIFIED M MEET (WHEN SPECIFIED) o i SORTGHT REQUIREMENTS. 6. CONNECTING HANDS FOR 12 THROUGH 4SPICH DIAMETER PIPE SHALL BE Y E EI S ONE-PIECE RAND. CONNECTING BANDS FOR 54 THROUGH 96-INCH DIAMETER PIPE SHALL BE ATWO-PIECE BAND. CONNECFING HANDS FOR IO2THROUGH 114-INCH CORRUGATED I SMILLL INHERENT CgaRUGATED DIAMETERPIPESHULBE ATHREE-PIECE HAND. METAL PIPE r GAP METAL PIPE 90F 10 ]. CONNECTING BAND MATERWAND/OR COATING WILL MATCH THE PIPE MATERIAL z� } Z J N W Wo.I TO 2U0� 0. }a�2� w z QJ W UJ LU FORAPPROVKONLY SIGNATURE DATE n FITTING "A' DETAIL 41)FaicumEnRUM - Lane Enterprises Technical Bulletin Maintenance Requirements and Inspection Checklist for Underground Stormwater Management System I REINFORCING MEMBER REINFORCING (3'X3'xi (3) e BULKHEAD & WEIR 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 storrawater 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 Suggested Schedule • After several storm events or an extreme storm event, inspect for: signs of clogging of the inlet or outlet structures and sediment accumulation. As Needed • Inspect for: trash and debris; clogging of the outlet sWctures and any pilot channels; excessive erosion; sediment accumulation in the basin and iNet/ utlet structures; tree growth on dam or embankment; the presence ofblmowing animals; standing water where there should be Semi-annually now; vigor and density of the grass turf an the basin side slopes and III diffe..+nH"t Settlement; creclo ;1 e; 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. • Check for proper operation of control valves or other mechanical Prof Pera gates, deVICB6. Maintenance Activities Suggested Schedule • Perform structural repairs to inlet and oumets Monthly Or as needed • Clean and remove debris from inlet and outlet stromares. • Repair damage to inlet and outlet structures, control gates, valves, or other mechanical devices; repair undercut Or eroded areas. As Needed • Monitor sediment we ulatiom, and remove sediment when pond volume has become reduced significantly. As Needed PUTS BUUGFMAD d' FLAT PLATE) (3) GAUGE PACING -5V DIAMETER SECTION A -A ELEVATION VIEW ARE (TYP.) ELEVATION VIEW BAND AND GASKET DETAIL eAc RISER DETAIL STANDARD HARDWARE (TYP.) D f('NEOPRENE GASKET (12'WIDE) I QQ 1Y WIDE BAND SECTION VIEW TARING SIRS IVY PROPER ALBEMARLE COUNTY, VA LANE CMP STORMWATER MANAGEMENT SYSTEM NOTES: U y F Z 1. THE LANE CMP STORM WATER MANAGEMENT SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH J (1) INDUSTRY STANDARD INSTALLATION PRACTICES ADAPTED TO THE SPECIAL INSTALLATION PROCEDURES 6 W U) CONTAINED HEREIN. W � (m LL aOZW W 2. CONSTRUCTION EQUIPMENTSHALL NOTTRAVERSE OR OTHERWISE BE LOCATED ATOPTHE PIPE SYSTEM H0L7 CL OR ITS COMPONENTS UNTIL SUFFICIENT COVER IS PROPERLY PLACED AND COMPACTED. CONSTRUCTION CJMg W LOADING RESTRICTIONS ARE CONTAINED HEREIN. THE INSTALLER SHALL CONTACT THE MANUFACTURER O z TO ADDRESSANV UNCERTAINTIES IN THIS REGARD. LU to LU 3.3. THE FOUNDATION AND/OR BEDDING STONE MUST BE PROPERLY LEVELED TO THE ELEVATION SHOWN ON THE PROJECT PLANS PRIOR TO THE PLACEMENT OF ANY PIPE OR FITTINGS. Q 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 BACKFILL 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 DEICING SALTS. DO O S 7. DETENTION SYSTEMS ARE SUBJECT TO GREATER LEAKAGE THAN TYPICAL SINGLE RUN STORM SEWER 1-:Q oBm In APPLICATIONS AND THEREFORE ARE NOT APPROPRIATE FOR APPLICATIONS REQUIRING LONG-TERM Z CONTAINMENTOR HYDROSTATIC PRESSURE. LEAKAGE PERFORMANCE REQUIREMENTS ARE MORE E APPROPRIATELY ADDRESSED USING PERFORATED PIPE BACKFI LIED WITH AN OPEN -GRADED STONE 3 ENVELOPE IN AN IMPERVIOUS LINER (DESIGNED BY OTHERS). 8. CONTACT YOUR LOCAL LANE SALES REPRESENTATIVE FOR ANY MODIFICATIONS NEEDED TO THE SYSTEM 50FIO DESIGN. 60F10 J_ W 7 GOo. LL U0W 2 ra}�29 2�~0 LU m . 7 OF 10 57-W 11'-0" B 1. D 1 Low CONCRETE STRUCTURE PROVIDED BY AND' 2 PLACED BY OTHERS 2 n 36" RISER WITH LADDER (TYP. 3) 15" STUB (TYP. 2) LPNMIFIM 7C4 "yN FITTINGA E o WEIR 4'-Ir r-n• � - PLATE + N N YCWFIGE O n IX FRF WEIR PLATE DETAIL PLAN VIEW BULKHEAD BILL OF MATERIALS MARK DESCRIPTION E TRASH RACK FOR WEIR PLATE B 54' DOUBLE ELBOW C 54• ELBOW TEE D 54' PIPE (23'-0' LENGTH) WITH 36' RISER WITH LADDER E 54' PIPE (21'-W LENGTH) WITH BULKHEAD, 2 EA IS' STUBS, 2EA 36' RISERS WM LADDERS A A WEIR PLATE 1 54' PIPE (23.0• LENGTH) 2 54- PIPE (21-0' LENGTH) 54• CONNECTION BAND HAIR (RIGID PVMT.) H.R. (FLEX PVMT.) FILTERFABRIC (WHEN SPECIFIED) SIGNATURE. DATE: NO. REQUIRED P ALL W PIPE 18 SOLID, ALUMINIZEDn2, 14 GA, 2y Xl' CORRUGATION. 2. ALL W B 15• PIPE IS SOLID., RLUMINIZED/T216 GA..2f'X }•CORRUGATION. 3. DASHED LINE INDICATES WELD. 4. ALL REINFORCEMENT SHALL MEETASTMBE AB. B. REFER TO PAGES 4A OF 10 FOR INSTALLATION NOTES. 1 1 1 1 1 3 2 FoNAPPRWALCNLY SIGNATURE: DATE: g LINER OVER TOP OF PIPE X S ' I `SUITABLE FOUNDATION C TYPICAL CROSS SECTION LUGS 1. ALL CORRUGATED METAL PIPE (CMP) SHALL BE WE DIAMETER, CORRUGATION SIZE, AND GAUGE SPECIFIED ON THE PLANS. CORRUGATED MEL PIPE WITH A METALUC COATING aLCIINWRM TOAAWTD M36 AND/OR ASTM Ann. CORRUGATEDSTEEL PIPE WITH A POLYMER COATING SHALLCONFORMT0AABWa M245AND/ORASTM Ann. CORRUGATED ALUMINUM ALLOY PIPE SHALL CONFORM TO AASHTO M196 AND/OR ASTM P45. ALL RISERSANDSNBS ARE Q Z 16-GAUGE WITH A2WX W CORRUGATION UNLESS OTHERWISE NOTED. F17INGS WILL MEET THE MINIMUM DESIGN REQUIREMENTS OF AsTM Asse FOR THE BURIAL DEPTH SHOWN ON THE PUNS. J � LU 3. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR OR WEIR MEW TO RESEARCH AND IMPLEMENT APPLICABLE SAFETY, HAZARD, AND HEALTH (CZ 0 REGULATORS; AND OBTAIN WE NECFSSARYAPPROVALS, CONSENTS OR PERMITS FROM APPLICABLE AGENCIES, PRIVATE LANDOWNERS, OR PUBUC ROAD LL rZ AUTHORITIES 200LU (i 3. THE CONTRACTOR SHALL BE ADVISED THAT CORRUGATED METAL PIPE IS FUDIBLEANDTHEREFORE DERIVESSTRUCNRALSTABIUTY FROM THE STRENGTHAND a J2Q w RELATIVE STFFNESS OF THE SURROUNDING SACKFUL MATERIAL. THE RESULTING SOILLULVERT INTERACTION SYSTEM DEFINESTHEABIUTYOF THE FLEXIBLE PIPE F KO Lu TO WITHSTAND ANTICIPATED LOADS, 4. PIPE BEDDING AND EMBEDMENT SHALL BE SELECT GRANULAR MATERIALS MEETING THE REQUIREMENTS OF MSMO MU5 FDA A-1, A-2 AND A-3 U)w LU CUSSHIGTONS. WELL -GRADED EMBEDMENT MATERIALS SHALL BE FREE OF ORGANICS ROCK FRAGMENTS LARGER THAN THREE INCHES, AND FROZEN W MPS. n y J¢ W APPLICATIONS THAT INVOLVE PERFORATED PIPE FOR RETENTION PURPOSES SHALL BE BEDDED AND BACKFILIED WITH A CLEAN, OPEN -GRADED, ANGULAR STONE LO WITH A SIZE DISTRIBUTION BETWEEN 0.75 AND 2INCHES. OPENfiRAOEO EMBEDMENT MATERIALS REQUIRE THE USE OF A FILTER FABRIC TO ELIMINATE THE POTEWALOFSOIL MIGRATION FROM ADACEW SOILS S. ALL CMP SHALL BE INSULLED IN ACCORDANCE WITH THE PUNS AND SPEDFIGTIONS THE MANUFACTURER'S RECOMMENDATIONS, ASTM AM FOR CORRUGATED MEL PIPE OR ASTM ION FOR CORRUGATED ALUMINUM ALLOY PIPE, AND/OR SECTION 26 OF THE AASHTO LRFD BRI WE CONSTRUCTION SPECIFICATIONS IN GENERAL, BEDDING SHALL BE MINIMUM OF 4INCHES IN DEPTH AND LEFT LOOSELY PLACED UNDER AND ROUGHLY SHAPED T2 THE MIDDLE -THIRD OF WE PIPE SPAN, AND WE EMBEDMENT WALL BE INSTALLED IN LOOSE UFTS NOT EXCEEDING 81NCHES AND COMPACTED TO A MINIMUM M AAWTOT99 STANDARD PROCTOR DENSITY. EMBEDMENTSHALL BE BASED EVENLY, AS DESCRIBED BELOW, WITH A MAXIMUM SIDE -TO -SIDE DIFFERENTALOF 24 INCHES OR ONE-THIRD OF WE PIPE DIAMETER, WHICHEVER IS LESS, SELECT EMBEDMENT MATERIALS SHALL MEND ABOVE THE PIPE A MINIMUM DISTANCE OF ONE -EIGHTH THE DIAMETER OR 32INCHES, WHICHEVER 15 GREATER. 