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Home My WebLink AboutWPO202100004 Plan - VSMP 2022-09-27 (2)SOUTHWOOD PHASE 1 -BLOCKS 9, 10, & 11 SITE INFORMATION TAX MAP PARCEL, ZONING, AND OWNER INFO: LIMITS OF DISTURBANCE: 7.97 ACRES OVERLAY DISTRICT: ENTRANCE CORRIDOR MAGISTERIAL DISTRICT: SCOTTSVILLE SOURCE OF BOUNDARY AND TOPOGRAPHY: BOUNDARY WILLIAM S ROUDABUSH, JR. 1974 ROUDABUSH, GALE, & ASSOCIATES, INC 2003 ROUDABUSH, GALE, & ASSOCIATES, INC 2015 BENCHMARKS (SPOT ELEVATION) AT THE INTX OF HICKORY & BITTERNUT ELEV=451.0 09000-00-00-001AO PARCEL AREA: 8.83 ACRES DB 3375 PG. 063 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) 090A1-00-00-001EO PARCEL AREA: 22.92 DB 4773 PG. 328 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) 090A1-00-00-001DO PARCEL AREA: 86.80 DB 3375 PG. 063 ZONING: R2 RESIDENTIAL OWNERSHIP OF ALL PARCELS: SOUTHWOOD CHARLOTTESVILLE LLC 919 WEST MAIN STREET CHARLOTTESVILLE, VIRGINIA 22903 ZONING: REFER TO ZMA 2018-003 TOPOGRAPHY SUPPLEMENTAL TOPO LOUISA AERIAL SURVEYS, INC. TIMMONS GROUP P.O. BOX 340 28 IMPERIAL DRIVE MINERAL, VA 23117 STAUNTON, VA 24401 DATE OF PHOTOGRAPHY: 03/23/04 TELEPHONE: 540.885.0920 DATE OF COMPILATION: 02/02/07 CONTACT: PAUL HUBER, L.S. PAUL.HU BER@TIM MONS.COM SURVEY CONDUCTED: MARCH 2O19 HORIZONTAL: NAD83(NA2011) VIRGINIA STATE SOUTH GRID VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS DRAINAGE DISTRICT: MOORES CREEK WETLAND IMPACTS: NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT. TOTAL IMPERVIOUS AREA = 4.63 AC WP0202100004 WPO PLAN AMENDMENT COUNTY OF ALBEMARLE, VIRGINI BURIAL SITES: NO CEMETERIES FOUND ON SITE. BUILDING HEIGHTS: MINIMUM BUILDING HEIGHT PROPOSED IS 2 STORIES (25' REVEALED ON HIGH SIDE OF TUCK UNDER TOWNS) AND MAXIMUM BUILDING HEIGHT PROPOSED IS THREE STORIES (36). STORMWATER: WATER QUALITY REQUIREMENTS AND FLOW ATTENUATION WILL BE ACHIEVED THROUGH THE USE OF A STORMTECH ISOLATOR ROW, A STORAGE PIPE, AND A CONTECH JELLYFISH FILTER. AGRICULTURAUFOREST DISTRICT: NONE SPECIAL FLOOD HAZARD INFORMATION: SPECIAL FLOOD HAZARD AREA (FLOODPLAIN) YES[ ] NO[X] ALL NFPA REGULATIONS REGARDING PLACEMENT AND SETBACKS OF UNDERGROUND PROPANE TANKS SHALL BE ADHERED TO. NOTES: 1. THE STREAM BUFFER(S) HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE. 2. A PORTION OF BUILDING UNITS SHOWN ON THIS PLAN ARE AFFORDABLE UNITS (16 IN TOTAL). 3. SIGNS IDENTIFYING THE NAME OF EACH STREET WITHIN THE SUBDIVISION SHALL BE INSTALLED AND MAINTAINED AS PROVIDED IN CHAPTER 7 OF THE CODE. 4. ALL WATER AND SEWER FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY. CUMULATIVE SITE PLAN TRIP GENERATION WEEKDAY LAND USE ITE AMOUNT UNITS ADT AM PEAK HOUR PM PEAK HOUR CODE IN OUT TOTAL IN OUT TOTAL APARTMENTS/ TOWNHOMES 220 46 D.U. 341 5 17 22 16 10 26 SINGLE 210 34 D.U. 389 8 22 30 23 14 37 FAMILY VILLAGE 1 TOTAL 80 D.U. 730 13 39 52 39 24 63 APARTMENTS/ TOWNHOMES 220 86 D.U. 641 13 34 47 30 17 47 BLOCKS 9 - 11 TOTAL 86 D.U. 641 13 34 47 30 17 47 APARTMENTS/ TOWNHOMES 220 121 D.U. 886 19 49 68 47 34 81 BLOCKS 11 & 12 TOTAL 121 D.U. 886 19 49 68 47 34 81 APARTMENTS/ TOWNHOMES 25 D.U. 185 3 9 12 9 5 14 SINGLE FAMILY 22 D.U. 252 5 14 19 15 9 24 VILLAGE 2 TOTAL 47 D.U. 437 8 23 31 24 14 38 CUMULATIVE TOTAL 334 D.U. 2694 53 145 198 140 89 229 9/20/2022 Oak Hdl SITE LOCATION VICINITY MAP 111=10001 DEVELOPER: HABITAT FOR HUMANITY OF GREATER CHARLOTTESVILLE 967 2ND ST SE CHARLOTTESVILLE, VA 22902 OWNER: SOUTHWOOD CHARLOTTESVILLE LLC 919 WEST MAIN STREET CHARLOTTESVILLE, VA 22903 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVE. SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: BRYAN CICHOCKI, P.E. TELEPHONE: (434) 327-5380 SITE PLAN AMENDMENT #1 SUMMARY CODE OF DEVELOPMENT TABLES: 1. PARKING TABLE, OPEN SPACE TABLE, DEVELOPMENT CHART, AND HOUSING MIXTURE PLAN HAVE BEEN UPDATED FOR THE NEW CONDO/TOWNHOUSE LAYOUT IN BLOCK 10. EROSION & SEDIMENT CONTROL PLAN: 1. SEDIMENT TRAP 1 HAS BEEN CONVERTED AND EXPANDED TO A SEDIMENT BASIN (SEDIMENT BASIN 2) & VOLUME OF SEDIMENT BASIN 1 HAS BEEN FURTHER EXPANDED PER FIELD DIRECTION AGREED UPON WITH SITE INSPECTOR. 3. ADDITIONAL CLEAN WATER DIVERSIONS AND DIVERSION DITCHES HAVE BEEN ADDED PER FIELD DIRECTION AGREED UPON WITH SITE INSPECTOR. 4. INTERIM E&S SHEETS HAVE BEEN ADDED TO THE SET. LAYOUT & UTILITIES PLAN: 1. SEWER TIE-INS FOR THE CONDO UNIT IN BLOCK 10 HAVE BEEN UPDATED. 2. STORM SEWER LAYOUT HAS BEEN UPDATED FOR THE TOWNHOUSE AND CONDO UNIT UPDATES IN BLOCK 10. 3. FIRELINE AND DOMESTIC LINE TO THE BLOCK 10 CONDO BUILDING HAVE BEEN UPDATED. OVERALL HOUSING & DENSITY PLAN 1. THE TOTAL NUMBER OF ADU UNITS DID NOT CHANGE. EIGHT (8) PROPOSED ADU UNITS THAT WERE CONDO UNITS ARE NOW TOWNHOUSE UNITS. OPEN SPACE PLAN: 1. AMENITY AREA HAS BEEN UPDATED FROM 23,650 SF TO 22,742 SF (22,700 SF REQUIREMENT). LOT AND EASEMENT PLAN: 1. DRAINAGE EASEMENTS HAVE BEEN UPDATED FOR STORM SEWER UPDATES 2. ACSA WATER EASEMENTS HAVE BEEN UPDATED FOR THE UPDATED CONDO DOMESTIC LINE. GRADING & DRAINAGE PLAN: 1. GRADING HAS BEEN UPDATED FOR THE NEW TOWNHOUSE/CONDO LAYOUT IN BLOCK 10. 2. ROADS HAVE BEEN RAISED BY 1-2 FT TO ACCOUNT FOR ADDITIONAL ON -SITE FILL. GRADES THROUGH THE BLOCKS HAVE BEEN UPDATED ACCORDINGLY. STORMWATER MANAGEMENT PLAN & CALCULATIONS: 1. IMPERVIOUS AREA FOR "POST -DEVELOPED DRAINAGE AREA TO ANALYSIS POINT 1 (1-ON-2, ONSITE, UNDETAINED) HAS BEEN REDUCED BY 0.03 AC. PIPE & INLET CALCULATIONS: 1. PIPE AND INLET CALCS HAVE BEEN UPDATED FOR PIPES NO. 101, 103, 103A, 105, 109, 111, 113,123, 125, 125A, 127, 129, 131 & ASSOCIATED INLETS/MANHOLES. UNDERGROUND DETENTION DETAILS: 1. SWM-B AND ASSOCIATED TIE-IN STRUCTURES HAVE BEEN RAISED BY 0.9 FT. STORM PROFILES: 1. PROFILES HAVE BEEN UPDATED FOR NO. 101, 103, 103A, 105, 109, 111, 113,123, 125, 125A, 127, 129, 131. SANITARY PROFILES: 1. MANHOLE RIM ELEVATIONS HAVE BEEN UPDATED WITH GRADING 2. CLEANOUT LOCATIONS IN BLOCK 10 HAVE BEEN UPDATED WATER PROFILES: 1. FIRELINE AND DOMESTIC LINE IN BLOCK 10 HAVE BEEN UPDATED. ROAD PROFILES: 1. ROAD PROFILES HAVE BEEN RAISED BY 1-2 FT TO ACCOUNT FOR ADDITIONAL ONSITE FILL. LANDSCAPING PLANS: 1. LANDSCAPING PLANTING AND CALCULATIONS HAVE BEEN UPDATED FOR THE BLOCK 10 TOWNHOUSE AND CONDO UPDATES. PHOTOMETRIC PLANS: 1. PHOTOMETRICS HAVE BEEN UPDATED FOR THE NEW PARKING LAYOUT ASSOCIATED WITH THE BLOCK 10 CONDO. 0 Sheet List Table heet Number Sheet Title C0.0 COVER C1.0 NOTES & DETAILS C1.1 NOTES & DETAILS C1.2 NOTES & DETAILS C1.3 NOTES & DETAILS C1.4 NOTES & DETAILS C2.0 EXISTING CONDITIONS & DEMOLITION PLAN C2.1 BLOCKS & OVERALL PLAN C2.2 OVERALL PHASING PLAN C3.0 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.1 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.2 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.3 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.4 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.5 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.6 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.7 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.8 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.9 EROSION & SEDIMENT CONTROL PLAN PHASE III C3.10 EROSION & SEDIMENT CONTROL PLAN PHASE III C3.11 EROSION & SEDIMENT CONTROL PLAN PHASE III C4.0 LAYOUT & UTILITIES PLAN C4.1 LAYOUT & UTILITIES PLAN C4.2 LAYOUT & UTILITIES PLAN C4.9 LOT & EASEMENT PLAN C4.10 LOT & EASEMENT PLAN C4.11 LOT & EASEMENT PLAN C5.0 GRADING & DRAINAGE PLAN C5.1 GRADING & DRAINAGE PLAN C5.2 GRADING & DRAINAGE PLAN C5.3 DETAILED GRADING PLAN C5.4 DETAILED GRADING PLAN C5.5 DETAILED GRADING PLAN C6.0 STORMWATER MANAGEMENT PLAN C6.1 STORMWATER MANAGEMENT CALCULATIONS C6.2 STORMWATER QUALITY SUMMARY C6.3 STORMWATER SUMMARY PLAN C6.4 PIPE & INLET CALCULATIONS C6.5 PIPE & INLET CALCULATIONS C6.6 UNDERGROUND DETENTION DETAILS C6.7 UNDERGROUND DETENTION DETAILS C6.8 UNDERGROUND DETENTION DETAILS C6.9 UNDERGROUND DETENTION DETAILS C7.0 STORM PROFILES C7.1 STORM PROFILES WPO PLAN TOTAL NUMBER OF SHEETS = 45 Bryan D. Cichocki Lie. No. 53741 y��sSIONAL�s rSIM N z 0 f f z O a_ U U LA w 0 z O U) UJ I DATE 9/20/2022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 1�1 1� 06 0 l__l V r i U 0 .j W w J tY Q Lu w w m \ 1-1 Q 0 " U FLU }O} L / z O U 0. 0 0 0 0 U) ]OB NO. 47036 SHEET NO. C0.0 L LEGEND ROADS SEWER TRAFFIC STOP BAR mSTORM �� -S� EXISTING SANITARY SEWER PIPE & STRUCTURE NO. �® DROP INLET & STRUCTURE NO. S-SANPROPOSED SANITARY SEWER CURB O PROPOSED SANITARY SEWER LABEL CURB & GUTTER WATER 0 PROPOSED PAVEMENT EXISTING WATER LINE - • • CENTERLINE OF DITCH g• yy PROPOSED WATER LINE BENCH MARK R g• yy PROPOSED VALVE CLEARING LIMITS - iT! g• NI PROPOSED TAPPING SLEEVE -� R-1 VDOT STANDARD STOP SIGN PROPOSED FIRE HYDRANT (COMPLETE) - - 200 - -- EXISTING CONTOUR GRADING 200 PROPOSED CONTOUR + 240.5 EXISTING SPOT ELEVATION TC = TOP OF CURB BC = BACK OF CURB TC 240.5 PROPOSED SPOT ELEVATION EP = EDGE OF PAVEMENT TW = TOP OF WALL 1Q PARKING COUNT BW = BOTTOM OF WALL TS = TOP OF STAIRS BS = BOTTOM OF STAIRS N/A = NOT APPLICABLE TO THIS PROJECT MANAGEDSLOPES PRESERVED SLOPES ACSA GENERAL WATER & SEWER CONDITIONS GENERALNOTES 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION AS REQ UIRED UIRED BY THE LOCALITY. THIS Q 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 VVITH 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 SEPTEMBER 14, 2021 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 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). LINES AND STRUCTURES, AS NECESSARY. 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. SUBGRADE. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF 9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF WAY. (N/A) THE LINE. 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. OF ROAD. (N/A) 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). SLOPE OF 0.004 ft./ft. 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL 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 UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-09. 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. THE END OF THE DAY 16. PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE, ALL BACKFLOW PREVENTION 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS DETAILED IN SECTION 8 OF THE MOST RECENT 34. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED REVISION OF THE ASCA RULES AND REGULATIONS. BY THE BUILDING DEPARTMENT. SEWER AND FIRE LINES IDENTIFIED BUT NOT WATER LINES. 17. A DEED OF EASEMENT AND EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, SHALL BE RECORDED PRIOR TO ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED. Albemarle County Private Road Acceptance Procedure Albemarle County As -built Road Plan Policy This is the procedure developed by the Albemarle County Community Development Department for the completion of private roads. The items in this list must be completed in the order given. As -built drawings shall be prepared for all public and private roadway construction projects within Albemarle County. The following is a list of the minimum information required on the drawings. Additional information may be requested. The County only reviews private road as -built plans. The county does not review or approve public road as-builts. For questions regarding public roads, please consult with VDOT. 1. A signed and dated professional seal of the preparing engineer or surveyor. 2. The name and address of the firm and individual preparing the drawings on the title sheet. 3. "As -built" must be labeled on the drawings with the date of preparation or revision. 4. The constructed location of all items associated with the road construction must be shown. The items include, but are not limited to the following: a. Horizontal Alignment - Show and label measurement points, and an interpreted line between measurements. Show the as -built centerline over the design centerline. Distinguish between the design elevation and as -built by labels and line type. Measurements shall be at each station as a minimum, and at frequent enough intervals to accurately portray the as -built centerline and the position of the roadway q gh Y P Y P Y within the right-of-way or easement. Any portions outside the right-of-way or easement must be corrected by plat or construction. b. Vertical Alignment - Show and label measurement points, and an interpreted line between measurements. Show the as -built centerline over the design centerline. Distinguish between them by labels and line type. Write the constructed vertical elevations adjacent to the design elevations. Distinguish between the elevations by striking a single line through the design elevation. Measurements shall be at each station as a minimum, and frequent enough intervals to accurately portray the as -built centerline. For alignments which deviate significantly from the design, provide curvature and sight - distances. Corrections may be required for alterations from the design alignment. b. Edge of Pavement - Display the constructed edges of pavement and width measurements at every station, or more frequently if necessary to accurately portray the as -built edges. Show the as -built edges over the design edges. Show and label constructed edge of pavement radii for all intersections and cul- de-sacs. Edges for sidewalk, as well as ramps and curb cuts must be included. c. Culverts, Pipes and Drainage Structures - Display the installed type of drainage structure, culvert/pipe size, material, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. For slopes flatter than design, or inverts shallower than design, provide computations verifying design standards. d. Ditch Lines - Display the constructed location of all ditch lines, including typical section, direction of flow, and linings. e. Drainage Easements - Show all platted easements with dead book references labeled. Drainage must be within platted right-of-way or drainage easements. Provide copies of recorded documents. e. Guardrail - Display the constructed location of guardrail, including the guardrail type, length and applied end treatments, compared to design. f. Right of way and associated easements - Label deed book and page numbers for all dedicated right- of-ways, sight easements, slope easements, etc., and provide copies of recorded documents. g. Pavement Designs - Label the as -built pavement and base on the design typical sections. Strike through any design elements which were not applied. Inspection reports are required for fill compaction, CBR's, and pavement applications. h. Street Trees - if street trees are on the design plan, provide design and as -built locations and species. i. Signs - Show all installed signs and pavement markings. Include any pedestals or other features. 1. Tests and Inspections: Have all necessary tests and inspections performed by a professional engineer or geotech, or VDOT certified inspector. This should include, at a minimum, a. California Bearing Ratio (CBR) tests, b. stone depth inspections, including installation of under -drains and cross -drains, c. fill compaction tests, d. pipe and drainage structure video inspections or equivalent, e. base and surface pavement inspections, documenting materials, thickness and compaction f. concrete tests g. structural and related inspections for any bridges and foundations Compile a report of these tests, certified by a professional engineer, and submit this report with the as -built plans. 2. As -built plans and plats: Provide drawings of the constructed improvements according to the Albemarle CountyAs-built Road Plan Policy. Provide copies of all recorded drainage easements Y P sight right-of-way copies of the actual recorded documents � easements and � t-of-wa YPlats. Plats should be from the Clerk's office. Before completing as -built drawings, make any corrections necessary to ensure all improvements are within right-of-ways and easements. 3. Bond inspection: Request a bond reduction or release inspection from the County, which will reduce or release your bond, indicating completion or partial completion, or generate a letter indicating items in need of documentation or completion. The following documents will be needed with your bond inspection request; A. Completed Bond Inspection Request form and fee A form and fee are required for each bond, such as for a project with multiple phases and bonds. B. As -built documents per items 1 and 2 above. An as -built plan prepared in accordance with the County's As -Built Road Plan Policy is required. For any releases or reductions, the minimum requirements of this policy must be met, if only to ensure that all improvements are in right-of-way and easements. C. Signed and sealed letter from a professional engineer listed and certifying that completed improvements are built according to plan. Please do not e-mail or fax copies of this letter. An original signature and certifying seal are required. Please do not use qualifying statements such as "it appeared", or "to the best of my knowledge", or "generally in accord". Improvements were either built to plan, or they were not. As -built measurements, construction inspections, and other field verifications should be cited and included. Tolerances should be noted. The items not built according to plan must be listed, with explanations. Deviation in pavement materials and thicknesses must be listed. If street trees or sidewalks, or other items were moved, or added, this should be noted. If drainage changed, by addition or deletion of culverts, inlets, or re -alignments of pipes or grades, this should be verified by revised computations and attached to the letter. If there are outstanding items or omissions, these should be listed. Graphics are helpful. In short, please provide more than a statement of opinion or assurance. Please demonstrate that the improvements and construction have been inspected, investigated and documented, and are certified in detail, and county staff will not be in the position of discovering discrepancies and deficiencies in the field. D. Completed Certificate of Completion This form must be received for release of a bond. It is available on the county website. In the case of reductions, a letter listing the outstanding items that need to be completed before signing the certification is acceptable. It must be signed by the owner. This form says all subdivision improvements have been completed. It also says that all construction conforms to approved plans and any discrepancies have been 35. RETAINING WALLS GREATER THAN TIN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4' IN HEIGHT REQUIRE A STAMPED ENGINEERED DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. 36. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. 37. BUILDINGS OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR A DEMOLITION PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH FROM ALBEMARLE COUNTY AND VDOLI. CONTACT VDOLI FOR THEIR ADDITIONAL REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS AT (540)562-3580 (EXT. 131). 38. WHERE THE FLOOD LEVEL RIMS OF PLUMBING FIXTURES ARE BELOW THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER, THE FIXTURES SHALL BE PROTECTED BY A BACKWATER VALVE INSTALLED IN THE BUILDING DRAIN, BRANCH OF THE BUILDING DRAIN, OR HORIZONTAL BRANCH SERVING SUCH FIXTURES. PLUMBING FIXTURES HAVING FLOOD LEVEL RIMS ABOVE THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER SHALL NOT DISCHARGE THROUGH A BACKWATER VALVE. BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES 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. 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 VVILL 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) A=� COUNTY OF ALBEMARLE fi Department of Community Development rya 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. Albemarle County Engineering Final Plan General Notes Page 1 of 4 ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES 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). drawn may n t therequirements of rans O .This Ian as dm of accurately reflect P ) P Y Y the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1 (horizontal:verticai). 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). Bryan D. Cichocki laic. No. 53741 i111eo 2 qG�*ONAL .0 M E 0 rn o N � N C > E w a E < w v 3 Q LL O 3 C)LL w 0 m J U 00 J - a (A t7LuNV w v 30'x a LL p a v = N N Fva� c C' ;; m 00 � M a� no O oc 0 Z O a it U to w p Z O U) w n' 14 DATE 912012022 DRAWN BY P DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 1�1 1�1 06 0 TT� V / U 0 Q U) MJ > - W w Q _1 I - a LU � 0 w co 1-I a 06 LLJ O U) LJJ I- O 0 Q u Z 2 0 0 I �0 V/ JOB NO. 47036 SHEET NO. C1.0 L CD-1 ( EW-72 TOP OF CUT PAY LIMITS FOR (TY%COL) CUT OUTLET PIPE TO GRenrPAVEMENT BEGIN WITH 45- _-SUBBASE DITCH LINE ELBOW FILL UBGRADESHOULDER LINE COMBINATION UNDERDRAIN CD-1 AT LOWER END OF CUTS EDGE OF PAVEMENT CENTER LINE SECTION TRAVEL LANES y� 5�y (WITH TYPE 1 SELECT MATERIAL) - SL- - - _77 : - .• 5° TRENCH PLACEMENT EDGE OF PAVEMENT >� PAY LIMITS FOR OUTLET PIPE T( SHOULDER LINE \ BEGIN WITH 45° F PAVEMENT SURFACE M BASE L ELBOW OF TOE OF FILL 00000 00000000000 00 �-SUBBASE (TW'yP CPLI .o. o00-o000000. o. o_ . o6000o F-SELECT MATERIAL TYPE IORX O/ o #57 AGGREGATE, #8 AGGREGATE OR CRUSHED 141 CLASS MEETING #8 GRADATION REQUIREMENTS. PLAN VIEW F CEOTEXTILE DRAINAGE FABRIC (PLACEMENT OF CD-1 COMBINATION UNDERDRAIN) OR �- PAVEMENT SURFACE M BASE 0 0 0 0 00 0 0 0 0 �- SUBBASE OR CEMENT STABILIZED SUBBASE - o - o - o - SELECT MATERIAL TYPE I OR SUBGRADE o-oo.o o�oo-o o (CEMENT OR LIME STABILIZED) ••••,• o #57 AGGREGATE, #8 AGGREGATE OR CRUSHED MAN) FILE GLASS LEETNG #8 GRADATION REQUIREMENTS. GENERAL NOTES FABRIC 1. UNLESS SPECIFICALLY INDICATED, COMBINATION UNDERDRNN WILL NOT BE LOCATED AT THIS POINT WHEN BOTH SUBBASE AND SUBGRADE ARE STABILIZED. 2. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. NON -PERFORATED OUTLET PIPE 3. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LME PAVEMENT AND SHALL BE PLACED ON A MADE PARALLEL TO THE SHOULDER SLOPE 2 X MN. (3 X DESIRABLE) GRADE. TYPE OF PIPE CRUSHING STRENGTH H(W.T . 4" NAM. DIAMETER A(W.T. 6" NAM. DIAMETER SMOOTH WALL PVC .D3 0.753 SMOOTH WALL PE 1 1 70 PSI XXX 1 70 PSI MAX 4. ON CURB MD GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR UNDERMAINS. THEY ARE TO BE LOCATED SO AS TO DRAN INTO DROP INLETS OR MANHOLES. 5. ON SUPERELEVATED SECTIONS, TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. S. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-O" MOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. * WALL THICKNESS (MIN) -INCHES 7. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY UNITS FOR OUTLET PIPE ME TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 3E10M TESTED ACCORDING TO MTM D-2412 AT 5X DEFLECTION. S. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-120R OTHER DRAINAGE STRUCTURE. �VDOT STANDARD COMBINATION UNDERDRAIN SPECIFICATION ROAD AND BRIDGE STANDARDS STANDARD SHEET 1 OF 1 REVISION DATE (AT LOWER END OF CUTS) 232 501 108.04 VIRGINIA DEPARTMENT OF TRANSPORTATION 701 c0-z (`L _.P -UWTS OF PAY FOR Mn:a.;I LIfIL I 1 ,(- 1 O EDGE OF PAVEMENT COMBINATION UNDERDRAIN CD-2 ON FILLS DSO* TRAVEL LANES CENTER LINE SECTION -1--�-- �i_f-------E_-- - (WITH TYPE 1 SELECT MATERIAL) I-M EDGE OF PAVEMENT TRENCH PLACEMENT SHOULDER LINE yWAL)a-4l TOE OF FILL I- PAVEMENT SURFACE BASE o 0 0 0 00 0 0 0 0 0 0 0 0 0 o SUBBASE / LIMITS OF PAY FOR OUTLET PIPE .o-o. 000a 0000:o0-0.0600 o�-SELECT MATERIAL TYPEIORII PLAN VIEW SHOWING PLACEMENT OF CD-2 UNDERDRAIN •T #57 AGGREGATE, #8 AGGREGATE OR CRUSHED GEOTEXTILE GLASS MEETING #8 GRADATION REQUIREMENTS. 0„ DRAINAGE FABRIC NON -PERFORATED OUTLET PIPE OR SURFACE M BASE TYPE OF PIPE CRUSHING STRENGTH "( W.T. 4" NON. DIMETERI X W.T. 6" NON. DI METER SMOOTH WALL PVC 1 .103 0.153 SMOOTH WALL PE ]0 P51 N** 70 PSI XXX 0 0 0 o SUBBASE OR CEMENT STABILIZED SUBBASE o - o - �- SELECT MATERIAL TYPE I OR SUBGRADE *WALL THICKNESS (WIN) -INCHES _ oho-o o (CEMENT OR LINE STABILIZED) X)O(TESTED ACCORDING TO ASTM D-2412 AT 5X DEFLECTION. #57 AGGREGATE, ke AGGREGATE OR CRUSHED GEOTEXTILE GLASS MEETING #8 GRADATION REQUIREMENTS. FFAABRICGE GENERAL NOTES 1. TRENCH SHALL BE FILLED WITH AGGREGATE AD THROUGHLY HAD TAMPED TO INSURE COMPACTNESS. APPROACH SLAB PAVEMENT 2. OUTLET PPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MIN. I= DESIRABLE) GRADE. BRIDGE SUBBASE 3. ON CURB AND GUTTER SECTIONS. WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE CD-2 OUTLETS FOR UDERMAINS, THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP CO-2 - INLETS OR MANHOLES. 5'-0" SIZERNO. 21B (0'BASE MIN?DEPTH) YPE 4. ON SUPERELEVATED SECTIONS. TRENCH N TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. S. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-O" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. PLACEMENT OF CD-2 UNDERDRAIN AT 6. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PPE ME TO BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 7. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-12OR OTHER DRAINAGE STRUCTURE. SPECIFICATION I REFSTANDARD COMBINATION UNDERDRAIN XVDO'F ERENCE ROAD AND BRIDGE STANDARDS 232 (AT GRADE SAGS AND BRIDGE APPROACHES) REVISION DATE SHEET 1 OF 1 501 ]O1 VIRGINIA DEPARTMENT OF TRANSPORTATION DB.OS CG-6 NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST N PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST N PLACE, 4000 PSI P PRECAST. 3. COMBINATION CURB M GUTTER HAVING A RADIUSOF 300 FEET OR LESS ()LONG FACE OF CURB) SH&L BE PAD FOR AS RADIAL COMBINATION CURB M GUTTER. 4. FOR USE WITH STMUZED OPEN -GRADED DRAINAGE LAYER, THE BOTTOM OF THE CURB M GUTTER SHALL BE CONSTRUCTED PMALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWMLE CRITERIA FOR THE USE OF W-6 IS BASED ON ROADWAY CLASSIFICATION AID DESIGN SPEED AS SHOWN N APPENDIX A OF R THE ROAD DESIGN MANUAL N THE SECTION ON GS URBAN STANDARDS. D rT A BE CONCRETE OF THE CONTRACTOR ERE"DE COMBINATION 6" CURB AND GUTTER ROAD PND BRIDGE STANDARDS 105 REVISION DATE SHEET 1 OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 E A U A R1-1 STOP *Reduce spaciq 40% A B C D E F 18 .375 6 6 C 3 775 24 .63 8 8 C 4 10 30 .75 10 10 C 5 12L 36 .875 12 12 C 6 15 48 1.25 16 16C 8 20 COLORS: LEGEND - WHITE (RETROREFLECTIVE) BACKGROUND - RED (RETROREFLECTIVE) 1-1 MUTCD STOP SIGN DETAIL No Scale 6" TOP OF CURB CONCRETE \\ 12" �/�� FLUSH CURB (PARKING LO No Scale NON -SLIP BROOM FINISH C VARIABLE WIDTH' MAX. CROSS SLOPE 2% D 4" 3,000 PSI AIR -ENTRAINED CONCRETE COMPACTED SUBGRADE 4" TYPE 21A STONE COVER DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS 9 8' D NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT STANDARDS. 1.5" ASPHALTIC CONCRETE SURFACE COURSE - SM-9.5A 2" INTERMEDIATE BASE COURSE - IM19.OA 3" INTERMEDIATE BASE COURSE - BM25.OA 8" TYPE 21-B AGGREGATE SUBBASE COURSE COMPACTED SUBGRADE (PER GEOTECHNICAL REPORT) DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS HEAVY DUTY ASPHALT PAVEMENT SECTION No Scale 2" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A (PLACED IN ONE LIFTS) 8" TYPE 21 B AGGREGATE BASE COURSE \/\\\/�\\/\\\/\\\/\\\/\\\/�\\/ COMPACTED SUBGRADE DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale 2016 ROAD & BRIDGE STANDARDS CG-11 NOTE:WHEN A PEDESTRIAN ACCESS ROUTE _ CROSSES A COMERCIAL ENTRANCE THE CROSS SLOPE SHALL BE 2/. FOR A WIDTH OF 5 FEET. A� XXSTREET APPROACH SAME SURFACING GENERAL NOTES (RADIUS TO BE AS o G C AS MAINLINE ROADWAY (SEE NOTE 3) SHOWN ON PLANS) �n 1. WHEN USED IN CONJUNCTION WITH STANDARD CG-3 _ _ _ _ _ _ (RADIUS TO BE AS OR CG-7, THE CURB FACE ON THIS STANDARD IS TO SHOWN ON PLANS) BE ADJUSTED TO MATCH THE MOUNTABLE CURB CG-2 OR CC-6 CONFIGURATION. (SEE NOTE 1) - - - 2. SEE STANDARD CG-12 FOR CURB RAMP DESIGN TO BE SIDEWALK USED WITH THIS STANDARD. (SIDEWALK (SEE M - - - - NOTE 5) z OPTIONAL UNPAVED SPACE r 3. MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE In FLOW LINE R/W LINE (EXCEPT ANY SUBGRADE STABILIZATION - - -�� +----- REQUIRED FOR MAINLINE PAVEMENT WHICH CAN BE EXPANSION EXPANSION OMITTED IN THE ENTRANCE.) JOINT JOINT 4. RADIAL CURB OR COMBINATION CURB AND GUTTER SHALL NOT BE CONSTRUCTED BEYOND THE R/W LINE NOTE: WIDTH "B" 2'-0" OR AS MAINLINE ROADWAY EXCEPT FOR REPLACEMENT PURPOSES. SHOWN ON TYPICAL �(� SECTION. A PLAN VIEW ENTRANCE NOTES 5. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK MAINLINE ROADWAY SLOPE TRAFFIC, THE DEPTH FOR SIDEWALK & CURB RAMPS 10'PARABOLIC CURVE (ENTRANCE ONLY) WITHIN THE LIMITS OF THE RADIISHOULD BE INCREASED TO 7". (SEE CC-13) EDGE OF PAVEMENT OR OPTIONAL FLOW LINE 8% MAX. GRADE CHANGE ® _ _ - D 6. PLANS ARE 70 INDICATE WHEN CONSTRUCTION OF A FLOW _ _ p (SEE LINE IS REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS MAINLINE ROADWAY _ - - - - - - - - - - - NOTE 7) THE ENTRANCE. 8% MAX. ® - D 7. THE DESIRABLE AND MAXIMUM ENTRANCE GRADE CHANGES GRADE CHANGE-1- "D" ARE LISTED IN THE ALLOWABLE ENTRANCE GRADE D TABLE. THESE VALUES ARE NOT APPLICABLE TO STREET CONNECTIONS. 5' MIN. 20' MINIMUM FOR COMMERCIAL ENTRANCE INTERSECTION NOTES 8. WHEN CG-11 IS USED FOR STREET CONNECTIONS, THE ® CONSTRUCT GRADE CHANGES WITH A PARABOLIC CURVE. CONNECTION MUST BE DESIGNED IN ACCORDANCE WITH AASHTO POLICY AND THE APPLICABLE REQUIREMENTS SECTION A - A OF THE VOT ROADMANUALINCLUDI GN IREMENTS. STOPPING SIGHT DISTANCE D K VIALUE REO 9. OPTIONAL FLOWLINE MAY REQUIRE WARPING OF A PORTION OF GUTTER TO PROVIDE POSITIVE DRAINAGE 2" B ACROSS THE INTERSECTION. ALLOWABLE ENTRANCE GRADE CHANGES �,��\ •n. 10 1":1' - CLASS A3 •>. . e. ' °' • e• • n° ^ (H.E.S.) e , e • n. ' �• ' °' - - CONCRETE SECTION C-C ENTRANCE VOLUME GRADE CHANCE 'D DESIRABLE MAXIMUM HIGH MORE THAN 1500 VPD 0 % 3 % MEDIUM 500-1500 VPD :5 3 % 6 % LOW LESS THAN 500 VPD <6% 8% NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT APPLICABLE TO STREET CONNECTIONS SPECIFICATION 1V p[]T REFERENCE METHOD OF TREATMENT ROAD AND BRIDGE STANDARDS 502 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE SHEET I OF 1 VIRGINIA DEPARTMENT OF TRANSPORTATION 07/15 20304 2016 ROAD & BRIDGE STANDARDS PRIVATE ROAD CROSS SECTION CG-6 C%L 1.5" SM-9.5A 22' 251 (PAVEMENT WIDTH) f 3% I 1 COMPACTED SUBGRADE 2" IM-19.OA 5, 6' 3" BM-25.OA SIDEWALK (PLANTING STRIP) 4T PARCEL WIDTH COVERED BY PRIVATE & EMERGENCY ACCESS EASEMENTS NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND ALBEMARLE COUNTY DESIGN STANDARDS. V BEYOND THE BACK OF CURB (TYP.) PRIVATE ROAD CROSS SECTION NO Scale ALLEY 1 (WHOLE LENGTH) ALLEY 3 (9+85.27 - 17+25 & 19+65 - 20+55.64) CG-6 - -1 2.5' C%L 1.5" SM-9.5A VARIES 20' MIN (PAVEMENT WIDTH) f-2% TYPICAL (VARIES) SUBGRADE I „ NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. ALLEY CROSS SECTION No Scale CG-2 2 IM-19.0A 3" BM-25.OA TE & EMERGENCY ACCESS EASEMENTS AGGREGATE SHALL EXTEND V BEYOND THE BACK OF CURB (TYP.) ALLEY 3 (17+25 - 19+65) ALLEY 4 (WHOLE LENGTH) f 2% TYP C%L 1.5" SM-9.5A VARIES 20' MIN (PAVEMENT WIDTH) En COMPACTED SUBGRADE 2" IM-19.OA 3" BM-25.OA PRIVATE & EMERGENCY ACCESS EASEMENTS NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND ALBEMARLE COUNTY DESIGN STANDARDS. V BEYOND THE BACK OF CURB (TYP.) ALLEY CROSS SECTION No Scale CG-20�5, CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) ALLEY 2 (WHOLE LENGTH) C%L 1.5" SM-9.5A VARIES 20' MIN (PAVEMENT WIDTH) COMPACTED SUBGRADE NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. ALLEY CROSS SECTION No Scale `2" IM-19.13A 3" BM-25.OA TE & EMERGENCY ACCESS EASEMENTS AGGREGATE SHALL EXTEND V BEYOND THE BACK OF CURB (TYP.) 0.5' 0.5' 0.5' .5' 6' (PLANTING STRIP) CG-2 5' SIDEWALK CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) o 5e Bryan D. " hocki Lice. Noo.53741 0 Y��SSIONALC'�l� M E 0 0 rn U N vi N >E G E w Q LL o 0 U_i W O n IO ti Q j U Go Z W J N -UT Q v z �2 mt CC H X U �KNU- �' UJ o o Q 2 C N Z ~ C _O (n 0 N > N M K a � N J o w � f- v DATE 912012022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE N.A. • C6 0 T T\ `U) 0 U O > J_ W J !Y Q W J' LU 2: 0 TI Q 06 LL � �O T< O Z i 0 III 0 0 2 0 IDS NO. 47036 SHEET NO. Cl. 1 0 c 5 J c L WP-2 1 x 6 CAF 1 x 6 TRIMMEF 2 x 4 RAILS 10'-6 " 4 LF x 4 METAL POST (TYP. CONC. x 6 METAL POSTS 12'-0- PAD 14'-O" 1 x 6 12 S7 HINGE OUTSIDE ELEVATION 3 SIDES VARIES VARIES If IIIIIIIII NOTE: ALL LUMBER SHALL BE PRESSURE TREATED INSIDE ELEVA TION 3 SIDES DUMPSTER ENCLOSURE DETAILS N.T.S. NOTES: 1. FINE BROOM FINISH ALL STAIRS. 