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Home My WebLink AboutWPO202100004 Plan - VSMP 2023-01-12SOUTHWOOD PHASE 1 -BLOCKS 9, 10, & 11 SITE INFORMATION TAX MAP PARCEL, ZONING, AND OWNER INFO: 09000-00-00-001AD PARCEL AREA: 8.83 ACRES DB 3375 PG. 063 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) 090A1-00-00-001 EO PARCEL AREA: 22.92 DB 4773 PG. 328 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) 090A1-00-00-001 DO 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 LIMITS OF DISTURBANCE: 7.97 ACRES OVERLAY DISTRICT: ENTRANCE CORRIDOR MAGISTERIAL DISTRICT: SCOTTSVILLE WP0202100004 WPO PLAN AMENDMENT COUNTY OF ALBEMARLE, VIRGINIA SOURCE OF BOUNDARY AND TOPOGRAPHY: BOUNDARY TOPOGRAPHY SUPPLEMENTAL TOPO WILLIAM S ROUDABUSH, JR. 1974 LOUISA AERIAL SURVEYS, INC. TIMMONS GROUP ROUDABUSH, GALE, & ASSOCIATES, INC 2003 P.O. BOX 340 28 IMPERIAL DRIVE ROUDABUSH, GALE, & ASSOCIATES, INC 2015 MINERAL, VA 23117 STAUNTON, VA 24401 DATE OF PHOTOGRAPHY: 03/23/04 TELEPHONE: 540.885.0920 BENCHMARKS DATE OF COMPILATION: 02/02/07 CONTACT: PAUL HUBER, L.S. (SPOT ELEVATION) AT THE INTX PAUL.HUBER@TIMMONS.COM OF HICKORY & BITTERNUT ELEV=451.0 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 BURIAL SITES: NO CEMETERIES FOUND ON SITE. BUILDING HEIGHTS: MINIMUM BUILDING HEIGHT PROPOSED IS 2 STORIES (25REVEALED ON HIGH SIDE OF TUCK UNDER TOWNS) AND MAXIMUM BUILDING HEIGHT PROPOSED IS THREE STORIES (35). 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 Oa< H I SITE LOCATION VICINITY MAP 1t1=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. Sheet List Table Sheet Number Sheet Title CO.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 APPROVED by the Albemarle County Commu1 y2�23 pment Department Date 11 File WP0202100004 Amendment #1 .ryan D. Cichocki be. No. 53741 12/9/2022 ui 0 x 0 0 x 0 w w_ U z 0 > Of 0 r d O �1 J E H w O DATE 9/20/2022 DRAWN BY M.DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 1� C6 0 1�1 U 0< �J/'j W w J tY Q LU w IJJ m > 1� Q 0 "U V J z O U 0 0 0 V / IOB 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. Q-SAN-0--SO PROPOSED SANITARY SEWER CURB O PROPOSED SANITARY SEWER LABEL CURB & GUTTER WATER 0 PROPOSED PAVEMENT -w- EXISTING WATER LINE - --� CENTERLINE OF DITCH g• yy PROPOSED WATER LINE BENCH MARK R g• yy PROPOSED VALVE .,.,.,.��,.. CLEARING LIMITS - ;TI- g• yy 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 MANAGED SLOPES PRESERVED SLOPES ACSA GENERAL WATER & SEWER CONDITIONS GENERALNOTES 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION. 2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A) 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR 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/MAINTENANCF 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 it.M. 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 W 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 4 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. It. 