6. PUBUSHED INSTALLATION STANDARDS REFERENCED ABOVE SHALL BE SUPPIEMENTED WITH THE FOLLOWING INSTRUCTIONS TO ACCOUNT FOR THE PRESENCE OF MANIFO DS AND PARALLEL PIPE RUNS: THE SACKNLL OPERATION SHALL COMMENCE AND PROGRESS EVENLY ON BOTH SIDES OF WE MANIFOLD AND ALONGSIDE THE PI PE RUNS 51 M ULTANEOUSLY. IN THIS MAN NEa THE OWRML BACKFILL OPERATION SHALL PROGRESS IN THE DIRECTION OF THE PIPE RUNS AND TOWARASTHE OPPOSITE MANIFOn, WHERE HARE ISAGAIN TAKEN TO ENSURE WE SAIXFIGANG IS GONE EVENLY. PERIMETER BACKFILL MUST BE BROUGHT UP EVENLY AS WELL, AND EXTENDED HORIZONTALLYTO STABLE AND/OR UNDISTURBED TRENCH WALIS. SPECIAL CARE SHALL BETAKEN T) ENSURE WE HAUNCH Ly REGIONS OF WE PIPE ARE COMPLETELY FILLED AND PROPERLY COMPACTED, FILLING THE INSIDE HAUNCH REGIONS OF THE MANIFOLD BETWEEN STUMIS MORE U2 U N W CHALLENGING AND WILL REQUIRE ADDITIONAL WE. F oYNIn Go �fm T. NO EQUIPMENT SHALL BE OPERATED ON THE SYSTEM UNTIL A MINIMUM OF 32 INCHES OF COVER HAS BEEN ESTABLISHED, ATWHICH THE ONLY WAM-BEHIND O4� DOMPACTOREQUIPMENTAND SMALL SPREADING EQUIPMENT MAY BE USED. EXCAVATORS MUST BE U)CATEO OFF THE BED, AND DUMP TRUCKS SHALL NOT 3 DUMP DIRECLYONTOWEBEO. SSS 8. PROVIDE MINIMUM 3G MIL IMPERMEMILE UNER DRAPED OVER TOP HALF OF PIK LATERALS AND MANIFOLDS) TO PREVENT ANY PARKING LOT SEEPAGE FROM ENTERING THE TOP HALF OF WE PIPE, BUT ALLOWING DRAINAGE BETWEEN PIPES. UNER REQUIRES MINIMUM 2" BACKFILL CUSHION AROUND PIPE. BOF 10 BEDDING 8' O AMETEIL M) SMnd•IIISgPI, S IRA C (R) X (A) IiKI IN) W 1.0 3.0 2.0 1m 3V 125 3.]5 2.0 1.00 W 1.5 4.5 2.0 1.00 42" 1.75 5.25 2.0 HAD 41 W AV 1Y 2.0 2.25 2.5 2.75 0.0 5.75 7.5 B.25 2.0 2.0 2.0 2.0 IM IM 101 1.00 72" 3.0 9.0 2.0 1.00 TB" 3.0 9.5 2.0 1.00 sa" 3.0 10.0 2.0 1.00 sF Ss' 30 So 10.5 11.0 10 10 1.00 1.00 102" 3.0 11.5 2.0 125 108" 3.0 12.0 2.0 IM 11a" 3.0 12.5 2.0 125 121" 8o 13.0 2.0 125 126" an 13.5 10 17 132 3.0 14.0 2.0 IM 138" 3.0 14.5 2.0 IM 144' 3.0 15.0 2.0 ISO m 2 1 OF 10 J V o. W 0 GO z LL CLU2� a�2 Quo Ui i COm a 20F10 r J r V W 7IL m LL UO RLU LW2 C QUO s GO m z m 2 3 OF 10 40F10 LT IN 0j 0o yam, CLINT W. S FFLETHer >� F Lic. N 543116 4AIIF 11-29-2021 �4V,♦ G •l :iSSION milkf M E O � O N Vi N C > E w E LU 7 < PVi w 3 Q U. O 3 0 w - w 0 `m ,^H-I CC W t M d J U ce W J -LI C3- > O N FA N7 (7 W N 30 x U) iY LL C U j F in Q . C N O N � M a � 00 J o w Cif �H to M 0 2 (7 0 nC H > LU U U Q z 0 U) O z a- z z z z LL G L L L N w 0000 0 (yUYVYUYU z r r r r O z z z z - 0000 w VUUU LU DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE N/A J W Q U) z J J " Q > LLJ z}o LL_ o Z Z U �l 1 w a LLl m H ^W I..L Q O 0^ Z I..L H� JOB N0. 42932 SHEET N0. 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BLOCK - - - - - - - _ TMP58A2-14 13/�/ ABUTMENT - ' �� - - - IVY PROPER, LLC ' X522.6' =�3' 2"BRIDGE HEIGHT SIGN ADOPTA hVk;HWAY SIGN MATE EXISTING E (DECIDUOUS) 24"HDPE 0 lNV=537.13 II II II D.B. 3801, PG. 750 J`/ \ ;I I I I I I I I I I 70 D.8.4, PG.01 / �/` r 1 �- /\ X530.1, 1 I 1 I I I I I I _ D.B. 469, PG. 009/- OVERHEAD POWER LINE TO BE s2 \ \ 0.11 ACRES/�! -/ RELOCATED. COORDINATE NEW ,' / y /LOCATION WITH DOMINION//- j// - REMCLEAR 1O�( & GRUB �/ REMOVE 5 .3' RELOCATE UTILITY POLE & TELECOM F PEDESTAL TMP 58A2-20 // IVY PROPER, LLC// D.B. 3801, PG. 750 , D.B.470, PG.01 /�'� ///V7 R=11 .' REMOVE D.B.0.76ACRES 9 L=20.8989' GRAVEL T=10.45' \ j/'elm BOA j/ d =1 °00'S3" 5504048"W BENCHMARK =20.89' ELEV=519.70' X 519.4' �s L -J ou 9J I .\ ° 0 CB=N6005629"W 1 sib S/4, 1 ° 0 0 CONTINUOUS ° ASPHALT ° 0 ENTRANCE �OGa�F \/^F / F SAWCUT ° O <<O�li,1,F X 517.6' O ° O APPROX EDGE OF \ ° PAVEMENT ° si O O O O 0 O 0 0 O 0 O 0 O O ° o O O 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O ° 0 04 O °00°°°0°° O °°0 24"CMPW/BROKEN 0 HEADWALL 00 0 'O°000 INV.511.07' 0 -�J 623 .� I II I SAWCUT I 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: C1 COMMERCIAL USE: OFFICE BLDG. 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 0 O SD INLETIW GRATE O 0 ° /II TOP=515.15 ° ° INV. IN=513.45'4"PVC O ° II 'CONNECTION UNKNOWN o ° RI v INV. OUT=511.60'24"CMP 0 0 ° \ IV 516- - 0 0 ' O o o / O / O o A / o O O 0 0 0 q/q � EXTENTS OF 0 O / / 100-YEAR / FLOODPLA/N l ylb jlj 515 NOTE: CRITICAL SLOPE LOCATIONS ARE BASED ON COUNTY GIS AND FIELD RUN SURVEY LEGEND: �11�l.Tll �1����' CLEAR AND GRUB C� CLINT W. u ® 7 S F'FLET REMOVE ASPHALT �� Lie. N .54380 .4C? 11-29-2021 4 REMOVE GRAVEL VS1c �s�04A1 -- SAW CUT (M co SCALE i"=20' 0 20' 40' M 0 x c� 0 p w w x a z 0 W 0 O z o F F F F a z z z z w w w w uu w 0000 p ry ry ry ry z r r r r o z z z z O O O O w vvvv tovvrn .-I N .-I N w M t0 O) a 000.� N N N N 0000 N N N N DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE i" = 20' Q Q O Lu J Z (D Lu z P- as I —I z `L ° z W O < 1 LU Lu J Q Oa O U 1-4 z ,H1 V / H� X Lu 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. F410 ii 00 as C� CLINT W. S FFLET Lie. Ne.54380 a 11-29-2021� ES 3: GR�PCDINGL OROLAND D SDTURBANCET CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, I -0 -?,3:: 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 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 IN ••RECOMMENDED CLOTHFOR 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. M E O O rn U N � N C Q O > E w a E H_ w w um Q 3 p LL 0 wO `mom 0 W L M Q�_j U00 W Jco -N .. rn C7 Lu rvv w 30'x LL p Q v c Fv> �Lr; a0+ ON N W M a� W J o w � H- E H z P Fn Fn Fn Fn a z z z z w w w w uu E E E E w 0000 0 U U U U z r r r r o z z z z U) »» W 0000 tovvrn W M t0 O) N N N N 0000 N N N N DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE N.A. U) J r-i Q z Lu Q 06 LU W Q O �/� z V / z cD J �> O 2: ,� z LL o O u U w oC < z Q Lu w Luco J 0 w � 0 H^ L / O Lu JOB NO. 42932 No; OUTLET PROTECTION No Scale SHEET NO. C3.0 NOTE: WHERE 2%, CHANNEL CHANNEL NEL SHALL BESTABILIZED WITH(/SLOPES EXCEED � BERMUDAGRASS, IN ACCORDANCE WITH DEQ EROSION & SEDIMENT CONTROL SPECIFICATIONS 3.17 AND 3.32. 70' MIN. 5:1 EXISTING CLINTC L I NT W. CWD TO HAVE VDOT STANDARD EC-2 COMPA7.t. A 3' PAVEMENT Ii, iFI u/7 S F'PLET = `� TYPICAL ORIENTATION OF VESCH TREATMENT - 1 SOIL STABILIZATION ( MATTING ON UPHILL 18" MIN. l SIDE FILTER 6" M MOUNTABLE BERM CLOTH A (OPTIONAL) Lic. N s�see asSHALLOW -11-29-2021 BLANKET) l FLOW SIDE ELEVATION O � so TEMPORARY RIGHT-OF-WAY DIVERSIONS SLOPE ON SHALLOW SLOPES, STRIPS NETTING III EXISTINGGROUND , ��� G • A� ••♦••♦•' PROTECTIVE COVERINGS MAY BE APPLIED 70' MIN. ACROSS THE SLOPE. _�� WASHRACK T 10' MIN. B WHERE THERE IS A BERM AT THE 4.5' MIN. OPTIONAL m E VDOT #21A 18" STONE MIN• TOP OF THE SLOPE, BRING THE BERM MATERIAL OVER THE BERM AND DD CWD 3.09-1 10 EXISTING 12' MIN.* MIN. PAVEMENT I ° u ^� c STEEP ANCHOR IT BEHIND THE BERM. SLOPE ,-' VDOT#1 COARSE AGGREGATE B POSITIVE 10'MIN. > E E ON STEEP SLOPES, APPLY PROTECTIVE TEMPORARY DIVERSION DIKE DRAINAGE TO H w N 3 COVERING PARALLEL TO THE DIRECTION MUST EXTEND FULL WIDTH OF SEDIMENT INGRESS AND EGRESS OPERATION U w 3 Q 3 No Scale OF FLOW AND ANCHOR SECURELY. TRAPPING DEVICE PLAN VIEW um p U. w O ^� 6' UM BRING MATERIAL DOWN TO TABLE 3.31-B ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS m s L w a J v so ui z O A LEVEL AREA BEFORE 4 "QUICK REFERENCE FOR ALL REGIONS" 12' MIN. o > a z z z z TYPICAL GRAVEL STRUCTURE TERMINATING THE 3" MIN. MDqu_ N v C7 w 4 °� u w w w w INSTALLATION. TURN THE 12" FLOW END UNDER 4" AND STAPLE PLANTING DATES SPECIES RATE (LBS./ACRE) .. 3" MIN. ? ~ ~ X O V E E E E DITCH AT 12" INTERVALS. FILTER CLOTH SECTION A -A a M ° W p 0000 v v v v SEPT. 1 -FEB. 15 50/50 MIX OF p.0 X C v p z z z z IN DITCHES, APPLY PROTECTIVE COVERING ANNUAL RYEGRASS = > m a PARALLEL TO THE DIRECTION OF FLOW. (LOLIUM MULTI-FLORUM) 6'-7" u, E In > > 0000 USE CHECK SLOTS AS REQUIRED. AVOID & 50-100 CEREAL (WINTER) RYE : ry JOINING MATERIAL IN THE CENTER OF THE DITCH IF AT ALL POSSIBLE. (SECALE CEREALE) WDRAIN 0�FEB. 16 -APR. 30 ANNUAL RYEGRASS 60-100 REINFORCED CONCRETE (LOLIUM MULTI-FLORUM) SECTION B-B RWD 3.11-1 BM 3.36-1 O P$ MAY 1 - AUG. 31 GERMAN MILLET 50 3.31 O (SETARIA ITALICA) O CE 3.02 O O vi = TEMPORARY RIGHT-OF-WAY DIVERSION SOIL STABILIZATION BLANKET (TREATMENT-1) TEMPORARY SEEDING PLANT MATERIALS STONE CONSTRUCTION ENTRANCE 0 F No Scale No Scale NO Scale No Scale p w t0 .••I 7 N 7 .