2. RAIL ON BOTH SIDES OF STEPS (IF NOTED) 3. SEE PLAN FOR RISER HEIGHT 4. MAX. CENTER TO CENTER SPACING BETWEEN STAIR POST TO BE 6'. ADD CENTER POST IF NECESSARY TO MAINTAIN MAX. SPACING FINISHED 12" MIN (TYP.) (MAX.) 1 ,/8„ 1'1 1.5"ALUMINUI RAIL (TYP.) 1 x 4^CAP OVER OUTSIDE GATE VIEW .A u.A�o I �n vvn«w INSIDE GATE VIEW 12" MIN (TYP.) (TYP.) EXP. rJOINT IFINISHE rGRADE A WASH ►I 1'-4" EXP. 8 CORE DRILL CONCRETE FOR JOINT ° HANDRAIL POST, EMBED 5 HANDRAIL A MINIMUM OF 6" 1/8 BELOW FINISHED GRADE AND WASH GROUT TO THE FULL DEPTH °I. `'. 4 OF EMBEDMENT (TYP.) g" 5" # 57 STONE #3 REBAR (12" O.C.) 1-0" _ ° (2) #5 REBARS, BOTTOM CONTINUOUS, • LAP 2'-2" AT SPLICES OMPACTED SUBGRADE 3" EXTERIOR STAIRS No Scale CONC. STONE 4 x 4 METAL POST UNLESS x 4 RAIL OTHERWISE NOTED YP.) ON PLAN 1 x 6 TRIMMER 3'-0" 1 x 6 SIDING 3 3'-O" �i }^ 12" POST ELEVATION CC-3 REV. 9/I 201.02 CONCRETE BUMPER BLOCK ANCHOR WITH 5/8" REBAR IMBEDDED 24" IN GROUND HANDICAP SIGN HANDICAP SIGN LOCATION (VAN) FACE OF LOCATION (TYP.) CURB � 0 O 8' 1 5' 8' 1 8' 8' TYPICAL VAN T ACCESSIBLE ACCESSIBLE HANDICAP SPACES No Scale SIGN SIGN AND POST DETAIL No Scale 1 PAINTED STRIPE 9, (TYPICAL) C7xeP1w_1C&9weN1q STD. U POST GALVANIZED POST TO BE DRIVEN VA. SIGN FOR THE DISABLED ON 0.80 GAUGE PRIG ALUMINUM. f�CWG ALUMINUM. COLORS: GREEN BORDER & LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, WHITE BACKGROUND. PBIALTY PBJALTY tACCESSELE 0 FNE IM - W RE Y ZONE TOW AWAY ZOPE N 6' ABOVE FINISHED GRADE ADA PARKING SIGNS No Scale 2" 5•• N 2" R b(;• 3' 4„ •p, 6. 6' SURFACE c 5, e, SEE < . NOTE 4 �' • �•• o. E. e, • �' �' BASE c o.. o o. SUBBASE 7" SPACES SHALL BE IDENTIFIED BY ABOVE GRADE SIGNS AS RESERVED FOR 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 BE PLACED ON STEEL POST 1-1/2" O PAINTED BLACK SET IN MIN. 2' OF CONCRETE. NOTES 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE CF CURB) WILL BE PAD FOR AS RADIAL CURB. 4. THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3" (13" DEPTH) OR INCREASED AS MUCH AS 3" (19" DEPTH) IN ORDER THAT THE BOTTOM OF CURB WILL COINCIDE WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUC OTHERWISE THE DEPTH IS TO BE 16" AS SHOWN. NO ADJUST IN THE PRICE BID IS TO BE MADE FOR A DECREASE OR AN INCREASE IN DEPTH. 5. CG-3 IS TO BE USED ON ROADWAYS MEETING THE REQUIREM FOR CG-7 AS SHOWN IN APPENDIX A OF THE VOOT ROAD D MANUAL. 6. WHEN THIS STANDARD IS TO BE TIED INTO EXISTING BARRIER CURB, THE TRANSITION IS TO BE MADE WITHIN 10' OR THE CHANGE IN STANDARDS MADE AT REGULAR OPENINGS. STANDARD 4" CURB VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATION REFERENCE 105 502 CG-7 EDGE EXPAVEMENT EDGE DETERMINED IN FIELD) TACK COAT THE PROPOSED CONSTRUCTION JOINT EXSTNG ASPHALT LAYERS - PROPOSED ASPHALT LAYERS -------- EXSTING SUBBASE-------- PROPOSED SUBBASE COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS ® PROPOSED MINIMUM 11/R INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) • 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 SHN.L HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT. SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. 3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART. 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF I INCHES MD REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED BY THE ENGINEER. 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EMIENG PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. S. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBACT TO THE APPROVAL OF THE ENGINEER. 7. FINAL TRANSVERSE PAVEMENT TERN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS AT TE-N LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(a) OF THE SPECIFICATIONS. DO-rROAD MI) BvRIDG ANDMDS ASPHALT PAVEMENT WIDENING `REFN NCE SHEET 1 OF 1 REV5DN DATE FOR WIDENING SUBJECT TO TRAFFIC 315 303.U2 VIRGINA DEPARTMENT OF TRANSPORTATION 2016 ROAD & BRIDGE STANDARDS 3 PIPES ARE ENCOUNTERED. SHAPE TO ELEVATION OF MIDPOINT OF LARGEST PIPE. I CO pO I I I I I I I I SLOPE TO DRAIN TO INVERT OF OUTLET WE SECTION A -A METHOD OF TREATMENT IN DROP INLETS \� SSAWRIRIG OF MANHOLE AND INLET INVERTS N ACCORDANCE WITH THIS DRAWING S TO APPLY TO THOSE STRUCTURES SPECIFIED \ SLOPE TO DRAIN ON PLATS OR WHERE INVERT OF PPE IS ABOVE INVERT Of ON LAUNE. 1 TO INVERT OF j OUTLET PIPE MANHOLE DROP INLET IS TO BE FORMED AND CONSTRUCTED IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. THE INVERT SHAPING AS DETAILEDHEREON IS TO CONSIST A n PORTEND MIXCEMENT CONCRETE MIX CONFORMING TO CLASS A33 OR / v CLASS 4, EXCEPT THAT 25X OF COARSE AGGREGATE MAY BE TO 4i1 IN DIAMETER MID CONSIST OF STONE, BROKEN BRICK, UP' BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE / %'• SHALL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NONE OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED, • , ' DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE - w PURPOSES ONLY. EACH MANHOLE M DROP INLET IS TO BE SHAPED - - INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET ARD OUTLET CONlGURATDN PAID FLOW LINES. PLAN SECTION B-B METHOD OF TREATMENT IN MANHOLES XNDOT SPECIGICATION ROAD AND BRIDGE STANDARDS STANDARD METHOD OF SHAPING REFERENCE SHEET 1 OF 1 REV510N DATE MANHOLE & INLET INVERTS 302 108.08 I VRCNU OEPARiLENT OF TRANSPORTATION I THIS AREA MAY BE CONCRETE AT THE OPTION OF THE CONTRACTOR REV. 9/ 201A4 2016 ROAD & BRIDGE STANDARDS NOTES 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. COMBINATION CURB & GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB)SHALL BE PAD FOR AS RADIAL COMBINATION CURB & GUTTER. 4, FOR USE WITH STABILIZED OPEN -GRADED DRANAGE LAYER, THE BOTTOM OF THE CURB MID GUTTER SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWABLE CRITERIA FOR THE USE OF CG-7 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SHOWN IN APPENDIX A OF THE VDOT ROAD DESIGN MANUAL. 6. WHEN THIS STANDARD IS TO BE TIED INTO EXISTING BARRIER CURB, THE TRANSITION IS TO BE MADE WITHIN MOOR THE CHANGE IN STANDARDS MADE AT REGULAR OPENINGS. 7. WHEN COMBINATION MOUNTABLE CURB PAID GUTTER IS USED, THE STANDARD ENTRANCE CUTTERS OR STANDARD CONNECTION FOR STREET INTERSECTIONS ARE TO HAVE THE MOUNTABLE CURB CONFIGURATION INCORPORATED. 2" R 2" � V R D D p p p D 1„ 1 e o e o T� THE BOTTOM OF THE CURB AND GUTTER MAY BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A j^ 7" -I T-0" MIN. DEPTH OF T• IS MANTAINED COMBINATION 4" CURB & GUTTER VIRGINIA DEQARTMENT OF TRANSQORTATION 105 502 Bryan D. Cichocki U laic.. No. 11141 Nell SSIONAL �lyG A M E CD CIDO OM Vi OM C > E a E uJ U 3 v Q LL o 3 p LL wO 0 `m ^H O W L M �_j U00 Z - Hn O d 7 p N CO Nu rv� a w 30'x W W ur) i ry Z O Fv> c Uri H ry W n M Of d CDU.1 DATE 912012022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE N.A. 06 O 1� 0 T� V , O Q Cn J > W CIOCY cac W ' G W J co 1 I Q 06 LL V) z �O T O Z li O O 2 O U) JOB NO. 47036 SHEET NO. C1.2 c a 2 C O 0 L 3 a v 0 O X ECL �0 o � C m "- E O a C N D_ 0 O a. 0 0 3 Z Z m O E 2 a ~ 0 `o� 0 Q§ 0 0 m 2 Y 3 0 a X C 0 O 16 .E 0 1215 O O 2 0 E `o 0 m o � a c �F5 10 a o 2 h O m �o nE F E L 44 MIN. 3r 3Y MN. I BYPASS NOTES: 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. 2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN -PLACE VAULTS SHALL BE 4". MINIMUM WALL THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE 8". 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATER PROOFING COMPOUND. TYPICAL METER VAULT (1 1 /2" METER) NITS FIG. W-7B � q•, 6' MIN.17.Y-� B' MN. a �4 1 1 YW. I..I•-17.5-.•'� WINGNUT LOOKING ASSEMBLY TIN � j• •.• 4" DIAMETEF AND VALVE WATER ON-LINE (TYPE ""B"") PLUG THREADED COUPLING PVC SLEEVE BRASS NIPPLE AND PVC o CAP i LUBRICATE ALL THREADS THRUST BLOCK METER BOX (SEE FIG. W-7) VALVE NO. 57 STONE M.J. FITTING 0 PIPE SLOPED TO DRAIN IF GRADE ALLOWS VARIES: VARIES 2" BRASS PIPE WATER MAIN AND VALVE 2" THREADED TAP ARE SAME SIZE PLUG DEAD END (TYPE "A") TYPICAL BLOW -OFF ASSEMBLY NIS --- FIG. W-8 FD-19 AIR RELEASE VALVE � BRONZE GATE BRASS OR BRONZE PIPE -� gg- NOTES: 1) A PRECAST MANHOLE CONE AND COVER NTH WATER CAST ON UD FOR TRAFFIC AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL, SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS. 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT THE MANHOLE CONE. AIR RELEASE VALVE (ARV) NTS MG. W-9 TDTD=20 VARIES BOX TO METER BOX (SEE FIG. W-60 THRU W--7E). VARIES` 2' COPPER WATER MAIN.M.J. FITTING PLUG THREADED FOR 2" COMPRESSION FITTING RESTRAINED JOINT FITTINGS NOTES: • GATE VALVE WILL BE 4' UNLESS OTHERWISE SPECIFIED BY THE ACSA • SERVICE LINE TO CONNECFAT MAIN WITH X"x4'TEE • REFER TO FIG. W-3 FOR THRUST' BLOCK DETAILS ON TEE. • REFERTOFIG.W-5 FORTHRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE. • NO CONCRETE SHOULD BE POURED ON ANY PART OF THE RESTRAINED JOINT. USE PLASTIC SHEETING AS PROTECTION FOR BOLTS. ' • USE 25M PS.I. CONCRETE. LARGE METER SERVICE LINE NTS FIG. W-60 COVER LIFT NOTCH 12 3/8" r WATER CAST IRON LID V NOTES: (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. TYPICAL METER BOXES (5/8"-111 METERS) NTS FIG. W-7 TDTD13 PETER SIZE DIMENSBId6DIMENS A IIXJ B DIMEMSRIN C 3'1''dB'3.1'5'4'5' MIN. MIN. ' GREATER THAN 4' PROPOSALS W11L BE SUBMITTED, i B i DDOR HINGES r------ ---- -----7 I I I I I I i I I I I I I I I I LIFT HANDLE TYPICAL METER VAULT N.T.S. FIG. W-7A TD_14 SIDE VIEW 75' DIAMETER DRILLED IDLE FOR TOUCH READ NITS, TOP VIEW 3" DIAMETER FLAT BEARING SURFACE UNDERNEATH 24' X 36• ALUMINUM ACCESS iATCH NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. T LENGTH OF BRANCH VARIES (2 MIN 2' TO 10' (270� 18'-22' ALVE BOX 7 CU. FT. #68 STONE 42"MIN 6" GATE VALVE . I �':• 'r . 8. X 8• s TEE 2500 P.S.I. CONCRETE / BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL FILE RESTRAINED JOINT FITTINGS WHEN THE SOIL IS DISTURBED OR EN A HYDRANT IS LOCATED IN A FILL IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADD17IONAL SUPPORT. NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. 1T IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 a a a M.J. GATE VALVE WATER LINE i' L- i . . 2500 P.S.I. CONCRETE '• 8 ° 2'x 2' BEARING AREA. THRUST BLOCK d a. d NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE i' COMPRESSION X 31e MALE PIPE COUPUNG OR APPROVED EQUAL Y TYPE SOFT COPPER NOTE NO SWEATED nrRX= I I DUAL SERVICE SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED CH PVC PIPE. NTS FIG. W-5 TD-9 0 / FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERVICES. 2' ^' MMPRESSION x J/4' MAI£ PIPE COUPLING PPROWD EQUAL 'OR USE ON DETACHED SINGLE FAMILY iESIDENl1AL SERVICE WHERE AN IRRIGATION 'EIER IS NOT PROVIDED. CAST IRON uD �FMISHED GRADE 3B- MIN. -COPPENSEr1FR � - 1/8 BEND COUPIINGAtpd METER CORPORATION STOP :>Y�rb"., �j BRICK AS T''�:"'^ NECESSARY YS.?'Favy., SAND OR DUST UNDER ;y E n=`�)1 4• DIAMETER MAIN PIPE, 12" BOX ArvD SETTER (2-INCH .d 4 LONC STONE POORET, MT MINIMUM THICKNESS) SPEC. 203, No 57 AGGREGATE TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FIG. W-6A TDTD=TOO FOR BENDS B" & SMALLER USE STRAP ON BEND WITH ANCHOR BOLT ON CENTER LINE OF BEND. - FOR BENDS 10" THROUGH 12" USE 2 STRAPS ON BENDS ADJACENT TO BELLS. - FOR 18" BEND USE 3 STRAPS AS SHOWN. ELEVATION PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT. BEND PIPE A B C D E F e 1'- 2'-3 2'-B' 1'-2 2' 1 1/4 Or Z- V-0 2'-6' 1'-6 2'-r 17 1/4- 10" 2'-9 3'-9 2'-6' 2'-0 3'-0 2" I T-0 4'-3' 3'-0' 2'-3" 3'-B' r is" 3'-6" 5'-6' 3'_3. S-0. V-6.2 I/2" 4' - 8 2'-6" S-0 2'-6' 1'-e 2'-8" 1 I V B' 3'-D 4'-3' 2'-e Z-V 3'-3' 2" 22 1/9' 10" X-3" 5' T-0 2'- 3'-9 2' 12" 3'-9' W-3 3'-0 3'-6" 4'-3 2' 5'-0 7'-8 3'-3' 4'-0' 5'- 2 1/Y 4" - B' 3'-0" 6'-0 3'-0" V-3" V-3' 2 7 4' 8' 3'-B 8'-8 3'-0' 3'-e" 3'-9' 2 1 4' LIs- 45' 10" 4'- 7-e 3'-0' 4'- 5'- 2 1 4 tY 5'-3 9- 3'-3' 6'-0 5'-B 2 1/P" 18' 8'- 11'- S-B" e'- Y-3" 2 1 3" THREAD 1 NOMINAL DIAMETER EXTRA STRONG STEEL PIPE B N CHART FOR UPPER SECTION VERTICAL BLOCKING NOTE: STANDARD 90' HOOK ON END OF ANCHOR BOLTS TO FACE CENTER OF BLOCKS CONCRETE BLOCKING FOR UPPER VERTICAL BENDS N.T.S. FIG. W-3A fJ' Top Vlew Q.: A , 6" MINIMUM 4' MINIMUM 4" MINIMUM d . • F d O °.v NOTE: RESTRAINED JOINT FITTINGS. rGinSide Mew 42Minimum • e%ed°Steel Beam, (mtn. size) •--\ .° 3' min. penetration into undiaturbed soil or as approved by the ACSA. �1-��:Ii.��ll■IILII.IL��:11 NTS FIG. W-3B TDTD=S ASTM A38 AND HEX NUT AMU A588 (TYP) UNDISTURBED EARTH /- UNDISTURBED 2 - 3/4" CIA / SOIL (TV) ALL -THREAD ROD ✓ �: �:N'' WATER MAIN U ® it zo �3 VALVE -� •" is 24" MIN UNDISTURBED EARTH PLAN '•:':'j' CLA55 A-3 CONCRETE MN �" EGA -LUG 144y.. ♦ ..4 44"S$ ::titi�i4°ie''S°S°be,•q"•�iSPtio "ly:.•.$'ititi`ti:P: 18" MIN✓Ne 8" ELEVATION UNDISTURBED EAR T ENCH 24" MIN WIDTH MIN 1 z I SECTION NOTE: 1. ALL RODS AND FASTENERS SHALL BE GIVEN TWO COATS OF ASPHALTIC PAINT AFTER ASSEMBLY. 2. CONTRACTOR SHALL ENSURE THAT THE COLLAR BEARS AGAINST UNDISTURBED SOIL FOR THE MINIMUM DIMENSION SHOWN. 3. DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MINIMUM. IF THE TRENCH WIDTH IS LARGER DURING CONSTRUCTION, THE COLLAR DIMENSIONS SHALL INCREASE ACCORDINGLY. CROSS ANCHOR RESTRAINTS FOR VALVES TUTS Fig. W-30 m=6 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY, VARIES -ldi>-a•- 101 1 5' 1 I ._. I I 5'. I F WATER SEWER 3 A 13 Be £ LOCATION OF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM WATER & SEWER 30' MINIMUM IR SEE PART 3, PARAGRAPH DI SEPARATION OF WATER & SEWER SYSTEMS, UTILITIES CROSSING A WATER DR SEWER EASEMENT SHOULD BE AT go' TO THE RIGHT OF WAY, UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG W-1 TD-1 GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL 7Rz74"�1ININITIAL BACKFILL * STABLE SOIL ROCK • SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE FOUNDATION IN POOR SOIL UNDER -CUT CONDITION 4'MI INITIAL BACKFILL 4 1 UNSTABLE B'• 6• B• e. SOIL MIN. MIN MIN. #68 STONE �_ =-GRANULAR FILL AS APPROVED BY ACSA STA I bHc STABLE SOIL OR ROCK, NOTE L NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION & BEDDING NTS FIG. W-2 - PIPE DEGREE BEND DIMENSIONS VOL TEE AND PLUGS VOL. SIZE OF FEET) CU.YD. CU.YD. BEND L H T L H T 90 2.50 2.50 3.01 0.24 4' & 8" 45 2.00 225 260 0.15 200 225 2.5D 0.15 221/2 1.50 ZOO 2.52 0.10 111/4 1.50 2.00 2-50 0.10 90 3.66 3.16 3.21 0.48 45 268 266 2.77 0.26 B. 221/2 1.88 218 289 0.13 3.16 2.91 266 0.32 111/4 1.68 218 287 0.73 90 4.83 3.83 3.42 0.83 E 45 3.33 3.58 NIS 0.43 3.63 4.00 283 0.52 22 1/2 2.33 2.58 2-86 0.24 11 1/4 1.83 2.33 2.84 0.18 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2 USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS FIG. W 3 TD-3 Bryan D. Cichocki U Dice. No. 53741 AP ! �2� �4 o�41 ZONAL yl1� �fv M E 0 o N Vi N C > E ai E w > Lu Q LL o 3 p M. W 0 m a W L M ¢�_j UDo Z - Er; O CE 7 N f/1 N v In W w OL 3 O x U) W U) i c ry Z O Fv<M c U) N W N M Of W J o w Lo ♦- � L Q z O v DATE > � 912012022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE • N.A. 1�1 C6 J0 ' 1 T\ V , 0Q J > Lu Q UJ J' DO w r�o�A 1 I Q co UL V) ui O W `� 7O O Z I� 0 0 2 0 U) JOB NO. 47036 SHEET NO. C1.3 c 5 Oi C 0 m 0 3 c a. D vOf o CL BZ 20 o 2 c 2 T O a C N R d O C O (D 3In Z m O B � a 1- F 62 ZE Q S C d m 2 Y X C 0.0 16 `o 0 12 c o 0 m C' a c �a !o a 0 RI o m� co 0 m nE E F_ L ,TH 0 SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE � f AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS 0 INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE NOTE, MIN, 60' DIAMETER MANHOLE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE REQUIRED. TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED o F, Bryan D. Cichocki 'Z TO THE MANHOLE 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL KH RYP )STEP DROP MANHOLE PVC CROSS °� Z - r~ be. No. 53741 BE CONNECTED USING A PIPE SADDLE. LOSE APPROVED FLEXIBLE RUBBER y� e BOAT, d '!Ozz 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE z1c �Q (1/4" PER FOOT ) ! 0 �SSIONAL ��° o r� 3000 PSI CONC. BASE � F'L � ROADWAY [L 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN } 4 ° y DIAMETER OF 4". GASKETOU e • STOP C@1PLING ° BENCH SLOPED TO FLOW 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 27' CHANNEL 1/4" 1' MIN OF 3 FEET. `•'' ✓.,, DROP PIPE PIPE STRAPS •:,GIs •• •� .t: f- SALT (STAINLESS STEEL) o SPACED EVERY . 'n„+: -_ , . • • E+1 CD TREATED a < 2' VERTICALLYP.`t . `i ` ` u N g FINISHED GROUND MARKER 90' RESTRAINED BEND •;, *", i Y `1 BRANCH ¢ O i = PAVEMENT m I SEWER 12" �- > E N E a, ." • PIPE /I w ", •" '� 3 T_ 42' MIN. ,ay a .esa .. SEWERPIPE a _ 4. 2" Q LL O LL 0,25' MIN. THICKNESS COATED ��EE BAND INSULA�STAINLESS 42' MIN. PAN _ m ~ w L �y STEEL CASING BOTH ENDSFILL W ¢JUm Z PLUG END OF PROFILE > o rn O d N t " I MAIN LINE SERVICE LATERAL SECTION MIN: 6' BEDDING WITH NO. 68 STONE w N N M .~a. t e; 45•D'O" 1.HEIGHTOFTHEVERTICALDROPPIPEWILLBEDETERMINEDBYTHEACSA,BUTSHALLNOTBELESSTHANIWO FLEXIBLE CONNECTION NOTE' G Z � CK U 2'-V 7' OR 8' 7' DR S'� 2'-0' (z}FE1T. WITH STAINLESS STEEL ALL CONNECTIONS TO a o N ¢ 1 * 2. VERTICAL DROP PIPE SHALL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO BAND EXISTING MANHOLES SHALL o W ?" p UCTILE IRON PIPE 18' OR 20' JOINT OF D.I. I �� THE DROP FITTING WITH STANDARD GASKETIOINT. i j BE CORED AND A FLEXIBLE " " = c N Z ESTRAINED JOINTS) 3. VERTICAL DROP PIPE SHALL 13ESTRAPPED TOTHE MANHOLE ATPIPE JOINTS. STRAPSSHALLBEMADEOF CONNECTION BOOT = U a O NOTE: 1. STEEL CASING TO EXTEND TO BACK OF CURB, DITCH, SIDEWALK, ETC. OR A MINIMUM OF 5' BEYOND THE EDGE OF STAINLESS STEEL INSTALLED O En ° N in > PAVEMENT, WHICHEVER IS GREATER. 4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT W 2. ENDS OF CASING CAN BE SEALED USING A PULL -ON END SEAL GASKET IN LIEU OF CONCRETE FILL. IN UNE WYE-TEE TO SPRING LINE OF MANHOLE INVERT. r�'1 v Of 3, MIDDLE SPACER SHALL BE PLACED AT THE CENTERPOINT DF PIPE JOINT. PLAN S. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FLOW. TYPICAL MANHOLE PLAN 00 C0 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT90 DEGREES FROM THE ACCESS STEPS. WATER VARIES 7. MINIMUM 72" DIAMETER MANHOLE REQUIRED FOR A SINGLE 10" OR 12• DIAMETER DROP CONNECTION, OR SHOWING BRANCH TIE - N TYPICAL STEEL SLEEVE INSTALLATION TWO8" DIAMETER DROP CONNECTIONS. UNDER ROADWAYS R CK SEWER SERVICE LATERAL CONNECTION STANDARD INTERNAL DROP CONNECTION NITS o N.T.S N.T.S. N.T.S. FIG. W-10 FIG. S-1-B L=a FIG. S-2 FIG. S-1-C2 0 O K TD-33 TD-30 TD-27 = H w > w w F_ _ ¢ p Q FRAME & COVER �E o DATE FRAME & COVER (SEE FIG. S-I-D,E) U) E W SEE FIG. S-1-D, E > REMAINING BACKFlLL SHALL mN �� 6 o u STREET SURFACE OR NON -PAVED AREA STREET SURFACE OR NON -PAVED AREA O 9/20 2022 / NOT CONTAIN ROCK MATERIAL g 8m } DRAWN BY 360MIN LARGER THAN 5" IN ANY 0 ° va E SLOPED AREA SLOPED AREA I DIMENSION 24 . EB ° a E ``.'.r:;'"=M' Y-o" MAX z -O RUBBER COATED STEEL STEPS a CAST IN PLACE =='sT.c�:i1"r.;•Yee MAX M. DENHARD INTIAL BACKFILL* :�� 1'-0" 8"MIN (6" LIFTS) EMBEDMENT « THOROUGHLY COMPACTED _ PRECAST REINFORCED CONCRETE "0" 2'-0" DESIGNED BY SPRING LINE BY HAND OR APPROVED OF PIPE MECHANICAL TAMPER i s E 51< E E p Q� E g SECTIONS NTH RING SEALS e OR APPROVED EQUAL v • • M. DENHARD HAUNCHING N0. 68 STONE -O- �gRUBBER ea o m 3'-0" MIN COATED STEEL STEPS CAST IN PLACE 3'-0" MIN BY BEDDING 6" max x.. 1U q ° E 6GU THE DROP CONNECTION SHALL BECHECKED 0 DUCTILE IRON PIPE (CLASS 50 PRECAST REINFORCED 4" min OUNDATION SHALL BE REQUIRED WHEN SOIL Li-5,11' 9 E N �_, E" E 5" BACKFILLED IN 6" LAYERS AN9 COMPACTED BY HAND TAMPERS OR 12 MIN ® BACKFILEED WITH SELF -COMPACTING CONCRETE SECTIONS 12" MIN "0" RING SEALS 16" MAX • B. CICHOCKI SCALE CONDITIONS W . E 18' MAX STONE. MINIMUM ELEVATION ARE UNSTABLE<� �� " 10 DIFFERENCE ACROSS M.H. 5" 4'-0" ALL PIPE) E 5" • N.A. kE by MINIMUM ELEVATION DIFFERENCE 12"MIN 12"MIN FROM INLET TO OUTLET +o2 �,mm_, .' ACROSS M.H. FROM INLET TO VARI 4 OUTLET SHALL BE 0.20 FEET SHALL BE 0.20 FEET. VARIES CONCRETE •' .,, • .' A FILLETED INVERT FOR A SMOOTH DEPTH FLOW � CHANNELL TBE FlLLETS • TRANSITION OF FLOW BETWEEN 3/4 DIAMETER OF 1 NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE O .1 ., INLET & OULET PIPE SHALL BE ' . 4 PROVIDED. 2" ; tr: s'"';. ::...o' CONTRIBUTING '- ,��- SEWER. jT� 'b °•• 12" • J 1-1 BACKFILLED ENTIRELY WITH NO. 21A FT A FILLETED INVERT FOR A SMGO • ',e'.I J STONE. FOR DUCTILE IRON PIPE THE BOTTOM THE ORENCH SHALL BE SCRAPED 3/4 DIA OF LARGEST PIPE IN MANHOLE TRANSITION OF FLOW BETWEEN2. INLET & OUTLET PIPE SHALL BE M AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF N0. 68 STONE SHALL BE PROVIDED' -. $r P E, E g $E ° MIN. 6" BEDDING WITH NO. 68 STONE PROVIDED. 6" BEDDING MIN 6 3-WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" �� NOTEs: NOTE : W/ N0. 68 STONE W BEDDING OF NO. 68 STONE ' N" B" N8 15 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE I SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE ftk O O O 3. ALL JOINTS, LIFT HOLES INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. EXTENDED OR NON -EXTENDED BASES. 41 1 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED TYPICAL SEWER PIPE DESIGN ON SEWERS NTH STEEP SLOPES. INSIDE AND OUT. \ TYPICAL MANHOLE SECTION INSTALLATION IN TRENCH TYPICAL MANHOLE FRAME & COVER TIE-IN TYPICAL MANHOLE WITH DROP CONNECTION SHOWING BRANCH N.T.S S-I-D , ^ NITSFIG N.T.S \J ) FIG. S-3 MTS FIG. S-1-A TD-31 { FIG. S-I-C � V ( l TD-34 1D-28 TD-25 O vJ PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE ¢ �- --- WITH PART V. SECTION G OF THESE SPECIFICATIONS. J i J LLJ J SLOPED AREA RUBBER COATED STEEL STEPS �<:,;�`. < CAST IN PLACE FRAME &COVER •�,�' , 4' ¢ W (.) ,• (aSmDd uA muLm ON Tn %4Y Wk..0 DA 27 1/2- DR 1 t/2' G BOLT WNwe. 1/4- DR 7. X[66>mm]w SEE FIG. S-I-D, E PRECAST REINFO00"RCED CONCRETE •T : � • . ': DOGHOUSE BASE• ONCONCRETEBLOCKS •, SEWER PIPE EXISTING SANITARY ' m Q �- -� [t7Bmm] I- z4' Du [BO6mm] SECTIONS WITH AP RING SEALS OR APPROVED EQUAL 1'-0" MAX 2-0 :. . . ` DOGHOUSE OPENING SHALL "' � . +', � + BE PREFORMED 8Y � �', % A MIN. 12" CLEARANCE ' ! e • BETWEEN EXISTING PIPE MANUFACTURER OR •• "'Y. AND STONE BEDDING SAW CUT TO FIT PIPE '. * {.."•.. • J � -J LL W OUTSIDE DIAMATER' �". ,ay PLUS 6". W 1'�' W IB 7/16• DR [7z2mm] [t5mm] A FITTING MAY BE REQUIRED p WITH ACSA APPROVAL 12" THICK VDOT ��, ///•�� z 0 0 36 Dw " zs' [Btsmm7 [66Dmm No. 88 STONE BEDDING O O t 7/2' FRAME$ CTION 13/t6' (- [3OMMI a 8"XB"XI6" AND 4*XB'X16" SOLID CONCRETE BLOCKS ` (� z [20mm] JI. s• (51mm) uTmns (1,,E D Fursx) THE DROP CONNECTON SHALL BE 3'-0" MIN DUCTILE IRON PIPE. (CLASS 501 CENTER W/RISER WALL (4 EACH) DOGHOUSE MANHOLE BASE BACKFILLED IN 8" LAYERS AN [zomm7 NI A 3i/e' t/X• SP Ry [7Bmm] [t3mm]� ► 22 t3/16' p COMPACTED BY HAND TAMPERS OR S' BACK TILLED WITH SELF -COMPACTING STONE. in nnunu nun:....... n: :: nia:a nn:nnn,:n:nnn..nnr... n..... in u:iin:nn:inn MANHOLE OPENINGFILL DOGHOUSE 2 1/B' 3 13/16' [,7 MIN ABOVE BASE SHALL AROUND EXISTING PIPE L'S4mm [B7men] ] e 71/76' 1 0/6' I635mm] L3sE,mI G/16' 0.0. OF aR GROOVE [77mm] [t4mm] SECTION VIEW t e0v /O (6mm) Dw 1. MINIMUM ELEVATION DIFFERENCE ACROSS M.H. FROM INLET TO ® OUTLET SHALL BE 0.20 FEET 5• ON CONSTRUCTED `�� AS SHOWN NTH 3,000 PSI CONCRETE OR NON -SHRINKING GROUT Q SIR SEE ASSp10LY NEOPRENE C-/SXEf MAL 120MIN 12"MIN � A FILLETED INVERT FOR A SMOOTH (z) b R 1/16 X 5/6 X 1 1/2 VARIE _ TRANSITION OF FLOW BETWEEN O S fL (2) CdKD i1B00' RUBBER PAR( pOBB1D15 SEW PXXBW6 6mm t 3/B' (z) e r 5/B-11M 1/z SS .• INLET & OULET PIPE SHALL BE ALLOW CONCRETE WRAP EXISTING PIPE WITH 0 2400 [41mm (4 aD9B1050 V2" PLAN VIEW 1 t/B' (zsmm) Du Boss [&R'R [f3mm DR. STAINLESS stm. Roo vAORr/""ppaeiile ,so ss ... PROVIDED. A �� FITTING DIMENSION VARIES PATH SLOPE. 7O FLOW A MIN. 1'-0' BEYOND BASE NEOPRENE GASKET MATERIAL BEFORE FILLING THE OPENING STRUCTURE IN O PICKBAR a IACKf.UG HOLE DETAIL z) xur NX s/0-t t 2N NYNE op6612BV " ' 'r a • • - ' ' 12 ., � " LY; : •' •.... D.• • � �� i. 'L NEOPRENE SECURED BY 2 NON- CORROSIVE STRAPS, 1 ON EACH SIDE OF OPENING 1.NOTES: ALTERNATIVE DESIGN )N# ALL MNAMWS V4THIN R YEAR FLDGHT C WN OR LOCATED IR AREAS SUBJECT TO FLOOMNB SHALL HAVE MATFRTIGXT FRAME @ COVER.a NUT HX JAM 5/8-11 2H3/4 ZEST COVERS Tw ED O FRA ONG LU S M Slli # W901120 3 couExs sHAti BE Flx6o Tp FRAMES vATx Locwxc wcs oR sEm7AR ASSD DIA �' LARGEST1 PIPE IN MANHOLE 12" MIN. CAST -IN PLACE S� 12* M L TYPICAL WATERTIGHT o�ri'PARrf 0o 0505 PSI CONCRETE BASE MANHOLE FRAME & COVER LOCK LUG ASSEMBLY MIN. 6" BEDDING WITH NO. 68 STONE FOUNDATION SECTION VIEW N.T.S FIGS-I-E NOTES: 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE Iilnlun...... nnnn:...... unnnnunuln, nnnnu...... nn: ETnn:....nu.....I ul NOTES: 1 1 TD-32 SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW FLOW TO THE EXISTING O 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED PIPE. INSIDE AND OUT. 2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE. 3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6" , ^ V I OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE - BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN ACCORDANCE WITH THESE SPECIFICATIONS. TYPICAL MANHOLE DROP CONNECTION TYPICAL MANHOLE BASE IOB No. WITH STEEP INCOMING SLOPE SHOWING "DOGHOUSE" INSTALLATION 47036 NTS N.T.S FIG. S-1-C1 FIG. S-1-Al SHEET NO. C I A TO-20 TD-26 L F- :\103\47035-SoLAhwood_Blocks9-11\DWG\Sheet\CD\C2.0-EXISTING CONDITIONS.dwg I Plotted on 9/23/2022 9:57 AM I by Matt Denhard �t -e • 1/ 1. 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THIS DRAWING PREPARED AT THE YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE 608 Preston Avenue, Suite 200 I Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com 411 o z 0 SOUTHWOOD PHASE 1 BLOCKS 9 10 & 11 ti m o DATE REVISION DESCRIPTION _ 3 0 3 C7 m V m = � n rm) C) 'b o 0 O Z O� z COUNTY OF ALBEMARLE, VA ton m o o = o = z o F9 °1 EXISTING CONDITIONS & DEMOLITION PLAN o o N These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. vI I\II�.,, F_ 103\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C2.1-OVERALL PLAN.dwg I Plotted on 9/23/2022 9:58 AM I by Matt Denhard ,I °°°° II 0 �. \ °0 Z 0 Z ° --� II mm_m0 1 ` `� I ° 1 I r=r j o° l l`A�l \ U I �. 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CHARLOTTESVILLE OFFICE • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com SOUTHWOOD PHASE 1 BLOCKS 9 10 & 11 DATE REVISION DESCRIPTION m 3 0 3 11 (A COUNTY OF ALBEMARLE, VA BLOCKS & OVERALL PLAN m = O m o = m 0 = z N ryr 0 These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. 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O / I l �// 1 \ \\, Z \ \ 1 \/ I ,, /,/ \ L -��. ✓ 6 \k \ I I �I /\/ I I 1 t \ 111 I 1 / \ \ �\ - _ ' 1 I _ /,� /,00 /i /i/ i - I / + \ f / l'(II �C' \�( I. �Y/ \/ �\\\`\\\\ \ \ \V _ IIIIIII'I I I' I I� I j l'I "1I / PI 1 ttt l I ' ) /' \ 1 \ \ / / % r', ,1 11 I. \: ,� \O \ \ ♦ \ \ III ,lI 1 I , III I �� W ' I /� �' \ y\ \ �� \` IIII '/ i -/, // I f 1 1) 1 _ , \ / /,I,,Ir \ \ + \� d1 ,I , I , I I I �. /_i✓ . / ./- i �I I , /) �\ \1f;\� a� \ \%�\ . \ i 1 \. \ N I / - � i f�i r. ' I / i r / i' ,_- \ l�l\ / - / //,IIi.Inll/�1111\� \'. /%, C.'\\��..\`\\ _2I' I,IjIII !l j+i III i.-I TIMMONS GROUP .•-':'•. m .4 , SOUTHWOOD PHASE 1 - BLOCKS 9, 10, & 11 iNv o � o COUNTY OF ALBEMARLE VA OVERALL PHASING PLAN THIS DRAWING PREPARED AT THE YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com p3 DATE REVISION DESCRIPTION , n m O - O N O D n = m = , Iv ryi F These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking Without the express written consent of TIMMONS GROUP. EROSION AND SEDIMENT CONTROL NARRATIVE: PROJECT DESCRIPTION THIS PROJECT INCLUDES THE CONSTRUCTION OF A RESIDENTIAL COMMUNITY PARKING LOTS AND ASSOCIATED SITE WORK UTILITIES & LANDSCAPING. LIMITS OF CLEARING AND GRADING ARE 7.97 ACRES. ADJACENT PROPERTY THE PROPERTY IS BOUNDED BY A ROUTE 631 ON THE NORTH AND WEST, A RESIDENTIAL COMMUNITY ON THE SOUTH, AND HORIZON ROAD AND A MOBILE HOME PARK ON THE EAST. EXISTING SITE CONDITIONS THE EXISTING SITE IS MOSTLY WOODED. 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. STORMWATER RUNOFF CONSIDERATIONS A PORTION OF THE PROPOSED DEVELOPMENT WILL BE CONVEYED TO ONE STORMTECH ARCH DETENTION PIPE WITH ISOLATOR ROW AND ONE DETENTION PIPE WITH A CONTECH JELLYFISH FILTER STRUCTURE. THESE FACILITIES HAVE BEEN DESIGNED TO MEET STORMWATER QUALITY REQUIREMENTS. ALL OTHER AREAS WILL SHEET FLOW INTO THE SURROUNDING VEGETATED AREAS. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS. 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 SHAL L 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. 5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. 5.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 6. TEMPORARY SEDIMENT BASIN - 3.14 A TEMPORARY DAM WITH A CONTROLLED STORMWATER RELEASE STRUCTURE IS TO BE USED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. 5.1. MAINTENANCE OF SEDIMENT BASIN - INSPECT BASIN EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE BASIN SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 6. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING DEVICES PLACED AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS. 7. 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 14 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. 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 SHEETS C3.3 - C3.5) 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 ENTRANCES, SILT FENCE, DIVERSION DIKES, INLET PROTECTION, AND OTHER PERIMETER MEASURES. 3. CLEAR AND GRADE SEDIMENT TRAPS, BASINS AND INSTALL ASSOCIATED STORMWATER PIPES. 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 C3.6 - C3.8) 1. RAISE SEDIMENT BASINS AND RECONFIGURE OUTLET STRUCTURES AFTER SWEETBAY STREET IS BASE PAVED AND THE CURB IS INSTALLED. ADD INLET PROTECTION ALONG SWEETBAY STREET. 2. INSTALLATION OF STORM SEWER AND SWM A & B UNDERGROUND DETENTION PRACTICES. 3. GRADING OF BUILDING ENVELOPES, TEMPORARY STABILIZATION IF THE GRADED LOTS WAIT LONGER THAN 14 DAYS. PHASE III (SEE SHEETS C3.9 - C3.11) 1. INSTALL ADDITIONAL 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. ONCE THE SITE UPHILL FROM A SEDIMENT TRAP OR BASIN HAS BEEN STABILIZED AND APPROVED BY ESC INSPECTOR, REMOVE THE SEDIMENT TRAP OR BASIN. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 5. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. Culvert Inlet Sediment Trap ^' __ •PER _'_ ` 67 C.V./.CRC MF! SIWbE c6E1AW R6E OF SW) PERSPECTIVE VIEW drainage area (acres) (<3) 0.53 (AYZURW MO trap volumes: HK m elevation (ft) area (so volume(cy) Accum (cy) 450 515 OT,,. RM6D. LTC.) 451 727 23.0 23.0 452 966 31.4 54.4 _- 453 1480 45.3 99.6 --- _--------_ 454 1930 63.1 162.8 C IRPAY 455 2300 78.3 241.1 456 3130 100.6 341.7 Mu. sc6xEN, oEP1x (Dux qR Pawn ,/z Wx"ME OF xn sTRRRCF .Rv. wet storage: ELEVATION wet storage required (cy) (67*DA) 35.5 bottom of stone weir (ft) 453.0 wet storage provided at this elevation (cy) 99.6 * coarse aggregate shall be VDOT #3, #357 of #5 slope of wet storage sides 21 weir length (ft) (6xDA) 3.2 dry storage: bottom of trap elevation (ft) 450 Try storage required (cy) (67*DA) 35.5 bottom trap dimensions: 4UX13 crest of stone weir 456.0 top of stone elevation (ft) 456.0 dry storage provided at this elevation (cy) 242.0 Length of stone (ft) 29 slope of dry storage sides 2-1 top trap dimensions 99X50' CIP 3.08 CULVERT INLET SEDIMENT TRAP No Scale 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. Sediment Basin #1 Design (Updated 8/30/22) Drainage Area (acres) Basin Volumes: Elevation (ft) Contour Area (so 438 2110 439 2700 440 3381 441 4072 442 4776 443 5506 444 6261 445 7040 446 7845 447 8675 Wet Storage: Wet Storage Required (cy) (67*DA) Dewatering Orifice Elevation (ft) Wet Storage Provided at this Elevation (cy) Available Volume Before Cleanout (cy) (34*DP Cleanout Elevation (ft) Distance from Cleanout to Orifice (ft) (> 1') Dry Storage: Dry Storage Required (cy) (67*DA) Riser Crest Elevation (ft) Dry Storage Provided at this Elevation (cy) Diameter of Dewatering Orifice (in) Diameter of Flexible Tubing (in) (Orifice+2") Runoff: (See Routing in Cale. Book) C(Use 0.45 for Bare Earth) T_c (min) 12yr 3.69 Qp 2yr 125yr 7.47 Q 25yr Principle Spillway: Available Head (ft) Diameter Riser (in) Diameter Trash Rack (in) Barrel Length (ft) Diameter of Barrel (in) Barrel Inv. In Elevation (ft) Barrel Inv. Out Elevation (ft) SB1 SEDIMENT BASIN 1 No Scale 3.81 Volume (cy)wcum (cy) 89.1 89.1 112.6 201.7 138.0 339.7 163.9 503.6 190.4 694.0 217.9 721.5 246.3 967.8 275.6 1243.4 305.9 1549.4 255.3 441.0 339.7 129.5 439.20 1.8 255.3 444.0 572.2 3.0 5.0 0.45 5 6.3 12.8 1.0 21 30 69 18 440.69 440.00 DESIGN ELEVATIONS WITH EMERGENCY SPILLWAY DESIGN HIGH WATER 3.D Fr D.Y✓ A T qW SRIR�GC IRSER CREST eT c..: .: .. ONNTDRq IIET • RIOf ONCC DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25-YR. EVENT) Design High Water Top of Dam (ft) Top Width of Dam (ft) Bottom of Basin (ft) Approx. Bottom Dimensions Upstream Face Slope: Downstream Face Slope: Baffles: Length of Flow, L (ft) Effective VVdth, We (ft) L / We (Baffles required if < 2) Collars: Depth of Water at Spillway Crest (ft) Slope of Upstream Face (Z1) Slope of Barrel (Sb) Length of Barrel in Saturated Zone (Ls) Number Collars Required Dimension of Collars Emergency Spillway: Bottom Width (ft) Slope of Exit Channel (ft/100ft) Length of Exit Channel (ft) Crest of Spillway (ft) 444.84 447.0 6.0 438.0 145%15' 21 21 No No No 135 60 2.3 0 0 0 0 0 N/A GENERAL EROSION AND SEDIMENT CONTROL NOTES: ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND DISTURBANCE. ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES IMMEDIATELY. SOILS INFORMATION: 16 - CHEWACLA SILT LOAM, 0 TO 2 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, SOMEWHAT POORLY DRAINED, HYDROLOGIC SOIL GROUP: B/D 27B - ELIOAK LOAM, 2 TO 7 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC SOIL GROUP: B 27C - ELIOAK LOAM, 7 TO 15 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC SOIL GROUP: B 39E - HAZEL LOAM, 25 TO 45 PERCENT SLOPES. 20 TO 40 INCHES TO LITHIC BEDROCK, EXCESSIVELY DRAINED, HYDROLOGIC SOIL GROUP:B Jiment Trap #1 design Iage area (acres) (<3) volumes: _ elevation (ft) _ 477 478 479 480 481 482 storage 1.28 area (so ORIONLL volume(cy) EEH01LN.1ND 523 696 22.6 893 29.4 1113 37.1 1357 45.7 1625 55.2 190.1 -SEE PATE 3,13-1 storage required (cy) (67*DA) 85.8 om of stone weir (ft) 480.0 storage provided at this elevation (cy) 89.1 le of wet storage sides 2-1 storage storage required (cy) (67*DA) 85.8 3t of stone weir 482.0 storage provided at this elevation (cy) 101.0 Ie of dry storage sides 2-1 T• vARMDIF CREST OF STONE WEIR 1„e,.mr 1 DRY STORAGE WET STORAGE (IXGVA,ED) vxcw�� v vox. 1 FILTER CLOTN CRIq NAL CROVxO CLN. COARSE AGGREGATE- cuss I FPRAP coarse aggregate shall be VDOT #3, #357 of #5 weir length (ft) (6xDA) 7.7 bottom of trap elevation (ft) 477 bottom trap dimensions: 26'X22' top of dam elevation (ft) 483.0 top width of dam (ft) 4.5' top trap dimensions 49'X43' ST1 3.13 SEDIMENT TRAP 1 No Scale Sediment Basin #2 Design (Updated 8/30/22) Drainage Area (acres) 2.41 Basin Volumes: Elevation (ft) Contour Area (so Volume (cy)Lccum (cy) 424 2389 425 2806 96.2 962 426 3279 112.7 208.9 427 3779 130.7 339.6 428 4305 149.7 489.3 429 4858 169.7 659.0 430 5437 190.6 849.6 431 6043 212.6 1062.2 432 6675 235.5 1297.7 433 7336 259.5 1557.2 Wet Storage Wet Storage Required (cy) (67*DA) 161.5 Dewatering Orifice Elevation (ft) 426.0 Wet Storage Provided at this Elevation (cy) 208.9 Available Volume Before Cleanout (cy) (34*DA 81.9 Cleanout Elevation (ft) 424.85 Distance from Cleanout to Orifice (ft) (> V) 1.1 Dry Storage: Dry Storage Required (cy) (67*DA) 161.5 Riser Crest Elevation (ft) 429.0 Dry Storage Provided at this Elevation (cy) 450.1 Diameter of Dewatering Orifice (in) 3.0 Diameter of Flexible Tubing (in) (Orifice+2') 5.0 Runoff. (See Routing in Cale. Book) C (Use 0.45 for Bare Earth) 0.45 To (min) 5 12yr 3.69 Qp 2yr 4.0 125yr 7.47 Q 25yr 8.1 Principle Spillway: Available Head (ft) 1.0 Diameter Riser (in) 30 Diameter Trash Rack (in) 30 Barrel Length (ft) 55 Diameter of Barrel (in) 24 Barrel Inv. In Elevation (ft) 426.50 Barrel Inv. Out Elevation (ft) 426.00 SEDIMENT BASIN 2 No Scale MIN. VW SPILLWAY CRES1 OF EMERGENCY 3' WITXOOT�SPILLWAY HIGH WATER STORM ELM.) f WSER CRE5E CRY • STORAGE DEW'ATDNNG oE"a WETWORAGE SEpMEM WET • TO 30 Design High Water 429.5 Top of Dam (ft) 433.0 Top Width of Dam (ft) &0 Bottom of Basin (ft) 424.0 Approx. Bottom Dimensions: 90' x 35' Upstream Face Slope: 21 Downstream Face Slope: 2:1 Baffles: No Length of Flow, L (ft) 0 Effective Width, We (ft) 0 L / We (Baffles required if < 2) 0.0 Collars: No Depth of Water at Spillway Crest (ft) 0 Slope of Upstream Face (Z1) 0 Slope of Barrel (Sb) 0 Length of Barrel in Saturated Zone (Ls) 0 Number Collars Required 0 Dimension of Collars N/A Emergency Spillway: Yes Bottom Width (ft) 20 Slope of Exit Channel (f /100ft) 50 Length of Exit Channel (ft) 20 Crest of Spillway (ft) 432.0 Bryan D. Cichocki O U lie. No. 53741 '6/22 O�� z 4Iva SSIONAL.�Y'�� M E O O rn U N � N C > E W a E w v UM ¢ 3 p LL 0 wO `6 ^H J U 00 W J If; a (AEFI N V 0 W W 30'x n LL . _ N =v>� F ¢ . 0 N � M a� 00 w AM z O EL_ U c.) uj W p z O U) > W W H 0 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 1�1 1�1 W O 1.. Q LlJ 0 V/ 06 W U � O¢ ° J' m w O J (Y 0/ 1 w ~ co r-I Q O LLU W0I- z Z LLI O U ^I Q I..L w 0 O z O � = LLI �O V/ JOB NO. 47036 SHEET NO. C3.0 c 5 a; z c d L 3 a 0 a0 o Ez 20 o 2 L2 E o a d u 0 X� 3 'n Z„ 0 2 a � w 1� `o� e§ a q= 2 Y 0° W, X d16 0 .E 0 Ao `o d� o � a � �a 10 a 0 ur ii 2 �N . C �o � U nE E L TH op Bryan D. Cichocki Z Lice. No. 53741 o y SSIONAL M E 0 a o N O N Q O > E w a ELLI Q LL O LI_ i n W W p ti Q Of j U m Z w J -In O N v z � °2 CC H - X U �_N< w o W ( o N 2 C N Z =U _O c In U) N > N M EY a� N J ui 0 (D 0 x 0 w > w H U 0 a z O n DATE 912012022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE N.A. rl CL C6 O ,-1 Q W O o U) U) � w U 0 O a z J '. m w O J L7 !Y F- LU cc Z ,-I < O LU W z �z z Q0w o U T 0 w U) 0 C) 06 O z O ° = w O V/ IOB NO. 47036 SHEET NO. C3.1 Sediment Trap #1 design (Interim) drainage area (acres) (<3) 1.28 r WARS trap volumes: diCEJ1 CREST OF STONE WEIR ,glNyR�• elevation (ft) area (sf) volume(cy) �"E`'N0 ,.D• 472 523 - 473 696 22.6 DRY STORAGE - y VARIABLE 474 893 29.4 475 1113 37.1 476 1357 45.7 WE75TDRAGE A, MAx 477 1625 55.2 (E><uW'>En) aoT� 9RGINAL 190.1 ,PlLrca cRou"G E«, \ •SEE PLATE ].I ]-1 COARSE AGGRE.ATE" CU55 I flPRAP wet storage: wet storage required (cy) (67*DA) 85.8 bottom of stone weir (ft) 475.0 wet storage provided at this elevation (cy) 89.1 **coarse aggregate shall be VDOT #3, #357 of #5 slope of wet storage sides 2:1 weir length (ft) (6xDA) 7.7 dry storage: bottom of trap elevation (ft) 472 dry storage required (cy) (67`DA) 85.8 bottom trap dimensions: 26X22' crest of stone weir 477.0 top of dam elevation (ft) 478.0 dry storage provided at this elevation (cy) 101.0 top width of dam (ft) 4.5' slope of dry storage sides 21 top trap dimensions 49X43' ST1 3.13 SEDIMENT TRAP 1 INTERIM PHASE No Scale Culvert Inlet Sediment Trap �• M. • �E�' ]'�� per;%5�n� E PERSPECTIVE VIEW drainage area (acres) (<3) 0.53 (6AGCYl+Mso row ` trap volumes: °E STWIE ffM1I PIPE IMQf 1RINIK 4FG1ND elevation (ft) area (sf) wlume(cy) Accum (cy) �►I 450 515 451 727 23.0 23.0 ARCLs ro AE GlsrvRxS 452 966 31.4 54.4 453 1480 45.3 99.6 -"------""--"-' 454 1930 63.1 162.8 «,� E Po.RP 455 2300 78.3 241.1 �� w°Na>E 456 3130 100.E 341.7 wet storage: ELEVATION wet storage required (cy) (67`DA) 35.5 bottom of stone weir (ft) 453.0 wet storage provided at this elevation (cy) 99.6 "coarse aggregate shall be VDOT#3, #357 of#5 slope of wet storage sides 21 weir length (ft) (6xDA) 3.2 dry storage: bottom of trap elevation (ft) 450 dry storage required (cy) (67`DA) 35.5 bottom trap dimensions: 40'X13' crest of stone weir 456.0 top of stone elevation (ft) 456.0 dry storage provided at this elevation (cy) 242.0 Length of stone (ft) 25' slope of dry storage sides 21 top trap dimensions 90'X50' CIP 3.08 CULVERT INLET SEDIMENT TRAP INTERIM PHASE No Scale Sediment Basin #1 Design (Interim) DESIGN ELEVATIONS WITH Drainage Area (acres) 0.72 EMERGENCY SPILLWAY Basin Volumes: Elevation ft Contour Area sq Volume ACCUm ( ) ( '/ (cy) (cy) DESIGN HIGH WATER T 135-M. MORN ELEVJ 444 525 NAi. 2.0 MIN 0 445 742 23.5 23.5 I3 n5 """ ' °� J_ 446 991 32.1 55.6 5] c.Y.� AC. ' Ortv • Sf°RA°F 447 1265 41.8 97.3 Pow+ GREn 448 1559 52.3 149.E / ''r'IET`r�sraeAGE oEWArEPoNG DLVICE 449 1878 63.6 213.3 450 2223 75.9 289.2 sfGIYENr auWaur POINT DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 15-YR. EVENT) Wet Storage: Wet Storage Required (cy) (67`DA) 48.2 Design High Water 447.70 Dewatering Orifice Elevation (ft) 446.00 Top of Dam (ft) 450.0 Wet Storage Provided at this Elevation (cy) 55.6 Top Width of Dam (ft) 6.0 Available Volume Before Cleanout (cy) (34`DP 24.5 Bottom of Basin (ft) 444.0 Cleanout Elevation (ft) 445.00 Approx. Bottom Dimensions: 40'X20' Distance from Cleanout to Orifice (ft) (> 1') 1.0 Upstream Face Slope: 21 Downstream Face Slope: 21 Dry Storage: Dry Storage Required (cy) (67`DA) 48.2 Baffles: No Riser Crest Elevation (ft) 447.25 Length of Flow, L (ft) 40 Dry Storage Provided at this Elevation (cy) 54.9 Effective Width, We (ft) 20 Diameter of Dewatering Orifice (in) 3.0 L / We (Baffles required if < 2) 2.0 Diameter of Flexible Tubing (in) (Orifice+2") 5.0 Collars: No Runoff: (See Routing in Cale. Book) Depth of Water at Spillway Crest (ft) 0 C (Use 0.45 for Bare Earth) 0.45 Slope of Upstream Face (Z:1) 0 Tc (min) 5 Slope of Barrel (Sb) 0 12yr 3.69 Op 2yr 1.2 Length of Barrel in Saturated Zone (Ls) 0 125yr 7.47 025yr 2.4 Number Collars Required 0 Dimension of Collars N/A Principle Spillway: Available Head (ft) 1.0 Emergency Spillway: No Diameter Riser (in) 21 Bottom Width (ft) 0 Diameter Trash Rack (in) 30 Slope of Exit Channel (ft/100ft) 0 Barrel Length (ft) 69 Length of Exit Channel (ft) 0 Diameter of Barrel (in) 18 Crest of Spillway (ft) 0 Barrel Inv. In Elevation (ft) 440.69 Barrel Inv. Out Elevation (ft) 440.00 SB1 3.14 SEDIMENT BASIN 1 INTERIM PHASE No Scale Sediment Basin #2 Design (Interim) MIN.1'WI SPILLWAY 2'WITIgUT CREST OF EMERGENCY WAY Drainage Area (acres) 0.97 DrsicH NIGH WATER (35-M. STORK E(fV.) Basin Volumes: Elevation ( G.s• nATE L_ TH 0 PIPE OUTLET CONDITIONS 70' MIN. 5:1 EXISTING_ A 3' PAVEMENT -_ - - Bryan D. Cichocki A A FILTER 6"M A MOUNTABLE BERM U lie. No. 53741 County Albemarle CLOTH (OPTIONAL) SIDE ELEVATION Cf/ 91 of Conservation Plan Checklist To be Landscape Plans - placed on EXISTING GROUND �SSI (Handbook, pp 111-284-111-297 for complete specifications) 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO tfj ONAL 3do do MA TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. I. The following items shall be shown on the plan: ® Trees to be saved: PIPE OUTLET TO FLAT POSTS. tf� 6' 70' MIN. WASHRACK T 10' MIN. ® Limits of clearing (outside dripline of trees to be saved); _� WAX B OPTIONAL 1 ® Location and type of protective fencing; 0 AREA WITH NO DEFINED CHANNEL / J ' / �/ 10 EXISTING M E N o Grade changes requiring tree wells or walls; ® PLAN VIEW _ _ _ _ I / �� 12' MIN.* MIN. PAVEMENT NI O1 e Proposed trenching or tunneling beyond the limits of clearing. > 2. 0 All trees ® All trees to be saved shall be marked with print or ribbon at a height clearly visible m equipment operators. j �I _ ri' FLOW - �� I - �II I II VDOT#1 COARSE AGGREGATE B POSITIVE MIN. L E w ai E I I- - I I DRAINAGE TO *MUST H W > 3 ® No grading shall begin until the tree marking has been inspected and approved by a County Inspector. La „_ ;III-1 I- EXTEND FULL WIDTH OF SEDIMENT I- U in 3 4" INGRESS AND EGRESS OPERATION TRAPPING DEVICE Q LL o 3 3. Pre -Construction Conference: r�7�1 PLAN VIEW LL - q L M W0Voo Tree preservation and protection measures shall be reviewed with the contractor on site. o y Q /o t0 4. Epuipment Operation and Storage: 12' MIN. J Z ® Heavy equipment, vehicular traffic and storage of construction materials including soil shall not he permitted within the driplines of trees J� 3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE 3" MIN. in W ry v a to be saved. SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED THE WIRE FENCE AND EXTEND IT INTO EXCAVATED SOIL. THE TRENCH. aF F 3" MIN. z f Do v f ?� V 5. Soil Erosion and Stprmwater Detention Devices: la CLOTH FOR ENTIRE PERIMETER FILTER CLOTH SECTION A -A 0 X LL W Such devices shall not adversely affect trees to be saved. R a p 6. Fires: ® Fires _ - I / ^' // Lni vry U > so a Z 0 are not permitted within 100 feet of the dripline of trees ro be saved. A I - / 6 7 F rn c U) ?. Toxic Materials: ® Toxic be feet ��. Ili l �' II I _ �� FLOW I II, ' ,r• ,_ - .. III of materials shall not stored within 100 of the dripline of trees to be saved. A ado (MIN.) / � / I III-, �' II ; ;( a � S. Protective Fencing: = ,III-11� -11=III,.-Illilll.= - 00 ® Trees ro be retained within 40 feet of a proposed building or grading activity shall be protected by fencing. do REINFORCED CONCRETE DRAIN SPACE ® Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction. SECTION B-B PIPE OUTLET TO ui 9. Tree Wells: ® When the ground level must be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail submitted for approval. WELL DEFINED CHANNEL EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. CE 3.02 O O O PLAN VIEW M 10. Tree Walls: ® When the ground level must be lowered within the dripline a tree to be saved, a tree wall shall be provided; and a construction detail FILTER FABRIC (D 0 STONE CONSTRUCTION ENTRANCE subm fined for approval. II _ WIRE_- H No Scale 11. Trenchine and Tunneline: La ® When trenching is required within the limits of clearing, it shall be done as far away from the trunks of trees as possible. Tunneling -� �� III=III- w LLI under a large tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots. = Q 12. Cleanup: 0 %- Q ® Protective fencing shall be the last items removed during the final cleanup. - d Z O DATE 13. Damaged Trees: Damaged trees shall be treated immediately by pruning. fertilization or other methods recommended by a tree specialist. SECTION A -A FILTER SSF 3.05-1 --� _�- GRAVEL CURB INLET SEDIMENT FILTER v > KEY IN 6"1 RECOMMENDED 9/20/2022 NOTE: IT IS THE DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION REQUIREMENTS. CLOTH FOR ENTIRE PERIMETER O SILT FENCE (WITH WIRE SUPPORT) DRAWN BY a__�_ NOTES: No Scale M. DENHARD OWNER SIGNATURE i - (DATE) 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR TABLE 3.31-B DESIGNED BY CONCRETE. ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALSPLATES 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING 3.18-3 AND 3.18-4. "QUICK REFERENCE FOR ALL REGIONS" / \ • M. DENHARD CONTRACT PURCHASER SIGNATURE (DATE) 5/1/06 Page i or 1 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 / r / • CHECKED BY INCHES. PLANTING DATES SPECIES RATE (LBS./ACRE) SEPT. 1 - FEB. 15 50/50 MIX OF B. CICHOCKI �P 3.18-1 ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) GRAVEL FILTER 12" • SCALE N.A. & 50-100 RUNOFF WATER WIRE MESH CEREAL (WINTER) RYE FILTERED WATER :%i:.: •:.;.- • OUTLET PROTECTION (SECALE CEREALE) py.:�':' .;'A,:;' No Scale e • FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100 "' •• (LOLIUM MULTI-FLORUM) TI El G G G MAY 1 - AUG. 31 GERMAN MILLET 50 SEDIMENT I I I I I I I (SETARIA ITALICA) . '. CONCRETE .-"' GUTTER Mom/ W COMPACTED SOIL CWD TO HAVE CURB INLET 12 STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION STANDARD EC-2 , t UP MATTING ON UPHILL 3.31 O O " GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. O J TEMPORARY SEEDING PLANT MATERIALS FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, 18"MIN. I I I I I I I SIDE GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST 40"ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO GREATER GREATER THAN ON CENTER. EVERY NINTH POST SHALL 6' . FLOW � ( 111L 1 11JJ1 111L 111L � SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT WHERE 1I \ Q W W No Scale CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE 111111 CURB INLETS PENDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE OR DAMAGE TO ADJACENT STRUCTURES AND T Q FENCE AS A TREE PROTECTION FENCE. - UNPROTECTED AREASE V • TP NO SCALE 3 38 a.5' MIN. TABLE 3.32-C P 3.07- 6 0 DD CWD 3.09-1 SITE SPECIFIC SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN AREA U w TREE PROTECTION STORMWATER INLET PROTECTION No Scale TOTAL LBS. PER ACRE MINIMUM CARE LAWN No Scale It OQ p Z TEMPORARY DIVERSION DIKE No Scale COMMERCIAL OR RESIDENTIAL 200-250 LBS. J KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% ` MM L 0 �''` IN. IMPROVED PERENNIAL RYEGRASS 0-10% KENTUCKY BLUEGRASS 0-10% SILT FENCE DROP INLET PROTECTION -1 W ct� CONSTRUCTION SILT FENCE CULVERT INLET PROTECTION cFss ','-2 [ALT -o' 2 X 4" WOOD DROP INLET WITH of a .r HIGH -MAINTENANCE LAWN FRAME GRATE co z ENDWALL '% SPA FVFNT _ i MINIMUM OF THREE (3) UP TO FIVE (5) P -j O VARIETIES OF BLUEGRASS FROM `AME 1 5, TI LL TOE OF APPROVED LIST FOR USE IN VIRGINIA. 125 LBS. rd _ MAXLL FILL CULVERT N 5 W2 A AG:=3 UAIL UASL Uj O PROFILE, GENERAL SLOPE (3:1 OR LESS) � W Z KENTUCKY 31 FESCUE 128 LBS. 3' v J 0 w LL RED TOP GRASS 2 LBS. �� MIN. GATHER Q 00 7D' WIT SEASONAL NURSE CROP " 20 LBS. �^ STOKE CONS I dUC I ION �-ASPHALT PAV•C-) ZOESS Fe a;As Rav 150LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) EXCESS AT U U CORNERS I W'^ TOE OF KENTUCKY 31 FESCUE 108 LBS. 2 LBS. PERSPECTIVE VIEWS FILL Exc;TNC RED TOP GRASS vJ SILT FENCE DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD 2% 2% 1 Nrc,FvfvT- 2% '2' MN.* SEASONAL NURSE CROP" 20 LBS. CROWNVETCH "' 20 LBS. 150 LBS. I Q O ^�X( W Z FLOW EMBANKMENT "OPTIONAL STONE COMBINATION ��TOS EV I OI2AINAGI •ti'us Exi_NE FLL_ lvI_�TH A To sE�r.'Evr OF in1CRESS AN� ECRESS RAa PINT; crVICr CPERATIdv * PERENNIAL RYEGRASS WILL GERMINATE FASTER AND AT LOWER SOIL STAKE FABRIC �' , _ ` O O (� O TEMPERATURES THAN FESCUE, THEREBY PROVIDING COVER AND '� IIII MIN. M 10, 1.5 _ PLAN EROSION RESISTANCE FOR SEEDBED. - y,, �, " USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES ra w ti TOSSED ENnINACE AS STATED BELOW: DETAIL A FLOW 2.5' TO SEDIMENT IRA -PING DEVICE T` "~' "`" MARCH, APRIL THROUGH MAY 15TH .............................. ANNUAL RYE MAY 16TH THROUGH AUGUST 15TH......................... FOXTAIL MILLET ELEVATION OF STAKE AND FABRIC ORIENTATION ` AUGUST 16TH THROUGH SEPTEMBER, OCTOBER...... ANNUAL RYE O ETEa cLC-rl NOVEMBER THROUGH FEBRUARY................................. WINTER RYE SPECIFIC APPLICATION "VDOT #3, #357, #5, #56 OR #57 COARSE CLASS[ SECTION A -A THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET AGGREGATE TO REPLACE SILT FENCE IN " RIPRAP *** IF FLATPEA IS USED, INCREASE TO 30 LBS./ACRE. ALL LEGUME SEED DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE HORSESHOE " WHEN HIGH VELOCITY OF FLOW A uto water tap of 1 inch be installed With a utiniuunn 1 inch MUST BE PROPERLY INOCULATED. WEEPING LLVEGRASS MAY ALSO BE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE - IS EXPECTED ffvah chutoffvalt e suppltvts a waelt hose with a (Gatueter of 15 ildles for adequate equate INCLUDED IN ANY SLOPE OR LOW -MAINTENANCE MIXTURE DURING TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. JOB No. coustatnt pressure. Li'ash water ❑nest be canie(I away fiom the euhauce to an WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. ClP 3.08-1 approved sertlina area to reunoi,e se&iietnt. All se(tiuent shall be pfevente(1 ftoun CE eutelina storm chains. (htches or watercolRses. 3.02 PS 3.32 IP 3.07-1 47036 CULVERT INLET PROTECTION PAVED CONSTRUCTION ENTRANCE PERMANENT SEEDING MIX FOR PIEDMONT AREA STORM DRAIN INLET PROTECTION SHEET NO. C3 No Scale No Scale No Scale No Scale 0 d 0 3 a D aE o 0 Ez 20 o � c T E -6 a �N a O t7 3 Z z„ 0 � a - `o2 Q§ n d m 2 Y Di m X C 0.0 £ = 12 c Eo 0� o � a c Ma 10 a 0 �0 �-6 2 �N A C nr o c � CL m F E L RWI EROSION CONTROL LEGEND °d /�� l� ItI I' 1 i� l _ \`� a \ — J— —�� o I I WjO BUFER _ 1 _ _ i- / ' �-/ -� ✓ V / !' / / / I� LIMITS OF CLEARING AND GRADING - / / \ \ - =\\\ // I ( \ \ i / - -/ - / SOIL TYPE BOUNDARY / / / i - \\;_r( 11 �n ' / • - \ \ \�R �\/ ' \ i I 1 \ — �/ / /� / `� r ` / / / J �JGP ' CE CONSTRUCTION ENTRANCE 3.02 /(\\'i/l \ F_1)I�� i �� it \\ - 4^ ^^I/ j\��f `-/ ��r/// '////'�l / , - ) 1/ TP - 3- / 1 / SOIL TYPE: n r - / _ — _ a ' / 1 / \ ! / \ l r• ^ r '� / / \ - is _/ / / / /_ '`lP— / OHP-11N — T OP / SF X X SILT FENCE 3.05 \ / / , `' `/ ° \ / I / / QHR——>� �' ' \ I J _ ' / OliP— / 9H OHP—ram—j 40 — TP IP INLET PROTECTION 3.07 \ ')' \ r, /li— , /'/ l <y/li / /— I/ / / /r/ _ >— I♦ ♦♦ / / /'\/' / — —i—/J J-- -- `—---/^ N E. CIP ® CULVERT INLET PROTECTION 3.08 1 / `o ° ' / ' i rJ ', 1' / / — / / ' ♦♦ I J °/I / \ \ — 2 0 (TS DC F It DDPIIDIVERSION DIKE 3.09 '/ / / /, \ �."_._ L /i---- ------------ —f— �J SEDIMENT TRAP 3.13 l or v- o $ — r \ o / / : 1\' 1 f I 11 — I — " r-- dl a� i r A �\ SB SEDIMENT BASIN 3.14 I / �o O ° I/ // I / /^ / /I / /'/ i' R \ _ — i \ \ C —' a -- _ \ \ o O 45 \ \ I \ \ \ \ \ \ 44 OUTLET PROTECTION 3.18 0 4 I / \ / /%/// / \ / / _ / 50 p3� / / / / / / / l - - 1 0 o/ FEMA r l \ \\ \, p TS o° 'E OlyE ' ^l / / // / l/ / /^_'' /' / 1 / \ \\ — / / / J /' i' i' \ DD / / /' 447__ -- SB TEMPORARY SEEDING 3.31 , ^ _ ZONE�I I / / \ \ \ /,/ / ' / O°, 6,(4 ^)�OODPLAIN ' II ./� / I�/ // / / / r'/ / ��\\\tv lII I� / // i/''> / / /-\�' 448 \ PS PERMANENT SEEDING 3.32 , n t° o ^ ^ ' ^\ / / \i J/ / /' \ \`\ \I� \ / / / ' / ' 449 MU MULCHING 3.35 I� g / o ` 1 ^ \ / / - / TP / / - - _ _ o 0 `l o \ I r --/// / t �/ / ♦ \ / \\ \\ \ \ 1 / TP DC TP TREE PROTECTION 3.38 /D o < \ \ - /// \ n / "/ v / - / \`- o . / / / / DC DUST CONTROL 3.39 0 I' / // / / ( ♦I♦♦ /' ' /'/ /' I,`\\� \\\ \� / 451 * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER O ` - / / 3�/ ♦♦- II 1 I 1 I452 NDE / / ,. _ ^ I O/ / \\ _ _ 111111'1,�.1111,�(Ii1.IlllI 1111/111 / R13EVIE Ji ' / `b\ I I _ S / /),�' / / / / r / / /♦♦ I / _ ' / / I _ _ III SUMMARY OF FIELD CHANGES EXHIBITS o a ° _ _ jr/ DISz� /,' ' /' �ys♦ \ \ / / ,\\ \ \\ \\ , I — , — _ _ _ — 453 OVER THE COURSE OF A FEW WEEKS SEVERAL BACK TO BACK HIGH INTENSITY RAINFALL `O/ % / / / / EASE NT / ♦♦ / r, J / ' \I I \\ \\ \ _ \� \ \ \\ \ \ ' r — ' EVENTS WERE LOGGED VIA THE ON SITE RAIN GAUGE DROPPING 3.8 - 4 INCHES OF — ' S4 I I RAINFALL IN ONE TO THREE HOURS REPLICATING A 100 YEAR RAINFALL EVENT PER ' ' / ' ♦ / / ' r r pp ' �� ` _ \ \ / I :\\\ I _ — _ _ — 4 ' NOAA GAUGE (44-1598) RAINFALL DEPTHS. AFTER EACH OF THESE EVENTS, ALBEMARLE It COUNTY, THE OWNER, AND TIMMONS GROUP REVIEWED ON SITE THE EFFECTS OF THE455 / I/ ' ♦� ' / ' / , \�� \ \\ \ < \ \\\ \\\ \ _ _ _ — _ ' ' — /� — SEVERE EVENT AND IMMEDIATELY DECIDED TO SIGNIFICANTLY INCREASE PRACTICE _ / / / / ^ ' / /' , \ _ \ / — / I c �1 VOLUMES BEYOND VESCH MINIMUMS TO INCREASE ONSITE ATTENUATION AND PRACTICE 11/ 1// EFFICIENCIES AS MUCH AS PRACTICABLE. IT WAS IMPERATIVE TO MOVE QUICKLY TO /'/ r — �// / /, ' / — — _ _ _ — —' I If \^� ^ _^\\\ —\\`— \ — \ ADDRESS DOWNSTREAM CONCERNS AND PREPARE FOR THE NEXT RAINFALL EVENT IN \ \ THIS UNCHARACTERISTICALLY WET SUMMER WITH A HIGH FREQUENCY OF SEVERE \ STORMS. THESE EXHIBITS DOCUMENT THE COMPLETION OF THESE ENHANCED �/ ' / \ PRACTICES VERIFIED BY A FIELD WALK WITH ALBEMARLE COUNTY, THE OWNER, CONTRACTOR, AND TIMMONS GROUP ON 8/30/2022 AT 10:30 AM. \ c\ ) i/'i / I /\ /) / / r / / / / ' — — — ` — — _ _ \ ^ ^ ^ / \ r ' I // / _ \�v / // \\ \ / //�1 ��" r \1 IF / r b�lllll1111.11 I II\11\\ \\\\I I o 1 \ / ' - - \ `- / ' II 9 ✓, I // '/ - \I \ \ ^^� // _ \ \ ` /((///////IIIIIIIIII� \\O�♦f�---/_'�>i/!i-%i -l� // /,////� _ \__. /I'/11`��\�/ J-_\ ��. / ��_ ��__ \��\`� �° � / / I / '�/' ' l � /' / ' 1 �' �� ------- \ \ 1\\I � _/ / //�iJJ //I11111� I 0�- --\ ) \C /�� / \\ /// / 0' \\ \ 1 /li -^�TI �11 I \ /�/ I II S\ ti \ / /c ^/ / / , , \ ) / // /- __ \ \ ` \_ I / J1 / / +, / II II I I �l/// / P/lDC d / \ / / / / / / /' _ \ �\ / I I I r 2 , 1`(r / // / / / p/ _) / / // / r _^ / / / - \\ -�`\ \ / \\I \ / a/(\o Ts \9° ��1'`\�//'//�_-I/,' / jr J/ / /' �' //'/ fill �/ // /- __\\ \ \\ \\\� '�\\\��i�1f 11 / / \\ It \--roe°(` r o \° �/- /1 I// / J� / / / / / ' //'/ / I� / J '' �^ \--\ \`\ \\ V11 / \,`ICI\\\\\I _/'' J /--'_`�\I 11 / \ J I I {\ \ _ _ I �` \ 1 to / \ // / / , / / / / / \ \ —o to\` 0 9 /�� / // \\ I/'/ / / / / // / / ' / r r'' I\ �' /' // O°/ r\ p / /' /, / — , / // // ' / /' / / / ^ / /III / / / SF DID r ,_ /�/l / 42 8 COI J� I /� \ \ — /'Q/ 1 / / / >// 1_ ��\ I / / / / \ \ / �I ` / ./ / \ W IN a \ /t/Gvlj / I 1 \` 428.00' - 1 It I r / � / � — / / � � / / >.. ° / \ _ \ \ It vv If IP It _------------ It- //r r \\ j ^ \ N \ \ 31.00J 1 i tly1 /)f>I /,// \\\ \ \\ 1 II\ � � 111 /� \ r {\ // r, /_' \\ /' ✓ ` � °•44 1 I • '� — ' � —\> \ \\\I\�1 �--\C)/ \ ✓ i\ r—\ —` BW TW \ �/ / \ \ I / ^ I _ _ A5 ^ r \ [ - �rrZ�O _ ` ` ^ / 27.73' T�AWV\� \ _ f \ /_ \ ;.: / �°j�• �` ,�f° \ \ \ \\_— \r 428.1(% \ \ \ \ \\ \ 1\\ ^l \J I \` r l \ / � I 42 424.'f•A' 1 1 1 1 I \ \ \ \ \ \ \ \\ \\ \ \ \\ °.. / � \ � "low\� / y//_ /1 /) \ \ f/\t \ OWD 430.00' I I QP J /' / � r // � / / / / 434.83 j r \ ✓ 4S / I / Q / / � / ,' -- C KEY PLAN 0' 40' O Bryan D. Cichocki U lie. No. 53741 °p N �4 Off" ��fV NAG SSIONAL �\yG Lm z O a Ix U) uj w p z O U) w Of I DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY 8. CICHOCKI SCALE 1 "=20' JOB NO. 47036 SHEET NO. 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C "yl� CHARLOTTESVILLE OFFICE O • • • YOUR VISION ACHIEVED THROUGH OURS. 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903MMONS RO P TEL 434.295.5624 FAX 434.295.8317 www.timmons.com 10 p o \ 1 Q� 1 1 nm o SOUTHWOOD PHASE 1 BLOCKS 9, 1 0f L7l 11 n = 3 m 3 \ o DATE REVISION DESCRIPTION r, m V w rl n r) Om ) Om Z o COUNTY OF ALBEMARLE, VA n m o o= Z= z 2 (� M z N °1 EROSION & SEDIMENT CONTROL PLAN PHASE I o W o NISI These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. F- OA I U3,4/U3PO0urnWO00_0I0OK5e-1 11UVVO,Onee[K.U\u.i.I-CKUOIUIV b& OCUIIWGIV I UUIM I KUL rr1AOC I.uwg 1 rioaeo on wzGY v" iu:u I Am I uy Nla[[ uennaro i I III I / 1 (� / \ \ y w I --- -Om� II I I o 11\/ / \\\ rl, / / I-/ � rnry sv• I I I / _/ / / ,' - 49 \-\ \\ \\\ /\ ^ \111 IIII \I II /' \ III \v �17 Zt a _ -478° IF 1 ' /I I :¢ I I I \ � /' -' ' �'/^ \\47 \`-- \\ \♦ \ \1 \\ I III / I/ 479 11 I 1 / / / / I \ \S --\\ \ \ ,i / , / I I 1 \ \ — / / ' / i / \ \ \ \ , \ \ _ _ ✓ \ � I III 1I I � �' � I ° 11 III 10 / III 480� 1 I I \- 1 1 1 - I / 480 1 \\ \\ !- / / v / / / \_/'\�� ^\\\\\ \\ T `\\ \\ / II l481" 1 r� 1 IrI 1 I ' /' __--' ——— \ \ \ \ \ I I\ b \ 482 It1 1 \ I �' / /4�p \\ \\ I \ \ , \\ I II 11 7 4831 1 1 I \ \t / , / �/ \\482\ �1 483 - - - - \ \ \ \ 1 I \\ I ll\\ ! 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C 1 C 03 t ��? • . 0 THIS DRAWING PREPARED AT THE $a C YOUR VISION ACHIEVED THROUGH OURS. • • CHARLOTTESVILLE OFFICE 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TIMM ON S RO P • TEL 434.295.5624 FAX 434.295.8317 www.timmons.com 10 p 0 1Ei (7m o SOUTHWOOD PHASE 1 BLOCKS 9, 10� L7l 11 n = 3 m 3 \ o DATE REVISION DESCRIPTION N _ v p Ln m V W !1 n ('1 O � O Z o COUNTY OF ALBEMARLE, VA n m o o= Z= z NJ (� m Z do eI�1 iazy °1 EROSION & SEDIMENT CONTROL PLAN PHASE I o W to N These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. T—V VT EROSION CONTROL LEGEND _ ' - - a \ ; — — 1} ,— — — — \ - - ' ' T �7� * /l O° \\ \ 1 ' I 1 - - - �- - -\l , r/ 1 r \/ / / T 1H 0 W�OBUFF/ER \ \ \ -' / SEDIIU TBASIN2 �`--�� - / �/` / T )� LIMITS OF CLEARING AND GRADING - / ' / ^ \ _ _ = �� /% I ! v I C \ ' / ^ i \ �' / ^ / / ✓ / f 1 / ^\ 1 1 r \ / \ / 0,97 A DRA GE AREA— V �f // / ✓ 1 = _ \� - '''' / - \ r/ i OVAL STSf2AG�REQL)IFtE 1 ■ / / , ' _ / - \ / / i / / ! 1 SOIL TYPE BOUNDARY i '/ \ �f 11\ �D _ - ,' - `\ i ll / \ J , ` ^ 11\ \ --TOiWC-STO iEPRQV1 UY4>3Y.4,C'Y�� r / i / �JGP U / �� / - i i — ' ' \ ' / _ I) tC _ \_TOP N = 4�39.00 Bryan D. Cichocki CE CONSTRUCTION ENTRANCE 3.02 ,' It - 43 lie. No. 53741 \4 n 1 r TEMPORARY BASIN r ' ` \ I\ / - \ i ' ' ' / ' - \ SF RI X X SILT FENCE 3.05 ' J , ' ^� J / I / \/ I 1 /�OIIP�� %/j i�� '/� 1 \ _ v R AND OUTi LL \ J— / 0 40�SSIONAL E�C� o �J\ ` f ' r , / ' / l / / ' ' ' / / / ' / ' J\' _r J ♦ f�� r _ TP L)NE)ISTb BED PRESERVED TRrFE'S ^ _ 50 IP INLET PROTECTION 3.07 J / \ \ \ ) ' 1/ ' / - I / ' / ' _ J / / ' / \ / - / ' f— CIP ® CULVERT INLET PROTECTION 3.08 ` 1 / -o L ! // \ ' l/ / I ♦�1 / J _ 1I' \ \ _ /' �}2 - I `/r' - Mo E \ o I 1 1 ( I \ ` / - \ \ / / / / _ _ _ _ _ - l J ' ♦ - _ . TS DC ` \ !' ✓ J ,' J� /\\ \' c \ / \ ✓ / „ / ^ DDoe DIVERSION DIKE 3.09 1 �/I ----_/_--------- - _ \ , r\\ - \/- /' /` `\ \\ `\>\^ ✓/r\ C' y L _ /^1 I -\ / _ \ ¢ o \/ ` EX-24"HDPEAPPROX-Ld, 1 / >E O /\ - -_ �\ j-ar Z-- / CIP - \ \ \ \ \ \ w v E ST SEDIMENT TRAP 3.13 �° o $ - - ' - ' / �// : 1\ r 1 f I / / I / dl ¢44 ` / 1 1 r r w u 3 SB SEDIMENT BASIN 3.14 �o 0 o I/ //' , / I I / ' \ / "'// ' ' // '- ' / V A3 ' ' ' \ \ I \I / ' ' \ \ \ - ' - -- - ` \ \ \ \ w O m ti O�i ° r/ / / // // . / � / r - �_� / 1 i J 445 / , - - - � \ - .. �) \ \\ \ \ � � V o`�o z OP ® OUTLET PROTECTION 3.18 0� 4 / / r ^ \ /( //, / / \ / / / ' J_ / / 1 / / ' 450 F. o r° TS FEMAERF\LCli/E /1 l 8//�- 'i' ''/ / ♦ / 99 / , _--- \ J B zF �� V TEMPORARY SEEDING 3.31 (," ^ _ ^ ZONE�I I , ' / / / \ M / /, r / , ' > / / DI-1 70P A O x fn O o 0 6 , 7-�UODPLAIN ' I ' _ I /l / �' / / / ' ' / f l / / ' , - - ' / / _ - w PS PERMANENT SEEDING 3.32 to � \ _ / / \ j / I / , , _ / \ / � ' � / � � / 448 - - 451.91, WILL NQT\ - � � � ai `i p ` // ` ` - / / / / / - - - / _ INTERFERE WITH \ - _ ry z 11 o \ ^\ / '/ / / \J I / // // /r^ .SB \ / / / / / F ¢ 1 0 \ / // / ( / ' ' ' ' / ' BASIN FUNCTION x v O MU I \ \ I .