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, e. 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 easements, and right-of-way plats. Plats should be copies of the actual recorded documents 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 WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) i COUNTY OF ALBEMARLE Department of Community Development Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding. including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. Albemarle County Engineering Final Plan General Notes Page 1 of 4 ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES General Construction Notes 1. Prior to construction withm an existing Public right-of-way, inclu ding connection to stir road a obtained from the Virginia Department of any existing permit shall be ob a grata Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). ryan D. Cichocki Lie. No. 53741 12/9/2022 n E 0 N U N C > E w a E w v 3 ¢ LL 3 0 LL w 0 m 2 W L M ¢�� Uoo J -u .. rn 0rY N Z IQ M _ X � J < ce w , n _ N =U F ¢ . c �^ rn N � M a� am O X N Z O E E H Z O a it U U) w 0 Z O in w F 0 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. TT� V U O > J_ W w Q J Q w L 0 w m T--I a 06 w O U) W z 0 O O z T. CL 0 O O L2 I Z) �O Vl JOB NO. 47036 SHEET NO. C1.0 L CD-1 I EW-12 IDITCH P OF CUT PAY UNITS FOR (TYPICAL) CUT OUTLET PIPE TO PAVEMENT BEGIN WITH 45• SUBBASE LINE ELBOW FILL GRADE � EDGE OF PAVEMNT / COMBINATION UNDERDRAIN CD-1 AT LOWER END OF CUTS CENTER LINE SECTION TRAVEL LANES 7/ (WITH TYPE 1 SELECT MATERIAL) - st- - - y- �� / /// 5• TRENCH PLACEMENT EDGE OF PAVEMENT i.c PAY LIMITS FC \` OUTLET PPE SHOULDER LINE \ BEGIN 4! F PAVEMENT SURFACE 6 BASE TOE OF FILL -SUBBASE / -U oio=o oPo=o 06 00 o6F-SELECT MATERML TYPE IORH �tx (TYPICAL) 0 0 0 0 441 REQUIREMENTS.E57 AGGREGATE, E8 AGGREGATE OR CRUSHED 33 • GLASS MEETING 68 GRADATION REQUIREMENTS. PLAN VIEW CEOTEXTILE DRAkIACE FABRIC (PLACEMENT OF CD-1 COMBINATION UNDERDRAIN) OR PAVEMENT SURFACE 6 BASE o �- SUBBASE OR CEMENT STABLI B D SUBBASE 0 00000 6 00 o FSELECT MATERIAL TYPEEOR SUBGRADE (CEMENT OR LIME STABIUZEDI - • • • • • • ?6 #57 AGGREGATE, E8 AGGREGATE OR CRUSHED DRNNAGGEOTEXTEILE GLASS MEETING E8 GRADATION REQUIREMENTS. GENERAL NOTES FABRIC 1. UNLESS SPECIFICALLY INDICATED,COMNNATKN LINDERMAN WILL NOT BE LOCATED AT THIS POINT WHEN BOTH SUBBASE MID SUBGRADE ME STIBLMD. 2. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. NON -PERFORATED OUTLET PIPE 3. OUTLET PPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PMILLEL TO THE SHOULDER SLOPE 2 X MN. (1 X DESIRABLE) GRADE. TYPE OF PPE CRUSHING STRENGTH )(W.T. 4" NOM. DIAMETER 1 )(W.T. 6" NOM. DIAMETER SMOOTH WALL PVC .D3 0.753 SMOOTH WAL PE 70 PSI )(ND( 1 70 PSI XXX 4. ON CURB AND GUTTER SECTIONS, WHERE IT IS NPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR UNDERDRNNS, THEY ME TO BE LOCATED SO AS TO GRAN INTO DROP INLETS OR MANHOLES. 