••I 01 N TYPICAL VESCH TREATMENT - 1 (SOIL STABILIZATION BLANKET) F o 0 0 ~- INSTALLATION CRITERIA I TABLE 3.32-D Q N N N N NOTES SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO O NNN N DATE ANCHOR TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. ^` SLOT APPROXIMATELY 200 STAPLES REQUIRED TOTAL LBS. PER ACRE POSTS. PER 100 SQ. YDS. OF MATERIAL ROLL. MINIMUM CARE LAWN f�6' 12-30-2020 ANCHOR SLOTS, JUNCTION SLOTS & COMMERCIAL OR RESIDENTIAL 175-200 LBS. / O } DRAWN BY 70' vIN. _ -V ,RUCTION CHECK SLOTS TO BE BURIED 6" TO 12". KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% IMPROVED PERENNIAL RYEGRASS 0-5% j / - 117 - 1 1 ACCESS 3ASPHALT -0' JUNCTION 12" MAX.4:1 OR FLATTER KENTUCKY BLUEGRASS 0-5% 1 Ill- _ A. FONTAINE EXIS"ING 6" MAX. STEEPER THAN 4:1_��- SLOT EDGE AND END JOINTS - / -�- DESIGNED BY PAVF'MrNT CHECK SLOT -FED I I GENERAL SLOPE (3:1 OR LESS) FLOWED _ TO BE SNUGLY ABUT I I I I I I I I -11�11- • TERMINAL FOLD KENTUCKY 31 FESCUE 128 LBS. 4 C. SNIFFLE,, J (JUTE MESH WILL HAVEI I RED TOP GRASS 2 LBS. • _ M N 2' A AGGRLGAI _ BAS8 LAP JOINT 2" MIN. (JUTE STAPLED LAP JOINT IN I LIEU OF EDGE JOINT) I I I I SEASONAL NURSE CROP' 2O 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 • • THE WIRE FENCE AND EXTEND IT INTO EXCAVATED SOIL. SCALE 70' M N. - STONE AI THE TRENCH. • N.A. CON51=tUGIION ��((�� ASPHALT SPaYVEO O I III I I I CHECK SLOT- • ACCESS �\.'l WASHRACK �I _ EXISTiNC _ �{ ' USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES 2% 2% FPAVFVFNT -� 2% ' 2' M N.* t z F RMLY CHECK SLOT I i I AS STATED BELOW: FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET -III FLOW _ 'r -III- 2„ N O li AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYEam - - �POSITVF DRAINAGE •MUS EXTEND FULL WIDTH TO SEJI�/EVT OF INGRESS AND EGRESS TRAMPING DEVICE c 0L7 STAPLE FORMED FROM N0.11 STEEL IMRE. CHECK SLOTS AT MIN. 50'C-C INTERVALS; NOT REWD WTH B'STAPLEMIN.LENGTHFORSANDYSOIL. ALL COMBINATION BLANKETS "SUBSTITUTESERICEALESPEDEZAFORCROWNVETCHEASTOF OPERATION 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. J I -I TERMINAL FOLD OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED Q 12TAMP FIRMLY � MUST BE PROPERLY INOCULATED. WEEPING LLVEGRASS MAY BE FILTER FABRIC 2" ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER WIRE_ 7 Z w,7�( Vlv. PoslrvE DRAINAGE �TO SEDIMENT O 2 SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. _ II _ III _ _ TRAPPING DEVICE I- _ v_ `. \ n BM 3.36-2 O TS 3 32 III III Ili SSF 3.05-1 0 W I� FILTER CLO-II SECTION A -A w w SOIL STABILIZATION BLANKET TREATMENT-1 PERMANENT SEEDING MIX FOR PIEDMONT AREA SILT FENCE (WITH WIRE SUPPORT) No Scale No Scale No Scale 0 A nliliummi water tap of 1 inch must be uistalled with a nlilinwu 1 inch ballcock Q I,"^I z 2!shutoff vah-e supp4inng a wash hose with a diameter of 1.5 inches for adequate v / - constant pressure. Wash water u1ut be carried away fi'om the entrance to an ERNST CONSERVATION SEEDS � J O approved settling area to remove , reorient. All sediueut shall be prevented from entering stone (pains, cfitches or w4cicouwes. 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 NO SCALE BOTANICAL NAME COMMON NAME PRICE/LB \J _ E� I_I ZD O SCREEN "'---_ u U x 1 Lu 30.00% FESTUCA RUBRA CREEPING RED FESCUE 1.90 i� Z 20.00% LOL/UM PERENNE, PERENNIAL RYEGRASS, 1.85 'FASTBALL 'FASTBALL / W w W RGL' RGL' TYPE) �`- ' co (TURF / /\ 20.00% PHLEUM PRA TENSE, TIMOTHY, 'CLIMAX' 1.20 PW 'CLIMAX' 0� 12.00% TRIFOLIUM HYBRIDUM ALSIKE CLOVER 3.25 12" AVGf�EZ-FtffCR a- '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 FILTEREDwnrER `s;:;*., :.:, •.:.:• WIRE SCREEN FILTERED WATER /1 > I� Cz Z O No Scale NY ECOTYPE NY ECOTYPE "':i :'."; a '' RUNOFF OVERFLOW L. WATER _RL 8.00% AGROSTISALBA REDTOP 8.00 "' '' •. WITH •:�"•'''' _ SEDIMENT O 100% MIX PRICE/LB BULK: $3.61 _ �'e.. Ir F,'a CI El ElEl El E-1 I DROP 94M W SEDIMENT - 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 PENDING 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 PENDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND * GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. JOB 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 SHEET NO. C3.1 No Scale No Scale No Scale No Scale L EROSION CONTROL LEGEND * LIMITS OF CLEARING AND GRADING SOIL AREA DIVIDE SAF SAF SAFETY FENCE CE Q CONSTRUCTION ENTRANCE "" SILT FENCE IP INLET PROTECTION DD DIVERSION DIKE CWD CLEAN WATER DIVERSION RWD RIGHT OF WAY DIVERSION TS TEMPORARY SEEDING PS PERMANENT SEEDING M U MULCHING DC DUST CONTROL * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER 3.01 3.02 3.05 3.07 3.09 3.09 3.11 3.31 3.32 3.35 3.39 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 o O 0 0 O O 0 0 O 0 0 0 0 0 SOIL TYPE: 24"HDPE o m SOIL TYPE: 41C ftftftw / / r r I I I ftftft I I lNV=53713 � 42C3 53---- 7 — 1I 5390 0 0 < I I ' EXTENTS OF o ° ° I I __ 500-YEAR 0 0 0 ° o 1 O J FLOODPLA/N 0 0 0 0 0 ROA D o III C 00 AIM RANCH / / / / I & HA B �� / ° ° ° ° ° _ 0 0 0 I I g0• 10 / �' o ° o ° 24"HDPE �' / o / o o/° ° ° o% .8 I _ _ _ / 0 0 ° o _ I - - -� - _ ° ° � i o _ ° DC o ° ° hti ° �I � o-o-0 0 0 0 0 0 � / TS — 538, DY 0 _ TMP 58A2-21 ---------�/ SR&DRLLC -- - -- F /------------- - - - - -- - -- D.B. 1597, PG. 226 — _ 533 D.B. 231, PG.585 SLOPES, TYP. D.B. 130, PG.109 535- %----- --- --- ---- -- 533-------------- \ ZONlNGC1COMMERCIAL - - ----- - - - - ---_- -_ __`-------___ -- ---------- PRESENT USE: SERVICE y30 - ----- -_-Z - __ -- _------------ - - - - - -- - 1 1 REPAIR GARAGE ---— -- — — --- N CONC.BLOCK �� y21 j. -__- - - - -- ------_-523-------,-- - -- - - - - - -- ABUTMENTDC i 1-. -- ---- _ V - ' _ O — \J I — — — — — _ _ _ — — — _ — — — — — BOARD FE. _ \. \\� _ B�O�FNgsayq�T —_ — —— ———— CWI� \ m IJ SOIL T 16 DC TS � /--- r SSF \`\\--- - - - - �I BOARD FENCE Sy :1 DC TS _- 523 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: C1 COMMERCIAL ` USE: OFFICE BLDG. / SOIL TYPE: 16 0 0 ° ° ASPHALT 0 00 GRATE ° ��° ENTRANCE TOP=515.15 °00 INV1N=513.45'4"PVC 0 ° TAIN EISTING CX° o PAVE ESS FOR 'CONNECTION UNKNOWN oo °o APPROX. EDP/EL T -20A INV. OUT=511.60'24" CMP ° ° 0 ° PA 4� STRU N IP 51 ° ° ° 0 TEMPORARY MH ` 0 ° ° o TOP, MATCH a ° ° o ` GRADE ' / / ° / o 0 0 O 0 0 0 ° o 0 ° ° 0 0 / . 0 0 O /,g0 ° °° 0 0 0 o 0 p/q P EXTENTS OF ° 0 0 % / 100-YEAR FLOODPLAIN CLASS Al RIPRAP WIDTH 1 = 4.5' WIDTH 2 = 6.1' LENGTH = 4'_/ DEPTH = 24" i NO � sr ¢ o�0 \ P� to. CONTINUOUS LIMITS OF DISTURBANCE, SIGN CE I� I p o / °° o° 00 00° ,�l 111 — I Q o°° 0 0 0° o 0 0 24"CMP W/BROKEN z °°0 °°° HEADWALL / \ ° 0 0 ° '° ° ° INV. 511.07' o O ° o o°° o°°° o o o°°o°° o o O O SCALE 1"=20' °° o o 0 20' 40' ;Ibt NiTii ()00.of G= CLINT W. S FFLET • Lie. Ne.54380 a 11-29-2021 M E O O U N � N Q O > E w v E w w 3 Q LL o 3 p LL w 0 m O W L M Qom_ Voo J — uj > 00 rn C7Wz ill. NV w 30V)x LL pa ==,;r ti x N =v>D F Q c m °00 N W M z a z z z z .-� wwww E E E E u E E E E w 0 0 0 0 p V V V V z 0 z z z z O O O 0 w vvvv tovvrn w M t0 O) a000 p ti ti ti ti N N N N O O O O N N N N DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE i" = 20' I —I Lu V) z Q z Q `W J 1 z �I—/'�I J V / ~ O J � � z}z I --I z ° U w J W u W J O Q I..L uj z O O Lu JOB NO. 42932 SHEET NO. C3.2 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 SOIL TYPE: .`•Q:t �iTii ���!.,�� 41 C •f�C �i,F S� CLINT W. �Z ` u/7 S F'PLET Lie. N 543ee a� 11-29-2021 �r � _• r , _ M E U _ N 0 N , C Q O > E i w v E 24"HDPE w o ° .N 3 ° 0 SOIL TYPE: /NV=53713 �� Q LL t 3 00 42C3 0 o 537 w w O m , EXTENTS OF ° 0 ----- __53o9 ° --—— — 0° 0 °° =vo ° o0 Na�LL Q zF�zF�zF�z °° ° /°o°°zi °°E E E E° JFLOODPLA/N oo o BR°O w0000 °0 0 CORAILANCQa 00 HAM ppO0 N ° G0z> 0 z z z z ° F� �o h c� — 0000 ° 0 24"HDPE ' 0° o /0 °°°' h� N N w V V V V 0 0 0— — — -o _ — _ _ — ° — — °OOOo I$— —� 000mu 0000o°o�OcofCWD , ,' PS — — —— _ 0 �o—o ~ � i _ _ _ _ _ _ TMP 58A2-21 SR&DR LLC vi ------ --- — —__ / ! — — — — ' SAF — ' -- D.B. 1597, PG. 226 ui _ — — — / — _ — — _ _ \ \ D.B. 231, PG.109 0 SLOPES�P \ � _ — — — — — — ZONING C1 COMMERCIAL ;z i PRESENT USE. SERVICE Q _ REPAIR GARAGE F p �ovvrn i - _ 5 '-' BM -- - � > w rikorn .