\ / / / / - - 'sr / \ 1- / DRPE}fGE DIVIDE m w MULCHING 3.35 1 0 \ / o 111 ` �� ' / //\7/� ' / f ' ' _ �p b \ ' ' ' / y ( ) / ° ry > O/ \7 O 1/ \ > �! f /'a��/ / ' \ ' ' ' / ♦ / ' / ' / ' _ - -1 / / l \ \ C SS 53 DUCTILE / / / _ I _ TS DC / ^ .r .- ,. ` ) / i v O' TP TP TREE PROTECTION 3.38 /D / ^ \ n / / / r , ' - \ \ \00 / \ , - o w 0 1 / \ , • / 1 / / / , _ ! \\ \ \ O FIRE LINE / = . / H DC jj DUST CONTROL 3.39 0 ' I \ ,^ r 1 f/J I / \ \ I/ / / / 'J / / / / / `\ \ \/' I / / * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER / //♦' - j ` \` \ \ ' ' / o y _ o / J3 O S C O B BUILDER. PERIMETER , ,'o �r // /1\ e \a o° _ l /� ��/ / / 1/DDI T NH� ' /♦I/ I / A ,/ / 6 / \ \ \ \ IP (�\ . \ \\ \ / - - / 45 o / / // ♦ ' \\ \\ g O SILT FENCE IS TO BE INSTALLED BY BUILDER / - /° , ' / '�\o/ /� / EA9'E T ♦10 �J AS AND SHOWN HEREON FOR COORDINATION / ' ° / ��' / /// / / / ♦ / ' ' I / 1 \\ ` \ \\ ` _ - ' _ , _ - - ' - - ' Ow ° / /\ d / / I / 1 IP / \\ \\\\ \� --- PURPOSES. SHOULD THE GRADED LOTS \ / ° /i ♦ / / / / _ O- ' / ' - \ ` \\ \\\ ` _ - _ - - ' 454 IP w w WAIT LONGER THAN 14 DAYS FOR BUILDER / ' oo / / e , / / ♦/ / / D _ _ \ \ \\\ \ - _ - x ¢ ACTIVITY, THE CONTRACTOR SHALL ADHERE i / ° o /� / l♦ , / / / i , \ ` F — ¢ TO VESCH 3.31 FOR TEMPORARY SEEDING. / ' o o \ - ° , / D -/' 1 / ' / / / / / R9 z " 0 0 _ 1 \ /' / f r 1 1// / - _ _ ,,% 1 I / \ `^ ' / DATE \�\� �, \, _ O- r / / / ' / / /'pi?�i ' _ - J 1 1 \ //\ \ \ \ ^^� / SANI \ \ \\ \�\\\ \ �\ AN ' tSAN / O r \\\ rnll(II\\ \\� \LL q\ = / \ Y�1 PIEeL) 00\ rod �\ / ///j�/ ��'' ' ' / ' - - - _ - - _ h J / ( I /Tom' - - .. i - -�- - - --- -- - ----°--- ' ' 1 912012022 I\ \\\\\\\\ \1 \�\ \Q\\�-� \ \ ° - _ _ _ 9 / / \ / / / / / 1 / / ' / _ _ - - ( _/ I q' h0 6' GD` ^� \� I I \ \ ^ \ - - - 3' O \ \� \ \ \ \ 09 �% / /,�/ , / , / / ' / _ _ _ - _ / r 1/I� �'�\ W _ ' -f1f _ _ DRAWN BY M. DENHARD \ �i \ \\\ \\ \ \ \ \ 0\ 0 v r�1 v / / tee/ , / / / i / \ \ � /' i 1 I - 1\ v 1 1 / ^ ^��\\ / • _ \� \ \ I \ \\\\\ - \\ I \ _ -, R3' • DESIGNED BY \ \\\ \I 1A`1 \I 1\ 1 \ I f /' / \ / \ / '/ \ \ \ \ - - 1 M. DENHARD �� •\b\l\II\ 111 \III\\ \ 1 \\ 1 I I° ! � R � �\ % / IA'1-11 1111.11 I 111\\ \\\\ o ° /% ') I ' r i / -- ^�� \- `� \_ \_� __- b'\/1)I1)�I111�11j1 �/ C / ,'',i//' / / - _ - _ - / (SF)\ \\ CHECKED BY lift I 0a / \ O°� f� �,/ / , / /i \ ' ' , 1' - I/ l \ -�`\ (\.E=`E_N 1-Fi TH �I I 1 I l l .� r - / L % l 1 / / / / / i � \ 1 / ` � / _\ � � ` �, / � �- l I / �i' / l \� l '....j•' \ B. CICHOCKI DRAINAGE ''%ice �l; / 00\pl' ' ^ .A00�,, ` ' : = Q� / / / ' / / �y \ _ J 1 / I i••"I I I . — \ of \ �..'\ ' � 1 / �J �0 // / / _/ / / / / // //// ,/- ^\ ' I/( 'i'� lI•• /l 11 p '^�'/\ STS DC 1 1\ \\ \ ~ v ..\ ' /' -\ I• SCALE f'r % � ;— /f� p' / —' — ' / /` ' / ,' // — —'— — `,\( / ' J' i — _ _ _ / hcJ F 1'=20' C-D,3 / l / \ / / \\ / 1 X1 o� i _I/ , �. / a / 'b\ I1 I' \ \\\ I I _l J it \ \ --- Al \\/ �/ / - \ _ \ , \\ \ - 1 I to �' V / \ \ � \ / // �� • to -SEE 00 / r1(/ r ap ✓ , '^`////' `- / TP // //' / / /' // / / r J / I \� \'/ �� \ \\ \ SHEENO\E 1,TH� CL\_- . ilr / , `I " \ // 1 / ' / / / '' / / / 1/ /f I /' 1/ / /' 1 (( \ \ • `\ ^ \ \ �\ TS\ DC ^l - I 1 ^ ,. ` '/° �: /�: 1" la i (l '� I 1\<I i J // , 1, / \ - C1laR I. \ `\ \ 1// 1 \\ rd\// ..` \' _ / / IP 8" CLAS 53 / qr) / / r ' DUCTILE I ON \ / / _ � \ ^ ^ WATERMAI YPI4SS I Y P ) L _ % �- RIND STOR ,'y / \\ / - _ %�/ / \ \^ '4 00' W � \ � ON m 428.Z3' Q J r Lu // / I \� /// / \\ _ \ \ \ \ I I \ ' ' /' / • ,' O SEE NOTE 1, THI SHEET y`"'`•.`' - 455 �' , - / _ _ - - - - - - - - - - _\ i 1.a , Q U d SF / c O. / ' 1 ' \ \ \ ":.�•:;;�1: \ CULVERT INLET SEDIMENT TRAP Z/ /'► w 0 yr✓ f . , , \ \ \ \ ) �' \ / - �" DIP ,' ' - 0.53AC DRAINAGE AREA ! _ (A V I 2 ace sw / I \ \ \ �/ \ 29' TOTAL STORAGE REQUIRED: 71.1 CY 1 _ O _ TOTAL STORAGE PROVIDED: 341.6 CY \ - 2 c ' 20 \ — 8' 52 ` / x ,BOTTOM OF STONE: 453.00 \ w TS DC `<i;�i;'•: :?±"' I Opo�' / - / _ - / �\ '\ - ! "o g TW / I �,� \\\ \\ \\ \\ \ / / I I \," I - iTEE �' / t o zz7� // '/ //, \\ \\ a N \ \ a\ \ \ / \\ I /' j ° / - ,.. _ \ DU � I IRON\' \ TOP OF STONE: \ \ , -, \ /I (%� e 426. 0' \ s �J� / / / �\ \ 428.1 \ \ \ \ \ , / \ / ..\ / ' \ _ ♦ / 1\ \ _ \ / ! - �- \ 1 \ 1 I_ / /\° \ \ 0 J \ \ \BW\'\ 8" WATER I / / �L - _ _ \� f r ` V / \ \ \ 1 O (D 3 // / /, 1 �• PROPOS NDER 9 - \ / / \ / \ //° �/ / J / / 1 424.in' 1 1 1 1 I I \ \ \ ' \ r .'. �. R25' �`�` - _ _ / \ \ v I - \ 1- ( O ' BW I\ \\ \ \ �./' / °VOUT OD \, -�l 1 \)�-�-^ //\� / / \'1 '> \l \ //, O (n �w < /426.01' I / I I I I ••1' I ( , \ . , \ \ \ / / _ / F / \ r APPROX CONSTRUCTION FENCE / LOCATION o J/ Lut TEMPORARY SLOPE DRAIN X STONE CHECK DAM FOR CLEAN = OQ \ — 1.10 AC (OFFSITE, UNDISTURBED) L WATER DIVERSION COLLECTION / /', •/ � P / �' i /ii / 43483j' /' \ ✓ i / i/ QFi /' `\/'� ` \ `' \ /` - \/\\ \ � I I 0 LN JOB NO.IP 1od 0 L ~ J1 / 47036 c.. LLL J-2bJ' \ SHEET NO. ao AIX \= 1-E L 15 r. ^n ' I \ _ C A. / \ \ / \ \+ / \S \ STATE -ROUTE 631 TH 0 \ c J _ ' / / \ SEDIMENT BASIN #1 4 (VARYING R/lr/ WIDTH EP — _ _ _ _ 0.72 AC INTERIM DRAINAGE AREA , -TOTAL STORAGE REQUIRED: 96.4 CY `30v cMP W/END SECT/ TEMPO j(,CLEAN WATER \ 1 \ `TOTAL STORAGE PROVIDED: 289.2 CY I I\ IN (IN) . 15'O VERSION DIRE DURIN�;Br an D. Cichocki TOP OF DAM ELEVATION: 450.0 _I = — — — L — \ C STRUCTIOW \ 1 \ I `� \ I \ \ Q Y - - - - - - _ _ -`-• ` \— — — -BF BI — \ \ \ ` \ \ \ _ I \ \ \ \ \ \ I \ / \ /, ur U laic. No. 53741 ---------------- - / GP I UG / / �'�\ ' GP\ '( CIP_\ _\ \ \R7 -�p0 f0� !/U"j 22 ,' LIMITS OF _ _ �� _ - �S Cs D11 TL6RB4NCE SCALE 1"=20' NAG SIONAL EIS _ _' I -_'--'_--_- 40 OHP� OH — \ ' / ' / / / - ' - 'OH P— _ ry I 0 20' 40' / O .� -T _ l 4 KEY PLAN — — _-� _ 0 E null" 441 lstfb BED PRESERVED TREES _ / 1L ♦ ` / \ _ _ / / _ TELE VAUL a - ,' \ _ ' ` ♦ - ` / _ - CTI BYPASS - / 4 /LL ✓ - - \ TP � - / \/ W_z 444-7 NLdi 0 CL CL ou D , DI-1 TOP A - - /INST L BYPASS PI E AND /' / / / II / / / ' ` \ / ' F15' ~Lin U) $ ry > / 451.91, WILL N - \ - 1 ^ / TE fORARY PLU IN OW / / / / / w - 448 q \ PPl Ryf P /_QP_M 11 ISS TION '___ / 6"X6; / 90° BEND ° r� Of 00 _ - - - / a ST UCTURE FO CLEA WATF� TE✓— - / --- _FLORA VIEW DRIV = �_ _—_ J _ INTERFERE WIT </-�L G--/ ---- ' - - - - - BASIN FUNCTIO / / o w - - - $ION OF / 6��Vi H DRAAf�AGE DIVIDE - y0 \ / / IN ELATION/ Ti0 OF U RG OUNd ' 6" GV j 6"'Gv �1g' TS DC _ J_y �P)l-- — --' - / / Sy TE / FHA, / / / R18' - / � /- / / / / / / ui 451 /-- \_� / / 3\\ \ /. 1 FC5' ,'R18' / // SF O , / _ / _ I I / I I ' ' ' °/ '' 1 / / / I / 2 ' _ I ` \ S ' / DRAINAGE DIVIDE � ' / — — s — / / / / b /^ I // / / TS C ( 6 DIP / - x F_ - - 45 / 4gs \ / / / SE NOT 1, THIS / - / u p >I S EE 1 / b / / a / - - - -' - - - 454 IP \ _ \ \ \ \ ' I / / i I I ( \ \ / /' /' / / /I I I / /' / ,' - DATE b / // ,/ / // / I / 4�6 ,'/ 0 912012022 �� ' / DRAWN BY r\/ / / D / ' / /O / � z@y / S EET / / M. DENHARD 3 _ �♦ _ - _ - - ' ' \ \ I ' O I / / • DESIGNED BY /- ICI) \\ ' < - \♦�---- _ _` \\ \ / I \ z I `\ \ \ \ , ' /// QI /' • M.DENHARD \ ( (b 1 I • CHECKED BY 'R3' `\-- --Ah'�5. a \ \ \ \ � ' / / � 1 \ \ I I I \ f \ I / / / / / / W I I / \ \\ `\` _ �\ I- ' / X I I \ \ \ I 1 I b l • B. CICHOCKI ' \\ \ \- I 6G T \ ♦ � _ - - _ _ � ` \ t 1 I t 1 I \ I \ ° / I b / cb / � \ \ - _ � \ , � � - J / b/ / r / • SCALE SF �\ \, \"\\\ / - \ \ - , \ \ 1 \ \ \ \\ \ 11 1 \ I / �/� / / _,'/ ' I N.A. � � � T\ _\ 1 I / / �\`\ / \`\ \ \\ - -_ i i \ \ \ \ \ /\ � I 1 I I \ l I (n + 1 / l // - • \\,� INSTAL IL 06 Rl ENOTE I, THIS SF \ \ \ \ . • / \ R34�-� 1 - --- \ \ ` \ \ SAN ' \ \ ` \ \ 1 I I , •" \ \ \ \ TI 8 w \ - _ \ \ �t18' I R18' w \ �- o -r --- \ - \ \ S' `^ SN- \ vJ 6 GR L7BAY 4-ETI \ \- \ e /° >: / J . + 1 ° — _ _ _ `� � � \ I \ \ \\ n \ • I \ \ \ \ . \ \ \ b tfi\/ \ \ \ \ µIII' Z `FHA ` ` \ 8 CzV\ \ \6,XE \ \ / I I \ \ \ \ \ \ ``�/ I .\` _\=_ \__ \ \ .~\\ / F // /1 I SF 1 \\\ \\ \ $ GV \\ \\ \\\ \ \\\ ( , ` J / LI \ \ \ •---_ ? _SEEN T�1 T \\ \ \ ,' // / / ' i �\ \ \ [?E2PI AG \--------�-- / \ 1 \ - ; \ ` TS DC \ (� O Q O - i _ J SEE k4OTE`1 ` HIS \ \ \ \ \ w Of TS DC - - - -- INNNNNNNN EROSION CONTROL LEGEND I \ \ Lu LIMITS OF CLEARING AND GRADING - \ '\`20N R — 1 l ➢ \ \ ` _ _ _ _ — — — _ — _ — — — — — Q U \ \ _ LL SOIL TYPE BOUNDARY \ \ / I_// / / / 1 \ '/ 11 / / O _ J �J,J Z CE CONSTRUCTION ENTRANCE 3.02 I `\ / \ 475 - _ - - _ _ - - - _ _ _ - - _ - - ' v , SF �E X SILT FENCE 3.05 _ ! '\ /'�. _ _ - - - - / ' _ U Q IP INLET PROTECTION 3.07 _ II / / _ / \ / a/ \- �- �': L U) CIP CULVERT INLET PROTECTION 3.08 I DD DIVERSION DIKE 3.09 O - 1 _ _ \ �'-',.a -I-1iORlZONR A ST SEDIMENT TRAP 3.13 ` \ I \ ` /` _ \^' ` , \ - I - �_�_ PR POSED q P W -�_'__ /__-_ ucrl 61'VD TRYW SB 0002884 SEDIMENT BASIN 3.14 \ \ _ _ / \ - - ` - / / w < \ -- \ \ \ OP OUTLET PROTECTION 3.18 I FENCE TEMPORARY SEEDING 3.31 \ N. PS PERMANENT SEEDING 3.32 TE ` - I �\ / \ ' ' - \ , BUILDING ENVELOPE AREAS UNDER \ \ \ I L I CONSTRUCTION BY BUILDER. PERIMETER \ \ " - - - - - / J / - y~ o / • o' MU MULCHING 3.35 I \ I �` \\J \ c-- �� _ _' _ /- ,--- _ _� _ _ - \ ---- O SILT FENCE IS TO BE INSTALLED BY BUILDER \ \ I \ AND SHOWN HEREON FOR COORDINATION \ \ \ \ /r \ _ - - - _-_ - JOB NO. TREE PROTECTION 338 TP ra . PURPOSES. SHOULD THE GRADED LOTS \ \ /\' J \ '� L f \ - ` — - - - - / WAIT LONGER THAN 14 DAYS FOR BUILDER \ \ _ ' \ \ _ ' r / y / ` — \47036 DC DUST CONTROL 3.39 A TIVITY, THE CONTRACTOR SHALL ADHERE - \ _ — _ T SCH 3.31 FOR TEMPORARY SEEDING. _ , I , 1 r L I I — \ - SHEET NO. * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER / I' / l ' / ' - / r / \ ti ,' f' \ ' \ C3. 7 a i c L TT��««\« < <� < < < <'< < < < < </< < ` `' ` ♦ ♦ ♦ ♦ ,♦ ♦ ♦ ♦, ♦ ♦ ♦ ♦ •/ • ♦ • '• • ♦ • • • • • •\ • • •, • • • • n • • • '? • • • • • . . . .•_ '--, 11 _�\. I . . . . . . . . . /------------------------------r------------ EROSION CONTROL LEGEND ---------------- /----- -- T� H _ 0 - LIMITS OF CLEARING AND GRADING -1 t- - - ` _-__------ --- — SOIL TYPE BOUNDARY �j � - / - - - j \- - '- - -I - \ Ic oc I \ 1 y /� — c — �--------\--------- I `�^� _ � Bryan D. C' h k' � CONSTRUCTION ENTRANCE 3.02 U OLD LYNCHBURG ROAD lie. No. 53741 \ \ \ \ \ I / \ _ — \ \ ` \ qq STATE ROUTE\631 ` \ \ \ \ 1 \\ \' O �� (I�2� \ \ \ SILT FENCE 3.05 \ \ \ \ \ \ -- - \ \ \ / \ (VARYING RM/ W�PTH \ \ \ \ 1 \\\ , \ \ \ ! --------- NAL - \ \ \ \ \ 1 - --- --\ -- ----\ - - \-- - \ 1 \ \ INLET PROTECTION 3 07 NvG \ \ \ --------------------------\---------------------------------- ° OHF '�OH - ` ^ ^ \ - _ - _ - \ ' - - , — i — — --\ — — — — \ \ \ L — \ ` \ \ CULVERT INLET PROTECTION 3.08 M E ---_------------_ �_-_ =-- LlIFT�� _ —_f—�OHT =_ �__/ _--' -\ _ _ - \__'�_ DD DIVERSION DIKE 3.09 ¢ o J / / w v 4FL7-77�711V/7',(l -_GP/SEDIMENT TRAP 3.13w >llr,,, - � - -----'_-- -- --- -- -- _ - \ \ % o 3 SEDIMENT BASIN 3.14 w O `m ^ JLM OUTLET PROTECTION 3.18 a co) ry a ZF u OHP I o _ ^ O TEMPORARY SEEDING 3.31 3 O Q w PERMANENT SEEDING 3.32 v o O ELEC /C TELE & TV ' \ \ 1 \ 488 I' MU MULCHING 3.35 / / / / / / / / / \ , ' ; / / \ - \ ^\ ' uj LINES _ - ' / ` ` \ \ \ 1 ' I M I _ _> av 00 - TP TP TREE PROTECTION 3.38 / 6„X6i / / 90° BEND / FLORA VIEW DRIV / / / / iy�i "� \UFO / �� DC DUST CONTROL 3.39 6>V, / J / / / / I / \ \\ SEDIME T TRAP 1 ` - _ - ^\ \ - . \ L . N/ ` � 6" G`/ .R18' ' R�\ \ \ \ \ 1,28 AS UNAtE AR — - VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER O FH / / _ _ / , / y \ _ _ TOTALS RAGE REQU RED: 171.5 Y/! \, _ /j / , / R18' - / R18' / \ \_ TOTALS ORAGf--PROVI ED: 190.T CY - \ , / f TOP OF RAPS 478.00 / ` ` \ ``I - ° IIyH 1. BUILDING ENVELOPE AREAS UNDER p / , , , _ / / /� / / \ \ \ / / ✓ / / I CONSTRUCTION BY BUILDER. PERIMETER SILT FENCE IS TO BE INSTALLED BY BUILDE � AND SHOWN HEREON FOR COORDINATION w PURPOSES. SHOULD THE GRADED LOTS w H � / DRAINAGE DIVIDE , ` - _ / \ ' ' ' '/ °� / I IIo ^ / _ / / / � \ / / , t / I o (Ir .• WAIT LONGER THAN 14 DAYS FOR BUILDER (TYP.) ' z / / \ ---' \ /' ' / -rlfrnl \` ACTIVITY, THE CONTRACTOR SHALL ADHER a Fl G. ' 1 , ' _ _ — �' / I ,I I / / i' l \, 1 l/ ' �'' I / / //I ^ \ 0 DATE ,6" DIP � / / I , / \ / / / / /III+� TO VESCH 3.31 FOR TEMPORARY SEEDING. z \/ / I ..°A/ l/ 1 1 Q O ' i TS DC / /O'i / \ / / _\_ \-7 // / _\\\ CTS:) DC // \ / ' \\ (\ ,\ \��\ a O ` 1°/ / ) "III > 9�2��2�22 DRAWN BY M. DENHARD // /1 / DESIGNED BY SE&MOTE 1, THIS / J \ °'.' / ,/ SHEET ' .76AC DRAINA AFfEACUR NTLY \ / I / 1 0) ( / / co / - , / \ , l / / 1 , \ °' / / ' • M. DENHARD ar/ I I //- '- / //' 9RAININGAOT P 1-\ \ / r \ / ,�////(� "t /� �/r / / / / l / / ! /p2i / / r— /i // mil` ( i_l/) 1 \ . '! I — "-.— // ' / • CHECKED BY / /r Q I W / / ' / / �i /i // / \ / \ \ \I / i \/ — — / - / ' - • B. CICHOCKI SCALE N.A. 190 DRAIN E ¢IVIDE \ \ \ \ ^ 1 \ \ 1 I I \ I I \ \ I (TYP.) \ I / ..°, ` / / - CL 06 16 RT 0.52ACDRAINAGEAR CURRENTDRAINING TO BA INCLUDED IN TRAP A6CU TIO S /) ti I �� // I/' �/ I I A \ / � / / I / / R18' \ R15' 15' _ TO WILL DRAIN TOIT P -p ---�- -rt- \ \ \ \ S S N ' ' i \ , ^ \ i _ ITH.CQNT)NUED EARTHWORK N ` \ ETBAY hEET I - --�—� -- SITE BEND I pw \ \ SF \ \ \ \\ \ 8"G R20' TS DC..:'.,:'. \ w N ' I SEE OOTE\-'4 k, H15 \ \ \ - :•:;X I \ \ r - _ FHA \ _ .� / / 1 / / / //// I / / I ^ oN \ _ _ \ \ / \ \ I II \ 1 \ \ \ \ I �QRP STOP,, — _ _ _ ' ' \ \ R FIEL[ASE VAyLV� - ' / i.. ' ( / ' ` 06 .> 5.. �/� oh " VJ � a HOR ON ROA \ \ —— —— ,, PR PO$ED61'VD TRtW W y W j�_/ Sd I` . \ % m 0.0 I \ 1 \ 8"X8" &\Y - _ / ' \ _ 12 IN JOB NO. od c Rlvi — — — _ — c> , $ 29 UJFIWQQD , \ \ f / 47036 OS D - \l �) l ' YILLAGEI\ _ \\ / , \ \\ /_ ( ' �' / ^ SCALE 1"=20' o UT VI \ -� I SDP2,02000048 \ \� ° l \ \ `_ �]\ / SHEET NO. o KEY PLAN 0 20' 40' C3.8 IL E / EROSION CONTROL LEGEND �\ 0) o, / / �a �\ \ I f \/%' 7 //[/ �<� \--�/-- � '/\ ✓ � r\\\..l I 10 I I W�O BUFER I�\ C\ / I I\`�-:._�,y// \ `(_ 1_- �- �� /\� J ✓ V/�/ /' J I� LIMITS OF CLEARING AND GRADINGIlk SOIL TYPE BOUNDARYTP—UGP GP CE CONSTRUCTION ENTRANCE 3.02 / 7"/ v - I I // n C� \ r ' / ^ / ' / ^ I✓r \ / / / i '� ' �l '- SF �c iF SILT FENCE 3.05 QHP ' o obw _ _ ar / / / ` - 40 QHR— IP INLET PROTECTION 3.07 srsyc0r III`✓I�te.I'1\�_I_-/I,IIIh`IiIa"II1�I1 II'I'II/1_II1OOOI.'*\dIIo%IIi1I1\II'/1-'\I\If1 I1II1.I1CI/TI_,IDMD1I\\;\SO\TII,=. 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T r i \ ' -_ -\�-\ LI / J\ - �7 � / C / ' / / / 5 \ / /// /// / 1'•. \ \ \ / I ' , / , _ / ^ \ ) / \ \ / / / ` \ ' r / / // / / �\ DAYLIG14T 0 450 CPC > > SCALE T=4 KEY PLAN— r 040' Bryan D. Cichocki U laic. No. 553741 0' � ��fV [I a SSIONAL Y, Lm z O a_ Ix V In w 0 z O V) w Of I DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE 1 "=20' l� 06 li w V\ T, i Q U fJ/� L.L 0 < /0�// -I I I� J w Z ED 0 rl a U LIL W 0 Z (n w o U 2 `ww^ 06 Q 0 0 0 Of 2 0 V) JOB NO. 47036 SHEET NO. C3.9 c a 2 c L UILD "LYNCHBURG ROA\ _ D ou - ---- "STATE � \\ _ ROUTE 631 \ \ zl ` EP _ W/ END 30"CMP I SECTIOI\/ INVi (/N)=442. 95% \ — Bryan D. Cichocki r-21 lie. No. 53741 GP n2 TP GP _ ) /` LIMITS OF \ _ / DISTURPA�4CE= / 1 / /\ _ - --�- - - - - - - - - - - \ _ - - - - \ \ - SCALE 1"=20' � G �SSIONAL \ 43 / _ �I_ _/ 7.95AC ES \ / ' - _--- _ - - �' - - - -- ---- p OHP — I \ -DF� ' ' ' / ' ' - - _ - - / / _ - - - _ _ 17— _ I \ . 0 20 40' -44 —T // , - _ \ // It - \ OPi' _ f ,' T- ! ' - / - - KEY PLAN — - -EE- o TP tfbBED PRSEVD TREES L}NpISTE T 1, \' > ' w v Ed -vLINES \/ (Typ/ f I I_ v a) 3 q65 / '/ LL o 1 __`1 -\ \j ➢\�/,-\ `\ _'�\ / // / '\ q�0 _/, _<_�/ / ¢W co Z / _ - 7 r `\ 1 \ _ 450 - -- - l '/ --/ J = \PS MU - / ! w--m O a / —`— / _LL 0 O@450 IP s No _ -`g uj / 446 /' \ i/ ' / / / / / l FLORA VIEW DRIVE ' a Of ' - o -- -_i l / / , /. _ / / / / / / , / J /' w O R,5 / / / / // ,'� ' , IP I' - _ -- _ —f-- I o F- —•`-- / / I ^ / I / I� I / / - �- - u 464 I P _ 1 / ' \ ' I P i I / / / / I ' / I O DATE w ! I 1\ a I // / / DRAWN BY SAN _ I�--i \�_ �� -- `J l` I//) / / �\ ^� r\/ // M. DENHARD \ \ / • DESIGNED BY \ \ / / l \ Z ` / ,/ ¢ 31' COMBI ED A • M DENHARD SEWER A AT R 1 _ "R3' _ _ _ - \ \ \ I I \ / / / / t:AZ)PMI=N I • CHECKED BY / ' - I \ - ' _ - l S \ - _ I ` \ f // / e I a • B. CICHOCKI 1 \ - I / R / , • • SCALE 31' �ON�BIN�D At�A I / / <t :- _ _ - '\ \ ` \? �\ / - , _ SEWER AtVD 1NATER \ \ \ I \ / - ' / • 1 „=20' EAS ME T \ 8..w \ R20 J _- - _ J \ \ \ _ y. \ _ \ 1 \ \\ \\ \ I I \ l 06 SAN— /IR1$' a\:e w SAN __-- _;r \J \\\\ _ _ \ \\° - \\ pi`\ \ \ \ \Sy ETBAY81f,EETI \ \\ \\ \ \\ S \ T Q 36VCOM INE9\ - _ \ \ \ \ ° W \ t<\ ACSA SEWER -165 34 COMB \ \ \ \ _ _ A( SA $E R / / / / \ \ \ O Q J /AND WA ER'\\ \\ \\ \\ > O \ i UN ATION FASEM JJ� / / / I \ \ \ \ - J \ / I DRAINS W 4' OUNDATTbN EROSION CONTROL LEGEND , , , - - STORM EWE \ - _ - - - _ - ' INS TJE T9' \ — \ \ \ Q * a \ O MSEWER — T--- --1— \\ --\ \'\ —_l \\\\ \ ' Lu CO O LIMITS OF CLEARING AND GRADING - . `O \ R�ZoN Ro o _ - - - 1 ➢ \ \ V - _ _ _ - _ _ _ _ - - - - - / / / 11 — — -,> a U /_ SOIL TYPE BOUNDARY \ W 1 , -' -_ - / - ,' .) '' ILL W 0 Z } w-- - ---- _ __-- _---- __- CE CONSTRUCTION ENTRANCE 3.02 �/� \ 475 _ _ - _ - - - _ _ - - - ' ' ' ( )z Cw O SF �E X SILT FENCE 3.05 J " ' ^ > _ / , \ ` -\ 1 \ \ c r % ' /' INLET PROTECTION 3.07 06 CIP ® CULVERT INLET PROTECTION 3.08 Z DD DIVERSION DIKE 3.09 /1 i / —1 r - d �V 1 \ . i�OR/ZON R A O 00 `\ ` W \ R PO�ED6V TRW //\ Ld_ IS) T SEDIMENT TRAP 3.13 ` ^\ 1 I l r ` \ / ` ^' - \ \ 11 o W p I\ \ \ I'\ � \\ _ / < _ _\ \ � / CO INST NO. 202 00002684 SEDIMENT BASIN 3.14 \ \ \ \ \ � � \\1\ W \ \ W \ OUTLET PROTECTION 3.18 _ _ _ _ TS TEMPORARY SEEDING 3.31 PERMANENT SEEDING 3.32 If MU MULCHING 3.35 _ r . ' I \ I \ \ \I \ \- t DTCP TP—TREE PROTECTION 3.38 _ JOB NO. 4. 47036 \ DUST CONTROL 3.39 SHEET NO. O * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER \ — -� \ / / \ I'I' V r I - 1 �\ I ' r / 1 I' I 1 �� - - / °^ /1 /I f r 1 / �' \ /' I _ \ = \ _ _/ / /' "� CJ.1O c a 2 c 0 ro 0 3 a. a0 o o O �Z 20 o� T E O a c m a0 Oc XB O 3 ti Z„ 0 � a 6 d `o2 Q ` o. d m .Z Y m X c 0.0 016 aE J 12 E � 0 m 06 a c 2c 10 a 0 m c m R 0 O O nE a 's E F_ L I/ 1 I_---------/------------t------- \----------t------------I------------/-----------1--------------j-------------I--------------7- ----- _ -- -- --------'----------- /< I �) I_.... ___ / / \ \ J EROSION CONTROL LEGEND - - - F LIMITS OF CLEARING AND GRADING r--- / C ---------- - ------ --------a----- = i------------\-------------=---------------- — \ \ \ I — O I I \ � SOIL TYPE BOUNDARY - .•z � \ \\ \ \ \ \ \ \ \ - - / - / - -`-----------\--------------'------------ I - \ \ ') \ ( I \ \ \ \ 1 \ \ \ \ ---------- — \-------- Bryan D. Cichocki 1 \ \ CONSTRUCTION ENTRANCE 3.02 U OLD LYNCHBURC� ROAD lie. No. 53741 � STATE ROUTE\631 \ -\ X iSILT FENCE 3.05(VARYING RM{W) TH ---------- --- - - ---------- - -- =--- -\ Ep oPO %I� O --- --- -- -- �4 \---------------- 1 -------- -�- \ ' \ / IP INLET PROTECTION 3.07 \ ---------\----------------I \ t OHF �OH' - \ - _ - \ - ' — i — i — — --\ — — \ — \ \ \ \ \ ` / CIP ® CULVERT INLET PROTECTION 3.08 M ___-_-- - --_-_- ---_ i _ _ �_T�/---_------- s=___t_��OHT_ --�� --- / __ ___.- -\ _ '-�` _ �- \ / DD DIVERSION DIKE 3.09 ¢o Off �_' P - �� — = _-- --%� — — - ��-' - —aJGP ---- /-may _ I 1 / / /�� / E SEDIMENT TRAP 3.13 w > 3 - SFoLL 3 SB SEDIMENT BASIN 3.14 _ O/yT / / _� / OP OUTLET PROTECTION 3.18 a o > N PS MU ^ j, r \ U 4B \ " O in Lu v ° TEMPORARY SEEDING 3.31 O x c� � x ry Z PERMANENT SEEDING 3.32 ; O MULCHING 3.35 N ry w Of - - - - _ \ TP TREE PROTECTION 3.38 o w FLORA VIEW DRIVE _ - _ _ _ - _ _ _ _\ I \ ^� I / UFO / DC DUST CONTROL 3.39 "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER R18' --/ ' R18' O_ / / / I _ / •°• / / / / \ / \ \ \ / / %1 1 \ / \ \ \ \' l _ / I /I1. / 1 I \ HT / 1 ` \ l \ (D O IP LJ / PS MU S Z Y,_- /1 I / / /'' \\\/ // / \ ♦/ I 1 / l //1�I1 1\\ \`/ \\_�-\'' f`/�"-- U7 DATE ` '� \\ \\\' I // \ / l l ) JIl' /> \\\ \\ t\� ,\ l O} 9DRAWNOYZ Q M. DENHARD In / / //,/ -� // \ \ / / / I rl DESIGNED BY 1p / / b I ^ / . Z / / ' / / ,/ _\ I l/`_ \ / / / \ / 1 /I�I\ rn ,( /' / • M. DENHARD Al/ _ _ / / ( / / _ / / ) r \ / /,/ f _ - .-. _ _ _�` / / • CHECKED BY 31' COMBI ED A / ' / �i /i / \ _ a / / \ \ / / • SEWER A AT R /, / ) 1 I \ I\ \ \ � / � / _ _ — — ' / — — I B. CICHOCKI \ I EAS N I / / \ I / / � \ \ � , // � / / SCALE w 1 \� '\ \ __/ / \ I \\=--�/�_ - • 1"=20' ZIL06 RT Cn R15' 15' � aopae,a. \ S \ \ \ Sy ETBAY 8T65 E iL ✓l3 501 1 w 0 < ' COM�INED ACSA / \ — ? PAVED EASEMENT \ / / / / / l \ I / / — \ 1 0�/ I / / \I � J L.f Z LL , ^ � � C 06 U) HOR ON ROA( I SAN / / / / I I\ / - ' I I �I • _ _ - - _ �ORIZONR Aq � I \ I / I / � _ -- _---- -- — — ——-- — — — PR POSED 61' VD T R,YW l \ \ '� I 1 / I fl / ' / — — — — — — — — — — — \ _ / INST.I NO. 202 00002884 ' � � ` I � / / / � \ I I I I I \ / / SIN _ \ - - - - - - - - ----- - -- Vi — — — — \\_` - /\ \ \ _ - \_ q \ / I c �I /I JOB NO. �• \/1 /'// SCALE I 20' .. 47036 L-. /� \ \ / \\ I 1 SHEET NO. ae KEY PLAN r7 _ C3. 11 c 5 d z c L 'TOBISCUITRUN o \ ■ 30' (MIN.) CENTERLINE o IL BUFFER ■ TRAIL - _ \ � _ TH O� 0 °WPO BUFFER �\ \ / / io"1 0 \ _GP- O o GP ° �\ �� — — GP- — — — — — — — — — — — Bryan D. Cichocki ° \ laic. No. 53741 OHP— — OHP—� d — OHP— °III I- — OHP— — / / _SSIONAL °° / // / ��'�:�� O.HELECTRCTELE. TV ° ILINES N U TRAIL BUFFER ^ c E _ ------ p p v E EX24"HDPEAPPROXLOG.-----------------/ /� Q w cot _—Duo---- � / i /° O / / / / / 1 // w > 3 �O O o / / / ° / U N >i 0 0 / / / / //� / /\ / / QLLo3 �o ° ° / / / / R PPED TER, / \ Y / �', / w O m ,^ 0 0 / / / / / / / SEA. C PLANS' 1 / / a � V moo z ° ° o/ // / / / 1 QQO° �u�iNN a o / / /;ui O oQo°Qo°oQ z FEMA / / / �/ �� ' S $ 5' 1. QQQOQQ�°Q� c LL N 0, m ZONE EFFECTIVE / a / - - ° ° 0 0, 0 FL OODPLAIN / / / / • ° /// //� r 533 A 1 °oQQQQQQ°Q 1 e : �Q00000°o o 1001`R FLOODPLAIN PER o 0 0 , o ° / / / / 1 o°°°o°°o°°o0Q c 0 0 / / CONDO #1 ry LOMRCASENO.21-03-0029P0 / (8UJ>11iS) \ I 1 OOOO (UNDERREVIEV4(j , ° / / D_1 •uj O ° D / / / / / PED RI M� / 2, -1 i `i CG-7 CURB 20, 4' X F CONCRETE °Q v Of _ o a� CON 4" S 53 DUCTILE ° ° OT 9 ALONG PAD FOR (1) 16 DOOR I 1 0 0°°°0° o o °00 O o // / / / / ° �•• 8 $F 46.6' IRO IRE LINE DRIVEWAY 40' CLUSTER MAILBOX O - ZNSRANCES. 500YRFLOODPLA/NPERO , ° / / `-� \ o oQ000QO LOMRCASENO.21-03-00 P ° m /' / 1'TRANSITKMS - 5'SETBACK OQO O°OO Q o u / / / // / EITHER SIDE. 8 TH - 2 20' TYP. O QO ui (UNDER REVIW) o / / / // .,� \ 100YRFLOODWAYPER o0 ° / 30' (MIN.) / .� \ LOT 8 L T 1 LOT 20 LOT 21 L 2 LOT 23 LOT 24 LOT 25 I �' (UNDER CASE NO. 21_03_ , o ° ° ' TRAIL BUFFER / �� \ \ i 'BUILDIN / 1 1 SF 1 50 SF 350 SF 1350 SF 1350 S 1350 SF 1350 SF 1749 SF II p UNDE Q{P19P , ° D�� j // /.� / ADAP�RtK G MOUNTED FDC ( R REVIEW) o oo� o / ACSA \ i SI q / p � / / 0 ° o , o ° r ° 0° V DISTANPE / / W/�TER \\ � SETBACK 90° BEND _ o , 0 0 �� o EASEM NT / //� EA 0 00 / o° o°'d� // �♦ // // / 1.5"WATER / q.�!c� •.20'•' 1 CG-6 w w 0 ' To�� 0 ° / ♦♦ / /� // METER/ ° a I — ° 0 0 0 a�O ♦ �� / \ 3 'e 1 R3' \® 18, z ' 0 0 MANAGED ° ° / / ♦ / /� / 4" FOUN TIO?1' 9 O o / / / D TIE -TO ° a. SAN SAN AN SAN IS 0 STEEP SLOPES 0 ,° °/ I 4f 0 0 0 (TYPICAL) 004 0 0 o pcfi/ // / // /// /j SyORM WER v 8"EE" I 1 3 U DATE o / 4' > 0 / ';\ 6' GV 0 9/20/2022 00 00 000° �// / / // / / / °:s ��\ O 8' / 8"W "W 8" I R106' SA } DRAWN BY o / %8 ° as°/ / LOT 78 4 GV G- 8' M. DENHARD o ° ocd�' / / / 40' // // / 1927 SF A' $' — ❑ RT DESIGNED BY ° o 0 o \\ z0 Io �< o / '°? 8"X4.17.• 1 • M. DENHARD 0 ° o / / LOT 77 8"Xa"� 0 0 0 / / / / 1400 SF ''` TEE TEE .' •FHA 1 I J..° Q 18 • 0 0 0 / // / '�, 9' I I 9, • CHECKED BY 0 ° 0 / / / LO 7 0 ° ° ' / OPO / / / / / 14 SF LOT 76 , l • B. CICHOCKI 0 oo�'�S, / / 0��3^�� / // // / 1400 SF ' ,. "4""FOUNDA ON' 20' TYP. 22' l�J 8" DIP • • SCALE Q !(j / / 32' COMBINED \ 36' COMBINED ° ° ° / J � � / / CSA SEWER , � � � ' �'. , '.,,' DRAINS TIE O �� ACSA SEWER � • 1 "=20' 0 0 J / / 4' RETAINING i'•, CN . • : : LOT 11 - - - - AND WATER - - - -40- 5' SET AC - - - - 0 0 00 alp/ / / �G� O/ / / ND WATER :. \ \ORM S� R'I 2354 SF LO 12 T 5 OT 16 1 Q:. : -EASEMENT - 7 TH - 22' 0 0 A U, / / / SEMENT :'. �\ I ,I ° LOT 74 1780 LOT 13 4' x 5' CON RETE 100 SF ' 8' : 1682 SF 16� 1SE— 1591 1599 SF 77 SF ll _\Q�/ / ,4D% P NDA TON '\ 4' X 8' CONCRETE PAD PAD FOR ) T&DOO 1—I 0 0 / \ / \ \\ j; FOR (1) 16 DOOR CLUSTE MAILBOX ° 00 / / / // / M WER LOT 73 / 24 a LO/1 10 �'.\ \ y CLUSTER MAI LOT 26 00 0 ° / / / // / 1400 SF <'17;., 2274 SF ��\ .; ';\ DOOR C UST RI l 5 2'F54 o O / / • ' .�Q- O COORDI WITH USP I 1 06 40, / IQe ______ _ _ __ __ I1 /T 9 1 O o / / / / / / / / 00 SF �' 1752 SF , 0 / / // / . �.. /. 5' SETBACK o / / / \��'� 5' SETBACK UC R / /� / f • ; MODIFIED CG 3 CURB. 1" HEIGHT ° � / / / / / ° LOT 71 / 8" CLASS 53 ,$ TH , ^ 0 0 / / o DUCTILE IRON/ ALONG DRIVEWAY ENTRANCES. T o L� / / // 1901 SF H5' WATERMA1N/ LOT 1' TRANSITIONS EITHER SIDE. V , TYPICAL ALONG SOUTH AND EAST LOT 7 1�7 SF SIDE OF SWEETBAY STREET. / E. LOT 6 162 \ . MAX. 25' SETBACK STOP A 2161 SF (�) z 15' OAD�I� 33' COMBINE " W V J GN �CtA SEWEIR 5 MODIFIED CG-3 CURB. 1" HEIGHT W a ANSE A .1 ALONG DRIVEWAY ENTRANCES. w O j NT 1' TRANSITIONS EITHER SIDE. N N L w TYPICAL ALONG SOUTH AND EAST ° o v, -I i--i / / / �'• SIDE OF SWEETBAY STREET. 0Q / TR-jWL B FFER / / X \ �, N p° AI w I w J aD LOT 5 \ 9' ° ° r-i \ ED ;II 1 2190 SF / \ \ FH / sAN ,--I a H "NO PARKING O Z) '' FIR/FiANE" 9.84' S N W o� N \ / SIGNS 6" GV \ 6" DIPLOT 4 / \ \ \ \ a a O 1604,51� / � �',25 $0 U O 22' /STOP AND / 6 02200 UNDER SOUTTHHWOOD 8" CLASS 52 MANHOLE PROPOSED\ \ \ NOTES:1.MAILBOX LOCATIONS TO BR COORDINATED / 14 ROAD NA O VILLAGE 1 DUCTILE IRON \ \ WITH THE POST MASTER. I..L / SIGN,FiYP.) C SDP202000048 VVA ERMAIN \ \ 2. REFER TO PLAN SHEETS C4.9 - C4.11 - LOT & 6" G / / �O �� / � \ \ EASEMENT PLAN FOR INFORMATION ON LOT �/ \ � � 8" WATER MAIN MILL D OVERLAY � � � � \ \ PROPOSED EASEMENTS. / FHA LOT 2 16 SF O�\� O�� PROPOSED UNDER IN AC CE \ \ \ O / 3. ALL WATER/SEWER SERVICES CANNOT BE / 17.5' PRESCRIPTIVE 164Q 2� SOUTHWOOD V TD. WP 2 \ \ ESTABLISHED IN BLOCKS 9-11 UNTIL THE / �p �! J VILLAGE 1 INFRASTRUCTURE IS INSTALLED, / EASEMENT 20, / \ p� VILLAGE 1 / O / ETBACK Ei \ TESTED, AND ACCEPTED. (TYP.)GP a�SDP202000048 r� v _ / \ 4. ALL EXTERIOR STAIRCASES SHALL INCLUDE \ / OPoc3y6 y � A HANDRAIL, AS SHOWN ON SHEET C1.2. / 19.0 LOT 1 NO PARKIN 1 6� J� v a 2129 SF SIGN �p 5�p $„X8„ T�& �. / INT 10 `M<. 2 CURB. / / LEGEND \ 5' MODIFIED CG-3 CURB. 1" / \ GA GE ( ) HEIGHT ALONG DRIVEWAY / CONCRETE SIDEWALK O \ 4" FOUNDATION 7.0 ENTRANCES. 1 DRAIN TO 1 77 1' TRANSITIONS EITHER SIDE. / / / U) / / HEAVY DUTY CONCRETE s \\ DAYLIGHT \ ; % ' ° e TYPICAL ALONG SOUTH AND % / / — � EAST SIDE OF SWEETBAY LIGHT DUTY ASPHALT/ \ STREET. _ \ 5.25' . � ° / I / / \ � HEAVY DUTY ASPHALT � - - �P093 JOB No. k \ \ / v ° / / CLASS B TYPE II TRAIL 47036 P ,p• SCALE 1"=20' SHEET NO. ��ll I�.�a / / l �k RUBBER KEY PLAN o 20' 40' C4.0 L -•NOTES: LEGEND • �� 1. M;0dLBOX LOCATIONS TO BR COORDINATED WITH THE POST HEAVY DUTY CONCRETE LIGHT DUTY ASPHALT Bryan D. Cichocki 12 -1 \ i q/� • i .iyi � 1II _ HEAVY DUTY ASPHALT 4 lie. No. 53741 CLASS B TYPE 11 TRAIL••• •_ • , \ 1 �— .� T� ass�- �w�:�_,o_ _ ■ RUBBER SCALE V�20' KEY PLAN m E I ral MIFF, MTA - - - - - - lu rim 0 Lio 00 .... ♦♦ ♦♦ ♦♦20, _ o 6,779 SF OF MEN 1' BE . • FLORA VIEW DRIVI KM TEE WON! m WO -PAR 20' FIRE LANE" e ♦ ♦ ♦ ♦ ♦ ♦ ♦ , 'o � ' pIFA .. jjj�oll and;. ;. .... 1 a% ► - �e'►♦♦tee♦''♦"-`�e♦♦�♦♦�♦♦�♦��a� mill. ,■■■■■■■■■■■■�' +� .CLUSTER MAILBOX — MEMO PAD FOR (1) 16 DOOR �♦ ♦♦ ♦♦ ♦♦ ♦♦i♦♦ ♦� G♦ G� ��R • • , c%�� Ili ♦�♦� ♦�' ♦♦ia j♦�O♦ e� • 1 1 .,.l.. ;. ♦. ♦,■■■OMEN i li 1 �I ff • • •=♦�♦�♦�♦��` ® �� i • , ► III _;.�li' ; SF A� 1350 SF1749 SFo ■■■■D 1 �■ .f, 7� Man. it 1384 SF - 1 LOT INSit --- --- --- �� O 1 I 22 MODIFIED 1 . • • / /J 1 . 1 el 13lq SF M. DENHARD 1 • 1 / _ a _ •F CHECKED BY , ULOT 67 •L04,557 =0 •�i/ �� II ■FA �, © IRS,+ ��, �• �� ' irkACSA •' , i �<o»� �.1314 SF �o` •• . I ��a 1. � � �I�< >lll/ �� ® • . �� ■t..fo ®� • �� <� •�. rr �� • ilk IA'(o)i t�� ! : • • - \ ■■A !�FIRE LAN • i _ ..... ..... ®i �� // - SIGN .. . • 1 �� `� �� • • I I I� f f I� _ i e I Lu STOP AND ROAD NAME < 1 �_. r • 1 : • ... 12710 SF ILL _ \ ■ 1 ui c w WAS_I r 1 1 •G DRIVEWAY ENT NCES., - 1 1 � MINIMUM � 1 r . • • •. NO. • • m a 2 L ---------- --- --- --- --- --- ---- OLDLYNCHBURG ROAD STATE ROUTE 631 (VARYING R/W WIDTH --- ---- ---- -------------------------- EP --------------------------------------------- T— — — —OHT— — — — — — — — — — — — — — — — — — — — — — — — _ _O HT�� — ----- ��pp --OHP----- �OHT _ '�--OHT-----OHT-----ONr\ — P--- P—OHP-----OHP = RIA P GP GP GP ION #3 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — i— — — — — — — — — — I — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 30 RA1� — , a r-------- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — oN BUFFER l a l l PEDESTRIAN ,< CONNECTION #4 a� I I 6 9' I TRAIL BUFFER CG-6 R5'� CG-6 6"X6" "NO PARKING 90° BEND "NO PARKIN FLORA VIEW I TEE FIRE LANE— DRIVE . . FIRE LANE" I I SIGN 6" GV IGNS 10 6" GV 6" GV R18' R15' _ ._ 7-R18' " , SOP AND R9AD _ � R18'- 9 L T 64 1 43 SF 20' TYP.--� 5' 41 LOT 70 22' 1840 SF I w N z INTERIOR GARAGE }I I: 6" DIP LOIN 69 g a (TYP.) J OT 20': 20! 1384 $F 0 $F 5' SETBACK 6.33' (TYP.) I �• I � I G-3 CUR. 140' I 40' O ALONG 11 NTRANC S. LOTI62 20 I, ' 6.5 OT 68 20'II $F I I A "NO PARKING i 1310 $F y I . 1 FIRE ry E" ISIDE 3 16 TH - 20' z o . 6 TH I- 20' 5' I SIGN O I I 6 SE�fBACK ,. � J ¢ 31' COMBI ED ACSA I 16:] 5 AID WATER T 61 i ILL!SEWER z EASEMENt LOT 67 3 F 1384 $F l OPEN I I LOT I I L& 66 $$ : 1:E 13 4 SF 4434CSF I 131Q SF 8'; I I �. cn v I I 4' X & CONC ETE PADdh- z I a. FOR (2) 16 20' j e . CLUSTERAILBOX "NO PARIQING OT 5919.83' 20' TYP.974 i6.5 : 6 5 FIRE LANIf" SIGN NO PARK NG FIRE LANE" r---- SF LOt65 < SIGN 23J4 S I G✓ ', _ I R3' STOP AND ROAD 6" N_(TYE) a. . I 7 10 — o 8.1 N — . _— '------ 5, _ --- e SAN" PARKIN SAN R18' R18 — R15 R15'. FIRE LANE" S S N GNS SWEETBAY STREET 8„W 6'1 E 20' 1 01 200 ROAD NAME 7TH-22, I r-- - - - - - - - - - - s ------------- -- - ;URB. 1" HEIGHT 4Y ENTRANCES. i EITHER SIDE. iOUTH AND EAST TBAY STREET. ZON ROAD PROPOSED 61' VDOT RIW MAX' INST. NO. 202200002884 STORMWATER FACILITY CESS AND PUBLIC NNAGE EASEMENT 30.5' COMBINED ACSA SEWER AND WATER EASEMENT CORP STOP AIR RELEASE VALVE 1" TYPE K JO PARKING COPPER IRE LANE" IGNIS MANHOLEPROPOSED�— UNDER SOUTHWOOD VILLAGE 1 SDP202000048 s \ r / \ \\ \\ \ \ \ \., \ r�R1\ZC PA ING \ \ \ \ SIGNS \ 'W t176' TO HICKORY STREET 8111 a 4 8" WATERMAIN PRC1P(1SFIl I INIIFR 8" DIP WATER MAIN PROPOSED UNDER SOUTHWOOD -VFLLAGE 1 SDP202000048 LL N �j �SAN /S II 0 ---- --- --- ---- — — — — O Bryan D. Cichocki II ---- laic. No. 53741 %111.102 w� SS ZONAL �lyG O' ------------- f+l E C o o N C _ N C o >E — GP ui a U. GP oa�� L M d� Voo Z — m 0 d 7 p N r a Gp zF ° v 30�Q V) w GP > zo \ �v c � UFO Y .V) > M \ \ \ OF o o KEY PLAN oyr\ \ \ oNr\ \ v DATE 912012022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE 1 "=20' 1� 06 IIIII T\ V , L U NOTES: O Q d 1. MAILBOX LOCATIONS TO BR COORDINATED J > (f� WITH THE POST MASTER. MM ui Lu 2. REFER TO PLAN SHEETS C4.9 - C4.11 - LOT & W EASEMENT PLAN FOR INFORMATION ON Q PROPOSED EASEMENTS. 3. ALL WATER/SEWER SERVICES CANNOT BE m H ESTABLISHED IN BLOCKS 9-11 UNTIL THE Q VILLAGE 1 INFRASTRUCTURE IS INSTALLED, IL Z) TESTED, AND ACCEPTED. O 4. ALL EXTERIOR STAIRCASES SHALL INCLUDE W > CO A HANDRAIL, AS SHOWN ON SHEET 131.2. (/1 � O F LEGEND vU O CONCRETE SIDEWALK 2 g HEAVY DUTY CONCRETE L� LIGHT DUTY ASPHALT 0 HEAVY DUTY ASPHALT O CLASS B TYPE II TRAIL O RUBBER 2 D v O a'j JOB NO. �P 47036 SCALE 1"=20' rm SHEET NO. 0 20' 40' C4.2 a i 0 d 0 3 a D a0 o 0 �z 20 o� c T E -6 a �N a0 0 rr � 0 3 Z z„ 0 !v � a `o2 6 Q§ o. d m 2 Y X C 0.0 016 aE p 12 O O tl O C O C 0 N O 6 a c 2c 10 a 0 w o 2 �N mOC a o c � m nE ON E F_ L BISCUIT RUN \ ' LEGEND CENTERLINE , 000 L — _ _ _ _ _ — TH 0 171 STORMWATER FACILITY EASEMENTGP GP o wP0 BUFFER \ i ' — — • r F71PUBLIC DRAINAGE EASEMENT ° �\ \ ' — �GP UGP 00 �\ / / : Bryan D. Cichocki lie. No. 53741 — OHP— PRIVATE DRAINAGE EASEMENT 1 / / / / _ • P— — — — 4 — � — OHP— ° — OHP— % OHP— ❑ PRIVATE & EMERGENCY ACCESS EASEMENT 1 L — OHP— — — / / / / yj SSIONAL �lyG o ° / �� 10' PUBLIC O.H ELECTRCTELE. 