5. ON SUPERELEVATED SECTIONS, TRENCH B TO BE ADDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. B. INVERT ELEVATION AT OUTLET EN) OF OUTLET PIPE TO BE A MINIMUM OF T-O" ABOVE INVERT ELEVATION OF RECBVING DRAINAGE DITCH OR STRUCTURE. X WAL THICKNESS (MIN) - INCHES 7. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ARE TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. *M N'TESTED ACCORDING TO ASTM D-2412 AT 5 % DEFLECTION. 8. SUTLER PIPE TO BE SECURELY CONNECTED TO EW-120R OTHER DRAINAGE STRUCTURE. �VooT STANDARD COMBINATION UNDERDRAIN SPEC IFICATON ROM MO BRIDGE STANDARDS STANDARD SHEET 1 OF 1 REVISION DATE (AT LOWER END OF CUTS) 232 501 108.04 VIRGINIA DEPARTMENT OF TRANSPORTATION 701 CD-2 11� �LMTS OF PAY FOR SUHwwx TOP OF CUT SUBGRADE TOE OF FILL W �y Jf� FILL COMBINATION UNDERDRAIN DRC fTYPIC�I1)�' T' SHOLDER LNE LINE 1 I EDGE OF PAVEMENT COMBINATION UNDERDRAIN CD-2 ON FILLS f-W. TRAVEL CENTER LINE SECTION -_L -�- °I- - - - - - -- - - (WITH TYPE 1SELECT MATERIY) IA EDGE OF PAVEMENT TRENCH PLACEMENT sHDULDER LINE YPICALI.•'�I ToOF FLL PAVEMENT SURFACE N BASE / SUBBASE LIMITS OF PAY FOROUTLET PIPE WA 0000� �-SELECT MATERIAL TYPEIORX PLAN VIEW SHOWING PLACEMENT OF CD-2 UNDERDRAIN AGGREGATE, 08 AGGREGATE OR CRUSHED G MEETNG E8 GRADATION REQUIREMENTS. NON -PERFORATED OUTLET PIPE F OR �-PAVEMENT SURFACE 6 BASE TYPE OF PIPE CRUSHING STRENGTH 3f W.T. " NOW DIAMETER * W.T. 6" ROM. GRAFTER SMOOTH WALL PVC 1 .103 1 1 0.%3 SMOOTH WALL PE 70 PSI )()()E 70 PSI W** 0 0 0 0 0 0 0 o SUBBASE OR CEMENT STABILIZED SUBBASE -o o. o o � o o o - ' �- SELECT MATERIAL TYPEI OR SUBGRADE )( WALL THICKNESS (MNl -INCHES o o o o-o-o�000 (CEMENT OR LIME STABILIZED) )OH(TESTED ACCORDING TO ASTM D-2412 AT 5%DEFLECTION. 657 AGGREGATE, E8 AGGREGATE OR CRUSHED IGEOTEXTILE I , GLASS MEETING 08 GRADATION REQ IREMENTS. BBRIC f� �1 GENERAL NOTES 1. TRENCH SHALL BE FLED WITH AGGREGATE AND THROUGHLY HAD TAMPED TO INSURE COMPACTNESS. &IREIATE CH SLAB PAVEMENT 2. OUTLET PPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PMALLEL TO THE SH MIDER SLOPE 2 X MIN. (3X DESIRABLE) GRADE. RIDGE SUBBASE 3. ON CUBB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE CO-2 OUTLETS FOR UDERDRNNS, THEY ARE TO BE LOCATED SO AS TO DRAM INTO DROP INLETS OR MANHOLES. 5'-0" MATERIAL TYPEI4. ON SUPERELEVATED SECTIONS. TRENCH B TO BE IRDER ENTRE PAVEMENT MEAL MN. DEPTH) WITH OUTLET PPE ON LOW SDE ONLY. 5. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MNMUM OF T-0" MOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. PLACEMENT OF CD-2 UNDERDRAIN AT 6. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHN PAY UNITS FOR OUTLET PPE ME TO BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 7. OUTLET PPE TO BE SECURELY CONNECTED TO EW-t2OR OTHER DRAINAGE STRUCTURE. SPECIFICATION STANDARD COMBINATION UNDERDRAIN vD0T REFERENCE ROM PID BRIDGE STANDARDS 232 (AT GRADE SAGS AND BRIDGE APPROACHES) 501 REVISION GATE SHEET 1 OF 1 701 VIRGINIA DEPARTMENT OF TRANSPORTATION ITI-1 CG-6 NOTES! 