� 2 — — — 1 w OH BM - 2 ----- 27---3 L M u 1. CONC. BLOCK / �� i 5/7' ' - - - - - - - - _ _ _ -/ - -52 - I P \ 2 - - - - y\ I' y h O N N N N BRl ABUTMENT — ` R' C _ \ 1t/1 DATE A. yO - - - - — _ J a MU - - - _ \\ \I 12-30-2020 IDGE— O HEIG SIGN _ ),}I( -522 — ' ' PS IP INU } DRAWN BY L ADOPTA _ — / �_ — — _S23 PS \ \ A. FONTAINE H YSIGN 8 5 -- — — — i ' — '`-�_ _ _ _ i • DESIGNED BY � 522� i _ CWD — — — — _ 1 �'� — / ' — 1 • C. SHIFFLETT \ �• / • CHECKED BY PROPOSED BUILDING IP �• � ` �— — — — % FFE = 522.50 \ — — — _ — — _ — — — — - \ J / • C. SHIFFLETT \ HEIGHT: 26-6" SCALE mu \ • • PS - \ • 1„ = 20' 522 f j \ OP CLASS Al RIPRAP I �/ ` \ — I• WIDTH 1 = 4.5' \ IP WIDTH 2 = 6.1' \ LENGTH =4' BM/j/1 y21 MU I —I DEPTH = 24" j PS I SOIL TYPE: SOIL E: SSF l 42C3 w 16 T !may REMOVE CONSTRUCTION Bo rF Rp MU M ENTRANCE PRIOR TO INSTALLATION T< �oy�GF \ \ PS /'> OF PROPOSED§_20A 5 GUYS WITHOUT FRIES 'PWI� TOO LLC Q i ® 4 • \ '�y20 D.B. 4992, PG. 686 D.B. 821, PG.218 J z _ \ D.B. 268, PG.151 \ \ IP ZONING: C1 COMMERCIAL ` I P USE: OFFICE BLDG. / w J \ \ 4. 519" 2STO �OPQ \ \ ✓ \ �Rgyj�Y Q \ � z 0� LIMITS OF DISTURBANCE, ACRES � \ • ,• • .; .'• 5j8 S7g V / (� O ode J SOIL TYPE: \\ IP z z 16 �—I O � c! r l CONTINUOUS ` Fah,, , 0 ° OU V ° o ASPHALT ° ENTRANCE ` OOGeIFV \ \ F!/N I ill TOP=515T 5 GRATE O 0 ° ° ° ° o ` Flloy ! i B INV. IN=513.45'4"PVC o ° Q 'CONNECTION UNKNOWN o ° 2 Z W Lu 0 i\ R v INV. OUT=511.60'24"CMP o° m ° ° APPROX. EDGE OF I o J O PAVEMENT IP 516- - 0 00 O Q O > I O0 H-4 ° 0. / O 0 O \ \ a p ° 0 MAINTAIN EXISTING PAVED ACCESS % 0 0 ° _�( ° O FOR PARCEL TMP 58A2-20A AS , ° H� ICJ .0 LONG AS POSSIBLE. ENSURE o ° � 7 ° o O ACCESS TO THE EXISTING REAR z q/q P EXTENTS OF 0 0 PARKING LOT IS MAINTAINED 0 o / / 100-YEAR O ° 0 O THROUGHOUT CONSTRUCTION O / FLOODPLAIN 1--4 °000°9�Vl^ 0 00 O O O O ° 0 °o 0°°/�I lII — I Q W ° 0 0 0 ° ° ° ° 24"CMP W/BROKEN ° ° 0 0 0 00 HEADWALL °00 0 ' INV.511.07' 0 0 0 0 ° ° 0 ° 0 ° 0 0 0 0 0 0 LOPE STEEPER THAN 3:1 SHALL VEGETATION SCALE 1 "=20' JOB No. S HARDIER THAN GRASS, WHICH WILL NOT 0 20' 40' 42932 REQUIRE MOWING, IN ACCORDANCE WITH ALBEMARLE COUNTY DESIGN STANDARDS SHEET No. MANUAL 8.A.2 C3. 3 0 m 0 3 a D 00 20 2z .2o o � c EE o c m a- Oc � w 0 3 Z z„ 0 � a o r 2 n m @' 2 Y X C 0.0 a. d m m c 18 E `o M 06 06 a c �a 10 a 0 o m a c m m c � o c ° nE c E F_ L 0 0 O 0 O O 0 0 O O 0 O O 0 O O O O O ° 0 0 O O o ° O o ° O 0 O 0 ° O 0 24"HDPE o lNV=537.13 II II II BRANCH ROAD BUCKINGHAM �I 0 OAD & O RAIL [3R NCH C GHAM 80' ID APPROXIMATE LOCATION 24"HDPE OF RESERVE DRAIN FIELD II 0 0 8 I RETAINING WALLS (3) BOLLARDS 0 0 0 0 ° ° 0 0 ° i MAX. HEIGHT = 6' 0 0 0 0 0 0 ° 0 0 I I v o 0 0 0 0 0 c o 0 0 0 0 0 0 o o o o O O o O O O O O o O O o O o 0 J o o o o 0 o o 0 / 3 RETAINING WALL 0 MAX. HEIGHT = 2.5' I PROPOSED UTILITY POLE ON I OF WC. BLOCK / ABUTMENT DUMPSTER PAD AND ENCLOSURE APPROXIMATE LOCATION OF PRIMARY DRAIN FIELD EXTENTS OF 500-YEAR FLOODPLAIN PROVIDE SAFETY RAILING WHERE WALLS EXCEED 30" HIGH APPROX. LOCATION OF SEPTIC TANK 11 F.n_ O O 0 0 0° 0 0 00 o 0 0 24" CMP W/BROKEN 0 HEADWALL oo 0 '°°000 INV.511.07' 0 LEGEND: El CONCRETE SIDEWALK El HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT o ° O O O O ° 0 0 0 0 0 0 0 0 0 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: C1 COMMERCIAL PRESENT USE. SERVICE REPAIR GARAGE PAVEMENT 3N SAND ENT 58A2-20A ITHOUT FRIES )O LLC 92, PG 686 21, PG.218 68, PG.151 1 COMMERCIAL =FICE BLDG. ° SD INLETIW GRATE 0 ° TOP=515.15 0 ° INV. IN=513.45'4"PVC O ° 'CONNECTION UNKNOWN O ° INV. OUT=511.60'24"CMP o 0 0 0 O / O O O 0 0 0 A 0 0 0 ` o 0 m EXTENTS OF 100-YEAR FLOODPLAIN LIGHT DUTY ASPHALT ASPHALT TO BE MILLED & OVERLAID PEA GRAVEL WALK NOTE: KNOX BOX LOCATION TO BE COORDINATED WITH FIRE MARSHALL'S OFFICE SCALE 1 "=20' 0 20' 40' 010 ii 00 CLINT W. S FFLET • Lie. N . 54380 �? 11-29-2021 4&a 0 AL z r- F F F F a z z z z w w w w uu E E E E w 0000 p ry ry ry ry Z r r r r o z z z z 0000 w vvvv DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE i" = 20' z Q J 0- uj Z (Dz J > Q Q J z}a LL z o w J < w LLJ q� m J J Oa I..L JOB NO. 42932 L SHEET NO. C4.0 c 2 LL a>> Y a 0 N N 0 19 T-W = SW 52232' 531.38' S S� TW524.62'-- � 5,------- � ------ ---- ' -3X 52�.23'- - - I - _ !. ""•�2 — — — _ CRITICAL TC SLOPES, TYP. - - - - T - - _ _ - 24.41'— — — -13W 529:06' 524.40 TWb3175'- - - - - - - - a — — BIN _ TW = BIN 523.9 ' 0 O O O O 0 0 O 0 O O O 0 O O O O O O ° O O O O ° O O 0 0 O o O 0 0 O 0 WC. BLOCK y2 ABUTMENT i RUN- t iffiv . • � ETC ..,.. `. / j�522.0 \ -TC 1521 24"HDPE o lNV=537.13 CH RAILROAD 13UCKINGHAM BRAN I I � II � I I � III o C AlLROAO NCH &ORAM GH/ / - Y 'y3 APPROXIMATE LOCATION OF PRIMARY DRAIN -FIELD - ' 539 0 O ° ° - EXTENTS OF OOOO 00-YEAR FLOR // oo°°°o O 0 i' 0 0 �/ / 60' ID APPROx1MAtE LOCATION / 0 ° ° ° o O / // / RIPRAP LINED TRAPEZOIDAL CHANNEL, 2' WIDE BOTTOM, 24"HDPE - . ' OF RESERVE DRAIN FIELD / 0 0 /0 o o o% _ / /��5 / II � � uni o I I -MAi- MIA#coo o�� Q ° �( 0 b 0 'o -0 _o- //II` TW533.95 RITICAL-SLOPETYP.- I f \ l I1j111111�1� RO SED 54"\CMP PIP S�Ok&\ ,E FACIL TY I 1 1 I 01,80 L.F\ V� / TC J-�-520.70' TMP 58A2-20A 5 GUYS WITHOUT FRIES PRIVATE 10' TOO LLC DRAINAGE D.B. 4992, PG. 686 EASEMENT D.B. 821, PG.218 PG D.B. 268, PG.151 _ I — ZONING. C1 COMMERCIAL USE: OFFICE BLDG. 2 STO ^ 114 ° 15" HDPE PIPE (TYP.) s� o 0 0 O 0 0 0 0 O O O 0 0 0 ° o O O 0 0 o O ° o 0 o ° 0 0 ° O O / 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 0 0 SD INLET/W GRATE O o ill TOP=51515 0 ° INV. 1N=513.45'4"PVC o ° / II 'CONNECTION UNKNOWN o ° I NI v INV. OUT=511.60'24"CMP o o ° I V 516- - o 0 00 1N � o i o � o o � A Y. 10 o ° 0 / q/q � EXTENTS OF 0 0 100-YEAR FLOODPLA/N O O O o h / l llll -, i I OO°° ° o O °°oOO515 � °° o 0 00° 24"CMP W/BROKEN ° ° HEADWALL °oo 0 0 .o°° INV. 511.07' h � O O 0 0 0 0 rIle CLINT - c- CLINT W. S FFLET Lie. Ne.54380 a 11-29-2021 4&a • IL NOTE: VDOT WILL ONLY MAINTAIN WITHIN DRAINAGE EASEMENTS TO EXTENT NECESSARY TO PROTECT THE ROADWAY FROM FLOODING OR DAMAGE M 00 p Q z SCALE 1 "=20' 0 20' 40' oruu - 0000 AL Z F F F F a z z z z :-: wwww w 0000 p vvvv Z o z z z z w vvvv k ovvrn W M t0 O) p ti ti ti ti N N N N 0000 N N N N DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE 1" = 20' Lu � H I� cn Q � z Q'_j (DQ z} z I--4 ��z I w I"I Uu w co L.L J Q / ^ v O I..L H� • JOB NO. 42932 SHEET NO. C5.0 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-DEVELOPMEN 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=6MIN 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) TC=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 ON -SITE • 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 ,.,, ,.," .., , , , , RACK INV 513.00 SWM WEIR PLATE SECTION DETAIL WATER OUALITY 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 ? I qA 11' 0.31' LINER FABRIC FABRIC�- -I - 2, RIPRAP-LINED TRAPEZOIDAL CHANNEL SECTION DETAIL ° o 0 0 o \ o \\ o 0 ° o 0 o 70 i 1 M ao M 00 0 0 0 0 El o-� 0 0 O 0 0 0 W 0 O 0 0 0 O 0 0 0 O O 0 0 0 0 0 1 00'OF SHEET FLOW \ I n 500' OF SHALLOW CONCENTRATED FLOW, GRASS \1 00'OF SHALLOW CONCENTRATED FLOW, WOODED 40' OF PIPE FLOW �° o w �- PRE -DEVELOPED OFFSITE AREA ITOTAL: 3.86 AC WOODS: 1.39 AC iTURF: 1.47 AC IMPERVIOUS: 1.00 AC �CN=70 / ° ` TC=20.1 MIN. 0 O - o 0 0 0 o O O ° 0 0 0 0 0. 0 0 O ° O / O O O O ° 0 0 0 00 00. 0 0 ° -0 o PRE -DEVELOPED ONSITE AREA ° ° 0 TOTAL: 0.96 AC 0 0 ° WOODS: 0.58 AC ° TURF: 0.06 AC IMPERVIOUS: 0.33 AC CN=73 TC = 6 MIN. ° 0 0 4:j- o ANALYSIS POINT 0 o O .0 0 ° i0 0 o o ° 0 0 PRE -DEVELOPED o ° ° ° ° o p O 1 100' OF SHEET FLOW 500' OF SHALLOW CONCENTRATED FLOW, GRASS \ POST DEVELOPED OFFSITE AREA, UNDETAINED v TOTAL: 0.48 AC 100' OF SHALLOW \ WOODS: 0.14 AC CONCENTRATED TURF: IMPERVIOUS: 0.07 AC 0.26 AC FLOW, WOODED CN=82 TC=6MIN. - II 4��N� V�° o \ 0 0 0 O O 0 0 ,7 5 O 0 o ° O ° ° o 0 0 O 0 0 O 0 0 0 _°0° 00 1 / o°.; o 0 0 POST -DEVELOPED OFFSITE AREA, DEl TOTAL: 3.37 AC WOODS: 1.25 AC TURF: 1.39 AC IMPERVIOUS: 0.74 AC CN = 69 TC = 9.7 MIN. ••• 111 21//QT� am WA •: lie �• ,� IWei 10 1 or �pLTH 0ioOar yam. CLINT W. S FFLET >0 • Lic. N 513110 4� 11-29-2021 ��V;: M E 0 O1 0 N Vi N > E w ° E y ¢ LL o 3 ow- K W i M JU07 J - uj N 7 U W v 30U1x J < 0 Q =,;,. Ln _ N = U > m F ¢ . c o m O1 00 � M a� � H M 0 x c� 0 > Lu 2 U a z 0 Ln 0G 0 r z 0 f- a z z z z t W w w w E E E E N E E E E w 0000 0 U U U U z 0 z z z z N > > > > w 0000 Lu DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE 1 "=30' a ui Q Z (D '� a 2: I� LL Z Z O Z w a LIJ u^i I..L Lu J I-- Q O Q I..L ct O > JOB NO. 42932 SHEET NO. C6.0 r t? 0 m 3 a .0 ox L'z 0 2 o c 2 m w E° a c m m o. 0 0 3 Z Z m 0 � a o �3 o. m Y J N X C N O dh E� aM o � a c �a 10 'a 0 w o m m �N O O A ° nE a0i _ L F E L O O 0 0 0 0 O 0 0 O 0 0 0 O 0 0 0 0 0 0 0 ° o 0 O O O o 0 0 0 0 0 0 0 O O 0 sow WC. BLOCK 5Z ABUTMENT ' - -73'-2"BRIDGE\ HEIGHT SIGN - ADOPTA HWf4Y SIGN ISO* 24 24"H4 o APPROXIMATE LOCATION OF ..