7V \d/ ACSA SEWER & WATER EASEMENT 0 0 / / Imo• ACCESS o°, / f / \ .�� EASEMENT LINES E --- • N Vi y N C __ --f-- • 10' PUBLIC PUBLIC ACCESS EASEMENT EX24"HDPEAPPROX LOC. � — � / a / / / Q/ �� ACCESS w ni E WATER MAIN ACSA EASEMENT �0 0 / / / / �� EASEMENT v v 3 0 0 / / / / �I� o 3 ° ° 20' PJJB7iC ¢ Lu _j U o° z PR AINAG w .J. —Lri O o v o O/ EAS NT a w ry a DRAINAGE EASEMENT Tiiwiliiiiiiriiiii+.iii%iriis;iii . ATE ��► �I�•!., ed �rl,N/�dN �►�d��dNd dd/1Ndd • _� _ I _ .a •• • � • ��•,T�.�� ; C N�I �I C'C �-- 1,�� d 7� rl�!', DRAWN BY Lin ill iff,,11 � 1 . ,, i �� , 'i •; M. DENHARD DESIGNED BY M.DENHA., oil I= I iml CHECKED BY B. CICHOCKI 1 `LOT 17 ANKME Ilk ��T lkl -mol . • « • --� tiq ,q .� �►/ �Illllll�ul�� IF EPA- , ,, o f �� / ,., .,,� \ y. yr off+\• 1 • - ... . % ► / - �' 0',STORMWATER / \ CILITY ACCESS / \ \ 06 604 4 / EASEMENT / R25' 6� / O J It \ \ 0 / LOT LOT 2 \ 1611 SF . s �\ / \ / NOTE O 1640 SF R25' 9y�0 / \ \ \ THIS SHEET IS PROVIDED FOR INFORMATION ONLY TO ENHANCE / O \ It CLARITY OF EASEMENT AND PROPERTY LINES. THIS PLAN IS NOT INTENDED TO BE A PLAT. SEPARATE SUBDIVISION AND EASEMENT PLATS WILL BE SUBMITTED FOR APPROVAL AT A LATER TIME AND / <.. �p p( \ FOR USE IN RECORDATIONS. LOT 1 • :., 0\4 ,19 2129 SF 0 ? w m v o: JOB NO. SCALE 1"=20' 47036 SHEET NO. KEY PLAN 0 201 4o' C4. 9 L OLD LYNCHBURG ROAD STATE ROUTE 631 (VARYING R/W WIDTH w EP--_--_—__-- ------30"CMPW/END SECTION --- � _ --- —_—_----INV.(/N)-44295' I I PUBLIC :CESS SEMENT ----OHP— 10' PUBLIC ACCESS EASEMENT — — OHP—— OHP — NOTE THIS SHEET IS PROVIDED FOR INFORMATION ONLY TO ENHANCE CLARITY OF EASEMENT AND PROPERTY LINES. THIS PLAN IS NOT INTENDED TO BE A PLAT. SEPARATE SUBDIVISION AND EASEMENT PLATS WILL BE SUBMITTED FOR APPROVAL AT A LATER TIME AND FOR USE IN RECORDATIONS. ---------------------------- VHKIH[SLE-WDTFTSTORMWAPI•EA — — — — OHP— — — — — oHP— FACILITY EASEMENT P 0, — 1 — DR INAGE ACCE EASEMENT EASEMENT I ryan D. Cichocki U lie. No. 53741 .133 %111eo71 w� V„ SCALE 1"=20' IONAL —UGP �� 0,,, _ 20' 40' KEY PLAN — —u _ —OH OHP _ N U �' M 11 >E - - - - - - E w v y, 10' PUBLIC 31' STORMWATER PRIVATE & EMERGENCY 10' PUBLIC w O `m ^� ACCESS FACILITY ACCESS AND ACCESS EASEMENTS ACCESS a J U � z EASEMENT PUBLIC DRAINAGE EASEMENT ALONG FACE OF CURB EASEMENT w .-J — O .. m w 3: 0 x N w Ln i c ry z O =�> 5' c u, U) o m ME M11111111111111111 , I 0�- . I F`h��' r IIIIIIIIIIIIIIIIIIIIII 011ju,,;lllllllllllll r.` ` i•. j%j//7d/ l 'IL� " lam, ..,/ ,ate, ,�IfLJ��I sifl I�� III 1 Ilce� IEASEMENT di�I 63 o ----'°- -—Z-�1-------- ------ ° i---- ' a 11 • -I1:I/Ott/%i%I/I7Yi=Miili//7YIIII 1 . 111II�<ci • • ��I DRAWN Id�il d /11d/1/dl dldA . �/yd�1 4ii' �`PRIVATE bRAINAGM1 131q SIFfI ItASEMENT oil M. DENHARD ��A �� , ®�� v;�,,\ o! �� • , ;`; I ;ice �•`J ® iDESIGNED BY Idd�iNdd---Nd�111�d---�-A %a �pv••,,,,t! !l 1 I I I! I' ; CHECKED BY �� 113�10 SFIl_ f/� • [/ j , , I AIL® B. CICHOCKI 148P SF--- ,� SEWER AND WATER / 60 _ �- ; - ...-,. Ilia __-.� I�., �:- a -A . III oir 06 LOT 59 LOT 15 LOT 16 LOT 17 EASEMENT; LOT 262154 SF \\WAFEM F9 I I• t ]7`Yi`P w_`- _ -a `L.i':i11L;, /,1® r •�i lINr' oll 1 •. . -.. �� , , :.:..- �I n • �® ` 1 • , • `�� • ' :s LLY Lu LL Lu LEGEND .-•.• I . •• �,STORMINATER u ,PUBLIC DRAINAGEPRIVATE ,.. PRIVATE & EMERGENCY ACCESS EASEMENT • NIACSA SEWER & WATER EASEMENT •. NO. PUBLIC ACCESS EASEMENT • WATER MAIN ACSA EASEMENT c a z L -- --- --- ti ------7------------------------ OHT-----OHT---- _OHT 'OHT , L— 31' STORMWATER FACILITY ACCESS AND PUBLIC DRAINAGE EASEMENT PRIVATE & EMERGENC' ACCESS EASEMENTS ALONG FACE OF CURB OLD LYNCHBURG ROAD STATE ROUTE 631 j/ (VARYING RAN WIDID TH i EP ----------------------------- OHT— — — — — OHT— — — — — O/yr--- —OHP-----OHP _\. UGP 10' PUBLIC ACCESS EASEMENT 20' Wf'TER MAIN LOT 70 ACSAIEASEMENT / / / / 1840 SF EASEMENT / • • II ' ��I�•1r s��r tom_ I I • • 131q SF 1384 SF �1:III k'7 � I Il - ' CSA d III SEWER■• ■� , , WATER I •LOT 67 �]7 13�10 SF U M r • LOT60 r pp EMERGENCY T OFCURB 7 �� 1�/ F E Y .. BEA' R.f 9 / —.--_ C / / / / I LOT 47 LOT 48 LOT 49 LOT 50 LOT 51—LOT-53 2181 SF 1670 SF 1683 SF 1696 SF 1708 SF LOT 52 1696 SF 2710 SF / 10' DOMINION POWER EASEMENT LIORIZ NROAD PROPOSED 61' VDOT RIW INST. NO. 202200002884 / 10' PUBLIC - oHr\ ACCESS EASEMENT �oH r� VARIABLE WIDTH STORMWATER FACILITY ACCESS AND PUBLIC DRAINAGE EASEMENT PRIVATE & EMERGENCY ACCESS EASEMENTS TO COVER ENTIRE PRIVATE ROAD PARCEL 20' PUBLIC DRAINAGE EASEMENT STORMWATER FACILITY CESS AND PUBLIC AINAGE EASEMENT 20' STORMWATER FACILITY ACCESS EASEMENT / 20' ACSA SEWER EASEMENT / 30.5' COMBINED ACSA / / • SEWER AND WATER EASEMENT / �•: ; 20' ACSA WATER EASEMENT PRIVATE & EMERGENCY ACCESS EASEMENTS TO COVER ENTIRE � / PRIVATE RnAD PARCEL SED� UNDER NNDDERR SFODURTDHPWUOOD / VILLAGE 1 SDP202000048 \ SAN S HORIZON ROAD --W v 20' DOMINION POWER .. ° T.. V a . LL �SAN �C \ S II -- --- --� - II-------- --- - --� I= II---- ---------- ?------- ---- _ _ _ _ _ _ _ _ " ----- ---- UGP d� GP KEY PLAN \ UFp oHr-1 UD.Cichockii ��cki �_1 w�1�'��fv M E O O N � N C > E v E W �.Wv.v3 ¢ u-i 3 LL O W 0 0 ^y O W L M ¢� j Voo Z -mj— in O C7 Lu N � w a 30 nx U) W U-) i c ry Z O m > c H N W n M O: o w � H- I \ DATE 912012022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE 1"=20' 06 0 0 T� V , LEGEND � U z STORMWATER FACILITY EASEMENT 0 ; a W El PUBLIC DRAINAGE EASEMENT J �z a LU PRIVATE DRAINAGE EASEMENT Lu QLLL ❑ PRIVATE & EMERGENCY ACCESS EASEMENT O Q ((( %%u Lu ACSA SEWER & WATER EASEMENT Oz O U ■ PUBLIC ACCESS EASEMENT 7^= Q I..f_ WATER MAIN ACSA EASEMENT Q NOTE THIS SHEET IS PROVIDED FOR INFORMATION ONLY TO ENHANCE CLARITY OF EASEMENT AND PROPERTY LINES. THIS PLAN IS NOT INTENDED TO BE A PLAT. SEPARATE SUBDIVISION AND EASEMENT PLATS WILL BE SUBMITTED FOR APPROVAL AT A LATER TIME AND FOR USE IN RECORDATIONS. 0 0 2 0 U) O a'3 JOB NO. �P 47036 SCALE 1"=20' rm SHEET NO. 0 20' 40' C4.11 a 2 c L N TES:- 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS I / ° I\ \ AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND / ) , o I J \^ \ 1 \ / ' v , _/ \� _ r - - f / ' ' \ l / rH op DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING \ I o R y �\ \ I \) / i - _ G - / TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY ��((, I \ C ) , I 4� \ / , , ' - / \ ' . ✓. / V ^ NOTIFYTHE OWNER AND TIMMONS GROUP PRIORTO PERFORMING ANY LAND DISTURBANCE.�� _l \ \ \ j _ \ r TREE � 0. l _ ' \ PROTECTION `� , / J �JGP 2 CONTRACTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE \�n ' \ \ / ^ � � OP1 � SEE E&S ' / \\ / r, l \ \ / \ \ i / r / 1 �\ I \ ( / p _ — \ \ Bryan D. Cichocki 3. WALL HEIGHTS OVER 301NCHES WITH PEDESTRIAN FACILITIES WITHIN 361NCHES OF THE HIGH SIDE OF THE WALL SHALL HAVE \ �O -r _ r \ /' I C\ , / \ LENGTH: 27' '� - / SHEETS FOR- !\ r' / - \ / DETAILS lie. No. 53741 FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING /' 11 / / 1 ^ r ` WIDTH 1: 6' \ / / ) ) \\ �' \ _ - PERMIT TO BE PROCURED BY THE CONTRACTOR. v ) / \ _ vl \ \/ 1 ^ > / ` " \ ' WIDTH 2: 9.6' / ' '�'�-� onr -OHP—' — - — — 6H 7 f' 4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH 40 RIPRAP CLASS I L %' j G 0�� ' ' /'/ i _ - _ - 0 TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT / , \ ` / \ L -= OHR—SIONAL E11 NECESSARY TO INSTALL NEW IMPROVEMENTS. CONTRACTOR SHALL PROVIDE SMOOTH SAW CUT OF EXISTING CURB, �\ \ J� ' \ / _ I . - ' ' r - - / / �Ia / d ' / / / / 1 / / / / / / \ / — / / PAVEMENT, AND SIDEWALKS AND FOLLOW VDOT WP-2 FOR WORK ADJACENT TO EXISTING PAVEMENTS. \ \ � � / / / / / / - r- . / _ S. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, \ , / / ♦ /�� - I _ _ _ zFLECTRC T E 11 N ' _ o I I y \ v / / \ _ - / - �% / / r i ♦ r - r /€SERVD TREFzQ y / - - r / SHALL COMPLY WITH THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND THE CURRENT USBC. ON THIS PLAN SEVERAL r1 \ ( L / - - / , / / ✓ /♦♦ _ / / / \ _' r " L/NES - \ CURB RAMPS ARE PROVIDED WHICH ARE NOT INTENDED TO BE ACCESSIBILITY COMPLIANT RAMPS AND ROUTES. TO THIS END - ' /'\ / / / l r - / / , / ' TP / ' g \ I / n r r / - - ' q42 / - i / \ - l \ 0 0 IF SPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING /� I / C _ _ _ ° \ / / ' ,) / < \ \ , r / r - - _ \ ry v) / / / - \ 1 _ / - -- _f _ ' / _ \\ \ t ---'i -',/mil/ �\ `� f >- L _ , / L�� TREE - _ ^� c SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN / / / EX.24"HDP I /_ ��----- / , / ° _ _ - / I �\ ` \ J(r \ / - `443 ^\`I - \ PROTECTION ADDED ATTHE BEQUEST OF THE COUNTY THOUGH THE REVIEW PROCESSTO ALLOW FOR DIFFERENT ACCESS SUCH AS (\ / / EAPPRO,Y.4d \ ,_T v E STROLLERS OR BIKES. / \ \ ' \ - - _ -\% ar , r \ \ \ \ -+ `'�L C / - - (SEE E&S \ w - o'♦~ di �� d� \ \ 44= r SHEETS D TAILS R I- Lu w ° 3 1 I / / ��\IlJllILL l�//////�i//�O�i'/'''/"'/. , I "/////// / �0 1/ , I / , //// � / ,-/ ♦♦/ �' ' �� II / 445 �\ - - _ ---___ \ `\ \\ \ �0Voo Lu I'/ / / .0000, o o I l ' // - - '//i / / _ / _ IN %i'/��'i/��n-�' _ _-`�_ =✓_ /,/i /ii_�,i/ , OID LU , o/ _ a / — / _r' i , / NN- i/ / — `— /// I /JIr/ I i 450 / '` _ ` — Jam_= ZFN O° o n ZONE�I'!'�C 1(/E I' / // lam/ /'__'' ' i' / ♦ \�� \�\ / /,','r/ / , ' '/ '/ - - \�'' \ _ `__-. �i0{nQ V) uj \OO I vk 10 / // \ �/ I / / / / �' / -- ♦♦ 48'- _----/'/ \ �S vry Z // ///'� �lillll\\\ \ \\ - 1d0YRFLOODP , I o ^\ / / \ \� I / / / ♦ _ 1�0 / O / // / /l LAIN PER o o / / \ / i - - - _ / / / / /� \1 \ / /^ ¢ 11/II'IlII 1111�1/�\\\\\ \\\LOM/?CASENO. 29Po° I `°l /'o\\ I`r' \�\ // I' /' /_� //^J'\� // // -,�,fifi 1\\ ' Y �� / /� / \/ -„// i' ~ °ry > lI I l 21-03-00 (UNDER REVIE ° \ I �� .. - / / �� / w I III \ \ \ \\ \ \ \ l Wi , .� Of I 1/l1 \�\\ \ \ / I I( o o III111110 \\\ \\ \` \ ° � io I / ^\ \_-�1 /// � 1 I- // , r / �- _/ / \ _ � / _ w� II\I\\IIIII\ \\\\\\\\\\ SOOYRFL ° 1 0( \ '\ r/ /^\ I v/ / ' /' r "��'r ) �\ \. /'� ,��' �- _ / _,23 �H \ 1 \ 1 \ OODPLAIN P o \ \ )\ r 1 ` / / r r / r _ \ \ \ \ 129 \ \\ \\ \/ / / \ \ I 1 ENO. 21-03- A`-/ T 1 I / , ,' r /r / /'/ / \`� v 12 / \\\\ \\\ --�-- —/ ----- -- — ''// /-- LOMR CAS DER , ° I i I �' 7 r� / 1 .I / / / / \ 234 _ 11\\\\\\\ I\\tl II 1 I \ U RE �P �) IIIII\\\ \ \ \Ill Il \ \ I \ (UNDER VIEW) ,` / \ o / &I ` / 1 r / I I I J / ' r � , ^ \ \ 1 100Y o \ o / / / / ' /' / i /` \ �� ` \ IIII Il Illllllll\I�\j II III I RFLUpDWh}YP�R� 0 1 A; _/ o i / 1_ I/ / �1, / , -i \ �/ - \�� t l / /' 1 1 4OMR CAS — \\ — ' — 52 / I I II 1 I I I I �03- g = \ o �/ % / l �, ` / \\ \\\ \\\ \ / _ - O IIII IIII l I -'NO. 7 S / �/ / / l ♦ / \i l`` \ _� / I I III I I I I l I I I I UNDE `�` P ' r I °/ / i$ / / / / - ' ,. / I ( \ \ A II IIIIIIIIIIIIIIIIIIIIIIIII III/f R/jEVIEWJ , ,,�\' I 1 -S / /��' / // / / / / //,♦/I /, / /4 , if J / / - .� \ I ``�\� \ \� '' / - --- ' llllllllllljll Illl IIII III II1111 J ` °o / / o�� , ( \ o //� / VDOTSHT/ ♦1 , , \i/ / I \\ \\\ \ - ' / ' J III III I I IIII II II I ` o I I / ,\ o a° _ /,// / TAN�,�E ' / / \ / l \ - \ \ \\\ /� - II III II / o DlS I , , \ ` / O IIIIIIII I III1j11 I I I ` .y / -'/ ' / I I I I I III III , o / t ' \o/ / / EASEML'N ♦ i / - III IIIII 1 I IIII IIII I I ° ](� ' o ♦ `�� / // / / i / /'/ / / ♦ f / / \ 1 \ \ , _ III III II 111111 III ° I ' o / /\ / i' I I I I IIIII ) 1 I o / 0 0° / - / // O / / 5 - \ \ - w w ) III II1j1 I II1111/f(/' �0\ �/ ♦♦r r / / // // _, 1 J -.\ \\\ \�\ I 1 � \\\� \ \ ¢ I I II 111 I I / ° I 0 e� / / / � - I 111j1111j1 1 Oil, 1 1 I / // / I o _ o� o / i f / ,/ i l \ / \ \ - ' / U Illi J1I1111111111111111I1111I1/ /'�- .// ,OO i \ /°oy� J-a./� �7 / / /, / //i� // l / I \ \ ,� /- \ z II II"!1 I IIIIIII I I I / p/jam o I 1 1 I 11\lam'\ 9„�, iC1G_EU ° / / a,oaj s SAN \ \ \ \ \ AN SAN s I 111 \ \III IIII \ \� \ \\\ v // $T2E - I �J / 1// ` ' / h - I U DATE 1 \\ Ill III Il \I\ \\\�\4lr// \ P��OPES o \,j•1'l/ I / / D NS E T h / •./ X I 1 \I 1 Ill \ \ \\ \� �_ \ ) \\\ \ 2 \ \\ IIIIt \ \ \ \4 ` l' / 1 / � \ \\ / 1 \ \ \\ \\\\\\ \ \ \� IN\` IN \ \ ° \ o \\\V\\N. \ °\---' i/ -\ / / / / / ' --_ _ /_ / - i \\ - 8, M.DENHARD \ \ \ \\\\\\\\ \P // c q- \�\ \ \\ \ \ \ \ Oy ° 0 I � /I / \� / / ' / / ' rp I _ _ \ - • IN DESIGNED BY \1\�I1\ 1111111\I\ \\111\\ l 1 1 I I°�! \ oR M. DENHARD o CHECKED BY ° �i� B. CICHOCKI /I%L/ 11 dS\ °/„ \� , �/ \ ) 4J _� � I�� 7 / \�� I � � � I / / �C\=�_ \ • / y / '3 / / ' -� r 1 I, i"'� I ti I/lJ�i`�'�/ / �`,' ' I J' ' — JI ' l \ ` � r� � - � �_ -\\\� • SCALE IN \ \\ \_rI \ \ �� _��\ / // \\�` • °Q//f�'��'�\ _ \,/ 1'=20' 9 \ �J "O�////'��QvjI„ 'l / �i/ /'///' �`��'\, ' // `-- \ \ph0 '\\\\/RM--1-i-�c/---( o \ \ , �. ( 1 \a`\ \ \1\ 2-_---ro�C` r o fI� .,�)jt'II, ,I/r�� /./ .� \ \\ � d� (\/ I\� Fi ��/ r / 4 9� T N - _ -\ r r J I lob ` g0° ^ , ARI,Hi SIRE�/ TEN IN / l - - - O ° \ /) /; \ \ \ _ _fE WITH 1 ` \ (� / .I \/ �' WER\ / \ \ _ - \ I \\ ( J ` ••`\ _ ° o/ / / / I �\,_ \ - ` \ J , r ' c ,l I \ 1 l (\( / - ' /1 > 21. \ > I \ ' \\ / \ �`' F'` // �/7/ ' • / / / /' // // / �\ / �J„ \ \ \ \\ �/� / - // 1 I 1 \c` \ 1 \ Iszo g)'I// / / / // /// f \ r , / l I <� /� ADS RACUDA ' I I \ / ( I I O' /- / r %' 1 // ' \ l Z I , _ \ , \ / / r \ I (O / ' I \ / 10' DOMINIO O /// / ^ / / / c , ' j' / SY M 8' DIAMETER / / \ \ J/ , P , / ' - / / \ T� ` ♦ SEME T Q \JOI J l/V v1/ _ \\ J w fl1 ° _ \ _ MEN ON POWER 4 \ \ - - \ gN _ p\ ARTS_ ` w z 20' DOMINION P R °' - _ - - - - �\ \ _ \ - ( a.. / /\ /�/rr\�\ / ��`\ \t \ /' 3 // ' i�. �\ \\_1� �l \\\__L 0,,6 � \\ / / c / / , \ / 4S \ v / )\�` —�\`�a`— \ 1/� w W O¢Uv2o ° / — \ — L ; `\t/ -� \ / I' \\`�✓/'l / r \ IN /.a� -INt V J \� I J \ \\ \ \ O 53 '\'J 1/ \ \ '\ O / %��\' /'/ (, I / 1 11 II jl 1'•. \\ I \ \/ ` I _ I i'�,lo. / ,�// �xl _,^\ 11� /_`>%�'`\�,. /� _ / / -\ Imo/ / / / / \ 1- \ A1'1 / `\ \ ° �� OO ♦ i� / / / '/ / ' li '! \ _ I _ l _ - / I I / \ ///r / � � {F9GNrD/ATION , o_° //////\� OF /i DAY.LIGM`F / / \ 4S - / /, �-/ ' - " ! / \- l % L JOB NO. / - i /// / / ,'/ / / / / ' / I ` / / �/ / �� / l l �' / \ , cam/ \ \\- i - \ - ` a3 \ v �j C/G+/• ; \ 47036 //// /^ y/'/ / ii // /// / // ///// / / / / , �'� .;e ef' _ ` \ , °,. / /, / ///� �/\ r•P,//l �' \d / % �f/ \ /\� r -\CL IN I SCALE 2,1Ii�// 4$0 // / / / , / `t� // / �' ��-\ t' I �� J. \ / - \ SHEET NO. KEY PLAN— 01 40' C5.0 c a 2 c L 'QLD LYNCHBURG ROAD I 7 _ _ \, / / 1 —,TH STATE ROUTE 631 / I \ ! \ — ,\TH ' ,I \, \ (VARYING R/W WIDTH I i i / L -/i -_- - \ -—-------=�-- ---\ \\ --\\ 30"CMP SEC TIOIy W/END INy(INI=442.15' I I \ \ \ \ \ \ \ \ \ Bryan D. Cichocki Z — — — — — — — — _ \^ \ \ — ` I I — \ \ c — \ \� \ \ \ (\ �\ \\ \ \ 1 /1 \\ ( --- laic. No. 53741 GP ( , GP / ,'-- Gf/ -- S'E�> -' �' \ \ -' \ _ \_ - __ �� \ 'c--11-- \ -- \\ -\ PO83A 9/f�/2�, \ \ - 'LENGTH. 11' /1 - _ _ \ _ _ TREE / / - _ - - _ - ' \ \ PROTECTION - SIO g11 \ / 1 � f� l , - - _ - _ - _ - _- _ � SCALE 1"=20' NAL 43 / / _ / \ _ WIDTH 1: 0.5' _ _ ({ j �`� WIDTH2:10.5' 1 ' ' �' ��' ,� � �_ .-- __ _ - __--� - (BEEF&S .--- -_ -- — - — — (d)HP — oHP-� = - - >-�— / RIPRAP CLAS� II 1 / / / / _ - - - ' - _ r GP = SHEETS FOR - off _/ _ /_ _ / -�O 0 44p — OHP— - — _ / _ DETAILS) JFP- ' - - - �' ✓� _ _ _ / ' // ' - \ ` �q �SWM B FSTORMTECH/Af2CH PIPEAETENTION , / / ' — f D P� / ` / / _ _ KEY PLAN o E - - - SYSTEM �1V1TH4SOLA\fOF# W % AD � P-FLO FI TE12 / /' - ? /' / / \ _ - - - n _ _ M i3L�Ps- O iTURBE[3 ' v - -/ _ / lL tFfECTRC TELE. TV _ , - /�\ \ / \ r \ / \ / / / / / 1 / / T - - - _ _ TELE I AUL > E V D TREE _ \ a E L/NEB 4,42 / r i / / / _ _ TP \ TP / _ i — / / / — — —/ / H W 3 ''_ �\ _ �i+ TREE _ \ / —^\ ,' \ i I / Q_5 / _ \ /� ! ��\ / / 465 / ' —\ �� / pILLL o ' \ PROTECTION (SEE E&S \ \ \ \ 450 . _ - \ ' / 460. _ < / \ / / / ` A�0 _// / '_ - ' / ¢ W v oo z i \ \ J _ 7 _ J —dl \ 44� / — r SHEETS FOR - \ - - - - ' - / - '\ ' \ u' " o m 0 t ` / DETAILS) \ \ ` _ \ ` _ i / \ \ c C \ a M o N CL z I- I O a ST T a LL 0 450 \ ` \ - ' i i / / / 24 / / o S ry z .. uj ' 446 / / \ \ - ` _ - FLORA VIEW DRIVEOf 225 44v 7(2 3 0 'A 3-5 / _ 23 2 6 / - a/ / , - / I - o - - ' - - 234 I / / 3 / I r I I / ' ' ' / / / I ' (D _71--46 ADS BARRACU 24 SYSTEM 8' DIAM TER 452 a II / a ' 454 _ _ o _ , / \ \ / / 1 I I I I I \ / / � /' / / /I II I I / / / /' I � U7 DATE I Lu 1 \ \ I \ 1 V I 1 / O / I/ _ > 00 _ ----- - / / ,'1 �` \-\ \ \ --- / I �I 11 r I / / / / / / 4�6 912012022 N. \ i _/ r I I / I // / 1\ a� / /// I // / ' / / I /'/ O DRAWN BY \\\ I /\\ \ _ _ _ _\- \\ \ AN SAN S i \ / \ \ - LL l M. DENHARD I\ \ \\`\\ - �_ _ - J-\��-I♦Ir l �� L \ �� \ `I \\ \ I I I li // I I // 1' /' / p/' / / • DESIGNED BY 4 8 w - - - - - I � � � l / \ z ` \ \ \ I / /' ¢ • M. DENHARD \\ / I I / �- \ \ _\i' i' /� \ N.I \ ! / y 4 / / 1 1 • CHECKED BY 1 \- _ i� bh �`$ \ \ �' \ \ I I I I \\ W I \ M / _ I I I I � I e i � ' � I / b • B. CICHOCKI / / _ - I \ \\\ \ \ _ t - 8- \. \ \ - - _ / I I 1\ 11 I 1 I \ I 1 \ I / I / _ I / Ch / / • • SCALE NJ IL 06 h l2 \ \\ \ \\ \ \ \ J \t \ \ \ _ \ \ \ \ Sy ETBAY ST E \ S T \\ \ \ \ \ ( ) \ % \ v J \ \ 10'DOMINIO O i \\ \ \ \ -___'' / / // / 1 \ \ \I O < LL� \ \ \ / \ \ J rn \ �rn I / SEM€NT J QUN ATION \\\_\ \\ \`--- / ' / I \ \\ \\ \ \ \\\ J V W a, c DRAINS CL - - - \ ` _ _ =' - 4' OUNDATrON \ \ \ \ \ \ \ cC Q STORM EWE ) \\\ -_ --- __ NSLET9' \ _ \ `\ Q Z_ I W MSEWER - T--- % \ \ \ \ Q v. Lu \ \ - \ L -• .• \ / \ _ / / �1/ / / '-\ l i - 1 ¢ ,gym c l .. _ / ` _ - _ - - ' / _ , .- U Q IN \\ / x "� J I `I , \N. \ \� ! /\�y\ 1!\ / \` °/°� I / /i\`°;r, 0 NOTES: ' \ \ r _ _ \ a \ / I R A - 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS _ ! - _ - ' _ _ _\ \ o W 1 PR POSED 6I v TRlby AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND INST.I NO. 202 DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING _ _ a I _ 20' ION PO TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY ✓ I / �\ � ; - ' _ _- - - � a \ � c- \ c- W / I \ 1 1 \ NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE. 1 - ' 1 \ ` J - - J T a \ I c W W Fes\ 2 2. CONTRACTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE W DOWNS. 3. WALL HEIGHTS OVER 30 INCHES WITH PEDESTRIAN FACILITIES WITHIN 36 INCHES OF THE HIGH SIDE OF THE WALL SHALL HAVE FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING PERMIT TO BE PROCURED BY THE CONTRACTOR. 4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH 20' MINION PO R TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT NECESSARY TO INSTALL NEW IMPROVEMENTS. CONTRACTOR SHALL PROVIDE SMOOTH SAW CUT OF EXISTING CURB, PAVEMENT, AND SIDEWALKS AND FOLLOW VDOT WP-2 FOR WORK ADJACENT TO EXISTING PAVEMENTS. ` 5. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, \ 1 \ \ I / \ - - - - - '- SHALL COMPLY WITH THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND THE CURRENT USBC. ON THIS PLAN SEVERAL ` \ \ \' �/ \� J \ \ ,\ \ h I \ 1 \ - �\ I L ' I \ \ \ / \ \ \ ` - \ - - - ' - -_ _ _ - _ _ _ - ♦ - - _ _ _ _ _ _ - - - - JOB NO. CURB RAMPS ARE PROVIDED WHICH ARE NOT INTENDED TO BE ACCESSIBILITY COMPLIANT RAMPS AND ROUTES. TO THIS END \( \ / 1 - -/ \ - Y \ - _ _ - ' - _ - - - 1 IF SPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING \ - �' \ C' \ _ - ' ` J I - \ I -� ` I \ ' I/ _ _ ` - ` _ \ - - 47036 SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN \ ADDED AT THE BEQUEST OF THE COUNTY THOUGH THE REVIEW PROCESS TO ALLOW FOR DIFFERENT ACCESS SUCH AS I = �' I �' 1 I I I - _ �_ _ SHEET NO. STROLLERS OR BIKES. / I/ /' r ' - ' I / / I - - / •-, A _ J ' 1 \ - ' - ' C5. 1 c a z c L \ \ I I 1 j-------- --7- ----- _-- -- -------^-�--- -- --- -- / 1 j----------------------- ------------------I----�-- /-----------<----------/--------- ---------7-- --- - TH 0 If If ----------1------------ If \ l \ - - -- - - - - - o// Br an D. Cichocki \ \ I `\ \ \ \ \ I \ ` \ \ \------------ '1 1 ,� _ 1\-- ------------- -------- \\------------------- \� ➢ \ I < 1 \ \ \ OLD LYNCHBURG ROAD \ 1 , \ \ ' lie. No. 53741 � STATE ROUTE\631 \ 1 \ \. , \ `\ I y `�. > oho %�Zg�22 \ \ I \ \ / 1 \ \ \ _ --------------------------- ---------- '------------------ -�-` ` ` \ - - \ ` \ (VARYING RM/ WIPTH \ \ I \ \` Y - 'r ---___-------------- \ \ \ \ \ \ \ \ I \ \ I < 7 - t S G - 1------- ` \ -- ------------ \ TREE \ �/ / - - - - �- - -- - I / IO E� \ \ \ l - --- - \ -- ---- \ ` -\ - \ / \ \ I I / t / 1 r = ail, S NAL \ \ ION E&S N 1 \ \ / SHEETS DE AI SOR \ \ \ q -----------------1-1 ' OHT- ----_�_ -- ----- — /— 4h'-F-�%— �Qp7s== f—=�OHT �'#T� _— - J -- --- _------' _\ — _ •__ `�_ 1 \ i / `\----- v \ yC ---- a 0 E / r� _ - �EZE. VAUL --- - -- _ TP `-� ------ •�--- - /a -- G\ // / \ / '/ - _--- \-\ \ �v 3 r----- oLL 0 /^✓ IF // // 23 / 224 / // / J /J \\/ -_--\\ 1 LINES CTELE&7V / \` 1 `�\_ I I / ✓i '--=i_ - FO /) r vM uj 00 UP �/ / N(/ i ` 225 / 230 /\! \- - -- -- \ \ -� /�\ I / \ ) /l ) <` ` /Il \\� // \` `\J `� N. JI O I\OHT /J^\ \ ` v (D 228 tea, a. � — I / / / , I / / � I i / ` ♦ \ � � �/ / /, �' — � � _ _ _ � — ' / / /' J / / / III/ � / j /1 N. i , 22 1 3VO/� I I , \ / / - \ / I / / / / / / ' < / I�Ir \ / - _ z0 I ' / ,.�' `\�� ' / \ ♦/ I I l 1�11I1 ( \\\ / )\_��✓^\'' f` �" (n DATE 912012022 J 1 / � � \ \ \ DRAWN BY M. DENHARD 1 /�\F/(n / / / I // / _�'I ,'/ — / ,—� /' /1` �.e \ / \ ° / \ l // ///1 \ / 1 �I • DESIGNED BY / / p p.� / ' Z / / I / ' II �rJ / 1 i 1 �Il // / /' I \ ° / I III/ / N (/ // / / / 1 / V / � / _ / / / / \ / / \ \ / r \ // J// / _ / ' _ c / / / • M. DENHARD / ' \ / / / / / / ' r — — — / _ l ( O �/ / _ l / ) I \ J - a / // / //rl f _ — _ — _ —� �` / , / / • CHECKED BY r / '' Q b / / / / / �� / J, / ` \ \ i / / ` - - - ' - _ / - \ • • B. CICHOCKI /1; e I (l\ \\�� //v //_---- ---_—� n SCALE 1 1 I ( I a /I I / >` 1 _—' / d� 1 \ �; //_ — �� 1°=20' T I Mom/ Nk r / \ SANS, \ \ \ \ \ S N \ \ ETBAYS`fhEET ) \ \ \ \ p VN ,,W ! \ \ Z 1!- \ NN 51 ce 0< �/ / / 1 /' I—/ I_�i / _ \11I 1 I 1 Ld I 1 / / / .a/ / 1 1 \ CC < \ \ I \ \ \ \ Z ' J /tJ)TES: COQ 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS J AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND Q \— — _ _ 1 1\ \ \ / DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING p �,x / \ ` / ' - - - TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY w W - - / ' I I /' / 4$ 1 1 , ' ' / ✓ / 1 'F / If/ / / / NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE. 2. CONTRACTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE V / Z v DOWNS. /r p Z 3. WALL HEIGHTS OVER 30INCHES WITH PEDESTRIAN FACILITIES WITHIN 36INCHES OF THE HIGH SIDE OF THE WALL SHALL HAVE \` U Q FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING7 PERMIT TO BE PROCURED BY THE CONTRACTOR. Q 4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT 11 I NECESSARY TO INSTALL NEW IMPROVEMENTS. CONTRACTOR SHALL PROVIDE SMOOTH SAW CUT OF EXISTING CURB, PAVEMENT, AND SIDEWALKS AND FOLLOW VDOT WP-2 FOR WORK ADJACENT TO EXISTING PAVEMENTS. Q / - _ - _ s �, \ e / / 5. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, SHALL COMPLY WITH THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND THE CURRENT USBC. ON THIS PLAN SEVERAL O CURB RAMPS ARE PROVIDED WHICH ARE NOT INTENDED TO BE ACCESSIBILITY COMPLIANT RAMPS AND ROUTES. TO THIS END O IF SPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING HOR \ / / SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN Ofy ROA \ \ ADDED AT THE BEQUEST OF THE COUNTY THOUGH THE REVIEW PROCESS TO ALLOW FOR DIFFERENT ACCESS SUCH AS NIORIZONR ALA - 1 W TROLLER R BIKES. PR POSED 61' VD TAM T.I \ \ Q INSI NO. 202 00002884 / I ` / ' 1 1 W `per II ��`p II 11vv S�N - \ ' ' ✓ J \ O �.4 — ° JOB NO. SCALE 1"=20' 47036 SHEET NO. ' \ ;� / \ — .' 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C \ - - l ll l ll /gl/ //// ///// / / / Illll„l/�//l//////' /J///'i�/// //// / / / p `o _� c I/ /\ r� ! _ % Lr / �_.i I / A� . > ` `� r L /^ ^ i i 4 f I 70. lll,,,ll/,// I,JJ// //// // ///// / // l I \ v / . ,�\ 1 r /I -!' �- ♦ \\ _ / 1 \4a `- - - 1 /// 11/////J,/�///�// ////% / '/,/ �° ° $- / / �� \ I/ '_ / � / �/////��,%////////rrrr�,/ //r// / / ° o o \J / I �// / //i %/ / / / / // / 1' / l A>�O I I J 445 - $j/�/i //i / /i/ / / / o o // _ •' '/i /i/i _ _ / i /i _ - / ' 0 , FEMA^ERl.�'CT E / 1 ._ I a� / / / / r / ' ' / / / ♦ / \ ` - / / / / ` = o° o n ZONE�I `^•1�'\ I /� // /j/ / / / \\� ,\\ 1 0' �1. 2% ///�r'irir�i %I / r "•� = �; i / ^ x' r ' /. / Iv / / / / / \ / 45 2' 5 .2T 451.56' .85 o / 1 / / - / I l / , _ / \ \ BS T1_1 1 / 4 0.09' 450.9T / 4A>g \ 16"RFL ° , l0 \` ^\ \ / ,' / /')/ ♦♦♦\�\'/ _ _ -- - -// O) /lII\\\\ \ OODPLAINPER ° \° /\ `� \ / r// / / _ r \� / // / _ \ /_- \ ,�\�\ / / / / // . -- --- /I II I �1II 4hlil, II\(I \ \\ \ , \ \ LOMk CASE NO. 21-03-0029Po ° `v / o ` 1 \! 1 / 1 / _ ; / ^ / ` I �,5 ST R� / / / . - . -�!q �_ \\ ' E-450.92' / , ' _ /' ^ / / - w IIIII I IIIIII \ \ \ \ \ / (UNDERREVIE ° ` I �� // / t� �/ / r _ - " AIR8i7"` / FFE=450. 9' FFE 451.55' - / FAE�45225' FFE 452.4�5'- - EFF�452.75'- rp , 0 0 1 ` / / r / q/ \ 1 / a / / / / / / / I _ - J / / _ \ �\ i ` 1 !' / / FFE=451.25'- FFE= \\\\\\\ ° /I`7%//,_\ >�.I /jo�/� I/ 1 / / / / ' J'/ '__�1/^-\ ' ` (\\\\, / /�'� ✓.-_`/) // i / i �O IIIIIII\II\ 1 1 \\ \I\\\\ \\ \ o \\\ 1 I \ \ \\ \ SOOYRFLOODPLAINP -o r/ l \ , , � I \ rsaasso- i1\\\\ \ \ 1 \ \ I L`v'ry ER , 0 I - - - - - - - I ' 11 \\\\\ \ \\ \ \ 1 \ \ 1 \ NO. 21-03-00 P _ In .. n J / / / / 3736 r r / / / \4�75 \ \ \ �w 1FF -/-� - -, - - - - - ' - - r (UNDER REVI \ 00 / .� ^ / r v r /f I I I / / , ) \ / / .\ /, 11 1 1 \ % �+l I / I 1 / STAIR 6" / \ . \\ / 11 ' / ' \` \\ III 1 1 11 \\ \\ 1 I 100YR FLUODW o \ o / o / _ _ , / / ♦ ' -ii , _ \ \ , .\\\ \ I 1 � / o / 1 I IIIIIII III\\ \ \ 111 II III I dOMR CA , _ / / // / I / / / / /' / / / \� / / �\ o / T ! \\ 4 1P5 / 451.25' - - a52452.75' _ 4 / / 45155' 452.25 S2.62' I I I 1 1 D. 2,1 Q 9 / ° / � / ' � / / ♦ / ,0.■� \\ / 451. 452.45i ' - 11 I 111 I I 1 1 1 I III I 11 1 (UNDE \03 l P r r �. \ I 0 / ' / / ' - B ...5 / / _ o!. \ \\ g\ \ \451.05' ' 451.55' / 452.255 - - ' 4�235" IIII II11 IIII IIIII III I 1 I I 111 / / R /jEVIEWJ , / / / /l ', ♦ / I / / / BS 38:56' / f i J / / _ �` 451.95' /Li 11 I111 1' Jill"' ill 1 III I IIIIIII 0 / - �� / 1 \ 0 , �// / VDOT S HT/ / / / / j♦ / / 452.45' / - - - IIIt' IIIIIII III 1 IIIIIII II I .� � 0° 1 /, ° / /) e ao _ //// tAN,�E / r / , TS 4gVT / - / I I III I I / o DlS I /\ ` 452.79' I j I I 1111 1 IIIIIII I I I \ .2 / - ' / _ ' / FFE=449.75' ! �t / - I 4 2.81' I I I I I I III III , o / [ / ',,\0/ i / / EASEMENT III] 11j111111 IIIIIII II II 111I ° ](� ,' o / / /// / �' / /•/ / ♦ f / / _ _ I \� / \ \ _ - `1'' / \ / o o / 4,' I11111III11111111111 IIIII /ll I% o� \ // \ ' o O°' ' / / /' / r` / / r/ O \<y \ , e^.r9 / L / 11 I I I I I I I 1) 0 / o / / - / �� / ' / _ / ,/ / - BS 44327' / TC _TC I I I I I I I 1 I 1 ! 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' \ \ \ \ v-\ 7 / \ ✓ I i _ \ 445-43' (� I �0�' / / �F =457.50' c 0`' / 45.43' / - / 9STAIR / 04 r \ \ 1 / I\ I\ / @ 6.6" > O �(.� v / ' - - _ _ I - �/� T �- c \ / \ ! , \ \ J \ v I ` J /l J 1 r_ .. \\\ 1 \ +\ FFE=456.12' ,' ° I �P \C\5 / :�./ z'' C /\\\ �\ \ 1 11�/ 1 \ \ \ \ ) `tom \ + / \ \ ^^ J \ 1 I / / \ \ ` 1 1 1 \ �^� I 444.64' J \ J \ I_ \V - / / -i i - - - - - - 1 \ I \ -/ �\\ ! \ \ o \ � TAIR r c ` ! 7�� R25' °\\ / I\ \ \{' ) I J \ \ rJ \) � \\ \\ 1 444-05• \ / \ 452.34 - i / / / \ i �X / �\ I r / - ' / ♦ ' r \ \ \ \ �fE=455�' \ i O 453 / / / / _ [ \ / J i / / ll I� / _ _ - / I / / / / /i / // / I ), I p�1 ! \ \ /i \ \ i p ♦ 451.6 1 \ F�STAIR \ \\\ %,., \�Q 40 �1 r // // / ' / FOUNDATION Dj;(AlN'i0 rl/ DAYLIGHT " I 4SQ-4 , / ' / I IN S AL )1.1=)=v /' \ \ \ KEY PLAN-r 0' 40' � of Bryan D. Cichocki U laic.. No. 553741 [I a SS ZONAL S Lm Z 0 a_ Ix U N w p z 0 U) W I DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE 1 "=20' JOB NO. 47036 SHEET NO. C5.3 L i�LD LYNCHBURG ROAD I TH O flu 1 \ '----�---- _ STATE ROUTE 631 ' ` J EP ' / , \ ,I \_ \ (VARYING R/W WIDTH \ `> 1 ' ` L _ _ _ _ - _ _ _ - W/END � �y= - -' - =\ \ \ \ _ \\ 30" CMP SECTIOA/- ' IN Vi i/NI=442 9S \ Bryan D. Cichocki /'v �/ 1- / / -- - --- - ` -`\ \\ \` \ 1 �\ ` �\ \ 1 r \ /I \\ ti _ 1>ic9. N9o5�73741 GP FT---- ------ --- ---- / SCALE1"=20' SIG �SSIONAL GP _ --- V OHP�OHP- Dl-�� /_i /'P��. 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'- - - 6, _ 458.50' _ / - - - I l L _ - - _ 't I FFE- 74.65Y /� 459.50' �.�- - \ I \ 1 I I / / / STAIR$@61" !' 4.65' / / 76.79' I / / / F/' / • DESIGNED BY -0°Vv - - _ _ - - - 454T0�/ 459.50'4F�4.43' / 3 Z I I \\ \ 472.60' / 1/z 'M.DENHARD a76.70'8 -_ 6asok� \\ / I /TAI14S @ 1/ T 1-O` / \ FF =475./u \/ ! // FFE--477.50' ,\a/ CHECKED BY 'R3 _ - 1 \ \ �473 I / 475.1 476 I �` g 6 \ ' FFE=475.75' / `� / W I 20' 4 .20' \ \ 465.05' \ TAI R4S \ 1 _L 1 °) I �i @ �� I I I � 1 � � <5 I / • B. CICHOCKI ° 1 -� �>�\ \ \ 1 8 - - \ \ \ 2-2 ' _ TC I u'O� / 465 Q5' 11 I I t ♦ I ` 1 I \ 473.OB; I / 4751 5' \ / � 7. J I / / ' G • • SCALE 5 464.41' \ 1 \ \ \ I 1 1 I / olo / 477.33' I / / r • _ _ - 452.86` $TADS @I6\2„ \ b, / I 60 / J FFE=478.OT I 0°0 • 1 -4 .2_5' FFE- 76.21' /_ 472. �8' FFE=4751.65' ' 475.6\5' I / I _ / \ \ a73. T y a77.ysr 452.86' / / \ ` ° /' _ _ _ _ \ \ \ \ o TC \ \ \ 4\35 56' �\ \ \ 1 I .92'FEEn \4 STAIRS @ 6.7" (STAIR L 1 \473.2 ' 478.1 T J T 1 �� \ 6.55' 1 \ F�E=476.15'\ 46 \ 1 I I \�. I' 476.15' I f I FFE=478r8z' 12 • 3s3.•t6'� , _ s•• as3'z Rze' ! 1 \ I 5' 1 4'STA \ t \ \ \ 478.1T 1 \ 578TAIR 4 STAIR - i 4�� \ � \ � � _ o \ \ \ � � j S'd•. 466. ' \ • ° \ � \ •\ \ ` \ \ \ \ ` \ \ \ I E=462.74' @ 7=463.5 456. �� 487 \ "I4/ : - ` h ) . I \ 1 r. o FFL�462.94' - \ I ` .� \ \ 1 I i / \ \ ` � / � \ \ � � \ O \ � \ O \ \ \ \ \ \ \476. 8'`I � \ \ 1\ \ \ 47 _ 5 STAIR ,I a57.a5' 408.45 '` aso.2r 1--1 18' SAN '-_8W 8" \ Sy ETBAY S fryEET I \ \ "W`Tr 460.95' \ �461 45' \ •> \ I 1 I ` \ \ \ \ °.18' / V) TAiR_ / 1 \ _ I Z 9 $TAi� 6.%' r i _ J , 465.38' \ \ 467.60' _ _ / / / / / 47 86' \ \ \ L.L FFE=�471.1 9 $TA�KK.$ - - , _ \ ,464.@0_ - � � � 4�.50' \ 479.13' / / 473�6:. / 1 \ ` \ O Q \ bpi / / 463.83 ° j FFE=471.36' _ - _ - \ \ \ \ �467.60'- 470A9" / / 473.86' 1 1L76.86'` \ \ �@ ��" r J \ \ \ 468.7 ' / / 474.86, I 477186, \ \ \ J > f 11 \ O I � e \ � � � _ � \ 479.86' _ LJ s \ y \ \ - 4 QUN ATION \ \_ \ _\ - - - - / a7a.8s' I a77.8s' \ \ -I Z \ \ \ \ 4' OUNDAIYON 1 47�.86 1 476.86' \ \ 478.86' \ W \ W - \ \ ' 464.46' DRAINS O-� - - - ` - _ ' - - - - `may- / '8 Q STORM EWE \ \ \ \ _ _ _ - _ _ ' NS LE T9 % 47 86' \ 479.86' \ _ M SEWER W w _ - `\ a \ ORy \ass.ts' ' 9STAIR '8STAIR - --- g -- - ----- --- - 10 10 - - vl a.. 2p/1/R q °.> s �_ 7" Il STAI \@ _ _ �/ �$TAI STAff / STAI 19 STAI 9 $T/AIR \ ~ \ Q / @ I 7" 9STAIR FFE=475.20' \ @ 6.7" FFE=477.'19' _ �" _ @ 9STAIR_ 9' '@ 7" 7„ I STAI�3S `r ' / FFE=476.10' -FFE=479 39' _ _ ncC 1 @ 6.9" _ - FFE=478.29'_ - - -/ - V� - - _ 1 ' _ - ' � Q fFE=480r83' FFE=484.525'- �' / ' / r ` \ 466.76' 475 _ - - - - _ ' _ - _ _ _ _ - - --F�=48T65 ' FFE�8.85' � z / FFE-485.66' fFE=486.6E i � / FFEz490.65' vv LLJ > _ of �_+ \�� I<'� `�i \ _ / u� / ��/ 6�1' °/.",• a_�_.' r / - - - - _ _-' - / LLLLJ I \ � C \ / / / / /-475�3i' - 4\/6.1 T � 477.98' - `� � , l � �. i _ _ - - _ _ TC ° � , ♦ 0 \ / \� 48.17' \� \ �// p%i l _ 4812T ' 482. 