1. TINS REM MY BE PRECAST OR CAST N PLACE. 2. CONCRETE TO BE CLASS AT IF CAST N PLADE, 4000 PSI F PRECAST. 3. COMBINATION CURB 6 GUTTER HAVING A RADARS OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL BE PAD FOR AS RADIAL COMBINATION CURB M GUTTER. 4. FOR USE WITH STABILIZED OPEN -GRADED MANAGE LAYER, THE BOTTOM OF THE CURB 6 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-6 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SHOWN N APPENDIX A OF R THE ROAD DESIGN MANUAL N THE SECTION ON GS URBAN STANDARDS. D t.1 A BE CONCRETE OF THE CONTRACTOR COMBINATION 6" CURB AND GUTTER ROAD AND BRIDGE STANDARDS 105 REVISION DATE SHEET 1 OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 LC 1 A R1-1 STOP 'Reduce spacing 40% A B C D E F 18 375 6 Be 3 7.75 24 .625 8 Be 4 10 30 .75 10 10 C 5 IZ5 36 .875 12 12 C 6 15 48 1.25 16 16 C 8 20 COLORS: LEGEND - WHITE (RETROREFLECTNE) BACKGROUND - RED (RETROREFLECTINE) 1-1 MUTCD STOP SIGN DETAIL No Scale 6" TOP OF CURB �I-- CONCRETE 12"/��j�� CONTINUE 21 B STONE BASE j FROM ADJACENT PAVEMENT SECTION UNDER CURB FLUSH CURB (PARKING LO No Scale NON -SLIP BROOM FINISH VARIABLE WIDTH' �f MAX. CROSS SLOPE 2% 4" 3,000 PSI AIR -ENTRAINED '��< CONCRETE COMPACTED SUBGRADE 4" TYPE 21A STONE COVER DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS 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 27 FOR A WIDTH OF 5 FEET. A xxSTREET APPROACH SAME SURFACING I GENERAL NOTES (RADIUS TO BE AS o CI AS MAINLINE ROADWAY (SEE NOTE 3) SHOWN ON PLANS) ,n I 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 CG-6 CONFIGURATION. / (S NOTE 1)- 2. SEE STANDARD CC-12 FOR CURB RAMP DESIGN TO BE B 0 SIDEWALK USED WITH THIS STANDARD. I- I (SIDEWALK (ISEE MR - - - - NOTE 5> a OPTIONAL UNPAVED SPACE H- I 3. MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE ID FLOW LINE R/W LINE (EXCEPT ANY SUBGRADE STABILIZATION -�� t----- REQUIRED FOR MAINLINE PAVEMENT WHICH CAN BE EXPANSION N EXPANSION OMITTED IN THE ENTRANCE.) JOINT I 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. �ca1 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 6 CURB RAMPS 10'PARABOLIC CURVE (ENTRANCE ONLY) WITHIN THE LIMITS OF THE RADII SHOULD BE INCREASED TO 7". (SEE CG-13) EDGE OF PAVEMENT OR 8 % MAX. D OPTIONAL FLOW LINE GRADE CHANGE 0 _ _ _ - U 6. PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW (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 - - "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 B. 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 ROADMANUALINCLUDI OT GN STOPPING SIGHT DISTDANCE D KE VIALUE REQUIREMENTS. 