� I PRIMARY DRAIN -FIELD - ' _ 539- i _ o soot ' EXTENTS OF o O o ° ° ° ° . I I 500-YEAR O 0 0 ° o• FLOODPLAIN • / / 0 0 ° �s■o•♦ I o C O RAIM OR NCH o /o 0 0 0 & GHA l3 �/ -- - // p0 0° /�/ i ' / ' ° ■ ■ ■ g5 ID � ' APPROxJIVA LOCATION / / ' ■ *�'� � : ■,loss ■ ■ 24"HDPE I I OF RESERVE DRAIN FIELD 0 0 0 _ J i • ° - -o-fo ° ° 00 OO O°o-0 °° -- °- --O O O 0 ` O-O-0-O O JO��,..■!/ ••t'Jti^ TMP 58A2-21 II II 112 t =__--_ y 824 _ - 110 It 4f# •4f#. 0 PROJECT Iq Proper SHEET OF UNITS ENCLISH j CULVERT DESIGNER: REVIEWER: DESIGN KF CS FORM LD-269 DATE: 392021 DATE: ROAD COUNTY Albemade(Zonel) CULVERT Ex Clvlt. VA NOAAStaOan Ftee Union HYDROLOGICAL DATA Method: RATIONAL Drainage Area: 4.81 Actes Time of Concentration 5 Miantes DESIGN ELOWS ShIdr. EIeE- Eli= L= 5= SKEW= Elev. Lt. = ELHWd= 513.56 511.60 It 511.60 R 49.87 R 1.06°'o 0 0 Roadway Widtb 30 it ROADWAY R R x------.5T------------------------------------------------ J H,,i -- ----.- ----- ---••'--'"' DEPRESSION 0 m It" Bed 0.013 ELEVATION 516.00 it St"s. Bed iv '. "-----..- Road Length 100 Freeboard= StIdr. Elev. Rt= --------- -- H TW DEPTH TW TW VEL. ChannelIm�.EI.. -Elo= -_-- 511.07 it S.Gce Type PAVED *VALUE! R R 1.08 R 3.22 IF. 511.07 it R.I. (years) FLOW (cfs) 10 Design 11.57 2 Check 9.70 25 Max 15.76 CULVERT DESCRIPTION: TYPE: S Ingle/Multiple Coeforming Inlet Edge Description: Square edge w 4tead, aA TOTAL FLOW Q cfs FLOW PEI BARREL QM cfe HEADWATER CALCULATIONS CONTROL HEADWATER ELEV it OUTLET VEL IF. MINIMUM SHOULDER ELEV. R COMMENTS INLET CONTROL OUTLET CONTROL Shtgle/Multiple Conforming/Broker Back Culverts HWi/D HWi R FALL R ELHWi it TW ft do ft (dc+D)/2 it It. It ke H It ELHWo It MATERIAL SHAPE Size(in) N Meanings n CMPMedCosr 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 I5.8 1.40 2.28 0.00 513.88 1.26 1.43 1.72 1.72 0.50 1.62 514.41 1 514.41 5.02 Broken Back Calwrt TAB.WATIR DATA: TAB.WATER RES ULTS: ROADWAY DATA: ROADWAY OVERTOPPING: LENGTH Elev. SKEW 0 Channel Shape Trapemtd al .n. 0.035 Discharge efs Elevation ft Flow depth it Velocity fps 91 force PSS Roadway Width, ft 30 Discharge c6 Overtopping Discharge cis Overtopping Elevation it Bottom Width. ft SMe Slope Lt: (HAV) SMe Slope Po:(HAV) Channel Slope, f /H 2.00 Surface Type PAVED 1.50 Deign 512.15 1.08 3.22 0.67 Top of Road Sevatlon, it 516 Deign 0 0.00 1.00 Check 512.05 0.98 3.07 0.61 Length of Rood, It 100 Chi 0 0.00 0.0100 Max. 512.33 1.26 3.49 0.79 Ma, 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)ELhi=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+(29n2L)R' 31]v22g S URS CRIPT DEFINITIONS: HWd DESIGN HEADWATER HWi HW IN INLET CONTROL HW. HW IN OUTLET CONTROL i INLET 0 OUTLET sf Streanabal @ advert face CO3L57E\TS/DISCUSSION: CULVERT BARREL S ELEC TED SIZE: u: SHAPE: MATERIAL: ENTRANCE: ITINUOUS SPHAL T TRANCE s - - - _ _ _ D.B. 1597, PG. 226 - - - - - D.B. 231, PG.585 - SLOPES, TYP. l D.B. 130, PG.109 \ - - - - - - - � - ZONING: C1 COMMERCIAL PRESENT USE. SERVICE \ \ 1 \ REPAIR GARAGE <q ♦ 7 - �I Val ♦ Illili111"Il �� j ���� \ `�• L 11j1 II / � ♦ S23 _ � �� � --/lei I 5 108 ♦�.� ] J I .I I I I 106 WEIR PLATE, SEE DETAIL ON SHEET C6.0 a 4 / 522 ■ ■ / ! 114 ■ TMP 58A2-20A ■ / 5 GUYS WITHOUT FRIES ■ TOO LLC ■ y2� D.B. 4992, PG. 686 ■ D.B. 821, PG.218 ■ D.B. 268, PG.151 ��. ZONING: C1 COMMERCIAL ? USE: OFFICE BLDG. )2 �gy�FY �S1,9 ° SD INLE GRATE A TOP=5 15 ° ° ° 0 •� INV. IN TION4"PVC o ° l I "CON UNKNOWN o ° INV. T=511.511.60' 24"CMP o o° •'•�� I � � 516- - 0 0 II o0 ° 0 ° ° ■■ O ° // °00 / o 0 O q/q EXTENTS OF \O o / / �. 100-YEAR � / / FLOODPLAIN O o / / I,!' 3 0000 ly/ /II _ I ° 0 ° ° ° 24" CMP W/BROKEN ° ° 0 0 ° ° HEADWALL °Oo 0 .0°° INV.511.07' 0 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 1 0.07 0.74 112 3.37 0.37 114 0.19 0.64 116 0.47 0.48 Ex. Clvt. 2.97 0.36 m 00 p z z SCALE 1 "=20' 0 20' 40' .�t N1Jf1 ()A,ale Z CLINT W. cl�' S FFLET Lie. Ne.54380 a 11-29-2021 �r-a0�4 WAS z o F F F F a z z z z w w w w U) E E E E HJ 0000 p rV rV rV rV z r r r r 0.z z z z 0000 V V V V tovvrn s-I N s-i N w mtoo» aono. -I p ti IN IN IN N N N N 0000 N N N N DATE 12-30-2020 DRAWN BY A. FONTAINE DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE i" = 20' Q -j m 0- Q w z w J Q z}w z 1_ 4 z LL O Q IJz ct� I --A LU m pC < 0 w � z \ H� H-4 JOB NO. 42932 SHEET NO. C6.1 CU LVERTSOFT by EN SOFTEC, IN C. L CLINT W. u 7 S F'FLET > 54380 p 11-29-2021r . M E O 0 U N � N 0 > E 110: DI-313 6 ft Throat W v E - d °' m - f° m m r; STA 13+05.31 v w 3 o M� to LO o 2 rn� TOP 521.74 ¢. V 3 0 o F o 0 0 °o H_ F o M INV IN 515.51 (111) w U. `6 n uo (O M 0 ' (o LO a0 I� o cn a INV OUT 515.41 (109) a J N z0 �0if1� ? (DM LO N IqOO O N 0 (0 0 u7(0 0$�uYM u1 maA04 u') �MI-- MN u7 m�fM 0 04 LO LL7 D; + u') Z (j� H M+ a0 H + a0 u H CM } N M+ N H 112: DI-1 a> o N 00 — OrLO 2� N N N z z z z o�uo>z0 ��LOZ0 ��u-)zz0 ���n z_ 0�LOZ0 STA 13+25.18 0Lu wM a wwww X�Oz» ("FO > �Fp>> > ioFp> °oad» TOP520.50 z0 'x V g g g g w(n� zz ��Fzz �(n�zzz ocoFz �U)�zz INV OUT515.81(111) ��v� w0000 525 525 o a 0 z0 F ¢u .. »>j m 0000 °N w vvvv W M a� o w vi O x c� p t077O W W M = a o 0 0 U p ti ti ti ti ¢ N N N N O —22 N N N N in DATE 12-30-2020 O } DRAWN BY A. FONTAINE • DESIGNED BY • C. SHIFFLETT • CHECKED BY • C. SHIFFLETT SCALE 9+50 10+00 11+00 12+00 13+00 14+00 14+50 • 1"= 20' STR 112 - EX. 100 PROFILE �uoI • HORIZ SCALE: 1 "=50' °p . o VERT SCALE: 1"=5 0 o C'1 0nM N u) • +�ur)ur� 116: DI-1 uo Z Z 0 STA 10+19.04 F 0» > TOP 517.51 0 525 ~ z ? z INV OUT 513.25 (115) 525 M u')NYWu7 + 0H- O , Z) a O 525 U) HO z 525 z Q �.0 u , Q I --I ,^ z LL CD 0 Wul J Q z} I —I z LL O W U ' w Z Q U..� m J 0< 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 NOTE:PROVIv , STR 114 - SWM A PROFILE STR 104 - STR 116 PROFILE NSTRDUCTUR SWE INLET ITHIDROPOF HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' 4' OR GREATER. VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 5 0 JOB NO. PROFILE SCALE 42932 SHEET NO. C7.0 TEMPORARY H PROPOSED � TOP DURI G GRADE 520 CONSTRUCTI N _ 520 EXISTING GRADE N. i 515 515 109 O 107 52.25' OF 111 57.42� OF 18" F{DPE 19.87' O 103 18" HDPE � 1.50 /o 18" HDP 101 F 50 �. OF @ 1.50 /° � 1.50° 510 80.33' 'HDPE 510 18 0.75°k � 1.0 °� 180 LF OF 105 54" MP 6.80' OF INV. 513.00 1 "HDPE 0.75°k WEIR PLATE, 505 SEE DETAIL ON 505 SHEET C6.0 500 500 PROPOSED GRADE 520 520 EXISTING GRADE MIN 515 515 113 50.71' OF 1� 2 ��o 510 510 180 LF OF 54" CMP INV.=51300 505 505 PROPOSED GRADE 520 520 EXISTING GRADE t3'515 515 O 115 1 .04' OF 15" HDPE 510 ° 510 505 505 500 500 rn L 0 0 0 0 0 O 0 0 O O 0 0 O O 0 O O O O ° O 0 O O O O 0 ° O O 0 0 24"HDPE 0 lNV=537.13 II II II s i i i ILR0AD Li - - - - C & SHAM BR LIMITS OF DISTURBANCE APPROXIMATE LOCATION OF PRIMARY DRAINYIELD - ' - 539" - EXTENTS OF ' 500-YE4R FLOODPLAIN I i I I O ° 80' ID I' APPROx1MA'iE LOCATION / / 0 0� 0 0 0 0 ° 0 24"HDPE `! _ i OF RESERVE DRAIN FIELD o 0 /0 0 0 ° _ _ 0 .8o _ ° ° o i - I / _ - - - - 0 0 o 1> -o :o-O-o o y ` �o�o o - / \ /11` _ _ WINTER J/}SMINE, TW-- - - - - - - - - ORANGE CONSTRUCTION W� 4 W�0% OP le, F Effill 1*11 W, Ro WEI, ` MR-1 _s 1 � 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 40 JASMINUM NUDIFLORUM WINTER JASMIN 24" HT./SPRD CONTAINER 10 1400 3,814 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 238/35 = 6.8 7 LARGE TREES 8 LARGE TREES 7 FLOWERING TREES FLOWERING TREES LANDSCAPING OF PARKING AREAS * 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 0.87 AC x .1 = 0.087 AC 3,414 SF PROPOSED + AREA) 10% COVER = 3,789.2 SF 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 ( 1117QAI I UCAI TU ! 