3 483.68' w - ( / 4\1 \ / I 1 \ / -i - I/7j..'1'-`.' O rC O POSED 61' VD 1 TC 485. W I TRYW w �\ I / 4184.75' � W � , INST NO. 202 00002684 1 1 / \\ \--! \\/ J <, _--_��-_-- Q I a\\ cam- N. vv W \ W \ \ C�\�\ 1 If �` I �ll�/^ \ it \, CT�/ / \\1 `11 \` \ \\' ��=\ 1•�/, \ � `LL� / -. i� i, \ r ,�-' �_c `\/\\ �-`'-__ -'-_ -__\=- � _ �/__`� _/__-_ __ JOB NO. 4. - 1 _ 47036 \ I / \ \ / - -) ' _ / I 1 1 / 1\ !� /� L _ /I SHEET NO. '' -1 �\ / 1 _ _y 1 ' NOTE: SLOPES SHALL NOT EXCEED 2:1 IN ANY LOCATION. C5.4 \ / 111 < 11 I /1 I �� i' � I- / c a 2 c 0 d 0 3 c a. D a0 o O Ez 20 o � c T E O a c m a0 Oc � m O 3 Z z„ 0 � a 2 o� Q § o. N c 2 Y X c 0.0 12 016 `o 0 m 06 a c Nc !° 2 0 C 0 m e �N A 0 ° 0 c 0 nE E F_ L I------------------------------------� - - - - - - _ I �/ j - - - -- = NOTE: SLOPES SHALL NOT EXCEED 2:1 IN ANY LOCATION. I--------------/------------------------------------t------------- / I T ! / L---------- __. -__ /_-___- -/_ -__ -__ f---------------+____ ______ / \ r------------ f----------- - - - ---------- \ \ ---\ ---- ---- . --- ---- ---- -- ---- --- - 1----------- ( \ 1 1 \ \ --I \ ;) \) \ \ C \ \ \ / - - `----------- \ \ - - -- - -----------! - G) Bryan D. Cichocki 1-----------\ \-- ------------- — ----------\-------- I /'------------ ,� ` \ " _ - ^ Y ti \ I � --a ------ - . _ , I>ic. No. 53741 \ \ \ OLD LYNCHBURG ROAD STATE ROUTE\631 1I -\/ (VARYING RM/ WiPTH \ _ `\\ Y ------------------ I —------y- r�. --------------- </'- -_> ---\�- --- ---\ \\l/ c-- �4 - ---- - - - - 1-- -------------------->-- ---- EP IONAL OMI eE _ v GP / 0 \ w O m u�+ ry (L / - - - 1 / I / ✓�,/= _-�_ --- �JF0T47C4- \r Nry Of MUM (IF Tc� 473.49' 474.13' / / ! '/' \ \ \ \\ ` ' ( \ I I y 1 I 111 (�f / L �� ! \ - - -\ _ " V \ OHT (D Jill ') I \ / =O 47076, /'I ¢73.65' / o / --' 4 4.03' / I / L / > w �i g7: ° 75.4$ / \ \ _ // / / / / ' \ /III I' / / / / / _ _ ✓ \ '-' 0 0 _ _ 0 473.65' 475.27' _ I— - ' 1 C/ / i \ / 1 t , I / J / I \ �,' \ = - _ M DATE 475.52' ' I / 75. 2' .' I < \' I I l \ \ - \ - ✓ \ Ia`,• - > TF Q I / / / / , , ' / \ \ \ \ I / / / \ / ° \ I/\�1/ /\I I \ \ \ L \ ` _ .r 912012022 I 0 DRAWN BY \ ` \ ' rn \ / _ M. DENHARD N / I / 474.65 ' / � � I 1 � / 1 � 472�0� ' o\o / 475.9 ' / I / I / I / i ' ^ /`� \\ \ / / ( d' \ � 1 / \ /rF hi/ //.Q� j� /'D �2 ' / i / / / '/ / I- �'' ''"� / S J\ �I 1y / /'' \ ° \ ° / / / If/�/ / \\ // / / • DESIGNED BY / / F E=474.W, I '%74.65' , Z / / 476.19' I / ' / J/ / / I / ' , / / \ I\l/\_ \ / / /' / \ / I I I111 \ - ' ,! / ' • M. DENHARD ' / @/ / ' ' / / \ ( / _ / / " \ / ° / // " /( - _ _' - _ _ _` �` ' / / • CHECKED BY / .60' / / o J �. 476.70' 472 ! Q � ' /----------FFE=477.50' • SCALE 476 B. CICHOCKI 1 \ 473.OB: I 475i65' 1 � \ o�o / /� 477.33' I / I \ / J ♦ -�/ � / l - l 1 I , STAR$ Q16�) 2�� \ / j I FFE=4jg0T 1 �O°Io � \ r 4�3 \ I \ \ � \ / J' / / \ / , I / ¢ � o° � - - - \ l O.'�8' II ,FFE=475165' 475.6\5' \ Z / 477.�1' I / _ _' / / / I I l \ \ J / / / /' _ _ /' / / / l I ° / \ ` `\\ • J� u9OIL 06 \ `\ \ \ \ � \ 446.15' \ \ ( \\ ?0 478.17' \ � \ \ � 1 ` I / _ I ♦ � \ \476. 8'\ ETBAY 81 EET \ C) / I J IL z mzu �O I //i\,/l Qq O I 1-\1 I / I 1 LL II \/ I I 1 I I W 473. l 1 l I 1 Z � / 475F86' \ \ I I � / 1 \ 1 I " " � \ � I � ° / / / 1 ^ ' � \ `' /1 \ _ 2✓ 1 \ JI \ \ / I / / � / 1 J 473.86' ' \ 477.`86' \ \ \ \ / / / /_ / / 1 _ I I �\ > \ J/ 11 476.86' \ � 479.86' C � \ \ Z �Q / i \ \ _ \ ) 1 \ \ ' 9 STAIR 10 STAI / @10ST�ACI z \ — \ UJ W O / \ / �FF�,48.66'FF��l8i65 FFE�8.b0' 95LQ LLJ .17' l 477.98' °�..;. I 479.p8' \ 48 1T <> /, 1r 7 ' \ ¢ R25'- 1 481.27' P(lORIZONR I _-----__ _ --_ ---_ _ PR POSED 61' VD T l / I rC \ 485.34' W I I INST.I No. 202 OODOo l l / , /\ , 46a.75' W cps ' `PiP I lNP QI \ W \ y\/ \ \ AdS\ 1 \ / — /' ) / \�"�/ -+ ,1- ---- - - - - - -- ' \.:.G,- '. o.♦ °.... °° v. ° a. L `/ ! a °A �°.. / _ � \=__-_-- -ice_ `�_�'- - � \ \ _ � I � `/7/�_.//l i 1 '4 I JOB NO. �- _ - -- - -- - \\ '\ / \ `� t-----� �\ / I I I / r -• APO --_. - \`\I ( \ [ \ SCALE 1"=20' 47036 l /- /�'" \ �\/�� / I 11� i` ( SHEET NO. --0 20' 40' KEY PLAN _ C5.5 c 5 a 2 L ° , 423.1 ' - - - / ' - \ ,' 9 /i_ --- o\ ,q ((I \III I O _ _ 424.E - --� / , it �\�\ \ 1 \ \mil LEGEND . o 1 1� ' - _ _ _ _ ' - / ' . -� I r Willi r / / / / ' \\ \� \ \ \ / J� � ��a��\\`�\�\1�\III II I � j''� 1f11 II III �rI 1U\\I,\Ill I � _` - �/ � .ti 7 r` � .` �° J - I I f/(( 'r�/ / //•\\\\ \F_"�'/ II ^ r �_=JJ PRE -DEVELOPED ONS{lTE DRAINAGE c%n \ \= W�rl f f / /i / J I PRE -DEVELOPED OFFSITE DRAINAGE - % / / - / / I / / IMPERVIOUS AREA AREA TO ANAL PSIS POINT 1 (1 ON-1) /\ \ \ / / / / IIII = / /i , / AREA TO ANALYSIS POINT / ' ° / �/ // e C 11 \ r /// IIII TOTAL: 2.83AC._ �� ` - / / / ' / / / / / DETAINED IN WP0201900062 / / i ,',h-' / / TOTAL:3.04AC. /� �, \ / 1/ rf = // \\ / �' ) i�l \\\\ ,1 xi't\\\ //ram, // /i/ ° IMPERVIOUS: 0.00 AC. IMPERVIOUS: 1.53 AC.: / l TURF: U.42A(;. r \\\ - ___ �_-- _ -' / / DIVERTED IN WP0201900062 TURF:0.25AC. \\ - - - ' �_?' _ r/i ii Jl1�w`y' 'JQ / / / �.f= \�"l �l('.�y:�= /�/>lr �iy / 11 , �ii �' \ / WOODS: 2.79 A. C %✓ �' ' - _ , i / // J I r'I FOREST. 0.88 AC. CN/ :61 CNi :82'\-`�\-/ a® DISTURBED IN WP0201900062 �\ \\`J i`r% TC: 8.3 .-"_�� \IIg\ r I / ) \ \ ` y ' /. f .r. � ( � / • / r ,, ) OLDrLY CHB(YIYG ,� � T7 ( J / � <''•e_ . J / .r -_-�'_ .- _,_,� \ /, 111 1�, �\@\ ��Q\\ ( ) r•-\\ co\ I n 1 L ,- T -Y� r I « o ----- - --�-- -- / - _�__ o \ I (' .\ > ;�\�' Z- / _ JJ > ` ♦ J t / / q r�.� �\ �/� s J - ` OLD--- ' � �� \` ` = \�\\II Ip ll�lll�l / ^\\�t,• p!/ �V _/ \\ N a \ \ 'Ni J.\l _ r ,oD� \�� ` - ' / I III I C r �>//��rC A/P_fJ J� v \,a r v ` J '' ^[ _ _ - -' - - - \ \ _ - •Ff \ \ "� i _` \ _--- _ -/,y\\ r'\%/ h / 7/Y'SIB/" _ I _ J __/i r,-iCCq -_o- `\/ i� /! �,• ^"( t:{.. rYF` �' \ \ \\ -- /,' -//II_ rr br `'+V1P✓fr'>,/"r s \\ \ c - , /<J'1 J, / / / pn/y' �� \\\\\\\\\\ \\ \\\ ` i i / 'i i y'//1 Jf( h'v' 1 r \ '"Z \\\ \ / /`\\ .-.'�•,�•'11'�TL ,� r Iif'-\ ` J/ '•�� >f < 1 .- / �" ` \ 1i , / ^\_G =roYv <` /CJVyV� _ / �F/ '•� -"i '-! ' _ - - - i - \ +\49f7.9 \ \ \ \ \t\\\\\\\\\\ \11\`-// 1,\\�\ x \ \ \.�\�I \ t1I IIII \ / / //�� / /Il l r/) IIII ///a - �• J ✓� \ J W I J /i J t J\. -i \\\\e ., i`i 1 c _ __. - .qII PRE-DEVELOP�D�NSIT��RAINAGE )��,[16a1/ � elr r - _ / ^ �... ._', (. - r ( / •�/ /ice � � \\\ I \ \ \ AREA TO ANAL ,'j�Yl �\� - _i (`.II IIII // /! / - i•\ I�!!I/ r / /j �plfjl I /I l/ \ / \e / / J� s,( / d / / _� _ ,_ y a ^ / , - - = / '.: _ \J I1 \t ! 1 \\ I \ /1///,// \\11 ll d /j///IIII llllllr \+- �b^e�\_ / o/ �J /,�\1 >Q /'/ i J, /✓i Rt /� ////� \ / \ `- )1 1 \ v \ \ r �I y _ . TOTAL: 4.27AC. I/W /r f\�/ / . �\ f ^ l / \ \ will III /i Y14 r ` t / _ �jr�� - �n ♦%iy i�ir/,IIIII\ \\\1\fl �8.8 ° / �'` '4n. r :'' j . _ , \. / ' �.f> \- _ ^ ' `u� ` ` ` _ i I �b'� iE\QA°�O 20190046� ' /,J ( / , r r I ry J \ �L 1 \ \ 1 \ �j O R ✓ % \ ' - - _ \ +\ _ / _ J, !- J r 7 -( / 6f` / r i ., i / ' / . .. _ - 1, ` / ' v� f I f I IMPERVIOUS: 0.00 AC. /m• r / /' - _ - -'� • • F!/r1 CH M7biCP�€� AR RA 6F /0 6 �'-�/ �i. e mil' ../i � _ { I I I �_ �` � __• '_ �e� ' Y � �\ \ . _ l TURF.' 0.63 AC. (WP0201900062) / � / O / ,-S\ / i / I 1 / "' _ / / / / / /...._ ' i -a� r _ - / \ r� q // /�,• \ r / ! `/ �' �- FOREST.' 3.64 AC. p :�r! IIl/I/I I(Iy Vr I J%'J(% "ZOM WP•`N IL ' /' /^_ _ / ) 1) \ i / �_ -'i r i\< �\_�i - i�� _ / Vr 4II IIIII�IiI l II� yn / �r/ /. - - - / _ CN: 61 r I III ��"" I // \\••.. ,...,� J r o.-^ r 1 / / / \ \u r ,�JA bl 1ND16AT /T / _ r J ' �\ S r „ - �' „\ I / FfEEER CEf�'Pk.AF'�'» 500 'Al \\�\`\\� �\\\(�!_�•l' / // d.,� _ \\ > ( �r!/ J ,'"- /- _ J _ r C A91 \,\� W(I \\ / /.✓ ,i /r{ i J \\ ' /- `N`\ \\ )ti r/ (($11AN4(j�OTI��'//r-' \� 1�51TE [ISTU� /v� _ - - _ r - - i _ TC: 14.2 ) J(/r((III-S/4r �i REFERENCED P �. IIII\\111111\� I IIIII lllf-�, II �. '/lr§J� MANAGED::TU//.�r�///,�.,,. ...i \\V , S /., J<i1'r I I`<_j��` rr - \\\ f �\ \ \ \ \\ \\ 1\ I `_ r I rl - \�\\\��\ `^////✓.adl\\1/,��, \ \ / IIIII\I ,r 11 II Illlll, .u� _ _ /j II ill lr „ `V /i q t • r \\ _ _ Tit oP° \ /,/ y�,J r /'/ /I, /fr \\�'� _ �� '� =-' S Imo\ \\ `_' \ \\ \\ \ \\ �• \ f \ \\\� \ 't ,'l\` li �� . / i \(`1'II I I I, °2• ., m �\ 197 gel / / �i � / J � r \ o � 0 y -_ \ ) ,. , , . \ ` ' \ J , / �1� � - _-- =_" \ \ \ ` r k �- i/ d� Ir�'///i NI� yI :, 9 / / J /� ,, 1 { , \ ( \ \ � �4 ,�S_- =v / `\ .� \ \\ : .;'♦-i \ \ ✓ ^ \ _ / \ / J J '\ % /'% 'ram �-c � 1 < �\\�\ f�i •/J/f j \ `..^ IIII /// +� .i ., / / / r I rrf / / 1 ` / \.-. F� ♦i \ \ _ / \fr - - , \ r \'A ✓� ` IIW N( t r f, / l \ _ \ \\ t \\ \ \ // J 4 1 PRE -DEVELOPED OFFSITE DRAINAGE ,.�� 1 I ) \ \ �... �h ^�% \ �4�> / +C/ r ' / r . - ' . �. ,\ . \, > \ 1,r / /f "AREA TO ANALYSIS POINT 2 (2 OFF-2) \\`� ,- !)III III �II IIIIII 1 l (♦J�"J J J <, `� ! f �"�., < J� r / " - ! � 0 ' V _ / � I ^ �� DETAINED /N WP0201900062 �,,a ,( �"•iI\ \\ d ., i ,•�•\\ \\ � <t -� \ , `TOTAL: 3.09AC. -� I T ! 1 I/ r•-' r \ \\\\I �, 3 / �\ ,\ a1` I o \ \\ ) - 6 , I • ♦ / ^ MPERVIOUS: 0.18 AC. � 4 `I,� J)\\ \\�\\��\\�`,\II J r/ )°%/ //l \yc.� \�\I ) ( c > ' - �+l \ \\.. \l ! •�po° ( / L _ ' _ z_ _J ( + // < `- - � �/ I 1 \ \/'"'•�- / 7.s I -�� _==TURF.'O.00AC. \\ I 1 r. \ PRE -DEVELOPED N lTE DRAINAGE f ' /�' _ - _ - _ - - / - e \ ��,< _ ,xr r _�= 7 r < WOODS: 2.91 AC. \ - ' AREA (3 ON-1) (SHEET FLOW) `f \ . r \ j n °„ \ ^ 6„ 4 :, � _ L r. �> /J,f' / _ �~ ! > J. _ ` / u - . �?liN: 62 _ •:� �' III \1 i =' TOTAL: 0.44 AC. /J ° ' / /i r \' \ ?t \` r - i _ _ - \ ems; [ � ~\ ✓ "-I IMPERVIOUS: 0.00 AC. /i / / % ; '• [ '� =� : _ .1 - l TC: 20.1 �Or�vl/r1 v/ S / TURF.' 0.10 AC / ?° .. _ �•'`.. r\.. /i \ 1 > I\ i" �- .. '``�= 1°� ` y-•�p 'l` \\%1''iI II w a, I Q/' �= go � b C. '/' ' / � G n -)=� w,,. � r .. 1 ) r r 48�.p• \ •_ r ! � r \�f \•;'{' �1 I J\ f I 1111 � �� _ _ _ �_ WOODS: 0.34 AC' / '// r^ � f/ , $ ' •C l / / \ 1 b ) \N /I\ \ ' / °��.^ \"'.e , �O= P� �� r- f 4111 CN=62 ` Jl �� J Cc ? > \ / / ` _ y�rr_ > n J\1J Z \ I/ O tY r `°I�' (\ ..-fA �I" + i\ _ I I r I >\) 1 L` fCC-UEVCLV ED bTRAI 1�_ ` r TC = 6.0' �) P/ / '°REA TO ANALYSIS POINT 2P,;7 _= r ,r / /"� ) 1 \; .�i ,iv\ -r1✓ -�r UG _ - _\\ � ! t I` / III \ r // PRE -DEVELOPED dFFSITE DRA/NA E \, < = , T • / j r f _ - - ()IVERTED TO ANALYSIS POINT 1 /N / r �• mat f `1 \ , �0p )nl �'� \\ \\\ \ / \ + �f" ro` �'1."f��" f i i AREA TO ANAL YS/S POINT 1 (1-WP0201900062) - - ' °\ { 1 F -r J I \ \ \ \ I� \� DETAINED /N WPO201900062 J\ _ \ �lr1 _ �, \ \ \ \ \ / ( )\Y\ PR�- tVtE6PEb OFFSITE DRAINAGE �\ "�'\ me . .TOTAL: 0.76AC. AREA TO POINT 1 (1 OFF-1)`� \ A r �\' ' 'IMPERVIOUS: 0.12AC. / J ^ . - I \ _ TURF.' 0.00 AC. I IMPERVIOUS: 0.04AC. \�' TOTAL: 2.16AC..\ y`� /�i \ 1 / °o > ' TURF' 0 00 AC. "l , ,� , �\\ F � ♦ �i\^.- �_ JJ P. � /Q� WOODS' 0 64 AC ,` `' r / , , \ , . -�' � \ \ 6 - IMPERVIOUS' 0 51 AC, o \ \ \_ x 474I \ p / WOODS: 0.77 AC.1 {^ \� \ ( lr / 1°. \. \� / \ / \ 1. I TURF.' O.00AC.� a < l� \ \/r \ �a`"f 1<� I � � '� � '� � /r )� n d 1 C CN: 66 � y -r-7 4 L' ^ `_•? 'sw - l _r .\, -fYr +'\ I > r -�% \ X CN: 62 = ��KK6y, T}' < ri J , r >-' \ \ \ / , )' \ \ A I / c /tr WOODS: 1.65 AC. � T . _ � � _ �' i ��` 1 / TC: 9.5 l -DEVELOPED UG f I� � / Icl _ 1 ox %/ / ^/ 1/ / �7{_ � \ '' \ �. - 9' •,. CN: 69\ \ °� DRAINAGE _ • S t •� /V X� -\n )'d �+ �% f y" q\. I I II it \M'^/ '\ N -+ / ' 1r \ l� �� .�' /Jf// / l /l� .-� ^�\\\ ( n,..,/ .•/ / w. 750 Ti 9.7 �� ,1 L \ < ` - / "Y! T 1 / 1 Y l I ! q ( l , r< \ , r \ \ Q 8 160' 0 o _--{'-- '` l! I " --�'t-�=��`�\��•,J111\1((II) \Irlr\\\ - . - _-- \ ( l 1 ° 423.9 '-- IIII ` \ LEGEND 424.E /i'�-/ i \ \ \\\, li/ 1 _ \��\\\\I\0, /it)1\Illlll II i•'\ IIII If\\\�\�\l_�•v�� i \ \ \ l I ° / , / ' _ _ _ _ - ( r w^' r','/ ' / ' ` \\� \ ` - -DEVELOPED bRAIf�AGE AF2�A I II 4 PRE -DEVELOPED OFF! ITE DRAINAGE \ ' �) J \ \ PROPOSED �o _ / ( / \ \ / , _III I KrEl \ \ \ ` c IIII\ <� / ','/ / / / IMPERVIOUS AREA �, _ I I I it (\ (r din,* \\\� \\ ,x S TO ANALYSIS POINT 2 (2 ON-3) I r l ,AREA TO ANALYSIS POINT 2 (2 OFF-1)= _ /, I , I/ / / / 7 / J' / I I ,, e / - ,\� \ \ // ONSITE, UNDETAINED / \ I I 4 J , _ [ I \ r , . )/ , I TOTAL: 2.83 AC. / , ° / �, _ 23.0 J _ _ PEST-D�VELOPED DRAINAGE ,'P�) t I / /. t Ii\\ \ - 'I ' ' / , , . / C \1 \ \r / TOTAL: 0.51 AC. /, rrr �� IMPERVIOUS: 1.53 AC \ = l - /' ' ' ' / / CONCEPTUAL FUTURE m / / o , /, /--_AREA TO SWMA(1ON-1) \\\ J I /` \�`\` /i =__- / / // , / I / ' - \ \ IMPERVIOUS: 0.07 AC. / I TURF: 0.42 AC \ \ / / IMPERVIOUS AREA d, / / _(ONSITE, DETAINED) _ J \ \ - / I \ , I _ r o� / , \ _ TURF: 0.44 AC. /, I I FOREST: 0.88 AC / TOTAL: 1.65 AC. / / -- _ _ _ _ ' / ° �� %i' "� 4 1� .' \ / / / / , %r, � � % WOODS: 0.00 AC CN: 8 - ' �� / / / / / / / DETAINED BY HORIZON \ _ - _ , _-_-/,//� ^v Jr /, �r / / / IMPERVIOUS:1.32AC. / ,>/ ^ ---__ ___=�_�__-_--- - / // RDDRAINAGE _ CN:66 TC:8. _ ' r/rr�<k \\(fil`\(lam �iL O^ y . /\ter r/ /fir /TURF: 0.30 AC. r '" Ti'! _ \\\`�j"\`\ -\ \ f -\ , WOODS: 0.00 AC. _ <f-g -J \,`\__ _ _ _ -r= / ,r l J� ' ,' \r r t PJ .% Ir ) I' OFF SITE DRAINAGE `--l//��fIII�III I(I %- \\\y \`v\\\\\ n\ \ JCN: 91 _ - jr - \` '< •' r „ r f I r l ( /-0[DrLY C�IB(YIYG u_�? x> - - - F- _ r _ LLI TOWARDS TP - - - ` - -_ \ _�\ 011 1 U/ �$ O\\\0\ )r•-� co_� \ \ \ \\ I I ^ 7 r ,tl r / v,, - / 1 /O---(--�-- --�-- - �- -- - ---- -- ------ - -- \ _ \1 l/ �llll a 4 r =_-� �1�� II \ I / I - - - COUNTED =1� �� (/ / (\ II I I /_ \ \\\\ IIII ,J//" \ / \ 1 \ f r1rTC: 6.0_ /. y= „\ 1 \ " - . �' -- -- _ 4 \ / \ li> <. '- _ - \' a a0 r� \ r / da r -7, < r^ / T! CREDIT \r N\u�lh I II�(f/ N l l l / ` \ D Alri -\O`er\ ^?��\\ //. \.. \.,,. Ilq '46/�/�^ Irl f l T%•� �l� - �;� -'! - - -�1`- <-�-\� i __ �t BI� <t I , __-_____/_ i♦J. \ _� _ POSTELOPE DR NA GE AREA > r r � 'NCH \ TO ANALYSIS POINT 1 ONA '�SI�� \\ \ \ \ (ONSITE UNDETAINED)y� /r - \ ° ROAD \,. \ ! \ --- :> \ \ \1 r ,. 4 \ \ r - / / TOTAL: 1.07 AC. 3 n . • ° \ /, r - o _ _ _ - / / - - _ ___ _ \ \ \ \\\\U\\1\I 1\ _/, / \(<-- � \\�\�IIIII )) _ / /i� IMPERVIOUS:0.26AC. /, •* J;,f/ r , r / �'{)a �I* \ ,. _, - _ ;a � , _ / ^ / �i, \ I \ e \ \ p 1 I I / I I/ \ (� // / / , fa• \ 1 TURF: 0.70AC.b^ \\ - ., = _ �� '�? __ \.;,/ �� ^-/\_ � • / I\t ' ) 1 �-'IN \" \ IIIIII (, �/ ("( / 1 � \ ( / G (J /\\\\ - \r \ ! I � , ' •'! 1/ \\\ v \ \ \ \\\11 III 4 ��:`J \ / / '� / v ' t` 7 - f0/�P (.'�°(�' -� / j !/r I Iv 1 \ 1 \\ � I 1\ \ \ \\`Illlll\ WOODS: 0.11 AC., '4F t' �/ i /'` �'/ I '' / `��i�� _/ / >')/ i\1 ,l ( �L''�-'7!A' _JCj, r- J r 1 � \\ r CN: 71"�J ' 1 0 /; / \ / /...._ 3 TC:6.0 -�H\ �C \ � __ �o.,�, . / / ( �r\^ .,_. ' ' I( { WP0202100022AREAAGC i �� -, , / / » i e FOR TO SWM B 2 ON 2 L �t�R , 500 \\\�\ SWM B '+Nl ( L //^ 3 d lIl \I \\� \ \ f)/' (ONSITE, DETAINED)) ` " \\III `\ \ \ \\. 41\ /� / r✓�i \ ( 1 / I� \ ' , / ` TOTAL: 1.34 AC. /\ I 1\\ Y♦\\ \\ / / -T ,I1 yL 1 I , r , 1 ,�- �illlllt v:\\ \\ „III/ 111 �� IMPERVIOUS: 0.83AC. T rr I\� 111\IuIl01lA\ !/�N:, '�-�.1J-�/ \ l ( \\\\� \°.i\ '/ ///�`1\,(/.`•.��\\ ,: 1, 11 l\ III l l_/, \ n//41 - _° TURF: 0.51 AC. `II�ItII,r )\ II Illlll ,u. y 'y/ Ill �lI �Mzl IIr :l '.'. p d'\` /i J / \• I / _ - \\ / \ 1 /' ,,° f t\ t♦ 1'/ ( i \\�ll I,/° o �` , r i I WOODS: 0.00 AC. 1\\lui - - if// B� J j1111Ir ��,i- J \ i I / •• _ - _ • \/J f N. 1 SWIM A < r 58 � � / - , = � ` / 't. ` ,r \ I Tip: 6.9 ten`/\IIIIII-- , ~y ( /� III rd � /i .r !'✓ s '\ --_ \ - \ � -'nr w I ) (1 � 1 / / t \'� ,` - r .� ^I ) DbWN�TREAM $TORMTECH / / / y / I�I11,\Q\ 1 ( r /f , p, / / � r r r`.1 \ / �� . - °.• ,. � .� -m - .� ,. c „ , \ `�� _�_ / / / - � ,��f I I ��r{ � / _ / r/ \III r/ ' / u \\�-i,� ^J)fll Ifll� IIIIII ; I l r♦/ �' _r/ /� f � .0 11(�y / ( ♦ .. t� / . , _ _ .- ,•• r. , / !/ \ ^ FILTER CREDIT EXCLUDED FROM � II II (� 493 r I IIN\ 1�1 P11 �' - L _.,,, - / ,' _... - //rr '' IIJ, \\ \ THIS PLAN AND TAKEN ON/In'\-Di��'f� IIIII(P </ I / �� \ ` "L \ , `� Ll_ I rA) //rx' a \ \\ _ LEt WP0202100022 AS DOWNSTREAM I \�� /[ \ 116! 1 I / q x ) I _ Lr � \ 4- (47�5 / • ` ` \ Z�N - - f ^ - OF BIORETENTION ; \ � • (.�; u r f ri/, )\ y >� \\\ ..r P(/ r /,r J/ , \ \ ` '. ''/t` L r'I- �LI� L� L ,L t ( \ I I �,/�� •.,i = - TOTAL: 0.44 AC. i p4i 0\ ,/r � IMPERVIOUS:0.28AC. \ �> VELOPED DRAINAGE AR / -ALLI-yyLr( I/ L\." \ /� °.!\ �^ p _ \ " r = _5� 7 �; \„ // SHEETFLOW 3 ON-1 /J ), .% ' L� LL L t LL'Y� -I - - _ L L \ \ [ T RF: 0.96 AC. rI / ✓ TOTAL: �h L y -^ DEVELOPED OFFSITE DRAINA� L 4 , \ .,Y- X - O - (^ /q J . / / • - L-. li E Ic L- _ \ i /• ' 1 / rL a / .r J \ ^ 49(7\ hJ `v 1 f ``` i '�t".r' i / .� IMPERVIOUS: 0.02 AC.'/ LL _ t ' AREA TO SWM A (1 OFF-1 1.L / _ '!r ) L LLL' 48- 0 0 9 lJ I c `• b TURF: 0.11 AC ' / �� ` / / / f / < r ,•.. = o � rd k• � / - (� � -LL TOTAL: 2.91 AC. (� LL1-��jL.tL• � �r �" \ _ 1)/ - / 'i/ r �� L N I � LPL ) \ Q' _ WOODS: 0.00 AC / / I f I �` I=� �L IMPERVIOUS: 0.56 AC. LL \ �_ _ _ \ OST-DEVELOPED DRAINAGE AREA.- ^ - _ + 419�\ \\ rl /��+r \J L�, d TURF: 0.00 AC. ° L/I' T / _ ( ) CN: 6 -C� VCLOPE 1 h- r ° � �T\ TO SWM B 2 ON-1 I \ n•) )i:/ /' / / ! C I '7 Ic.✓_L u / IL \ t _ _\ r_ . .\ \ r \ v \I I \\ \� ` _ .a P TC: 6. DRAINAGE AREA^ < ,L \1' �L WOODS: 2.35 AC. _ _ _` _ . _ (ONSITE, DETAINED) J \ ,, ,� I °, > _ - - r S / I )\ I �. <_^ �\ o� LL4l L\Lb� LLL _ - - - _.� - �ti©a` L `'r 1\ \ \ o � { (SHEETFLOW [ON- C ( \\,/ •'< 'f\. � / {L,L �_ _ \ _ TOTAL: 2.73 AC. n - - l r TOTAL: 0.17 AC.\I r \ ;_ ` < �.I� L� _ 7 r -` - r- i - \ems ` IMPERVIOUS: 2.24 AC. <1). u%�i1 .. f �I \{I��A \( c ! ice• _ IMPERVIOUS: 0.01 AC.. TURF: 0.49 AC. C \ \ j v . 1 \ \ Jf, \ 9 le 1 ' ♦ \ e \ LO. 4693 ^ J \, \ O / r ci/�r✓ / / / / ., �. .......: .. .:` r .' I \ \•\s � r � '✓C �[ � \ f / / y� •11\ `) \ ( ^ ` f �.° WOODS: 0.00 AC. ^ 1 � I TURF: 0.16 AC.� ,- � � < \ -a � I^ A / d` f \ \ � � •.r < r,,)y �r / r6J .a • � r � \ `., c \ \ ./e CN: 91 WOODS: Ar 1�jV� j(` / p w'` ` ) OO S 0 C oir t�h _ \ \"~ �\ \ \ 7 ['•'' f\\� r4''�_ ' I 00 \ 1 ��rrr\\,�(^✓Jt. �♦-�r �r II, /J PO e-o f�f //d '•'. / 1, 1 CN: 6 F /r \ \\, F_ e � '\ TSr: 6.0 13 _ ` \ = TC: 6.0 . ` 3R - ' dy pp \ \S \ i /� J ✓ r---^ - _' >� \ \ ( l \ <^ ' f /� '/ ' /1t'\ \ \ x c / //i _; �• r11 .-/,� / ° , .. i�V \ •\ a .: aJ,\ S" °/ t r ` \ Q �-. } % /I•"C �4 L j /\,' i _ ° _ l , -" \ ��"J J L c r p j \ / L.. \r = °�`� / �Ir `>�a "N . \ \ ,mac \ / I , / .T q , Ir / ' t x.. 4 j7 ♦ .�� \ �'`N�.PO T- �V LOPED DRAINAGE A1REA ' 1 - 1 C s „{ � 9At"lG � , 1 n. l •, / ` \I j r •. / .;wr,. ^, CI , N/ I - r r °- - t'1G y `•P 1 / o C^/ /i lc aJ\ / r _mac` ly ♦ , / Y iPr\ it \ / r\ N �� / \ ��j/'V `p \ /, < '� r 1 j` / _ a 1. o \ / ! ` a f / •✓ x / -/� 71.-� \ [ �� ,t �ti \ � -� - / ~� ,)13 ( ! �T ) / �° \ )..�'• o )•( ( l /�<� { \\t�l o. J: � \ n $ t! ;11b'�' Bryan D. Cichocki U lie. No. 53741 orb ��fv Ji M E O ul O N � N C > E a E w Lu <Nv3 Q LL Z3 p LL w0 O O W m, L m M d-i Voo Z -n O d M O ry C7w rv� (L v� 30'x U)) oJ a LL �� W � ur)i c ry Z O Fvako U) 0 > M uj uj a� � H I v DATE Of 912012022 0 } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE 1"=80' • • Ti Ti 06 ki Ti T\ 0 V , z i LL U I- z w O � L I..LJ LLI � w Z Ti ¢ CQC LLU) G w O Q 2 U 0 O 48 O U) �G p I D o �I0 v / JOB NO. 47036 SHEET NO. C6.0 c a z L WATER QUANTITY ANALYSIS POINT 2 WATER QUANTITY ANALYSIS POINT 1 DRAINAGE AREA ANALYSIS (PRE -DEVELOPED PRE AREA 1 ON-1 (ONSITE) AREA = 3.04 ACRES IMPERVIOUS = 0.00 ACRES TURF = 0.25 ACRES WOODED = 2.79 ACRES Tc = 8.6 MIN. Q (CFS) V (AC -FT) 1 YEAR 1.30 0.097 10 YEAR 8.21 PRE AREA 1 OFF-1 (OFFSITE) AREA = 2.16 ACRES IMPERVIOUS = 0.51 ACRES TURF = 0.00 ACRES WOODED = 1.65 ACRES Tc = 9.7 MIN. Q (CFS) 1 YEAR 2.24 10 YEAR 8.18 PRE AREA 1 OFF-2 (OFFSITE, DETAINED BY WP0201900062) AREA = 0.81 ACRES IMPERVIOUS = 0.04 ACRES TURF = 0.00 ACRES WOODED = 0.77 ACRES Tc = 9.5 MIN. Q (CFS) 1 YEAR 0.40 10 YEAR 2.30 COMBINED FLOW AT ANALYSIS POINT 1 Q (CFS) 1 YEAR 3.94 10 YEAR 18.70 DRAINAGE AREA ANALYSIS (POST -DEVELOPED POST AREA 1 ON-1 TO SWM A (ONSITE, DETAINED) AREA = 1.62 ACRES IMPERVIOUS = 1.32 ACRES TURF = 0.30 ACRES WOODED = 0.00 ACRES Tc = 6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 5.60 0.268 10 YEAR 11.48 POST AREA 1 OFF-1 TO SWM A (OFFSITE, DETAINED) AREA = 2.91 ACRES IMPERVIOUS = 0.56 ACRES TURF = 0.00 ACRES WOODED = 2.35 ACRES Tc=6.0MIN. Q (CFS) 1 YEAR 2.84 10 YEAR 10.97 POST AREA 1 ON-2 (ONSITE, UNDETAINED) AREA = 1.07 ACRES IMPERVIOUS = 0.26 ACRES TURF = 0.70 ACRES WOODED = 0.11 ACRES Tc = 6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 1.31 0.062 10 YEAR 4.48 COMBINED FLOW AT ANALYSIS POINT 1 Q (CFS) 1 YEAR 2.75 10 YEAR 18.31 CHANNEL PROTECTION (ENERGY BALANCE): QDEVELOPED < 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED + PRE OFFSITE (1 OFF-1 &2) QMAX (1-YR) < 0.80*(1.30 CFS * 0.097 AC -FT) / (0.336AC-FT) + 2.24 + 0.40 QMAX (1-YR) - 2.94 CFS QMAX (1-YR) = 2.75 CFS <_ 2.94 CFS OK FLOOD PROTECTION POST -DEVELOPED Q10 <_ PRE -DEVELOPED Q10 18.31 CFS <_ 18.70 CFS OK DRAINAGE AREA ANALYSIS (PRE -DEVELOPED PRE AREA 2 ON-1 (ONSITE) AREA = 4.27 ACRES IMPERVIOUS = 0.00 ACRES TURF = 0.63 ACRES WOODED = 3.64 ACRES Tc = 14.2 MIN. Q (CFS) V (AC -FT) 1 YEAR 1.32 0.133 10 YEAR 8.87 PRE AREA 2 OFF-1 (OFFSITE) AREA = 2.83 ACRES IMPERVIOUS = 1.53 ACRES TURF = 0.42 ACRES WOODED = 0.88 ACRES Tc = 8.3 MIN. Q (CFS) 1 YEAR 6.36 10 YEAR 15.96 PRE AREA 2 OFF-2 (OFFSITE, DETAINED BY WP0201900062) AREA = 3.09 ACRES IMPERVIOUS = 0.18 ACRES TURF = 0.00 ACRES WOODED = 2.91 ACRES Tc = 20.1 MIN. Q (CFS) 1 YEAR 0.99 10 YEAR 6.16 PRE AREA 2 OFF-3 (OFFSITE, DIVERTED BY WP0201900062) AREA = 0.76 ACRES IMPERVIOUS = 0.12 ACRES TURF = 0.00 ACRES WOODED = 0.64 ACRES Tc = 12.8 MIN. Q (CFS) 1 YEAR 0.52 10 YEAR 2.31 COMBINED FLOW AT ANALYSIS POINT 2: Q (CFS) 1 YEAR 8.35 10 YEAR 31.07 TOP WEIR WALL FOR LARGE STORM EVENT BYPASS ELEV. = 441.50 TOP OF CONTROL STRUCTURE ELEV. = 445.40' WEIR WALL IN CONTROL STRUCTURE _ _ _ _ _ _ _ _ _ 0 10 YEAR WSE 441.44' TOP OF 6" TALL 33" WIDE ORIFICE ELEV=437.65' 1 YEAR WSE 437.5T 5.5" ORIFICE IN WEIR WALL WITH DEBRIS CAGE INV 433.25' DEBRIS CAGE ELEV. DETAIL PROVIDED Ad d 433.25' ON SHEET6.2 a a BOTTOM OF STRUCTURE= 430.65' FILL STRUCTURE BEHIND a ° d' WEIR WALL WITH CONCRETE UP TO ELEVATION 433.25 (WITH SHAPING) STRUCTURE LID LOCATION WITH DUAL STEPS TO ACCESS BOTH SIDES OF WEIR WALL 24" OUT I 1 61. STORMTOECH 430.65 WEIR WALL FILL STRUCTURE BEHIND WEIR WALL WITH CONCRETE UP TO ELEVATION 433.25 (WITH SHAPING) 6" UNDERDRAIN 24" FROM STORMTECH CONTROL STRUCTURE DETAIL TOP WEIR WALL FOR LARGE DRAINAGE AREA ANALYSIS (POST -DEVELOPED) STORM EVENT BYPASS FI F\/ = d59 d(1 POST AREA 2 ON-1 TO SWM B (ONSITE, DETAINED) AREA = 2.73 ACRES IMPERVIOUS = 2.24 ACRES TURF = 0.49 ACRES WOODED = 0.00 ACRES Tc = 6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 9.43 0.452 10 YEAR 19.34 POST AREA 2 ON-2 TO SWM B (ONSITE, DETAINED FOR WP0202100022) AREA = 1.34 ACRES IMPERVIOUS = 0.83 ACRES TURF = 0.51 ACRES 10" WIDE ORIFICE ELEV=449.65' WEIR WALL IN CONTROL STRUCTURE WOODED = 0.00 ACRES DEBRIS CAGE Tc = 6.0 MIN. DETAIL PROVIDED ON SHEET 6.2 Q (CFS) V (AC -FT) 1 YEAR 3.52 0.163 10 YEAR 8.35 STRUCTURE LID LOCATION WITH DUAL STEPS TO ACCESS BOTH 10" OUT 446.66 COMBINED INFLOW TO SWM B: SIDES OF WIER WALL Q (CFS) V (AC -FT) 1 YEAR 12.95 0.615 10 YEAR 27.69 POST AREA 2 ON-3 (ONSITE, UNDETAINED) AREA = 0.51 ACRES TOP OF 30" TALL IMPERVIOUS = 0.07 ACRES 10" WIDE ORIFICE ELEV=449.65' TURF = 0.44 ACRES WOODED = 0.00 ACRES Tc = 6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 0.46 0.023 10 YEAR 1.85 PRE AREA 2 OFF-1 (OFFSITE, UNDETAINED & UNCHANGED) Q (CFS) 1 YEAR 6.36 10 YEAR 15.96 COMBINED PROPOSED FLOW AT ANALYSIS POINT 2: Q (CFS) 1 YEAR 8.05 10 YEAR 29.60 CHANNEL PROTECTION (ENERGY BALANCE): QDEVELOPED < 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED + PRE OFFSITE (2 OFF-1 ,2,3) QMAX (1-YR) < 0.80*(1.32 CFS * 0.133 AC -FT) / (0.638 AC -FT) + 6.36 + 0.99 + 0.52 QMAX (1-YR) < 8.09 CFS QMAX (1-YR) = 8.03 <_ 8.09 CFS OK FLOOD PROTECTION POST -DEVELOPED Q10 <_ PRE -DEVELOPED Q10 30.55 CFS <_ 31.07 CFS OK STORMWATER NARRATIVE THIS PROJECT INCLUDES THE CONSTRUCTION OF ONE (1) PRIVATE ROAD AND FOUR (4) ALLEYS, A RESIDENTIAL COMMUNITY, AND ASSOCIATED UTILITIES AND LANDSCAPING. ENERGY BALANCE REQUIREMENTS AND FLOOD PROTECTION REQUIREMENTS FOR THE 10-YEAR STORM WILL BE MET THROUGH THE USE OF ONE STORMTECH ISOLATOR ROW AND ONE UNDERGROUND STORAGE PIPE. NOTE THAT ALL STORM DRAIN, STORMWATER QUALITY, AND STORMWATER QUANTITY CALCULATIONS INCLUDE A TOTAL OF 0.82 ACRES OF ADDITIONAL IMPERVIOUS AREA (NOT SHOWN ON THESE PLANS) FOR FUTURE DEVELOPMENT. v v STRUCTURE ELEV. = 457.86' Bryan D. Cichocki �e 10 YEAR - Lie. No. 53741 452.35' q y��sSIONAL 1 YEAR WS 449.64' ELEV. FILTERING SYSTEM ORIFICE PLATE SEE DETAIL ON THIS SHEET 24" FROM 6' I.D. STORMTECH 6" UNDERDRAIN CONTROL STRUCTURE DETAIL FOR SWM B STORMTECH STEEL PLATE BOLTED TO STRUCTURE OVER 12" PIPE WITH WATER TIGHT MASTIC SEAL AROUND EDGES AND JOINTS 12" PIPE STEEL PLATE WITH RUST / RESISTANT FINISH 5.75" ORIFICE WITH DEBRIS CAGE INV 446.90' ORIFICE PLATE SECTION DETAIL - SWMB WATER QUANTITY ANALYSIS POINT 3 SHEETFLOW DRAINAGE AREA ANALYSIS (PRE -DEVELOPED) PRE AREA 3 ON-1 (ONSITE) AREA = 0.44 ACRES IMPERVIOUS = 0.00 ACRES TURF = 0.10 ACRES WOODED = 0.34 ACRES Tc=6.0MIN. Q (CFS) V (AC -FT) 1 YEAR 0.26 0.014 10 YEAR 1.35 DRAINAGE AREA ANALYSIS (POST -DEVELOPED POST AREA 3 ON-1 (ONSITE) AREA = 0.13 ACRES IMPERVIOUS = 0.02 ACRES TURF = 0.11 ACRES WOODED = 0.00 ACRES Tc = 6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 0.13 0.006 10 YEAR 0.49 POST AREA 3 IS SHEET FLOW WITH DECREASES IN PEAK RATES AND VOLUME. AS SUCH NO WATER QUANTITY MEASURES ARE REQUIRED FOR THIS AREA PER 9VAC25-870-66.D N z 0 f f z O K U Ln IOU0 z O Ln > w DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 1� W O r-I � z � O V / a U U Q O;6 J w ~ co_j z Q CWC L G w m W 1� Q Vn LL ui z � 7- Ca \` /r = G O T U i w Q 0 O O O U) I O V/ 1OB NO. 47036 SHEET NO. C6.1 s L FOR SWM A STORMTECH STORMWATER QUALITY ANALYSIS SITE DATA POST -DEVELOPED PROJECT AREA FOREST/OPEN SPACE = 0.00 ACRES MANAGED TURF = 2.71 ACRES IMPERVIOUS COVER = 4.78 ACRES POST DEVELOPMENT LOAD (TP) = 11.59 LB/YR TOTAL LOAD REDUCTION REQUIRED = 8.52 LB/YR TOTAL LOAD REDUCTION ACHIEVED = 6.67 LB/YR REMAINING TP LOAD REDUCTION REQUIRED = 1.85 LB/YR *OFFSITE AREAS ARE BEING TREATED BY SWM A, PROVIDING AN ADDITIONAL TP LOAD REDUCTION OF 0.63 LB/YR. FINAL TP LOAD REDUCTION REQUIRED = 1.22 LB/YR *REMAINING TP LOAD REDUCTION TO BE ADDRESSED WITH THE PURCHASE OF NUTRIENT CREDITS. REFER TO THE CALCULATION BOOK FOR FURTHER INFORMATION. ECOSYSTEM SERVICES, LLC 1739 Allied Street, Suite A Charlottesville, VA 22903 " 540.578.4296 www eeosystemaervices us ion(olecosysteraservices.us September 11, 2021 Matt Denhard Project Engineer Timmons Group 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 RE: Nutrient Offset Credit -Credit Availability Letter' Southwood Redevelopment Blocks 9-11 Project ProjectAddress: 538 HickoryStreet, Charlottesville VA 22902 Project TMP: 090AI-00-00-001DO Project HUC: 02080204 Bank HUC: 02080204 Bank Address: 1705 Lambs Road, Charlottesville, VA 22901 Dear Matt, I We appreciate the opportunity to provide a credit availability letter for 1.22 pounds of phosphorus for the above referenced project. This letter is to certify that as of today, September 21, 2021, Ivy Creek Nutrient Bank has 127.11 pounds of phosphorus (TP), 195.71 pounds of nitrogen (TN), and 40,082.48 pounds of TSS available for transfer to those entities requiring offsets in accordance with the Chesapeake Bay Watershed Nutrient Credit Exchange Program (VA Code § 62.1-44.19:14 et seq.). Those offsets are also transferable in accordance with the Virginia stormwater offset program (VA Code § 62.1-44.15:35) and the Virginia Soil and Water Conservation Board's Guidance Document on Stormwater Nonpoint Nutrient Offsets approved on July 23, 2009, to those regulated entities qualifying for nutrient credits. We can certainly accommodate your needs and could offer to fulfil the order of 1.22 pounds of phosphorus. Please feel free to contact us with any questions. I hope we have the opportunity to work together on this project. Sincerely, Ecosystem Services, LLC By: kA��..`` - Jonathan R. Roller, AOSE PSS CNMP Manager -Authorized Representative Mesh removed for clarity (See table below for mesh details) Top 4s°, 5� n ,b� Side beTJ 9o* \ ,� See Plate �45B-6 1'-6" for Concrete 1 ® Apron 6" ti O T 1'-6" 8" thick conere apron extending " •° entire width of s the structure -.j 1'-8" 5' (min) Trash Rack - Riser Mesh Details Isometric View Component � Trash Rack Width+ Frame Angle Iron Bottom Flat Steel Woven/Welded Wire Mesh Steel Rod for Grate UP to 36" 1%"X11/8"W4" 1ily"W4" h" between 36"-60" 2"X2"Xl/4" 2" W4" %"80" and larger 3«X30X%" 3"1Caia" e/g" :el Min. Mesh Opening Size Low Flow -See BMP-See 6-1604.8B, 8C 6-1604.813, 8C 4" 1« Trash Rack General Notes: Additional Notes - 3' minimum trash rack width is required where available. Trash Racks 60" and wider: - Trash rack/mounting components to be - Large trash racks may be painted with Hot -dip galvanized. dark anti -corrosive paint, in lieu of - All mounting hardware to be stainless steel galvanizing. and threads to be coated is anti-sfeze. - Additional structural reinforcements to be - Minimum I/2 " x 3 " mounting bolts to be added to trash rack frame as deemed used for trash rack. necessary to support all anticipated loads. - Trash racks to be mounted using top hinge or - A 3' x 3' (min) access door with locking side pin connection as per details shown in Plate mechanism to be installed on front face. 4511-6. All hinged/pinned trash racks to have locking mechanism. Mechanism to be installed Trash Racks mounted on Headwalls: on the upper half to minimize potential to _ In case of apace restrictions at headwalls, become inaccessible due to submergence under water/sediment. use 2' min width of trash rack. - Mesh opening size to be % of the - Add wire mesh on the back of trash rack diameter/width of orifice being protected, but to the top of headwall as shown in Plate 45B-6. not smaller than minimum mesh opening size provided in table above. LOW FLOW ORIFICE DEBRIS CAGE DETAIL NO SCALE DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 f 2011 BMP Standards and Specifications O 2013 Draft BMP Standards and Specifications Project Name: Date: Southwood Blocks 9-11 7/15/2021 BMP Design Specifications List: 2013 Draft Stds & Specs Site Information Post -Development Project (Treatment Volume and Loads) Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space ( acres) -- undisturbed, 0.00 protected forest/open sace or reforested Managed Turf (acres) -- disturbed, graded for yardsorother turf tobe 2.71 2.71 Impervious Cover (acres) 4.78 4.78 7.49 Constants Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 Total Phosphorus (TP) EMC (mg/L) 0.26 Total Nitrogen (TN) EMC (mg/L) 1.86 Target TP Load (Ib/acre/yr) 0.41 Pj (unitless correction factor) 0.90 Land Cover Summary Forest/Open Space Cover (acres) 0.00 Weighted Rv (forest) 0.00 % Forest 0% Managed Turf Cover (acres) 2.71 Weighted Rv (turf) 0.20 % Managed Turf 36% Impervious Cover (acres) 4.78 Rv (impervious) 0.95 % Impervious 64% Site Area (acres) 7.49 Site Rv 0.68 Runoff Coefficients (Rv) A Soils B Soils C Soils D Soils Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Treatment Volume and Nutrient Loads Treatment Volume 0.4236 (acre-ft) Treatment Volume (cubic feet) 18,451 TP Load (lb/yr) 11.59 TN Load (lb/yr) 82.93 Informational PurilosesOnl Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (ac IMPERVIOUS COVER (ac IMPERVIOUS COVER TREATED (ac MANAGED TURF AREA (ac MANAGED TURF AREA TREATED (ac AREA CHECK D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK 0.00 0.00 0.00 0.00 1 0.00 OK. 1.25 2.94 0.00 0.00 0.00 OK. 1.25 2.94 0.00 0.00 0.00 OK. 0.27 1.06 0.00 0.00 0.00 OK. 0.27 1.06 0.00 0.00 0.00 OK. OK. OK. OK, Site Treatment Volume (ft3) ls,asl Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (ft3 TP LOAD AVAILABLE FOR REMOVAL (lb/yr TP LOAD REDUCTION ACHIEVED (lb/yr TP LOAD REMAINING (lb/yr �� t tt t tt t tt �� t tt t tt t tt NITROGEN LOAD REDUCTION ACHIEVED (lb/yr)ll 0.00 0.00 0.00 11 0.00 11 0.00 1 0.00 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (lb/yr) 11.59 TP LOAD REDUCTION REQUIRED (lb/yr) 8.52 TP LOAD REDUCTION ACHIEVED (lb/yr) 6.67 TP LOAD REMAINING (lb/yr): 4.92 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 1.85 OFF -SITE TP REDUCTION (Ib/yr): 0.63 Total Nitrogen (For Information Purposes) 1.22 (REFER TO CALCULATION BOOK FOR FURTHER DETAILS) POST -DEVELOPMENT LOAD (lb/yr) 82.93 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 0.00 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 82.93 data input cells constant values calculation cells DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: Southwood Blocks 9-11 Date: 44392 Total Rainfall = 43 inches Site Land Cover Summary Update Summary Sheet Ptn}Preview PrinT A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 2.71 0.00 0.00 2.71 36 Impervious Cover (acres) 0.00 4.78 0.00 1 0.00 4.78 64 7A9 100 Site Tv and Land Cover Nutrient Loads Site Rv 0.68 Treatment Volume (ft) 18,451 TP Load (lb/yr) 11.59 7N Load (Ib/yr) 82.93 Total TP Load Reduction Required Ifs r 9.52 Site Compliance Summary Total Runoff Volume Reduction (fta) 0 Total TP Load Reduction Achieved (lb/yr) 6.67 Total TN Load Reduction Achieved O.OD (lb/yr) Remaining Post Development TP Load (lb/yr) 4.92 Remaining TP Load Reduction (lb/yr) 1.85 Required Drainage Area Summary D.A. A D.A. B D.A. C DA D D.A. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf (acres) 0.27 1.06 0.00 0.00 0.00 1.33 Impervious Cover (acres) 1.25 2.94 0.00 0.00 0.00 4.19 Total Area (acres) 1.52 4.00 OAO ODO 0.00 5.52 Drainage Area Compliance Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total 7P Load Reduced (lb/yr) 1 1.47 5.20 0.00 0.00 0.00 6.67 TN Load Reduced (lb/yr) 0.00 0.00 0.00 0.00 0.00 0.00 Drainage Area A Summary Land Cover Summary A Soils BSoils CSoils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 D Managed Turf (acres) 0.DO 0.27 0.00 0.00 0.27 18 Impervious Cover (acres) 0.00 1.25 0.00 0.00 1.25 82 1.52 BMP Selections Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit 3 Volume (k) Upstream Load to Practice (16/yr) pb/yr) Treatment to be (acres) Area (acres) Practices(lbs) (Ibs) Employed 14.a. Manufactured Treatment Device - 0.27 1.25 4,506.65 0.00 2.83 0.57 2.26 14.b. MTD- Filtering Hydrodynamic 14.b. Manufactured Treatment Device - Filtering 4,506.65 216 0.00 0.91 1.36 None Total Impervious Cover Treated (acres) 1.25 Total Turf Area Treated (acres) 0.27 Total TP Load Reduction Achieved in D.A.(lb/yr) 1.47 Total TN Load Reduction Achieved in O.OD D.A. (Ib/yr) Drainage Area B Summary Land Cover Summary A Soils BSoils CSoils DSoils Total %oi Total Forest/Open (acres) 0.DO 0.00 0.00 0.00 0.00 D Managed Turf (acres) 0.DO 1.06 0.00 1 0.00 1.06 27 Impervious Cover (acres) 0.00 2.94 0.00 1 0.00 2.94 74 4.00 BMP Selections Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit 3 Volume (ft) Upstream Load to Practice (lb/yr) (Ib/yr) Treatment to be (acres) Area (acres) Practices (Ibs) (Ibs) Employed 14.a. Manufactured Treatment Device - Hydrodynamic 1.06 2.94 10,908.15 0.00 6.85 1.37 5.48 14.b. MTD- Filtering 14.b. Manufactured Treatment Device- 10,908.15 5.48 0.00 2.19 3.29 14.c. MITI) -Generic littering 14.c. Manufactured Treatment Device- 10,908.15 3.29 0.00 1.64 1.64 Generic Total Impervious Cover Treated (acres) 2.94 Total Turf Area Treated (acres) 1.06 Total TP Load Reduction Achieved in D.A. (Ib/yr) 5.20 Total TN Load Reduction Achieved in D.A. (lb/yr) 0.00 Plan Number VRRM Total Area Phosphorus Reduction Required Phosphorus Reduction Provided Credits Purchased % Phosphorus Treated onsite WP0201900062 21.58 9.77 8.52 1.25 87.21% WP0202100004* 7.49 8.52 6.67 1.22 78.29% Offsite WP0202100004 2.91 0.18 0.63 0 350.00% WP0202100022 (Block 11) 1.27 1.5 0.66 0.84 44.00% WP0202100022 (Block 12) 2.84 3.48 2.7 1 0.79 77.59% WP0202100038 4.88 4.5 3.07 1.43 68.22% Village 3, 4 & 5 24.24 24.01 17.98 6.03 74.89% Total 65.21 51.96 40.23 4.1 77.42% 'NOTE: WP0202100004 REQUIRES 1.85 TP CREDITS. HOWEVER, OFFSITE TREATMENT WPP0202100004 PROVIDES 0.63 OF TP REDUCTION, WHICH RESULTS IN A TOTAL CREDIT PURCHASE OF 1.22 FOR WP0202100004. REFER TO THE CALCULATION BOOK FOR FURTHER INFORMATION. Ol y.'v Bryan D. Cichocki lac. No. 53741 y��`SSIONAL��s N Z 0 f f Z O K U n w 0 Z O to > w K DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 1OB NO. 47036 SHEET NO. 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THIS DRAWING PREPARED AT THE YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com o z 0 SOUTHWOOD PHASE 1 _ BLOCKS 9 10 & 11 ti n = m o DATE REVISION DESCRIPTION 3 0 3 C7 m V m = I -I n [mi C)) 'b o 0 W z O� o COUNTY OF ALBEMARLE, VA m no o = o = Z o STORMWATER SUMMARY PLAN o o N These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. vI gI6 TH o ROUTE PROJECT Southwood Blocks 9-11 DESIGNER: MD DATE 9/23/2022 CHECKED: UNITS :NGLISH Bryan D. Cichocki �1 U lie. Noo..53741 LD-229 PROJECT: Southwood9-11 Designed by: MD STORM SEWER DESIGN COMPUTATIONS LOCATION: Albemarle County o��SSIONAL COUNTY: Charlottesville Checked by: Nli STORM FREQUENCY 10 UNITS ENGLISH M E O O rn u N ei N C > E w a E Li N v 3 Q LL o 3 p LL 0 wO `mom 0 W L M d� U00 Z -n O a N C7w N� n w 30'x VV) W oa �w <n i c ry Z Fvauo O c r 0 ON N N W M of a� o w uo F- U K O 7 O K S H w > w W F_ = Q Q Z O v DATE 912012022 O } DRAWN BY M. DENHARD 1 IF• DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE • N/A LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS • Checked: INCIDENCE PROBABILITY 10 YearCL O 1� T\ V 'A Z w/ U o_ Ii Q a � J' � w LU a U 'wa m U rl a IL o w UJ J Z 7 a=- 0 U 06 2 ^w LL O O 2 O Q JOB NO. 47036 SHEET NO. C6.4 Il�l[.EL Sag Inlets Only � 122 DI-3B 8.000 0.650 U.9U 0.585 Back/Lt. O.000RI 0.180 0.35 0.063 Back/Lt. 0.648 4 2.592 0 0.0020 0.0208 12.476 2.000 0.16031 0.0833 4.00981 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 2.592 0.0020 8 2.592 2534 0.166 0.333 0.498498 4.534 ]0.152 T>8.Oft 126 DI-3H 8.000 0.630 0.90 0.567 Baclr/Lt. O.000RI 0.120 0.35 0.042 Back/Lt. 0.609 4 2.436 0 0.0100 0.0208 8.437 2.000 0.23705 0.0833 4.00A81 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 2.436 0.0100 8 2.436 2.431 0.166 0.333 0.498498 4.431 9.741 T > 8.0 ft 128 DI-1 2.000 0.010 0.90 0.009 Back/Lt. O.000RI 0.010 0.35 0.0035 Back/Lt. 0.013 4 0.052 0 0.0100 0.0208 0.955 2.000 2.09424 0.0833 4.00981 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 0.052 0.0100 2.000 2 0.052 0.275 0.166 4.274 1.101 Wefr Flow 130 DI-1 2.000 0.010 0.90 0.009 Back/Lt. O.000RI O.OlO 0.35 0.0035 Back/Lt. 0.013 4 0.052 0 0.0100 0.0208 0955 2.000 2.09124 0.0833 4.00481 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 0.052 0.0100 2.000 2 0.052 0.275 0.166 4.274 1.101 Weir Flow 132 DI-1 2.000 0.040 0.90 0.036 Back/Lt. O.000RI 0.030 0.35 0.0105 Back/Lt. 0.047 4 0.188 0 0.0100 0.0208 1.545 2.000 1.2945 0.0833 4.00A81 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. O.L88 0.0100 2.000 2 0.188 U.647 0.166 4.647 2.594 Weir Flow 208 DI-3C 6.000 0.200 0.90 0.18 Back/Lt. O.000RI 0.050 0.35 0.0175 Back/Lt. O.198 4 0.792 0 0.0300 0.0200 2.639 2.000 0.75786 0.0833 4.165 3.52 Back/Lt. 0 4 0 0 Ahead/Rt. 0792 0.0300 6 0.792 1.304 0.160 0.333 0.48048 3.304 5.432 Weir Flow 210 DI-3B 4.000 0.030 0.90 0.027 Back/Lt. O.000RI 0.010 0.35 0.0035 Back/Lt. 0.031 4 0.124 0 0.0020 0.0208 1.787 2.000 1.11919 0.0833 4.00481 3.50 Back2t. 0 4 0 0 Ahead/Rt. 0.124 0.0020 4 0.124 0.442 0.166 0.333 0.498498 2.442 1.772 Weir Flow 212 DI-3B 8.000 0.210 0.90 0.189 O.000RI 0.080 0.35 0.028 0.2I7 4 0.868 0.079 0.947 0.0600 0.0200 2.101 2.000 0.95I93 0.0833 4.I65 1.000 3.52 0.1466 0.1666 9.182 8.000 0.871 0.975 0.923 0.024 2.023 214 DI-3B 6.000 0.200 0.90 0.18 ORIG[-IT 0.080 0.35 0.028 0.208 4 0.832 0 0.832 0.0500 0.0200 L995 2.000 1.00251 0.0833 4.I65 1.000 3.52 0.1466 0.1666 8.233 6.000 0.729 0.904 0.753 0.079 1.995 216 DI-3B 8.000 0.190 0.90 0.171 ORIQ-IT 0.030 0.35 0.0105 0.182 4 0.728 0.141 0.869 0.0500 0.0200 2,117 2.000 0.94473 0.0833 4.I65 L000 3.52 0.1466 0.1666 8.386 8.000 0.954 0.996 0866 0.003 2.027 218 DI-3B 6.000 0.050 0.90 0.054 ORICd-IT 0.020 0.35 0.007 0.061 4 0.244 O.OIS 0.259 0.0400 0.0200 L344 2.000 1.4881 0.0833 4.165 L000 3.52 0.1466 0.1666 4.717 6.000 1.272 1.000 0.259 0.000 1.343 220 DI-3B 4.000 0.070 0.90 0.063 ORIGHT 0.010 0.35 0.0035 0.067 4 0.268 0.025 0.293 0.0400 0.0200 L407 2.000 IA2I46 0.0833 4.165 L000 3.52 0.1466 0.1666 4.968 4.000 0.805 0.947 0.278 0.015 1.407 222 DI-1 L250 0.070 0.90 0.063 BsaldLt. O.000RI 0.080 0.35 0.028 Back/Lt, 0091 4 0.364 0 0.021I 0.0500 1.721 2000 I.16212 00833 L666 2.80 Back/Lt, 0 4 0 0 Ahead/Rt. 0364 0.0211 1250 1.25 0.364 1.875 0.400 5.124 3.124 Weu Flow 223B DI-3B 4.000 0.060 0.90 0.054 ORIG[Tr O.OlO 0.35 0.0035 0.058 4 0.232 OIOI 0.333 0.0400 0.0208 1.476 2.000 1.35501 0.0833 4.00481 10(q 3.50 0.1458 0.1666 5.242 4.000 0.763 0.925 0.308 0.025 1.476 224 DI-3H 6.000 0.190 0.90 0.171 O.000Ri 0.050 0.35 0.0175 O.189 4 0.756 0.357 LII3 00300 00200 3.757 2.000 0.53234 00833 4165 0.962 3.52 0.1466 0.1611 &147 6.000 0.736 0.909 1.012 0.101 2.421 226 DI-3B 6.000 0.240 0.90 0.216 ORICdiT 0.140 0.35 0.049 0.265 4 1.06 0.731 1.791 0.0300 0.0400 3.828 2.000 0.52247 0.0833 2.0825 0.916 3.04 0.1266 0.1560 10.139 6.000 0.592 0.801 1.434 0.357 2877 228 DI-1 2.500 1.020 0.73 0.7446 O.000RIQIT 0.745 4 2.98 0 2.980 0.0300 0.0200 7.238 2.000 0.27632 0.0833 4165 0.737 3.52 0.1466 0.1281 14.132 2.5(10 0.177 0.755 2.244 0.731 3.256 230 DI-3B 2.000 0.140 0.90 0.126 O.000RI 0.040 0.35 0.014 0.14 4 0.56 0 0.560 0.0100 0.0208 3.254 2.00D 0.61463 0.0833 4.00481 0.981 3.50 0.1458 0.1639 4.345 2000 0.460 0.983 0.551 0.009 2.312 234 DI-3B 8.000 0.570 0.90 O.Sl3 Back/Lt. O.000RI 0. 120 0.35 0.012 Back/Lt. 0.555 4 2.22 0.003 0.020D 0.0250 6.072 2.000 0.32938 0.0833 3.332 3.40 Back/Lt. 0 4 0 0 Ahead/Rt. 2.223 0.0200 8 2.223 2.287 0.200 0.333 0.600601 4.287 7.624 Weir Flow 236 DI-1 L000 0.002 0.90 0.0018 Back/Lt. O.000RI 0.008 0.35 0.0028 Bacic/Lt. 0.005 4 0.02 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.020 0.001 1.000 1 0.020 0.315 T > 8.0 ft 238 DI-1 L000 O.OlO 0.90 0.009 Back/Lt. O.000RI 0.030 0.35 0.0105 Back/Lt. 0.02 4 0.08 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.080 0.001 1.000 1 0.080 0.793 T > 8.0 ft 240 DI-1 L000 0.020 0.90 0.018 Back/Lt. O.000RI 0.050 0.35 0.0175 Back/Lt. 0.036 4 0.144 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.144 0.001 L000 1 0.144 1.166 Weir Flow PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF INVERT ELEVATION LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia Or Span/Rise) In. (14) SHAPE Number of Pipes Capacity CFS (IS) Friction Slope Ft./Ft. NORMAL FLOW FLOW TIME INCRE- COUMU MINT -LATED REMARKS Minutes Minutes (17) (17) (IS) INCRE-ACCUM- MENT (5) ULATID (6) Lateral CFS TotalQ CFS (9) UPPER END (LO) LOWER END (LL) Depth of Flow, do Ft Armor Flow, An SgFt Hm Ft. Vn Ft/Sec (16) En Ft. REFERENCE (I) STA. REFERENCE (2) STA. 101 102 100 0.00 0.00 0.00 5.69 6.54 0.00 14.77 426.08 426.01 12.70 0.00551 24 Circular I 18.19 0.00380 1.37 2.29 0.59 6.45 2.01 0.03 5.73 103 104 102 0.00 0.00 0.00 5.52 6.33 0.00 14.77 426.31 426.18 25.72 0.00505 24 Circular 1 17.42 0.00380 1.41 2.37 0.59 6.22 2.02 0.07 5.59 103A 104A 104 0.00 0.00 0.00 5.41 0.00 0.00 14.77 427.76 426.31 67.86 0.02137 24 Circular 1 33.07 0.00440 0.94 1.44 0.48 1Q23 2.56 0.11 5.52 105 108 104A 0.00 0.00 0.00 5.02 6.54 0.00 14.77 429.77 427.86 191.16 0.00999 24 Circular I 24.50 0.00380 1.12 1.81 0.54 8.16 2.15 0.39 5.41 109 SWMA OFT 108 0.00 0.00 0.00 5.00 0.00 1477 430.65 427.79 23.46 012191 24 Circular I 85.57 0.00380 0.56 0.72 0.32 20.40 7.02 0.02 5.02 111 112 SWMA_IN 0.00 0.00 0.98 7.11 5.92 0.00 16.23 436.63 436.46 18.14 0.00937 21 Circular 1 ]6.62 0.00930 1.40 2.06 0.53 7.87 2.36 0.04 7.14 113 114 112 0.00 0.00 0.66 6.44 0.00 0.00 13.62 438.63 436.63 200.31 0.00998 21 Circular 1 17.15 0.00660 1.18 1.72 0.51 7.91 2.15 0.42 6.86 121 122 SWMA_IN 0.42 0.80 0.33 0.33 5.00 6.54 0.00 2.19 438.00 437.72 5.58 0.05018 12 Circular 1 8.65 0.00340 0.34 0.24 0.19 9.18 1.65 0.01 5.01 123 124 114 0.00 0.00 0.00 5.04 6.53 0.00 10.97 445.26 439.49 96.20 0.05998 15 Circular 1 17.14 0.02560 0.73 0.74 034 ]4.82 4.14 0.11 5.15 125 EX 1 124 0.00 0.00 0.00 5.00 0.00 0.00 10.97 448.80 446.69 38.91 0.05423 IS Circular 1 16.30 0.02560 075 0.77 035 14.25 3.90 0.05 5.05 125A 126 114 0.75 0.81 0.61 0.66 6.31 0.00 0.00 3.29 441.15 440.06 54.68 0.01993 IS Circular 1 ]6.07 0.00090 0.46 0.46 0.26 7.14 1.25 0.13 6.44 127 128 126 0.00 0.00 0.05 6.19 0.00 0.00 035 441.67 441.38 23.07 0.01257 12 Circular I 4.33 0.00010 0.19 0.11 0.12 3.32 0.36 0.12 6.31 129 130 128 0.01 0.70 0.01 0.05 5.98 6.24 0.00 0.35 442.30 441.77 42.15 0.01257 12 Circular I 4.33 0.00010 0.19 0.11 0.12 332 0.36 0.21 6.19 131 132 130 0.07 0.67 0.05 0.05 5.00 6.54 0.00 0.00 448.82 442.73 191.81 0.03175 8 Circular 1 233 0.00060 0.16 0.07 0.10 4.64 0.50 0.69 5.69 201 202 200 0.00 0.00 0.00 5.19 6.48 0.00 14.08 445.00 444.77 18.26 0.01260 30 Circular 1 49.88 0.00100 0.91 1.61 0.50 8.74 2.09 Q_04 5.23 203 203A 202 0.00 0.00 0.00 5.05 6.52 0.00 14.08 445.58 445.10 48.15 0.00997 30 Circular 1 44.37 0.00100 0.97 1.76 0.52 8.02 1.97 0.10 5.15 203B 204 203A 0.00 0.00 0.00 5.02 5.04 0.00 14.08 445.86 445.69 16.72 0.01017 30 Circular 1 44.81 0.00100 0.96 1.74 0.52 8.08 1.98 0.03 5.05 205 SWMB OU 204 0.00 0.00 0.00 5.00 0.00 14.08 446.00 445.96 7.38 0.00542 24 Circular I 18.04 0.00340 133 222 0.58 6.35 1.96 0.02 5.02 206A 206B SWMB_ INLET OR JUNCTION STA. INVERT a. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE aEV. W1. PIPE Do (hlmn) DESIGN gSCH. Qo (CFS/CMS) LENGTH PIPE Lo (Ff/N1) FRICTION SLOPE, Sfo (FT/Ff) (NYN1) FRICTION LOSS Elf (Ff/N1) JUNCTION LOSS SURFACE FLOW Adj. Ftt 1.3 Ht (Ft/Nl) Inlet Shaping? Y/N 0.5 Ht (Ft/fvl) FINAL H (Ft/fvl) Inlet Water Surface Elevation Top of fv&i Top of Inlet Bev. APPROX. Adjustment? Vo Contr. Ho (Ff/N� Vi Vi7J2g Hi (Expo) 0.35'N14X. (VOJ2g) SKEW Angle K fiend H (Ff/Nl) Sum HL (Ft/Nl) (1) (2) (3) (4) (5) (6) Q) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) SWMA_IN 441.690 112 436.460 1.75 441.690 21 16231 18.14 0.00935 0.170 7.874 0.241 7.911 0.972 0.340 0.0 0.00 0.000 0.581 0.000 0.581 YES 0.290 0.460 442.150 445.710 O.K. 114 436.630 1.75 442.150 21 13.624 200.31 0.00659 1.319 7.911 0.243 14.816 3.409 1.193 0.0 0.00 0.000 1.436 0.000 1.436 YES 0.718 2.037 444.187 449.250 O.K. 124 439.490 1.25 444.187 15 10.970 9620 0.02569 2.471 14.816 0.852 14246 3.151 1.103 0.0 0.00 0.000 1.955 0.000 1.955 YES 0.978 3.449 447.636 456.010 O.K. EX1 446.690 125 447.690 15 10.970 38.91 0.02569 0.999 14.246 0.788 0.000 0.000 0.000 0.0 0.00 0.000 0.788 0.000 0.788 YES 0.394 1.393 449.551 456.640 O.K. 122 437.720 1.00 441.690 12 2.185 5.58 0.00335 0.019 9.179 0.327 0.000 0.000 0.000 0.0 0.00 0.000 0.327 2.185 0.425 YES 0.213 0.231 441.921 442.370 O.K. 126 440.060 1.50 444.187 18 3286 54.68 0.00087 0.048 7.144 0.198 3.318 0.171 0.060 0.0 0.00 0.000 0.258 0.000 0.258 YES 0.129 0.177 444.364 449.290 O.K. 128 441.380 1.00 444.364 12 0.351 23.07 0.00009 0.002 3.318 0.043 3.318 0.171 0.060 0.0 0.00 0.000 0.103 0.000 0.103 YES 0.051 0.053 444.417 448.200 O.K. 130 441.770 1.00 444.417 12 0.351 42.15 0.00009 0.004 3.318 0.043 0.000 0.000 0.000 0.0 0.00 0.000 0.043 0.044 0.043 YES 0.021 0.025 444.442 448.900 O.K. 132 442.730 0.67 444.442 8 0.000 191.81 0.00000 0.000 4.638 0.084 0.000 0.000 0.000 0.0 0.00 0.000 0.084 0.307 0.109 YES 0.054 0.054 448.983 450.660 O.K. L NTH �F IV Bryan D. Cichocki 2Z LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG U - HYDRAULIC GRADE LINE ANALYSIS be. No. 53741 Checked: INCIDENCE PROBABILITY 10 Year 2�22 Y �SSIONALO1 M E O O u N � N C > E w a E y �w a`a3 Q LL o 3 p LL - wO `mom 0 W L M d- Voo z - n O a>oN (n W N d w 3 0 n tVlt w oR �w rni �N z Fv> O c U' .. y N W W M d �00 O W u 0 0 (D D 0 0 w > w w = Q Q 0 z O (n DATE of 912012022 0 } DRAWN BY M. DENHARD • DESIGNED BY • M.DENHARD • CHECKED BY B. CICHOCKI LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG • SCALE HYDRAULIC GRADE LINE ANALYSIS • N/A Checked: • INCIDENCE PROBABILITY 10 Year �JJ l� 06 1� TT\ rV V / U) Z w/ U o_ Ii Q a HYDRAULIC GRADE LINE ANALYSIS J Checked: LU J INCIDENCE PROBABILITY 10 Year Q U 'wa m U rl a tL O F F F I I I F - F F 0 v • z Z a=- O U 06 2 W a 1 0 O 1 O L L L L L L L I I L IL IL IL IL L L L L L L L -L-L-L-L L L IL JAL, JAL, JAL, JAL, JAL, L L L L L L L L L L 2 �O V/ JOB NO. 47036 SHEET NO. C6.5 INVERT INLET OR JUNCTION STA. d. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DA. PIPE Do (In/mm) DESIGN DISCH. Qo (CFS/CMS) LENGTH PIPE Lo (FUM) FRICTION SLOPE, Sfo (FT/FT) (UM) FPoCTION LOSS HF (FUM) JUNCTION LOSS SURFACE FLOW Adj. H 1.3 H (FUM) Inlet Shaping? Y/N 0.5 H[ (Fl/M) FINAL H (FUM) Inlet Water Surface Elevation Top of MH Top of Inlet Bev. APPROX. Adjustment? Vo Contr. Ho (R/M) Vi Vi"2/2g H (Expo) 0.35MP,X. (Vi2/2g) SKEW Angle K Bend H (RUM) Sum HL (Fl/M) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) S WM B_IN 452.350 206B 449.000 1.25 452.350 15 15.628 5.86 0.05213 0.305 19.600 1.491 13.691 2.911 1.019 0.0 0.00 0.000 2.510 0.000 2.510 YES 1255 1.561 453.911 460.130 O.K. 218 453.340 1.25 454.340 15 10.561 49.77 0.02381 1.185 13.691 0.728 13.035 2.638 0.923 0.0 0.00 0.000 1.651 0.388 1.651 YES 0.826 2.010 456.582 463.160 O.K. 220 455.930 1.25 456.930 15 10.173 64.36 0.02209 1.422 13.035 0.660 9.152 1.301 0.455 0.0 0.00 0.000 1.115 0.438 1.115 YES 0.557 1.979 459.589 466220 O.K. 223B 461.710 1.25 462.710 15 9.100 111.42 0.01768 1.969 9.152 0.325 8.952 1.244 0.436 0.0 0.00 0.000 0.761 0.374 0.761 YES 0.380 2.350 465.060 471.530 O.K. 224 464.040 1.25 465.060 15 7.824 41.88 0.01307 0.547 8.952 0.311 8.638 1.159 0.406 0.0 0.00 0.000 0.717 1.223 0.717 YES 0.358 0.906 465.965 472.400 O.K. 226 464.980 1.25 465.980 15 6.601 75.93 0.00930 0.706 8.638 0.290 7.647 0.908 0.318 0.0 0.00 0.000 0.607 1.727 0.790 YES 0.395 1.101 467.246 474.300 O.K. 228 466.600 1.25 467.600 15 4.874 41.06 0.00507 0.208 7.647 0227 0.000 0.000 0.000 0.0 0.00 0.000 0227 4.874 0.295 YES 0.148 0.356 467.964 474.990 O.K. 236 448.980 0.67 452.350 8 0.397 12.90 0.00096 0.012 4241 0.070 4.127 0.264 0.093 0.0 0.00 0.000 0.162 0.032 0.162 YES 0.081 0.094 452.444 453.640 O.K. 238 449.340 0.67 452.444 8 0.365 14.04 0.00081 0.011 4.127 0.066 4.493 0.313 0.110 0.0 0.00 0.000 0.176 0.129 0.229 YES 0.114 0.126 452.569 453.700 O.K. 240 449.720 0.67 452.569 8 0236 6028 0.00034 0.020 4.493 0.078 0.000 0.000 0.000 0.0 0.00 0.000 0.078 0236 0.102 YES 0.051 0.071 452.641 456.000 O.K. 234 447.000 1.25 452.350 15 3.631 75.81 0.00281 0.213 4.410 0.075 0.000 0.000 0.000 0.0 0.00 0.000 0.075 3.631 0.098 YES 0.049 0262 452.612 452.800 O.K. 208 454.000 1.25 455.000 15 5.390 42.95 0.00620 0.266 8.241 0.264 7.318 0.832 0291 0.0 0.00 0.000 0.555 1.262 0.721 YES 0.361 0.627 455.627 462.040 O.K. 210 454.960 1.25 455.960 15 4.128 50.50 0.00364 0.184 7.318 0208 6.578 0.672 0235 0.0 0.00 0.000 0.443 0.199 0.443 YES 0222 0.405 456.425 462.710 O.K. 212 455.940 1.25 456.940 15 2.763 66.49 0.00163 0.108 6.578 0.168 8.021 0.999 0.350 0.0 0.00 0.000 0.518 1.402 0.673 YES 0.336 0.445 457.568 465260 O.K. 214 460.580 1.00 461.380 12 1.361 122.40 0.00130 0.159 8.021 0250 0.000 0.000 0.000 0.0 0.00 0.000 0250 1.361 0.325 YES 0.162 0.321 466.968 472.650 O.K. 222 458.930 1.00 459.730 12 0.595 62.12 0.00025 0.015 5261 0.107 0.000 0.000 0.000 0.0 0.00 0.000 0.107 0.595 0.140 YES 0.070 0.085 460.992 469270 O.K. 230 464.040 1.00 465.060 12 0.916 37.97 0.00059 0.022 5.969 0.138 0.000 0.000 0.000 0.0 0.00 0.000 0.138 0.916 0.180 YES 0.090 0.112 465.430 472.060 O.K. 216 456.000 1.00 456.800 12 1.191 42.01 0.00100 0.042 5.680 0.125 0.000 0.000 0.000 0.0 0.00 0.000 0.125 1.191 0.163 YES 0.081 0.123 457.202 461.130 O.K. INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (h/mm) DESIGN DISCH. Qo (CFS/CMS) LENGTH PIPE Lo (FUM) FRICTION SLOPS Sfo (FT/FT) (twM) FRICTION LOSS HF (FUM) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 H (FUM) Inlet Shaping? Y/N 0.5 H (FVM) FINAL H (RIND Inlet Water Surface Bevation Top of MH Top of Inlet Bev. AR�RDX. Adjustment? Vo Contr. Ho (FUM) Vi Vi 2/2g H (Expo) 0.35*MAX. (Vf2/2g) SKEW Angle K Bend H (Fl/M) Sum HL (FUM) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) 100 428.420 102 426.010 2.00 428.420 24 14.770 12.70 0.00380 0.048 6.450 0.162 6.221 0.601 0210 0.0 0.00 0.000 0.372 0.000 0.372 YES 0.186 0.234 428.654 429.710 O.K. 104 426.180 2.00 428.654 24 14.770 25.72 0.00380 0.098 6.221 0.150 10.229 1.625 0.569 0.0 0.00 0.000 0.719 0.000 0.719 YES 0.359 0.457 429.111 431.570 O.K. 104A 426.310 2.00 429.111 24 14.770 67.86 0.00446 0.302 10.229 0.406 8.159 1.034 0.362 0.0 0.00 0.000 0.768 0.000 0.768 NO 0.768 1.070 430.182 434.060 O.K. 108 427.860 2.00 430.182 24 14.770 191.16 0.00380 0.726 8.159 0.258 20.395 6.459 2.261 0.0 0.00 0.000 2.519 0.000 2.519 YES 1.260 1.985 432.167 432.410 O.K. WMA_OU 427.790 2.00 432.167 24 14.770 23.46 0.00380 0.089 20.395 1.615 0.000 0.000 0.000 0.0 0.00 0.000 1.615 0.000 1.615 YES 0.807 0.896 433.063 ADJUST INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DtA. PIPE Do (hlmm) DESIGN DISCH Qo (CFSICMS) LENGTH PIPE Lo (FlIM) FRICTION SLOPE, Sfo (FT/FT) (M'M) FRICTION LOSS HF (RIM) JUNCTION LOSS SURFACE FLOW Adj. H[ 1.3 Ht (RUM) Inlet Shaping? Y/N 0.5 Ht (Fl/M) FINAL H (FUM) Inlet Water Surface Elevation Top of MH Top of Inlet Bev. APPROX. Adjustment? Vo N(F Vi Vi*2/2g Hi (Ex pn) 0.35*MAX. (Vi2/2g) SKEW Angle K Bend H (Ft/M) Sum HL (FUM) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) 200 447.170 202 444.770 2.50 447.170 30 14.080 18.26 0.00105 0.019 8.735 0.296 8.023 1.000 0.350 0.0 0.00 0.000 0.646 0.000 0.646 YES 0.323 0.342 447.512 452.860 O.K. 203A 445.100 2.50 447.512 30 14.080 48.15 0.00105 0.051 8.023 0250 8.082 1.014 0.355 0.0 0.00 0.000 0.605 0.000 0.605 YES 0.302 0.353 447.865 454.170 O.K. 204 445.690 2.50 447.865 30 14.080 16.72 0.00105 0.018 8.082 0.254 6.352 0.627 0.219 0.0 0.00 0.000 0.473 0.000 0.473 NO 0.473 0.490 448.356 456.800 O.K. WMB_OU 445.960 2.00 448.356 24 14.080 7.38 0.00345 0.025 6.352 0.157 0.000 0.000 0.000 0.0 0.00 0.000 0.157 0.000 0.157 YES 0.078 0.104 448.459 L_ PROJECT INFORMATION ENGINEERED JIM CLARK PRODUCT 24D-463-0124 MANAGER: JAMES.CLARK@ADS-PIPE.COM MIC14AEL GREEN ADS SALES REP: 304-240-0082 MICHAEL.GREEN@ADS-PIPE.COM PROJECT NO: S244525 Advanced Drainage Systems, Inc. SOUTHWOOD BLOCKS 9-11 CHARLOTTESVILLE, VA MC-7200 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MG-7200. 2. CHAMBERS SHALL BE ARCH -SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT -MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG -DURATION DEAD LOADS AND 2) SHORT -DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, 'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<l MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75 YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 550 LBS/IN#N. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73' F /23' C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • THE STRUCTURAL EVALUATION SHALL BE SEALED BY REGISTERED PROFESSIONAL ENGINEER. • THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 76-YEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. CONCEPTUAL LAYOUT - SWM A 26 STORMTECH MC-7200 CHAMBER. 12 STORMTECH MC-7200 END CAPS _ 12 STONE ABOVE (in) 33 STONE BELOW (in) 40 %STONE VOID _ 11,548 INSTALLED SYSTEM VOLUME (CF 2,434 SYSTEM AREA (fl') 225 SYSTEM PERIMETER (0) CONCEPTUAL ELEVATIONS - SV 448.00 MAXIMUM ALLOWABLE GRADE IT( 443.50 MINIMUM ALLOWABLE GRADE (UN 443.00 MINIMUM ALLOWABLE GRADE (UN 443.00 MINIMUM ALLOWABLE GRADE(BA 443.00 MINIMUMALLOWABLE GRADE(TC 442.00 TOP OF STONE 441.D0 I TOP OF MC-7200 CHAMBER 438.45 1 18" TOP MANIFOLD INVERT 43T92 - 24" TOP MANIFOLD INVERT 436.19 24" ISOLATOR ROW PLUS CONNEI 436.19 124" BOTTOM CONNECTION IVER w SiteASSIST' a D FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE a INSTALLATION APP IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-7200 CHAMBER SYSTEM 1. STORMTECH MC-7200 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURERS REPRESENTATIVE HAS COMPLETED A PRE -CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-7200 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. • BACKFILL FROM OUTSIDE THE EXCAVATION USING ALONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM - 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9. STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVER DIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS. 10. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 11. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 12. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH MG-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MG-72DO CONSTRUCTION GUIDE". 2. THE USE OF EQUIPMENT OVER MC-7200 CHAMBERS IS LIMITED: • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE STORMTECH MC-7200 CONSTRUCTION GUIDE". • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-7200 CONSTRUCTION GUIDE". 3. FULL 36' (900 mm)OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892.2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. NOTES I • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 8.32 FOR MANIFOLD SIZING GUIDANCE. � I • I DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD o ` MANIFOLD COMPONENTS IN THE FIELD. THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ' Y ' • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE -SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR W C I DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS Q 3 I INFORMATION IS PROVIDED. J j W • THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE SLOPE AND CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON THE SLOPE'S INTEGRITY. M U • TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND O U.1 1O INSTALLED BY A QUALIFIED CONTRACTOR. OO N N • NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT 8 THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. N ; I = Q o N s = 0 I i 18' PARTIAL CUT END CAP, PART# MC720DIEPPIST OR MC72001EPP18TW TYP OF ALL MC-720018"TOP CONNECTIONS 18" X IW ADS N-12 TOP MANIFOLD INVERT 29.36' ABOVE CHAMBER BASE (SEE NOTES) PROPOSED STRUCTURE -� W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW - CFS (DESIGN BY ENGINEER I PROVIDED BY OTHERS) _10.9Tj 5.99'I I13.18' - 25.91' WADS N-12 DUAL WALL PERFORATED HOPE UNDERDRAIN 4 (SIZE TBD BY ENGINEER I SOLID 1865' PERIMETER STONE) TOUTSIDE OOUTLET STRUCTURE PER PLAN 'm MAXIMUM OUTLET FLOW 14 CFS (DESIGN BY ENGINEER I PROVIDED BY OTHERS) 24' ADS N-12 BOTTOM CONNECTION T INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) PLACE MINIMUM 17.6 OF ADSPLUS176 WOVEN GEOTEXTILE OVER BEDDING STONE AND COUNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 24" X 24" ADS N-12 TOP MANIFOLD INVERT 23.05" ABOVE CHAMBER BASE (SEE NOTES) 24" PARTIAL CUT END CAP, PART# MC72001EPP24T OR MC72001EPP24TW m N TYP OF ALL MC-7200 24" TOP CONNECTIONS 24" PARTIAL CUT END CARPART# 1 4BW TYP OF ALL MC-720024" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS STRUCTURE PER PLAN WIELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 28.5 CFS (DESIGN BY ENGINEER I PROVIDED BY OTHERS) 41 INSPECTION PORT ISOLATOR ROW PLUS THERMOPLASTIC LINER (30 Minn) (SEE TECHNICAL NOTE 6.50 / PROVIDED (SEE DETAIL) BY OTHERS I DESIGN BY OTHERS) INSTALL FLAMP ON 24• ACCESS PIPE PART# MC720024P MP (TYP 2 PLACES) 45.02' NMI o � pa ao .t V E� 0 o2 I• 4, N o rc 8 L U m m o� O E m5 ii P! 2a M ff Mz - m OP _ mi iqqe� 30 0 4&� 3 SHEET 1 ^ 1 OF SOUTHWOOD BLOCKS 9-11 CHARLOTTESVILLE, VA MC-3500 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MC-3500. 2. CHAMBERS SHALL BE ARCH -SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT -MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F418-168, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45X76 DESIGNATION SS. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG -DURATION DEAD LOADS AND 2) SHORT -DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, 'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<l MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75•YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 460 LBS/I WIN. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73' F /23- C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. SiteASSIST" a D FOR STORMTECH INSTRUCTIONS, if DOWNLOADTHE INSTALLATION APP a IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM 1. STORMTECH MC3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURERS REPRESENTATIVE HAS COMPLETED A PRE -CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC35DO CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MG35DO/MC-4500 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. • BACKFILL FROM OUTSIDE THE EXCAVATION USING ALONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM -6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (3DO mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 11. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. 1. STORMTECH MC3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MG-35DO/MC-4500 CONSTRUCTION GUIDE". 2. THE USE OF EQUIPMENT OVER MC-35DO CHAMBERS IS LIMITED: • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • NO RUBBER TIRED LOADER DUMP TRUCK OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT GAN BE FOUND IN THE "STORMTECH MC-3500IMC-4500 CONSTRUCTION GUIDE". 3. FULL 36" (900 mm)OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. ROPOSED LAYOUT - SWM B NOTES 110 STORMTECH MC35M CHAMBERS • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. '- 18 STORMTECH MC3500 END CAPS DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL �, o 12 STONE ABOVE (in) PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. Q Q _ STONE BELOW in • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. TIT 30 Y G 40 %STONE VOID THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITESPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS O W 3 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY 22,288 ABOVE ELEVATION 448.00 BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PRODDED. J j = • THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE SLOPE AND CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON m U o U 430 SYSTEM AREA ET THE SLOPE'S INTEGRITY. ❑ W 30 SYSTEM PERIMETER 00 O ED ELEVATIONS - SWM B 0 a59.65 AXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) _ ¢ a rn 453.65 INIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 222 _ 453.15 INIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) ~ U ik 453.15 INIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 7 w O m _ 453.15 INIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) c 452.65 P OF STONE _ 451.65 _ OP OF MC-3500 CHAMBER _ 449.57 _ "TOP MANIFOLD INVERT _ 4 .07 _ " ISOLATOR ROW PLUS CONNECTION INVERT 3 448.05 " BOTTOM MANIFOLD INVERT pd - 447.90 TTOM OF MC-3500 CHAMBER q aa6.w __ DERD_RAIN INVERT a Ka aas.a0 TTOM OF STONE tl tl Q � � 139.94' ff 132.58' 18.11' § a 1125.69 >§ B PLACE MINIMUM 17S OF ADSPLUS175 WOVEN INSPECTION PORT S" ADS N-12 DUAL WALL GEOTEXTILE OVER BEDDING STONE AND ISOLATOR PERFORATED HOPE UNDERDRAIN g UNDERNEATH CHAMBER FEET FOR SCOUR ROW PLUS (SIZE TBD BY ENGINEER I SOLID m' U PROTECTION AT ALL CHAMBER INLET ROWS (SEE DETAIL) OUTSIDE PERIMETER STONE) 16 Q OUTLET STRUCTURE PER PLAN ,,, ii -.