9. OPTIONAL FLOWLINE MAY REQUIRE WARPING OF A PORTION CUTTER TO PROVIDE POSITIVE DRAINAGE B ACROSS THE INTERSECTION. ALLOWABLE ENTRANCE GRADE CHANGES CLASS (H.E.S. CONCR SECTION C-C ENTRANCE VOLUME GRADE CHANGE "D" DESIRABLE FIMAXIMUM 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 XVD❑T REFERENCE METHOD OF TREATMENT ROAD AND BRIDGE STANDARDS 502 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE SHEET 1 OF , VIRGINIA DEPARTMENT OF TRANSPORTATION 07/15 203.04 2016 ROAD & BRIDGE STANDARDS SWALLOWTAIL LANE CROSS SECTION C/L 0.56' CG-6 1.5" SM-9.5A 4(PLANTING STRIP) 22' 2 5' (PAVEMENT WIDTH) f 3% 1 1 pew CG-2 1 COMPACTED SUBGRADE 2" IM-19.OA 5' 5' 6' 3" BM-25.OA SIDEWALK 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 FLORA VIEW DRIVE (WHOLE LENGTH) SWEETBAY STREET (9+85.27 - 17+25 & 19+65 - 20+55.64) CG-6 - -i 2.5' �-2% SUBGRADE NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. ALLEY CROSS SECTION No Scale C/L 1.5" SM-9.5A VARIES 20' MIN (PAVEMENT WIDTH) TE & EMERGENCY ACCESS `2" IM-19.OA 3" BM-25.OA AGGREGATE SHALL EXTEND V BEYOND THE BACK OF CURB (TYP.) SWEETBAY STREET (17+25 - 19+65) HONEYBEE WAY (WHOLE LENGTH) C/L 1.5" SM-9.5A r0.5' VARIES 20' MIN CG-2 meµ{ (PAVEMENT WIDTH) \�\11L11 f2%TYPICAL (VARIES) COMPACTED SUBGRADE \_2" IM-19.0A 3" BM-25.OA NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. ALLEY CROSS SECTION No Scale CG-2 CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) TE & EMERGENCY ACCESS EASEMENTS AGGREGATE SHALL EXTEND V BEYOND THE BACK OF CURB (TYP.) RENEWAL ROAD (WHOLE LENGTH) C/L 1.5" SM-9.5A 5' 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.OA 3" BM-25.OA & EMERGENCY ACCESS EASEMENTS�I AGGREGATE SHALL EXTEND V BEYOND THE BACK OF CURB (TYP.) A A 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) yan D. Cichocki be. No. 53741 12/9/2022 M E 0 rn o N � N C >E E W Q LL o 3 0 0 � W O N Gy U 00 Z LEI _j N - In O c, N W v z U X O ¢ Q o<=W W (n= c N Z =v W, O ~ C W > M a � CO J o w � H (Ai 0 2 L7 0 0 x 0 W i w W F- U O z > 0 r DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. l� l� C6 0 1� i U O > J_ W J Q W ' L WCO ,,,,,,��(( TJI Q 06 LL O T< O Z i O O T� i 0 V IOB NO. 47036 SHEET NO. C 1.1 L WP-2 1 x 6 CAF 1 x 6 TRIMMEF 2 x 4 RAILS x 6 METAL POSTS 10'-6 " 1-4 x 4 METAL POST (TYP. 12"-0" CONC. PAD 14'-0" 1 x 6 OUTSIDE ELEVATION 3 SIDES VARIES VARIES NOTE.' ALL LUMBER SHALL BE PRESSURE TREATED INSIDE ELEVATION 3 SIDES v 7-/ Cf F 12' S7 HINGE 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 1.5"ALUMINUI RAIL (TYP.) Y 1 x 4 CAP OVER OUTSIDE GA TE VIEW INSIDE GATE VIEW 12" MIN (TYP.) (TYP.) EXP. JOINT rINISHE GRADE WASH GROUT TO THE FULL DEPTH OF EMBEDMENT (TYP.) +' 5 # 57 STONE #3 REBAR (12" O.C.) V91, ° (2) #5 REBARS, BOTTOM CONTINUOUS, LAP 2'-2" AT SPLICES COMPACTED SUBGRADE 3" 1,4, EXTERIOR STAIRS No Scale 4 x 4 METAL POST UNLESS x 4 RAIL OTHERWISE NOTED YP.) ON PLAN 1 x 6 TRIMMER 3"-0" I 1 x 6 SIDING J'-O" -i f^ 12" POST ELEVATION CG-3 REV. 9/06 201.02 CONCRETE BUMPER BLOCK ANCHOR WITH 5/8" REBAR IMBEDDED 24" IN GROUND/HANDICAP SIGN HANDICAP SIGN LOCATION (VAN) FACE OF LOCATION (TYP.) CURB � O � PER VDOT 8' 1 5' 4 8' 8' 8' TYPICAL VAN ACCESSIBLE ACCESSIBLE HANDICAP SPACES No Scale SIGN 18'1 18' PAINTED STRIPE (TYPICAL) 1 REGULAR SPACE STD. U POST GALVANIZED