17 TLIC DI AhIT DOGWQ(OD, TYP. o° 0 0 0000 o O 0 0 0 O o O O O O .O O O°°° O 0 .O O°°°°°°°° O County of Albemarle Conservation Plan Checklist- To be placed on Landscape Plans (Handbook, pp 111-284-111-297 for complete specifications) L 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; (NI10rade changes requiring tree wells or walls; Proposed trenching or tunneling beyond the limits of clearing. 2. Markings: 0 All trees to be saved shall be marked with print or ribbon at a height clearll visible ib cquryment operaron. 0 No grading shalli pil until -the bee marking has been inspected and approved 1)y_toabt�l�sr 3. Pre -Construction Conference: ® Tree preservation and protection measures shall be reviewed with the contractor on-gita. 4. Equipment Operation and Storage: ® Heavy equipment, vehicular traffic and stoSege�aCeopsWeticn materials including soasho natbe permitted within the driplines oftrees to be saved. 5. Soil Erosion and Stormwater Detention Devicm 0 Such devices shall not adversely affect trees to be saved. 6. Fires: 0 Fires are not pemdtt6d within 100 feet of the dripline of noes to be saved. 7. Toxic Materials: ® Toxic maten ds shall not o stbred,withiq 100 feet of the dripline of noes to be saved. 8. Protec&c Fencing: ® Trees to be retained within 40 feet of proposed building or grading activity shall be protected by fencing. 0 Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading m construction. 9. Tree Wells: ® When the ground level' most be rained Within the dripline of a tree to be saved, a tree well shall be provided and a construction defatal submibul-for a�al� 10. Tree Walls: ® When the ground IevI must be hrwerel tvithnrthe dripline a tree to be saved, a nee wall shell be provided; and a construction detail submitted for approval. 11. Trenchine and Tunneling: ® When trenching is required tlidt`tn' be limits ell earing, it shall be done as far away from the bunks of trees as possible. Tunneling er a Jorgendtree shill beconstd- a9 en alternative when it is anticipated that necessary trenching will destroy fuller roots. 12. Cleanup: ® Protective fencing AFialt*[h ]maJ'ittpnmrmmve i3tmltgthti Final cleanup. 13. Damaged Trees: ® Damaged trees shall be tre�ted ilrtnted�at� rumn fertilization or otherptet a s_recommended by a tree spec is NOTE: IT IS THE DEVELOPER'S R SP0 B LI7Y TO CONFER WITR'r'fIP CnNTRs'fT �Og TREF CON VA O /j REQUIREMENTS. VC 09108/2021' .n�n.rv.mrr�� /rlA l f =-, CONTRACT PURCHASER SIGNATURE (DATE) - / 5/l/06 Paged of% LINE III I I I I IIII II IIIIIII -., 111 II I III I (IIII 1 TREE PT"tg 6I PI�ION AR1yPC, 2Q3 SFI /�I I I III 1 - RINC T SENTRY" ;INKG , TYP. 58A2-20A 7THOUT FRIES )O LLC 92, PG_ 686 21, PG.218 68, PG.151 1 COMMERCIAL =FICE BLDG. o' SD INLETIW GRATE O 0 o TOP=515.15 0 ° INV. IN=513.45'4"PVC O ° "CONNECTION UNKNOWN o ° INV. OUT=511.60'24"CMP 0 0 ° 516- - 0 0 0 °° 0 0 0 A o ° O 0 ° O ° 0 ° EXTENTS OF 100-YEAR FLOODPLA/N n 0 Q z SCALE 1 "=20' 0 20' 40' .t 6iTii (,o!.,�� CLINT W. S FFLET > • Lie. Ne.54380 .4C? 11-29-2021r �r ''0i SIONAL tE6,:•'. 0 x (7 0 0 W U Q z 0 W 0 O z F F F F a z z z z w w w w UU E E E E H10000 0 U U U U rrrr z r r r r o z z z z .. 0000 w vvvv lY tovvrn r-I N r-i N W M to 0) r! I a poor -I N N N N vvvv 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 J 0- w U z Q J � > J z}w F- I� LL z o 0- Q w c ,U^ V / 2 wmz J Oar I --I JOB NO. 42932 SHEET NO. L1.0 L Overlap Geogrids and Place 3" Soil Fill Alternate Geogrid Placement on Between Overlapping Geogrids for Proper Subsequent Geogrid Elevations to Anchorage Eliminate Gaps x simaaxa�aeYaw¢amm�awi .• i .as mm m,s as sme � waa Ava"... ■ u.11......1..1.. Mm11111111 • 911........ R..,.... su �oFc iia xis Iwn Fin .._ n, n_.'u.. u. :321 u s aC3.iL'Ba:B:i7C7C Alternate the Extension of Reinforcement at Subsequent Reinforcement Elevations SRW Unit Rolled Direction 900 INSIDE CORNER (Not to Scale) SRW Units __N Upper 2" of Grouted Cells Fill w/ VDOT No. 57 Stone To Maintain SRW Interlock Grout Fill All Cells 3,000 psi Concrete Grout Entire SRW Unit Below No. 4 Rebar VDOT No. 57 Stone Filter Fabric SRW Units JJ CONVEX CURVE DETAIL (Not to Scale) Alternate Reinforcement at Subsequent Reinforcement Elevations - -u.1 Rolled Direction L SRW Unit Corner Unit Secure with Concrete Adhesive (Alternate Every Other Course) 900 OUTSIDE CORNER (Not to Scale) mmmmmmmmmmmmmmm L� .1� 7i1R17r 9'Nd9d4ry 37d!Td4d srala. ORom= , 1SYPa tee •-?lwsiY:':::�Rla�OrIY�'MIP.:.••';a aT 3S6 � r1u^..UYlrr•' :•�I, Y}2RLi�.IQR2RR IYAiSSY'68'YrkYYiAiBrY RiQILtf IQ1QIiL�R,tli21f IQ�nii41!Ri0ia5r*!1[h B!SIY(KYlAA7iB87B7,�AAS11FfT� i. LStart Geogrid Approx, 1" From Front of Units ZSPW Unit GEOGRID PLACEMENT DETAIL (Not to Scale) Reinforced Fill 4" Dia. Perforated Dram Pipe 1 ._. . ;;;• 12' Thick VDOT No. 57 Stone 1'! MICHAEL'R. CIR No. 021245 U FAZhernitto Top UniConcrete Concrete Adhesive Lintel Formed in SRW Units Over Storm Pie I;}:}:};1 {::�{• •' ',",Extend •}�': Extend Min 24" Each Side of Pipe Opening Into Grout SRW Units LSRW Units - ti:y:y � :•:•:•:•: • Reinforced Fill 1.1.1.1.... •. r• ;�...;.M1., a. i i Min 6" Thick Grout SRW Unit Above No. 4 Rebar Droi Aggregate - na9e . k - { ;rti• Min 12" No. 57 Stone I Two 4 Rebar Deep V-Notch (Sawcut) w/ (2) No. (Grade 60) -Continuous VDOT No 57 Stone ------------------------ i M1:1q•.:1 •J WALL WITH PIPE PENETRATION (Not to Scale) SRW Unit Ex. Structure At Abutment, Alternate Full Unit with Half Unit Every Other Course. Do Not Attach to Structure. WALL ABUTMENT DETAIL (Not to Scale) Sleeve -It 5D1 Fence -Post Anchor System Storm Drain Pipe 42" Tall Fence or Handrail Post -Sleeve-It SD1 Fence -Post Anchor System - Top Dia. 7.4" Grout Fill After Post Installation w/ Min 3.000 Dsi Grout Bottom Dia. 9.4" Filter Fabric - 4 FT Wide / Mirafi 140N or Equivalent r-Contilever Base 30.6"L x 15.3"W 12" Soil Cover 23.4" 30.6" Reinforced Fill SLEEVE -IT FENCE POST DETAIL (Not to Scale) Optional Reinforced Fill Compacted Granular Soil 0 MICHAEL R. CIRi No. 021245, quo 11 /18121 �fss''ONAL E_ GEOGRID AROUND MANHOLE (Not to Scale) Circeo Geotechnical WML Engineering, F Revision: 1 11/18/21 Retained Soil Compact to Min 95% �~ Standard Proctor 7 _ _Storm Drain Place Geogrid Under or Over Pipe (Min 3" Soil Cover) GEOGRID AT STORM DRAIN DETAIL 1/8" W } L Anchor Diamond Pro Units IN c �Sta. 48_ . RaOF GRAN .{ - LFAI:ER TVP ••/ 51D �SZ • "Ytf � R ro m Wall Drain Pro (lA/eephole) at Max. 40' O.C. Drain to Daylight WALL DRAIN PRO DETAIL (Not to Scale) DRAWING INDEX Sheet Ivy Proper Albemarle County, Vir inia 1 Site Plan 2 General Notes/ Design Parameters g yi" CIRCEO GEOTECH Circeo 5956 Buckland Mill Road 3-4 SRW Details ! Geotechnical Engineering, P.C. N Roanoke, Virginia 24019 5 General Notes -SRW Units w/ Soil Nails i0 Phone: (540) 366-2379 6 Details - Temporary Shoring w/ Tecco 7 Wall A - Sta. 0 to Sta. 130 F�f 8 Wall B - Sta. 0 to Sta. 48 Scale: N/A Project No. RW-2680 Date: 10/13/21 Wall C - 5ta. 0 to Sta. 37.5 Revision: 11/18/21 Sheet 3 of 8 Filter Fabric - 4 FT Wide GENERAL NOTES: Mirafi 140N or Equivalent \ Geogrid Reinforcement 1.0 STRIP VEGETATIVE AND ORGANIC SOIL FROM THE WALL AND GEOGRID ALIGNMENT. 2.0 BENCH CUT ALL EXCAVATED SLOPES. 3.0 DO NOT EXCAVATE BEYOND EXCAVATION LINES SHOWN ON PLAN UNLESS DIRECTED BY THE GEOTECHNICAL ENGINEER TO REMOVE UNSUITABLE SOIL. 4.0 CONTRACTOR SHALL ENSURE TEMPORARY EXCAVATIONS ARE STABLE AND PROVIDE EXCAVATION SUPPORT IF NEEDED. 5.0 GEOTECHNICAL ENGINEER SHALL VERIFY FOUNDATION SOILS AS BEING COMPETENT PER THE DESIGN PARAMETERS. 