-i i•i ii ii ii MAXIMUM OUTLET FLOW 4 CFS 18" PARTIAL CUT END CAP, a (DESIGN BY ENGINEER / S �a PART# MC35001EPP18TC OR MC35001EPP18TW PROVIDED BY OTHERS) O E y fn in TYP OF ALL MC3500 18' TOP CONNECTIONS d a? N 18" PARTIAL CUT END CAP, 0 18" X I r ADS N-12 TOP MANIFOLD j INVERT 20.03" ABOVE CHAMBER BASE U " N N PART# MC31001EPP18BC OR MC31001EPP111BW F 1 (SEE NOTES) I TYP OF ALL MC-3500 18' BOTTOM CONNECTIONS E � m 18" X 18" ADS N-12 BOTTOM MANIFOLD L a INVERT 1.77" ABOVE CHAMBER BASE Q E m PROPOSED STRUCTURE MEL(BEE NOTES) iA L WIELEVATED BYPASS MANIFOLD 24" PARTIAL CUT END CAP, PART# y V MAXIMUM INLET FLOW 11 CFS p T I MC35001EPP4BC OR MC36001EPP4BW (DESIGN BY ENGINEER I TYP OF ALL MC-3500 24" BOTTOM PROVIDED BY OTHERS) m Q CONNECTIONS AND ISOLATOR PLUS ROWS T STRUCTURE PER PLAN WMEIR m aN, MAXIMUM INLET FLOW 11 CFS 2 x (24' SUMP MIN) o INSTALL FLAMP ON 24" ACCESS PIPE m Q IN m PART# MC350024RAMP ~ (TYP 2 PLACES) = o J_ 18" X 18' ADS N-12 TOP MANIFOLD � INVERT 20.03" ABOVE CHAMBER BASE (SEE NOTES) T m 32.44' o 33.05' 21.50' 14.33' 21.50' 21.50' 38.BT 4 SHEET OF OR APPROVED EQUAL Bryan D. Cichocki laic. No. 53741 iIlleo 2 4(G'*ONAL .0 rA 0 ce LF) Z O a_ u U) U) W z O U) w Of ti DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE 1 "=50' 06 O J cn a LLJ U Z /J > O W LLI C2 Z Lu Lu Lu Q Q LL �W^/ z _ I D Q ° O ^ U I..L W 0 0 O z O O U) JOB NO. 47036 SHEET NO. C6.6 L VARIABLE INLET LOCATIONS m 72"MANHOLE ` \ \ 30' FRAME & COVER 24" OUTLET PIPE J VARIABLE OUTLE 24" INLET PIPE LOCATIONS +- '\ f FIN ARRAY / (TYP 4 PLACES) INTEGRATED � \ � INTERNAL WEIR \ M TYPICAL PLAN VIEW NTS 124" 24' INLET PIPE i 30" FRAME & COVER L? WQU"1 BARRACUDA S6 UNIT 24' OUTLET PIPE (72" MANHOLE PROVIDED BY BAYSAVER) SITE SPECIFIC PLAN VIEW NTS I BARRACUDA S6 I INTEGRATED INTERNAL WEIR 24" INLET PIPE (24- OUTLET PIPE NOT SHOWN FOR CLARITY) 15.43't BOWL � � Y LU O J j m W ❑ 3 ❑ O c U F = '� 0 O ¢8 of n N Y Q o 0 = U 7 � to o a W R. oz �S w 1Y MIN ' �O O € 114.1" c (43"MIN) •a CL 85" SECTION VIEW A A NTS FIN ARRAY (TYP 4 PLACES) IIII II SECTION VIEW B-B NTS ACCEPTABLE FILL MATERIALS: STORMTECH MC-7200 CHAMBER SYSTEMS 16.59' [199.11 3 y i 3 m ° B E € ❑ JN mR $F Ow � W o J ° o U 0� ~ mgt it Z 5 SHEET 1 2 OF AASHTO MATERIAL MATERIAL LOCATION DESCRIPTION COMPACTION / DENSITY REQUIREMENT CLASSIFICATIONS FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE PREPARE PER SITE DESIGN ENGINEERS PLANS. PAVED D TOP OF THE'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIUROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. PAVEMENT SUBBASE MAY BE PART OF THE'D' LAYER AASHTO M145 INITIAL FILL: FILL MATERIAL FOR LAYER'C' STARTS FROM THE GRANULAR WELL -GRADED SOIUAGGREGATE MIXTURES, <35% FINES OR A-1, A-2A, A-3 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER TOP OF THE EMBEDMENT STONE CB' LAYER) TO 24" (600 mm) PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN C ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT OR 12' (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR SUBBASE MAY BE A PART OF THE'C' LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WELL GRADED MATERIAL AND 95%RELATIVE DENSITY FOR LAYER. AASHTO M43' PROCESSED AGGREGATE MATERIALS. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9,10 EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS AASHTO M43' B FROM THE FOUNDATION STONE (A' LAYER) TO THE -C LAYER CLEAN, CRUSHED, ANGULAR STONE 3 4 NO COMPACTION REQUIRED. ABOVE. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE " SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. 3,4 o Y LU O �_ 3 J > 0] W 0 O O 3 �/ U I m U '� R s m N �y $ N ai PLEASE NOTE: 6 6 au 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR 04 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO.4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FORA' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9' (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR Q COMPACTION REQUIREMENTS. 99 4. ONCE LAYER'C IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. 5 1 LAYER OF ADS GEOSYNTHETICS NON -WOVEN GEOTEXTILE ON BOTH SIDES OF 1 LAYER OF ADS GEOSYNTHETICS NON -WOVEN GEOTEXTILE BETWEEN COVER STONE AND C LAYER. THERMOPLASTIC LINER ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS. SEE ADS TECHNICAL NOTE 6.50 FOR NON -WOVEN WEIGHT RECOMMENDATIONS. PAVEMENT LAYER (DESIGNED ff w B BY SITE DESIGN ENGINEER q C �O- 0 ad \ d s 0 \ \ \ 'TO BOTTOM OF FLEXIBLE PHVEMENT. FOR UNPAVED \ i \ \ D INSTALLATIONS WHERE SERUTTING COVER VEHICLES MAY OCCUF, 24" TD' � PERIMETER STONE �; v `+ INCREASE cov$R To $ol7so mml. (2.1 m) gw (SEE NOTE 4) (600 mm) MIN` MAX $ 12" (300 mm) MIN © 5., U w -s `"PHIS CROSS SECTION DETAIL REPRESENTS (CAN BE SLOPED OR VERTICAL) (1524 mm) EXCAVATION WALL �., sa" MINIMUM REQUIREMENTS FOR INSTALLATION. C m °� PLEASE SEE THE LAYOUT SHEET(S) FOR ~ :% E g� � - PROJECT SPECIFIC REQUIREMENTS. � m w•° II- _ ADEPTH OF STONE TO BE DETERMINED LIM $? IIIK BY SITE DESIGN ENGINEER 9'(230 mm)MINI Q E W I12" (300 mm) MIN - MG-7200 SUBGRADE SOILS (230 mm) MIN 100" 2540 mm ! 12" (300 mm) MIN U Q END CAP (SEE NOTE 3) _ OVERLAP ON TOP w SEVERAL INCHES TO ANCHOR (PER ❑ MANUFACTURER'S-SI No £E RECOMMENDATIONS) m y 3 a III; �0 ,e NOTES: NON -WOVEN NTH N 0 S" GEOTEXTILE ¢ °o NON -WOVEN vi 5 OTEXTILE 1. CHAMBERS SHALL MEETTHE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION 60x101 ANGULAR GEs 2. MC-7200 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM FZ787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". STONE THERMOPLASTIC TH$ o 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION LINER g E FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. THERMOPLASTIC LINER DETAIL € 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 0 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3'. 0 • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBSAWIN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73" F / 23" C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 7 SHEET 1 21 OF "ITITd:P.GJld 18" OUTLET PIPE 0 INTEGRATED INTERNAL WEIR VARIABLE OUTLET LOCATIONS _ A TYPICAL PLAN VIEW NTS 30" FRAME & COVER ASPHALT INSTALLATION INTEGRATED INTERNAL WEIR pl 447.27 DDTLET BOWL FIN ARRAY (TYP 4 PLACES) SECTION VIEW A -A NTS t 30" FRAME & COVER 18" INLET PIPE FIN ARRAY (TYP 4 PLACES) TURF INSTALLATION 460.00 RIM — — 438.10 SUMP 30" FRAME & C(" WQU- BARRACUDAS (96' MANHOLE PROVIDE BY BAYSAVEF 1 B" OUTLET PIPE SITE SPECIFIC PLAN VIEW NTS I BARRACUDA SO I 18' INLET PIPE F ❑ w Y O W 3 p cYi J 0 W DO ❑ _ U O O O N NA N pppo U) w o a fi Sy INTEGRATED: INTERNAL WEIR 1P"(MIN) ip 18" INLET PIPE 152.8' (44" MIN) n w (18" OUTLET PIPE NOT SHOWN FOR CLARITY) € u K L. E E 5 IC m i0 9 0 23.90' E 22.90' BOWL [287'J a 011 m 134" O -•I = ° �a U °o FIN ARRAY (TIP 4 PLACES) v x O S2 ZE O Z i0 iiS H IS SECTION VIEW B-B SHEET 6 1 2 NTS OF ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS AASHTO MATERIAL MATERIAL LOCATION DESCRIPTION COMPACTION / DENSITY REQUIREMENT CLASSIFICATIONS FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED D TOP OF THE'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. PAVEMENT SUBBASE MAY BE PART OF THE'D' LAYER AASHTO M145 INITIAL FILL' FILL MATERIAL FOR LAYER'C' STARTS FROM THE GRANULAR WELL -GRADED SOILIAGGREGATE MIXTURES, <35%FINES OR A-1, A-24, A-3 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER TOP OF THE EMBEDMENT STONE (B' LAYER) TO 24"(600 mm) PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN C ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT OR LIFTS MIN. PROCTOR DENSITY FOR 12"ELL SUBBASE MAY BE A PART OF THE'C' LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS IAA WELL GRADED MATERIAL AND 95%RELATIVE DENSITY FOR GRADED 5% LAYER AASHTO M43' PROCESSED AGGREGATE MATERIALS. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9.10 EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS AASHTO M43' B FROM THE FOUNDATION STONE ('A' LAYER) TO THE'C' LAYER CLEAN, CRUSHED, ANGULAR STONE 3 4 NO COMPACTION REQUIRED. ABOVE. FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2.3 SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. 3,4 PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR p4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO.4 (AASHTO MI STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION FOR STANDARD DESIGN LOAD CONDITIONS A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER'C' IS PLACED, ANY SOIUMATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS GAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER'C OR D' AT THE SITE DESIGN ENGINEER'S DISCRETION. ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS \ \ \ \ \` \�.,\ \ 'TOBOTTOM OF NSWHEFLE%IBLE ING FRMENT FOR VEHICLESMAY ED OCCUR, \\\\\\\\\\ \N '.:�NSTNLLATION$WHERE RUTTING FROM VEHICLES MAY OCCUR, B' PERIMETER STONE l� )J\v �,, v" r\�`.. D� �b\�. Z `, (SEE NOTE 4) - //0^ INCREASE covEH To 24- (600 mml. 18'(450 mm) (2.4 m) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL', 6" (15( MC-3500 END CAP IAIInmlk nY 4��I�ih I•I ut��ll �p�l, )�1, sim0,� � 14�►II■�,�IiQlll.� /d'�1n8{p � //I Ip,I, � I' j � i (� //, I'Illl�u� �)';1 • • • • _ �I�IL�II��.1 IMiI_ 71IT' 16'611�� ill �i ill/ I II`1ll��l�� % Hill • ' • • F • NOTES: 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 2. MC,3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/INAN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73" F / 23" C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. C6 C6 ; YLd c U t Y O 35 c J j fD DO LU ❑ OO Ir GJIr0 = Z) U 4d ❑ = U ¢E O o o N N o N Y v ii O 0 pp9 U $o x W mG F . O a ° 08 L co a N 0 sG r Vi U � o JN O� mO3 zzQ_ A WO zW O_ �g wz 8 SHEET 1 OF2 OR APPROVED EQUAL Bryan D. Cichocki U lie.. Noo..53741 NAG ,ZONAL �lyG M E 0 N � N C > E a E w Q LL o 3 p LL `mom Lu q 00 dW � U Voo Z ILL,— Ur;O O (A N LD Lu EL m 30'x Ln V)i oa ? IL ❑ Ln i c ry Z O Fv> c H M Of � H I v DATE 912012022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE • N/A • 06 0 J cn a Lu U 0 0z > 0 Lu Q Z ' < Lu Lu LU Q Q LL Jw^/ Z _ I Z Q ° 0 ^ U W 0 0 Z 0 D � 0^, v JOB NO. 47036 SHEET NO. C6.7 c 5 a ai 2 c L COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD SUMP DEPTH TBD BY CATCH BASIN SITE DESIGN ENGINEER OR MANHOLE (24" [600 mm] MIN RECOMMENDED) INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT INSTALL FLAMP ON 24" (600 mm)ACCESS PIPE PART#: MC720024RAMP r M67200 CHAMBER F 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END GAP PART #: MC72001EPP24B OR MC72001EPP24BW MC-7200 ISOLATOR ROW PLUS DETAIL A. INSPECTION PORTS (IF PRESENT) A.I. REMOVEIOPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED /L3. USING A FLASHUGHTAND STADIA ROD MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.S. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR PLUS ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE 1) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRY 11) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3' (00 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. 79.1" (2010 mm) INSTALLED I MC-7200 TECHNICAL SPECIFICATION NTS VALLEY STIFFENING RIB LOWER JOINT CORRUGATION 83 4" (2120 mm), CREST WEB UPPERJOINT CORRUGATION! CREST STIFFENING RIB BUILD ROW IN THIS DIRECTION FOOT so.o" I (1524 mm) 61.9. ink (1� m) 100.0" (2540 mm) I90.0' (2286 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 100.0- X 60.0" X 79.1' (2540 mm X 1524 mm X 2010 mm) CHAMBER STORAGE 175.9 CUBIC FEET (4.98 m") MINIMUM INSTALLED STORAGE" 267.3 CUBIC FEET (7.56 m3) WEIGHT (NOMINAL) 2051bs. (92.9 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 90.0" X 61.0- X 32.8" (2286 mm X 1549 mm X 833 mm) END CAP STORAGE 39.5 CUBIC FEET (1.12 m") MINIMUM INSTALLED STORAGE' 115.3 CUBIC FEET (3.26 m") WEIGHT (NOMINAL) 901bs. (40.8 kg) 'ASSUMES 17 (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH T END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" PART # STUB B C MC72001EPPOBT 6' (150 mm) 42.54" (1081 mm) - MC72DOIEPPD6B - MOB" (22 mm) MC72001EPP08T 8' (200 mm) 40.50" (1028 mm) - MC72001EPP08B - 1.01' (28 mm) MC72DOIEPP10T 10" (250 mm) 38.37' (975 mm) - MC72001EPP10B - 1.33' (34 mm) MC72001EPP12T 12" (300 mm) 35.69" (907 mm) - MC72001EPP12B - 1.55' (39 mm) MC720DIEPP15T 15" (375 mm) 32.77 (831 mm) - MC72001EPP15B - 1.70" (43 mm) MC72001EPP18T 18"(450 mm) 29.36-(746 mm) - MC72001EPP18TW MC720CIEPP18B - 1.97-(50 mm) MC72001EPP18BW MC72001EPP24T 24"(800 mm) 23.05" (585 mm) - MC72001EPP24TW MC72DOIEPP24B - 2.26" (57 mm) MC72001EPP24BW MC72001EPP30BW 30" (751) mm) - 2.95" (75 mm) MC72601EPP36BW 36" (900 mm) - 3.25' (83 mm) MC72001EPP42BW 42" (1050 mm) - 3.55" (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL 32.8" (833 mm) INSTALLED 38.0" (965 mm) 1 CUSTOM PREFABRICATED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24' (3004100 mm) SIZE ON SIZE AND 15.48" (375-120D mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MG-7200 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. NTS CONCRETE( PAVEN CONCRETE SLAB 6" (150 mm) MIN THICKNE STORMTECH CHAMBER OPTIONAL INSPECTION PORT MC-7200 END CAP ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS I� 12" (300 mm) MIN WIDTH ^7NCRETE COLLAR NOT REQUIRED )R UNPAVED APPLICATIONS W NYLOPLAST INSPECTION PORT BODY (PART# 2708AG41PKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION VALLEY NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS MC-3500 TECHNICAL SPECIFICATION NTS VALL STIFFENING RIBi CREST CREST WEB STIFFENING RIB LOWER JOINT V Itl�yI IIFI, �IIIyI IyII�I pIpI Vu CORRUGATION YIII� 0'II IE��I�8.W111111 71WIIIIIVN II FOOT, UPPER JOINT CORRUGATION BUILD ROW IN THIS DIRECTION b 77 0" 75 0" (1956 mm) (1805 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0- (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m") MINIMUM INSTALLED STORAGE' 175.0 CUBIC FEET (4.96 m") WEIGHT 1341bs. (00.8 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 75.0' X 45.0" X 22.2' (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m') MINIMUM INSTALLED STORAGE" 45.1 CUBIC FEET (1.28 m") WEIGHT 491bs. (222 kg) "ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" (152 mm) STONE BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T' END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" END CAPS WITH A WELDED CROWN PLATE END WITH "C" PART # STUB B C MC350DIEPP06T 8" (150 mm) 3321' (844 mm) MC35001EPPo88 - 0.86' (17 mm) MC350DIEPPOST 8" (200 mm) 31.16' (791 mm) - MC35001EPPo8B - 0.81" (21 mm) MG35001EPP10T Ur (250 mm) 29.04" (738 mm) - MC35001EPPIOB - 0.93" (24 mm) MC35DOIEPP72T 17 (300 mm) 26.36" (670 mm) MC35001EPP128 - 1.35' (34 mm) MC35WIEPPIST 15' (375 mm) 23.39- (594 mm) MC35001EPP158 1.50" (38 mm) MC35DOIEPPlOTC 18" (450 mm) 20.03" (509 mm) - MC35001EPP18TW MC35001EPP18BC - 1.77' (45 mm) MC35001EPP18BW MC350DIEPP24TC 24' (600 mm) 14.48" (368 mm) - MC35001EPP24TW MC35001EPP24BC e 2.06' (52 mm) MC35001EPP24BW MC35001EPP30BC 30' (750 mm) - 2.75- (70 mm) NOTE: ALL DIMENSIONS ARE NOMINAL 86.0" (2184 mm) INSTALLED 90.0"(2286 mm) ACTUAL LENGTH 22.2" (564 mm) INSTALLED �853 mm) I � Y O DO LU O O = Q Y 3 O (3 c F J o w F U 7 � # o o a a Oz �w 11 81 ® F I= p o V J oaf E cn L o� om� N L) BE O JN Ow m �5 z x O ° C0sd oa rg �b mw �a 9 SHEET 1 2 OF Y O 3 t Y OJ m to O O _ Of 7 U aa K o c U (=i € pS C o N N di u) I11 U 3 i a gFQ rc � H a 4gg5 $?ag 0 2� o � s Bj ® t1E d *0 Vi o0i m V m H '� w a� o0 F 8 SE t0 iF F m x O nO ° a ow CUSTOM PARTIAL CUT INVERTS ARE � < gg o b AVAILABLE UPON REQUEST. �D :j INVENTORIED MANIFOLDS INCLUDE T 12-24" (30DE00 mm) SIZE ON SIZE Ito ° AND 15-48' (375.1200 mm) ECCENTRIC MANIFOLDS. CUSTOMIE INVERT LOCATIONS ON THE MC-3500 IN o END CAP CUT IN THE FIELD ARE NOT I RECOMMENDED FOR PIPE SIZES g GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR € SHEET THE PIPE SIZE. 11 12 OF COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD SUMP DEPTH TBD BY CATCH BASIN SITE DESIGN ENGINEER OR MANHOLE (24" [600 mm] MIN RECOMMENDED) INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT INS I ALL FLAMY UN L4- (WU U PART#: MC350024RAMP MC,3500 CHAMBER 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART M MC35001EPP24BC OR MC35001EPP24BW MC-3500 ISOLATOR ROW PLUS DETAIL A. INSPECTION PORTS (IF PRESENT) A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.S. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR PLUS ROWS B.I. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE 1) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRY 11) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCTJETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. F3Y4:i7G��P.I UNDERDRAIN DETAIL NTS STORMTECH CHAMBER UTLET MANIFOLD FOUNDATION, STONE BENEATH CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH END CAP FOUNDATION STONE BENEATH CHAMBERS I�\y' ADS GEOSYNTHETICS 601T \ NON -WOVEN GEOTEXTILE DESIGN ENGINEER 4' (100 mm) TYP FOR SC310 & SC-16OLP SYSTEMS 6' (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS MC -SERIES END CAP INSERTION DETAIL NTS .r STORMTECH END CAP 17 (3DO mm) MIN INSERTION MANIFOLD STUB MANIFOLD HEADER (r 12' (300 mm) MIN SEPARATION 17 (300 mm) L MIN INSERTION NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FORA PROPER FIT IN END CAP OPENING. SECTION A -A DUAL WALL PERFORATED HDPE UNDERDRAIN SECTION B-B 12- (300 mm) MIN SEPARATION MANIFOLD HEADER MANIFOLD STUB ,",-""r'^ "ORT AC-3500 END CAP �.. GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 8.26 (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CONCRETE COLLAR PAVEMENT CONCRETE SLAB T 6-(1 50 mm) MIN THICKNESS STORMTECH CHAMBER I12" (300 mm) MIN WIDTH CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 8"NYLOPLAST INSPECTION PORT BODY (PART# 270SAG41PKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION VALLEY NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS C �i E� dd s U) - E L a mS N tl �@ ii pm � 3i o m x a� K _ O jp �o �w 5 �w Po 10 SHEET 12 OF Do j ci Y c O w 3 J w ca W U O O N N w F U 44 7 8 O 12 SHEET 1 OF OR APPROVED EQUAL ti 11 0 w a 5 2 ° 0 Bryan D. Cichocki U laic. No. 53741 lie 71 0 ��fV NAG SS IONAL �lyG M E O O O U N � N C > E a E w 3 w w Q LL 3 p LL w O o - `6 O W L M d-V00 Z If; O O 7 O N (D Lu N� EL w 30 )x VO) oa �" w ❑ Ln i ry Z O Fv> m N W N M Of a � 00 F- DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N/A 06 0 J cn a w U Z J > O CO Lu Z ' � W uj Q Q LL ui z _ I D Q 0 0 ^^ U W 0 0 0 I- � 0^, v JOB NO. 47036 SHEET NO. C6.8 c a 2 c 0 d 0 3 c a D a0 o U �Z .8O 162 2 c T E'o a C N D. O � m C7 3 Z Z m O 2 a F d `o« Q § am .Z Y N X 0.0 1215 O O 2 O 0 EO C 0 N O � a � M 10 a 0 �+ o m 2 �N O O nE a0i �i E F_ L A L 84.0 in 72.0 in 63.0 in 49.7 in 23.8 in 15.0 in 3.0 in 12"x3E CONVEYANCE 40.0 in MOUNTING BRACKET LAYOUT 21.0 in SECTION C-C SCALE 1:60 15.0 in C 017.3 in K3l4�Yli 24.0 4.0 in 222.0 in 210.0 in 176.0 in 8 � � k A \ 24.0 in 24.0 in + \ fi L -- ------1__L--1 PRECAST DETAIL 6.0 in ii 5.0 in 017.3 in SECTION D-D SCALE 1:60 in in PARTS LIST ITEM QTY DESCRIPTION 1 1 PRECAST VAULT 2 1 LIFE INLET PIPE - 3 1 LIFE OUTLET PIPE 4 42 MODULE LID In 5 2 SUPPORT FRAME 8 1 2 COVER 30 IN 7 4 WEDGE WALL MOUNT 8 2 COVER 24 IN 9 2 BYPASS HOOD 10 2 OUTLET MODULE 11 6 FOOT WALL MOUNTING BRACKET 12 30 RIBBON SUPPORT BRACKET OBTUSE 13 42 RIBBON FILTER SET 14 42 RIBBON MODULE BODY 15 12 RIBBON SUPPORT BRACKET ACUTE 16 1 MCMASTER-CARR 4880K173 17 1 MCMASTER-CARR 48925K27 18 1 FERNCO 1056-1515 & 15.2-10.6 EB 1. STRUCTURE WALL AND SLAB In THICKNESSES ARE NOT TO 96.0 in SCALE. 2. CONTACT HYDRO INTERNATIONAL FOR A BOTTOM OF STRUCTURE ELEVATION PRIOR TO SETTING THE STRUCTURE 3. CONTRACTOR IS RESPONSIBLE FOR MATERIALS AND LABOR TO BRING CASTINGS TO FINISHED GRADE PROJECTION IF IN DOUBT ASK DATE SCALE: 6/29/2021 1:60 DRAWN BY: MECMDW'. APPROVED BY KSM TM, UP-FLO FILTER (285R) 8ftx18.5ft 42 MODULES UFF-1 SOUTHWOOD 9 & 11 SIZE (in) ft x 18.5 ft 4 4 RICHMOND, VA Hydro International �fe hydro-inl.mm 02021 HYDRO INTERNATIONAL WEIGHT: MATERIAL �STOCKNUMBER: 1 DRAWING NO.: SHEET SIZE: I2 OF 3 B IA A 96.0 in+/- 84.0 in 72.0 in 49.7 in 24.0 in 24.0 in 0.0 in CAPACITIES SECTION A -A SCALE 1:60 n RIM: 452.00+/- ft TOS: 451.00 ft WEIR: 448.14 ft INLET: 446.00 ft OUTLET: 446.00 ft SUMP: 444.00 ft 1. Minimum performance: 80%. removal. NJDEP - NJDEP Blend; NJCAT, Sil-CoSil 106 (d50 = 22 microns) at the peak treatment flow. 2. Maximum number of modules per outlet module: 38 " 3. NJDEP peak treatment flow:.033 cis (15 gpm) per module, Ribbons 4. WA DOE peak treatment flow:.022 cis (10 gpm) per module, Ribbons r_UP]Y9161zON 1:1zl[Hki11il1701 V LVA U4ILe]z 1. " Normal operating W.S.E. is 2.14' above the outlet invert at the peak treatment flow of .033 ofs (15 gpm) per module. For a given flow the head requirement can be reduced by adding additional filters. 2. "" Treatment flows that require more modules will require a larger vault design or different arrangement. 3. Media Types Available: New Jersey - Ribbons; Elsewhere - CPZ SECTION B-B SCALE 1:60 PARTS LIST ITEM QTY DESCRIPTION 1 1 PRECAST VAULT 2 1 LIFE INLET PIPE 3 1 UFF OUTLET PIPE 4 42 MODULE LID 5 2 SUPPORTFRAME 6 2 COVER 30 IN 7 4 WEDGE WALL MOUNT 8 2 COVER 24 IN 9 2 BYPASS HOOD 10 2 OUTLET MODULE 11 6 FOOT WALL MOUNTING BRACKET 12 30 RIBBON SUPPORT BRACKET OBTUSE 13 42 RIBBON FILTER SET 14 42 RIBBON MODULE BODY 15 12 RIBBON SUPPORT BRACKET ACUTE 16 1 MCMASTER-CARR 4880K173 17 1 MCMASTER-CARR 48925K27 18 1 FERNCO 1056-1515 & 15.2-10.6 EB 1. STRUCTURE WALL AND SLAB THICKNESSES ARE NOT TO SCALE. 2. CONTACT HYDRO INTERNATIONAL FORA BOTTOM OF STRUCTURE ELEVATION PRIOR TO SETTING THE STRUCTURE 3.CONTRACTORIS RESPONSIBLE FOR MATERIALS AND LABOR TO BRING CASTINGS TO FINISHED GRADE I REW HISTORY PROJECTION IF IN DOUBT ASK 6/29/2021 1:60 DRAWN BY: CHECKEDBY: APPROVED BY KSM TN. UP-FLO FILTER (285R) Oft X 18.5ft 42 MODULES UFF-1 SOUTHWOOD 9 & 11 RICHMOND, VA Patent: w .hydro-im.com/patents Hydro International hydnsinl.mm 02021 HYDRO INTERNATIONAL WEIGHT: MATERAL STOCKNUMBER: 1 DRAWNO NO.: SHEET SIZE: SHOE 3 IRM A B OR APPROVED EQUAL Bryan D. Cichocki lie. No. 53741 %111eo2 t7 Z O a_ U V uj W 0 z O U) > w DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N/A J cn a LU U 0 z J > O LU C2 Z a LLI w DO W 1-1 a C) w (w z "� • D Q U O ^ U r�rn W 0 0 O O 2 �O V/ JOB NO. 47036 SHEET NO. C6.9 L 102: MH-1- STA 10+16.22 TOP 430.22 INV IN 426.18 (103) INV OUT 426.08 (101) 450 108: MH-1 Q o_ Q STA 13+01.04ce) O TOP 437.16 o o _ N N LO M m INV IN 429.89 (109) Q t LO N t 00 Cc N INV OUT 429.77 (105) � m = O�� m O 2 (V F O ^ uy 0 .... It 1 W r^i au up'1 7 7 <CL �'4 �Z 0 V 7 = COv� m� gv~i0> > aaa» a0 OQa0 ��Oz Z 0Z �0Z N 450 455 SEE CONTROL 445 STRUCTUZE 445 DETAIL F R SWM A STORMTE H APPRC iX. DEPTH O 440 BLDG FO TE = 432.2 440.000 440 TOP = PROP SED GRADE SWM A: STORMTECH DETENTION WITH GRAD ISOLATOR ROW BOT. 436,000 435 / 435 433.250 INV. = / / J 430 430 IF 109 105 23.46' OF 1g .16' OF 24" HDPE 2 " HDPE @ 3.25 /o 425 1.00% 425 12.70' OF 103 L103fAPPROX. 24" HDPE 25.7 ' OF DEPTH OF @ 0.50% 24" DPE 67.8 ' OF BEARING LOAD PLAN @ 0 50% 24" 1 iDPE 420 @ 0 X"o 420 415 415 c v v v v v v 9+50 10+00 11+00 STR 100+0013+00 SWM A HORIZ SCALE: 1"=50' 203A: MH-1 (72" DIA.) 205B: MH-1 STA 10+72.92 STA 10+11.79 TOP 454.72 TOP 455.15 INV IN 446.75 (205A) INV IN 446.90 (205C) INV IN 446.45 (203B) INV OUT 446.90 (205A) INV OUT 446.35 (203) 470 204: MH-1 (72" DIA.) STA 10+23.62 TOP 457.80 INV IN 446.76 (205) INV OUT 446.90 (205C) INV OUT 446.66 (203B) A: Ic M Eml 450 450 445 TPROPOSED GRADE EXISTING GRADE 445 2.8' 13.5' 440 OP = 440.000 440 TORMTECH VTION WITH ATOR ROW 121 10.37' OF 435 BOT. = 436.00 435 - 12" HDPE I @ 2.69% 430 INV. 433.250 430 425 425 420 420 O v v 14+00 14+50 I 9+50 SWM -STR 122 11+00 STA 10+24.79 TOP 453.26 INV IN 445.75 (203) INV OUT 445.00 (201) 200: ES-1 for 30 inch Pipe STA 10+06.64 TOP 447.52 INV IN 444.77 (201) 470 465 ADS UP-FLO 4 5 FI TER 465 ISTIN PF OPOSED 460 460 455 455 450 450 445 205A O 445 11.79' OF 20 C 12" PVC 11. 2' OF @ 1.25% 12' PVC @ D.00% 440 440 435 435 N h v 9+50 10+00 11+00 11+50 STR 202 - STR 204 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 CONTRACTOR TO LOWER CONE IN RELATION TO ADJACENT SLOPE. MAX CONE ELEVATION 451' I HORIZ SCALE: 1"=50' 203A: MH-1 (72" DIAVV�RT SCALE: 1"=5 STA 10+72.92 TOP 454.72 204: MH-1 (72" DIA.) INV IN 446.75 (205A) STA 10+89.64 INV IN 446.45 (203B) TOP 457.80 INV OUT 446.35 (203) INV IN 446.76 (205) INV OUT 446.90 (205C) INV OUT 446.66 (203B) MA DEl IS SEE PROP SED CONTROL 46 G DE 460 DETAIL FOR EXIS ING SWM GRADE STORMTECH 455 455 OP = 451.650 4.7' SWM B: 450 STORMTECH 450 DETENTION WITH ISOLATOR ROW 0 OT_ 447.900 INV. = 446.900 203 3 72' 445 48. pPE30y, HDP 7.38' OF 201 3Y' ° 1.25024" HDPE /o @ 18.26' OF .25 @ @ 0.00% 30" HDPE 440 @ 1.25% 440 435 435 430 430 7 h 7 � 7 R 9+50 10+00 11+00 STR 200 - SWM B HORIZ SCALE: 1"=50' VERT SCALE: V=5 N M .- C"i 04 LO N .r... `..' "t •..O OCD ..N u)� (O (0 coop V M pNUi ('7 (o .. Q) m 1 �oM -Oil 7 H �"avw v g� Z0 04�Zz� �MItz CILNF0>> �F0>>> Z �U) NF0>> Z �(nHZ - �(nHZ 460 460 MH EX. 455 455 AD BARRACUDA SYSTEM 8' f DIA ETER EXISTING PROPOSED SANITARY PIP 3-2 / GRADE GRADE 450450 II ER 'L�N£ PROPOSEDWATER � 125, F SANITARY LINE ' ,� 3$9� bolo 445 6 O 445 (TYP.) \ PPE 11-1 (MIN. 125OF 440 o 0 440 STORMTECH @6' ENTION WITH / )LATOR ROW 200 31' OF INSTALL A STEEL HE BOTTOM PLATE AT F DROP MH BOT. = 436.00 435 IF PER VDOT SPE 435 @ 1.00°k 18.14' OF - 21" HDPE @ 1.50% INV. = 433.250 430 430 425 425 v c v v v c v v v v v v v 9+50 10+00 11+00 SWM A 12+00 13+00 STR EX. 114: MH-1 126: DI-213 8 ft Throat STA 12+16.86 STA 10+54.68 TOP 449.25 TOP 449.29 INV IN 440.06 (125A) INV IN 441.38 (127) INV IN 439.49 (123) INV OUT 441.15 (125A) INV OUT 438.63 (113) • • • • 46n 128: 18" Basin - Circular Grate STA 10+77.75 TOP 449.04 INV IN 441.77 (129) INV OUT 441.67 (127) 130: 18" Basin - Circular Grate STA 11+19.89 TOP 446.50 INV IN 442.40 (131) IKI\/ nl IT 449 in /19A1 14+00 14+50 (n o 00 v 0 O EL M�0> �U)FZ 460 455 455 PROPOSED GRADE 450 450 PROPO.ED LINEE SNITAF Y J P DE 12- 3'MI . 1 445 11 / 445 OF g1 1.2' 191 E 1 440 127 4 ,1 OF 440 54 A OF "T. HDPE iv, �.tg(, HOPo 1 @ 1.25% .25% @200/01 I EXISTING 435 I GRADE 435 1 I CONTRACT R TO COMPACT 1 FILL TO AT LEAST 95% �- STANDARD PROCTOR DEN ITY 430 430 425 1 1 425 R R V R R H h V V 7 R V V V 12+00 9 9+50 10+00 11+00 12+00 13+00 STR. 118 - STR. 132 HORIZ SCALE: 1 "=50' 14+00 0 50 PROFILE SCALE Bryan D. Cichocki laic. No. 53741 i111eo 2 4(G'*ONAL .0 nE O O U N � N C Q O > E w a E < w v UM Q tj O 3 p LL - wO `mom J U 00 J - Li a>o" C7W NV w v 30'x LL p a v ti = N N F Q C Y00 N � M no O oc 0 z O a U U N W 0 z O U) w Of I ti DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE AS SHOWN JOB NO. 47036 SHEET NO. C7.0 L GLV. VI-VV` IL 1 1 II VPI STA 11+19.93 TOP 466.82 INV IN 462.33 (223A) 224: DI-313 6 ft Throat INV IN 460.10 (221) STA 12+73.23 TOP 473.36 226: DI-3B 6 ft Throat IN OUT 460.00 (219) rn c� INV IN 467.80 225 STA 13+49.16 m u� m o 0 0 0 0 ( ) 2 L N L N L N o TOP 474.73 2 L rn N r; n N D INV OUT 467.70 (223C) t t o V V F V H o o 2 °' INV IN 469.42 (227) 210: DI-36 4 ft Throat CO 2066: MH-1 ~ "t m (D (DLO V 223B: DI-3B 4 ft Throat INV OUT 469.32 225 (O M N ° �' M 00 0 o N W) m M CO (°iD rn rn o = n o STA 12+31.35 ( ) STA 10+00.45 v, r- LO STA 10+00.30 M o u� m M N m o ri M CM U' to LO CD ' r � 228: DI-1 TOP 464.23 m N f? v TOP 461.15 O t �' L M °i a +� +� F (? (O r� (D F �, °+ a � 0� rM � m000 CO a TOP 472.16 M}NH M+MV o(D� p +(0 p CM + -: M�a� - STA13+90.22 INV IN457.48(211) oop INV IN454.19(217) -p��z0 p�vzz0 p�az_0 p�0 o m p_ o m v p INV IN 466.86 (223C) TOP 475.48 INV IN 457.54 215 p O INV IN 455.60 207 a_ O 5 Q a i�i Q a Q a azz O p�vz O INV IN465.22(229) ( ) 6<a> ( ) 0�0> > ~0> z z "HO> z ~OZ F O > > > a0 p > > INV OUT 465.12 (223A) INV OUT 470.24 (227) INV OUT 457.44 (209) N 0 z INV OUT 450.49 (206A) N y z Z N _ _ _ N (n P _ _ N U)FZ Z Z NUFz Z ARF. AAn Am AAn Agn ADS SWM B: STORMTECH DETENTION WITH 2O6A ISOLATOR ROW 5.86' OF BOT. = 447.90 15" HDPE INV. = 446.900 @ 10.00% 9+50 10+00 15 11+00 PROPOSED GRADE EXISTING GRADE 41 �aa OF / y 2.00°16 223P 225 111 HOpEOF 5" HDPE @ 2.00% 12+00 SWM B - STR 228 HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 DE -I IS 13+00 Ti V 4. . UI-ODO IL IIWGI g v z z STA 10+78.16 Q 0-- j TOP 452.80 N U)) ? ? INV OUT 448.38 (232 465 465 460 460 PROPOSED GRADE EXISTING 455 GRADE I / 455 TOP = 451.65 SWM B: STORMTECH J 3' M N. 450 ENTION WITH DLATOR ROW 233 75.81' 15" HDPE F BOT. = 447.90 INV = 446.90 445 445 440 440 N (n d 41.06OF 15" H PE @ 2.00% 9+50 10+00 11+00 11+50 SWM B - STR 234 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 14+00 14+50 236: 12" Basin - Circular Grate -I OTA 4n-4C 4O IN INV INV DE1 IS 475 475 470 470 PROPOSED GRADE 465 465 EXISTING GRADE 3.1' 460 460 /215 of 42 HOPE 455 17' 0 455 450 1 450 445 445 v 9+50 STR 111+00 210 - STR. 216 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 �-• TOP 455.29 coo. is oasni-�,ucwai ui aie STA 10+29.14 INV IN 450.92 (237) TOP 455.02 OUT 450.82 (235) INV IN 451.30 (239) 232: MH-1 INV OUT 451.20 (237) STA 10+02.22 240: 12" Basin - C TOP 454.61 STA 10+89.42 N 450.56 (235) TOP 457.20 N 448.00 (233) INV OUT 453.47 ( 465 1 1 465 PROPOSED 460 BADE 460 EXISTING RADE 455 455 3' MIN. 239 _ OF TOP = 551.65C SWM B: 2$ 60.• STORMTECH P - 450 L235 010 @36 ENTION WITH DLATOR ROW 12.90. 0 8" HDPE @ 2.00% 237 14 8'HD E 8" HDPE 8" OT. = 447.90 INV. = 446.900 445 2.00% 445 440 440 P (v� d � 475 PROPOSED 475 EXISTING GRADE 470 / 470 3' MIN. r ADS BARRACUD 465 SYSTEM 8' 213.OF 465 - TER %12 O � 0 1 �500 460 ROPOS D 460 0 LINE Ad 2.7' 211 455 207 50.513 - 66.49' OF 455 5 HppE 1@ 1.750)6 @ 1.75% @ 2 00% ISANITARY 450 PIPE 7 450 445 445 a v v v v v 9+50 10+00 rn N N 22313: DI-313 4 ft Throat-cMo O o v STA 10+00.14 TOP 472.16 i +o INV IN 466.86 (223C) 5 a O INV IN 465.22 (229) O z INV OUT 465.12 (223A) AR5 ircular Grate 239) 9+50 10+00 11+00 11+50 SWM B - STR 240 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 11+00 12+00 STR 206B - STR 214 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 485 ARn 480 480 (STING GILADE PROPOSED GRADE 475 475 PROPOSED WATER 470 LINE 470 465 9 465 9NQpE 31 123p0% 460 460 455 455 to a 9+50 10+00 11+00 11+50 STR 223B - STR 230 HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 ca OL M N .N• � 0 " o a�NM�(D Cl) +(O(D q. oCD(0zZZ) (oiHO>z> C%z_ Z 13+00 13+50 222: 15" Basin - Circular Grate STA 10+62.12 TOP 470.03 INV OUT 461.96 (221) Am 475 475 PROPOSED GRADE EXISTING GRADE 470 470 465 Y.4' 465 PROPOSED WATER LINE 460 �0F 1A 460 6? pE 1�3p0 0 455 455 450 450 N M d d 9+50 10+00 11+00 11+50 STR 220 - STR 222 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 0 50 PROFILE SCALE Bryan D. Cichocki laic. No. 53741 9r122 M E O O U N � N C Q O > E w a E < w v 3 Q LL p 0 3 LL � wO `mom J U °MO W J -N a > o N (A N U W O Q X n LL oR v Ln _ N =v ~ c 0 00 � M a� t7 Z O a_ O: U U) W 0 z O U) > w o: DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE AS SHOWN 1� 1� C6 0 1� TT\ V/ U 0Q U) J> w M uct� J L.I.J J LL w O m 1� Q LL V) z 0 Q O U) ^2 0 0 �0 V/ L JOB No. 47036 SHEET NO. C7.1