6.0 LEVELING PAD SHALL CONSIST OF COMPACTED SAND, GRAVEL, OR COMBINATION AND SHALL BE A MINIMUM 6-INCH THICK LAYER WITH A MINIMUM WIDTH OF 24 INCHES. Scale: 1" = 40 FT SITE PLAN 0® 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 (Not to Scale) 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 ASTM 0-422. o. 57 Stone J rced Zone o SIEVE SIZE PERCENTAGE PASSING form Structure 1-1/2I'NCH 100 y 0 1INCH 95-100 I„ 1/2 INCH 25 - 60 o o N0.4 0-10 d NO.8 0-5 cD 9.0 GEOGRIDS SHALL BE LAID HORIZONTALLY ON COMPACTED BACKFILL FOR THE REQUIRED GEOGRID LENGTH (GL) IN THE TENSILE STRENGTH DIRECTION (PERPENDICULAR TO WALL FACE) NOTED ON THE WALL PROFILE. THE GEOGRID SHALL BE PLACED WITHIN ONE INCH OF THE FRONT FACE OF THE UNIT BELOW AND EXTEND HORIZONTALLY . OVER COMPACTED FILL. 10.0 ANCHOR DIAMOND PRO UNITS MOLDED DIMENSIONS SHALL BE 8 INCHES HIGH BY 18INCHES LONG BY 12 INCHES DEEP AND SHALL NOT DIFFER MORE THAN + 1/8 INCH IN ANY DIMENSION. roper 11.0 A 1-INCH SETBACK PER UNIT (REAR LIP) SHALL BE MAINTAINED FOR Lin,Vir Virginia PROPER BATTER (I.E. 7 DEGREE CANT FROM VERTICAL). CIRCEO GEOTECH 12.0 GEOGRIDS SHALL BE PLACED WITHIN 1 INCH OF THE FRONT FACE 5956 Buckland Mill Road OF THE UNITS AND GEOGRIDS PULLED TIGHT (AFTER PLACEMENT Roanoke, Virginia 24019 OF THE NEXT COURSE OF BLOCK UNITS) TO REMOVE SLACK Phone: (540) 366-2379 AND TO INTEGRATE GEOGRIDS AND UNITS. 13.0 FIELD ADJUSTMENTS OF BLOCK ALIGNMENT MAYBE MADE Project No. RW - 2680 ON NON -REINFORCEMENT LAYERS WITH THE USE OF SHIMS OR ASPHALT SHINGLES TO RAISE ONE COURSE OF BLOCK BY Sheet 1 4 of 8 A MAXIMUM OF 1/4 INCH VERTICAL HEIGHT. 42" Tall Safety Handrail or Fence w/ Sleeve -It SW 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 (Typ.) Non -Woven Filter Fabric Mirafi 140N or Equivalent _ Geogrid Reinforcement (Typical) Refer to Wall Profile for Geogrid Type, 1 Geogrid Length (GL) and Location 1 24" Vertical Spacing (TYPO - - - - - - - _ Retained Soil Reinforced FIII 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) a f 12-1/2"----------------- i I L 15trai ht 9 . .........: :. .:.....:.. Rear Lip Split Face 18" r 1" Setback T 8"] 8„ 8-1/2" I I ANCHOR DIAMOND PRO UNIT (Not to Scale) Ivy Proper p� p LTN O,t Albemarle County, Virginia ra 0 CIRCEO GEOTECH AC irceo 5956 Buckland Mill Road < � Geotechnical Roanoke, Virginia 24019 O MICHAEL R. CIRCEO ! ® Engineering, P.C. 9 U No. 021245 id Phone: (540) 366-2379 � 11�l8�21 �� .?4 Scale: 1" = 40 FT Project No. RW-2680 �SS✓ONAL ECG Date: 10/13/21 1 Revision: 1 11/18/21 Sheet I I of 8 DESIGN PARAMETERS: 14.0 REINFORCED FILL SHALL CONSIST OF GRANULAR SOIL FILL 1 BUILDING CODES: 2015 VIRGINIA UNIFORM STATEWIDE BUILDING CODE (USBC) WITH USCS SOIL TYPES GP, GW, GM, GC, SW, SP, SM OR SC AND 2015INTERNATIONAL 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 PLA5T'ICITY CLAYEY SAND (SC), SILT OR CLAY (ML-CL) CAN BE USED 3 WALL DETAILS SHOWN ON THI5 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 8A5ED ON USE OF 5TRATAGRID 5SU60 AND SGU80 LIQUID LIMIT (ILL) OF 40 AND A MAXIMUM PLASTICITY INDEX PI GEOGRIDS. OTHER COMPATIBLE GEOGRIDS MAY BE SUBSTITUTED Q ( ) ( ) 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) (1), (DEG) (PSF) PROCTOR DENSITY (ASTM 0-698) AND WITHIN + 3 PERCENTAGE REINFORCED FILL Granular or Low Plasticity Soil 120 30 0 POINTS OF OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL RETAINED SOIL SC-CL, SM-ML 120 30 0 BE PERFORMED AS THE WALL IS 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 15 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, FINI5H GRADING, PAVEMENT, DO NOT USE HIGH PLASTICITY CLAY (CH-MH), ROOTS OR TOPSOIL IN REINFORCE OR TURF SHALL BE INSTALLED IMMEDIATELY AFTER THE WALL I5 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 I5 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:1V, 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 (Filled With Stone) DESIGN SOIL BEARING PRESSURE = 500 PSF TO 2,000 PSF (SEE NOTE ON WALL PROFILES) I (Filled With Stone) - Ivy Proper LTN Albemarle County, Virinia 1" Setback CIRCEO GEOTECH y f' Circeo 5956 Buckland Mill Road echnical 1" Rear Lip < = Geot C MICHAEL R. CIRCEO Mi Engineering, P.0 Roanoke, Virginia 24019 Anchor Bar U No. 021245 �� ® Phone: (540) 366-2379 UNIT CONNECTION DETAIL wale: N/A (Not to Scale) FSS✓n ,., �^��'\ Date: 10/13/21 Project No. RW-2680 M E 0 � o N 6 N C > E W E UM o 3 0w0 w 0m •�-,-, La LM Q J U cc J -vj d > ':' N FA N (7 W �I 30 =X of LL X v U > N = U F C N o O1 N � M C � 0 x c� 0 H w W U Q z 0 > 0 Z H F H H a- Z Z Z Z W W W W z z z z w 0000 0 (yUYUYUYU Z r r r r Z Z Z Z w 0000 LU tO"t V a ,-I N ,•i N W M (O 01 ti 000,� o .... 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 � a LU ~ a 0 ,^ Z 06 J (D 0 Q>z z�� I-� LL z J J � w 0� < Q w LU V O/ a z LAAI,L z I� UJ I- 1 L JOB NO. 42932 SHEET NO. S1.0 WALL .•r A Step w/ Grade No Surcharge I Max. 2HAV 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, 539 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 -' IF - TOC = 528.33 B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ALL DRAINAGE B. NAIL BAR NUT AND WASHER: TYPE MATERIAL AND SIZE COMPATIBLE O 53a TOW = 524.00 TOW = 530.00 eL 6 -. TOW = 528.00 TOC = 526.33 FEATURES NECESSARY TO MINIMIZE INFILTRATION AND EXCESSIVE WITH SOIL NAIL BAR. 1 a•=6 Ft = FT l - GL=4IF - TOW = 526.00 RUNOFF IN THE AREA OF THE SLOPES DURING CONSTRUCTION. C. CENTRALIZERS: INSTALL AS NECESSARY TO INSURE A MINIMUM GROUT 532 _ N - TOC = 525.67 C. APPROXIMATE LOCATIONS OF EXISTING UTILITIES, FOUNDATIONS, COVER OF 1 INCH AROUND THE NAIL BAR IN THE GROUTED SOIL NAILS. 1 0 e 530 ai: �I _ - - - TOW = 525. AND OTHER STRUCTURES IDENTIFIED TO THE ENGINEER ARE D. TECCO SPIKE PLATE: ASTM A36 STEEL BEARING PLATE, 1 PER SOIL NAIL 526 - - - - -- GL = 6 FT - - - _ _ _ 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) 1 c 3 LU 526 - I - - -- - GL = b FT 6L b FT �.......... F' GL _- FIELD VERIFICATION OF THESE LOCATIONS AND DAMAGE TO IDENTIFIED HOLE DIAMETER: 1.57" (40 MM). SEE DETAIL BELOW. 524 _ M ................ .4.5.�... OR UNIDENTIFIED UTILITIES OR FOUNDATIONS. E. , TECCO MESH. HIGH-PERFORMANCE MESH FOR HIGH -TENSILE } } I I 6" Thick Stone 1 3 .-I D. THE CONTRACTOR SHALL VERIFY LOCATIONS AND ELEVATIONS OF ALL STEEL WIRE FOR SLOPE STABILIZATION. I v) _ - o 520 Gi-= 6 Fr I I 1 I Levelinci Pad I v BOW = 524.00 BOW = 524.00 +° V) UTILITIES WITHIN 50 FEET BEHIND THE SOIL NAIL SYSTEM. COORDINATE STEEL WIRE MESH, G65, 3 MM, fy > 256 ksi > a 518 I ` I BOW = 523.33 I:: I lU Proposed Grade at Bottom of Wall WITHIN 50 FEET BEHIND THE SOIL NAIL SYSTEM. INSIDE CIRCLE DIAMETER OF DIAMOND MESH GRID = 2.56 INCHES 0 516 -BOW = 522.67 IV2" Dia. Sch. 40 Galvanized Steel Pie T P (Typ.) 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 514 ALL GRADE INFORMATION SHOWN ON THE PLANS HAS BEEN TO SPLICE TECCO MESH. Lc ❑p I2 20 2q 30 40 50 60 69 80 90 100 110 317 120 130 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. Station (ft) I I I 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 GL = 6 FT l Soil Nail 8 FT w/ 2 FT Ext. Lemb GL = 4.5 FT _ I I� 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 = 750 Ps I q = 500 psf SAFETY LAWS AND REGULATIONS. MIN 28-DAY COMPRESSIVE STRENGTH OF 3,000 PSI PER AASHTO T106/ASTM C109. Adjust Angle of Inclination534.33- J 9 (P) To Avoid Conflict with Property Line or Utilities As Needed P Y TOC - 534.33 BOW = 53000 TW 530. TOC = BOW = 53000 TOC = 534.33 _ - �� , BOW = 531.33 / G. SAFETY MEASURES SHALL BE IMPLEMENTED TO MEET LOCAL, STATE AND FEDERAL REGULATIONS FOR FALL PROTECTION, TRAFFIC BARRIERS, AND OTHER SAFETY CONDITIONS AT THE SITE DURING CONSTRUCTION. I. WATER - CLEAN, POTABLE WATER. 4.0 CONSTRUCTION SEQUENCE Q 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 - StrataGrid SGU80 Le@6 Soil Nail Embedment (ft) GL Geogrid Length (ft) O 4" Drain Pipe to Daylight WALL B 550 548 546 TOC = 529.67 - 544 TOW = 529.33 542 0 40 } 8 in 0 5 a 53 m N 532 W 3 530 -dI BW 524. TW 5 .95' SW 531. ' TOC = 529.67 BOW = 528.0o Sta. 1-3%5 N - - TW=B 9.06 t� BW 523.F° TW = BW 524.04' �524 �235� l TOC = Top of Wall (with Cap Unit) BOW = Bottom of Wall (including embedment)* 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) :. .. . ..- ������.■� -yam.■���mm C�mommmmm ee.■__mmm mmmmmms === -======-----------_ NE - • e I ������.■ �����I Ems mmm ������.■ mmmmmmmommmmm �r����� mmmmmmo I ommmmm --------------- ----------------------------- r•ii..lvii�■viir•_ i��irl■. WALL C t m � � 3 t \lL N 42 5z6 t I Proposed Grade -BOW = 531.33 6 Thick Stone } 524 ! ' " ' ' I at Bottom of Wall 1 LevelingPad 5 522' BOW = 528.00 BOW = 530.00 I ,F 520 Fp 10 13.5 20 30 40 48 f c Station (ft) I GL=4FT I I - - 6M _-1 I LEGEND TOC = 530.33 -- H. THE OWNER'S TESTING SERVICES REPRESENTATIVE SHALL BE ON -SITE "Gf ~ BOW = 523.33 Sta. 48� 530.67 524.87' ' - DURING INSTALLATION OF THE SOIL NAILS AND INSTALLATION A. TRIM VEGETATION AND CUT TREES FLUSH WITH THE SLOPE FACE. OF THE TECCO SYSTEM TO VERIFY CONFORMANCE WITH THE TEMPORARY DO NOT REMOVE TREE STUMPS. •� TRW � - Ste. 60 SHORING DESIGN. B. SCALE SLOPE FACE TO REMOVE ANY LOOSE SOIL, BOULDERS OR • Sta 54 OTHER OBVIOUS MATERIAL FROM THE SLOPE. TIC ita. 24 to. 80 - �52a at' S33 TW 531.75' 2. DESIGN CRITERIA: C. VOIDS CREATED BY LOOSENED ROCK OR SOIL BEHIND THE SOIL S 1 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. `TD,. TOC = 525.67 -52334' `� 52S � BOW = 524.00 SYSTEM WERE BASED ON THE FOLLOWING MINIMUM FACTORS OF SAFETY: D. INSTALL SOIL NAILS IN SLOPE FACE TO THE REQUIRED DEPTH. ta. 100 - GLOBAL STABILITY = 1.5 E. PLACE MIRAMESH GP. GEOMAT ALONG THE SLOPE FACE FROM THE CREST - ' -- FACING PUNCHING SHEAR = 1.5 TO THE TOE. CUT AROUND SOIL NAILS ARE REQUIRED. 522.7£ WALL B j TW . NAIL PULLOUT = 2.0 F. INSTALL TECCO MESH OVER THE GEOMAT AND SOIL NAIL No Pedestrian Guard Required to. 120 TENSILE STRESS OF STEEL NAILS = 1.5 FROM THE CREST TO THE TOE. TOC = 530.33 / BOW = 523.33 WALL A - r' '- - �. �B. THE SOIL PARAMETERS ARE BASED ON EXPERIENCE WITH THE LOCAL G. SECURE ENDS OF TECCO MESH WITH TECCO COMPRESSION 42" Tall Pedestrian Guard �25 Ste. 130 SOIL CONDITIONS AND ESTIMATED SOIL SHEAR STRENGTH PARAMETERS CLAWS (1 PER DIAMOND MESH GRID). = 524.33 b22.03'/T/ OF SIMILAR SOIL TYPES. H. ATTACH TECCO SPIKE PLATE TO SOIL NAIL HEAD AND TORQUE 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) 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: 1.5711. oia. Spike Plate, Grade A36 Ivy Proper MOIST SOIL UNIT WEIGHT = 120 PCF Galvanized steel . Albemarle County, Virginia EFFECTIVE INTERNAL FRICTION ANGLE, �' = 300(UNDISTURBED) O O 748" SNUki 0 1 GH AMII Or CIRCEO ZENCirceo 5956 Buckl nd Mill E Road E. SOIL NAILS OMINIMUM DRILL HOLE DIAMETER = 4 INCHES. Geotechnical Engineering P C Roanoke, Virginia 24019 NO 8 BARS - INSTALL CENTRALIZERS - 10 FT O.C.MIN 13", ® �: TECCO Wire Mesh GR65 3 mill MiraMesh I Geomat Prevent Soil Erosi TECCO Spike P Per TECCO Sys Manufactl No. 8 Bar, Grade 75, Epoxy -Coated w/ Nut and Washer Torque Completed Nail Min. Tension Force of MICHAEL R. CIR14 CLOIF �� Phone: 540 366-2379 ( ) TWO (2) CENTRALIZERS PER SOIL NAIL (GROUT FILLED). 5r. Dia. 0.39". r MICHAEL R. CIR No. 0212IR 11// 8`21 F. EMBEDMENT LENGTH (L) ARE NOTED ON THE WALL PROFILE. G. ANGLE OF INCLINATION (FROM HORIZONTAL) = 15 DEGREES. No. 021245 'a 1"= loft. ?r Scale: 11a•. TECCO SPIKE PLATE DETAIL -A 11 �18121 F �Q` E`%G SS✓ONA V: 1"= 10 ft. Project No. RW-2680 ANGLE SHALL BE ADJUSTED OR OFFSET TO AVOID OBSTRUCTIONS. FSS, L Date: 10/13/21 H. BACKSLOPE -MAX 2H:IV (Not to Scale) C ONAL E Revision: 11/18/21 Sheet 7 of 8 EQUIVALENT SURCHARGE = 100 PSF, WHERE APPLICABLE Soil N TECCO FACING DETAIL (Not to Scale) Ivy Proper Albemarle County, Virginia CIRCEO GEOTECH Circeo 5956 Buckland Mill Road Geotechnical 7,ML Engineering, P.C. Roanoke, Virginia 24019 e Phone: (540) 366-2379 Scale: N/A Project No. RW-2680 Date: 1 10/13/21 Max. 2H:1V Backslope Proof Testing of Production Nails Filter Fabric Min 42" Fence or Handrail Post Min 3 FT F 540 Perform Two (2) proof (pullout) tests Place Over Stone 538 No Pedestrian Guard Required (1 proof test per 20 production nails) Secondary Reinforcement Design Test Load (DTL) = 7 000 Ibs Cap Unit Drainage Swale 536 I d I StratnGrid SGU60 (See Wall Profile) TOC = 524.33 - TOC = 524.33 Secure to Top Unit Min 12" Thick Soil Cover 534 = I +1 = I +I Max. Test Load = 1.50 DTL = 10,500 Ibs Place Horizontallyto Face of Excavation Q ,o v w/ Concrete Adhesive 1 I' TOW = 524.00 d I d I TOW = 524.00 Min. Bond Length = 10 feet 32 01 'ol O 10oI� 01� - TOC=523.00 w 52 ul �I TOW = 522.67 u) 0 526 r ----------------------III: KM---- ----------- .ao ■vv. + 518 BOW = 522.00 i w Vl `0 6" Thick Stone a 516 Proposed Grade i Leveling Pad 514at Bottom of Wall- 512 1 - BOW = 521.33 ° 510 Drain Pipe to Daylight c 3 o 4 �6 10 21 30 37.5 I Station (ft) I 'o /wn` L V GL = 4.5 FT q = 500 psf ► I 8S _ TW _ BW TW 533 TW = SW 522,32' SW 531 TOC - 524.33 BOW = 521.33 - TW 524?t1'- TW = BW 529.06 - ON TOC = 524.33 W 523.29 " .06, BOW = 522.00 Sta. 21 TOC = 523.00 •58' -' a' 6 _ BOW = 521.33 4' _ _ Sta. 0 / 524 523 �hr, 522 Ste. 3�7.5---521 FFE=522.50' ;It9a Use Compacted Granular or Low Plasticity Soil WALL C In Reinforced Fill Zone. TOC = Top of Wall (with Cap Unit) No Pedestrian Guard Required BOW = Bottom of Wall (including embedment)* / ® 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 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 Bearing Pressure (psf) 1 Scale: 1" = 20 FT ENLARGED SITE PLAN 1 0 10 20 Ivy Proper Albemarle County. Virairl arce° 5956 Buckland Mill Road 2 - Geotechnical �7 Engineering, P.C. Roanoke, Virginia 24019 MICHAEL R. CIRCEO �`. '� Phone: (540) 366-2379 No. 0212451, 9 ll//8`QI 4 H: 1"= 10 ft. q � �SSYONAL ft��'`�4 Scale: Project No. RW-2680 Date: 10/13/211 SRW Units Tecco Mesh w/ Geomat or Equivalent For Temporary Shorinq Drainage Aggregate VDOT No 57 Stone - 3 FT Min Thick Weele Daylight Pipe Through Wall 40' OC Spacing (Typ) Foundation Soil Leveling Pad 6" Min x 24" Wide 4" Dia. Drain Pipe (See Drain Detail) Soil Noll Min V Dia. Bolt w/ Washer+ Bolt acklap End Toward Next Block Unit :.-:::.-:.- . . :r 1 1 . % r•r•: •r•r•: •r•: •. I I' I '': 1: 11: �1�1r:rijifir1rifif �'j1: I I 1' I 5.ti.ti.l.ti.ti.1.••.ti..•. I 1'' I•?�••�.?.?•'•1?'rti?ti?1rtirti?1�ti?•'• 1 Retained ! Temporary Ex.... If Warranted No. 57 Stone , : 1/2„ DIa.U-Bolt w/ Nuts & Washers ;; 1 ytii:ryr1r1r1ry:::.• • • Above or Below Anchor 1 4 FT (Typ.) .T••r1 r1T•r1 f. :,�!+.•;� - r•; 1 I I ti•ti•ti•1•ti•ti•ti.. .. 1 ti 1 •.• 1 I' 1 :.:.r•r•r•r•r•r•rr•r•r•r•r•:•: ' '„ ' :•r•r•r•r•r•r•r•r•r•r•r•r•r•:•• 1 I , I •. ti.ti.ti•ti.ti.ti.ti•ti•ti.ti•ti•ti.ti.. •. 1.1.1•ti.1.1.1.1•ti.1.1•ti.1..•. - I I;1 i :•:fir; r; :; r; r; r�r; r; r�r; r; J; :;: 1 = 15° Soil Nail (Drill/Grouted) 1 I' I•'r w•r r.. 1 I Bn Lemb See Wall Profile / Min 3 FT Residual Soil or Rock* (See Note Below) *Where Rock is Encountered, Embedment Length Can Be Reduced to Min 30 FT Into Competent Rock RETAINING WALL CROSS SECTION (Not To Scale) 2" Dia. Schedule 40 Galvanized Steel Pipe Attach to Back of Steel Plate w/ U Bolt Top or Bottom lU 8" x 8" x 1/2" Thick Steel Bearing Plate w/ 1/2" Wide x 6" Slot - Each Side STEEL PIPE CONNECTION AT SOIL NAIL (Not to Scale) Primary Reinforcement StrataGrid SGU80 (See Wall Profile) Place Horizontally to Face of Excavation Wrap Around 2" Diameter Sch. 40 Galvanized Steel Pipe Backlop 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 Mesh w/ 1/2" wide x 6" slot -Each side Min Tensile Force = 7 kips Tecco Spike Plate Min Applied Torque = 130 ft-Ibs 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 1" Dia. Steel Bolt w/ Washer . Bolt SOIL NAIL/GEOGRID CONNECTION DETAIL (Scale As Shown) Albemarle County, Virginia CIRCEO GEOTECH Circeo 5956 Buckland Mill Road Geotechnical MICHAEL R. CIRCEO 1 _ Engineering, P.0 Roanoke, Virginia 24019 No. 021245 �( Phone: (540) 366-2379 ll/I /_ Scale: N/A project No. RW-2680 RFSSr ..... cN Date: 1 10/13/21 Ui IY 0 O C7 0 O x H 0 > 7 w U Q Z 0 in > ce 0 r Z O U) U) U) U) d Z Z Z Z w w w w K 2: 2: 2: 2: IJ 2: 2: 2: 2: w 0 0 0 0 p U U U U Z r r r r O Z Z Z Z (n 0000 w U U U U ov to, w M UD c 1 H o 0 0 0 4 4 4 4 N N N N 0 0 0 0 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 J /r UJ ~\� UJ Q ,^ lJ / Z_ 06 J C7 > U) Q z?� J L_ Ov J J W J Q LU LU LU a Z ,O/ L.L Z I� L JOB NO. 42932 SHEET NO. S1.1