POST TO BE DRIVEN SIGN AND POST DETAIL No Scale VA. SIGN FOR THE DISABLED ON 0.80 GAUGE PAiiCIIG f Ada ALUMINUM. COLORS: GREEN BORDER & LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, WHITE BACKGROUND. SPACES SHALL BE IDENTIFIED BY ABOVE ekTy GRADE SIGNS AS RESERVED FOR PHYSICALLY SM-WRE SM-S5 RE DISABLED PERSONS. PROVIDE ONE (1) R-7-8 TOW AWAY ZONE TOW AWAIT ZOtf SIGN AT EACH PARKING SPACE INDICATED ON SITE PLAN. SIGN SHALL BE ALUMINUM ;=V;AN (PAINTED WHITE) WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL. SIGN 6' ABOVE SHALL BE PLACED ON STEEL POST 1-1/2" 0 FINISHED PAINTED BLACK SET IN MIN. 2' OF CONCRETE. GRADE ADA PARKING SIGNS No Scale 2.. � " p 2.. R np 3.. 0... 1" R e. . SEE NOTE a �• • N;.. o. e. b% e. SURFACE BASE SUBBASE 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 OF CURB) WILL BE PAD FOR AS RADIAL CURB. 4. THE DEPTH OF CURB MAY BE REDUCED AS MACH AS 3" U3" 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 ADJUS- IN THE PRICE BD S TO BE MADE FOR A DECREASE OR AN INCREASE N DEPTH. 5. CG-3 15 TO BE USED ON ROADWAYS MEETING THE REQUIREM FOR CG-7 AS SHOWN IN APPENDIX A OF THE VDOT ROAD D MANUAL. 6. WHEN THIS STANDARD IS TO BE TIED INTO EXISTING BARRIER CURB, THE TRANSITION S TO BE MADE WITHIN 10-OR THE CHANGE IN STANDARDS MADE AT REGULAR OPENINGS. STANDARD 4" CURB VIRGINIA DEPARTMENT OF TRANSPORTATION FhffliflRCE 105 502 CG-7 ADJACENT TRAVEL LANE ASPHALT PAVEMENT WIDENING 12 x EDGE OF EMNG PAVEMENT (AS DETERMINED N FIELD) TACK COAT THE PROPOSED CONSTRUCTION JOINT EXISTING ASPHALT LAYERS PROPOSED ASPHALT LAYERS -------- ------ EXISTING SUBBASE PROPOSED SUBBASE -------- COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS ® PROPOSED MINIMUM 11/N INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) X MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS AS DETERMINED BY CORES (SEE NOTE 3) NOTES( 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT` DESIGN N 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 MANAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED N THE PAVEMENT DESIGN. 3. A MINIMUM OF THREE CORES SHA L 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 lYz INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAVED BY iTHE ENGINEER. 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE MANAGE. 6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALE BE RESTORED SUBECT TO THE APPROVAL OF THE ENGINEER. 7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQIREMENTS OF SECTION 315.05(e) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE N ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(o) OF THE SPECIFICATIONS. NON) AND BRIDGES -TNOAROS ' ASPHALT PAVEMENT WIDENING sIEET 1 DF 1 REVISION DATE FOR WIDENING SUBJECT TO TRAFFIC BUT30302 VIRGINIA DEPARTMENT OF TRANSPORTATION 2016 ROAD & BRIDGE STANDARDS rs-1 TRANSITION BETWEEN PPE DIAMETERS WHEN pIFFEMNT SIZES OF PIPES ME ENCOUNTERED. 49 SHAPE TO ELEVATION OF MID -POINT OF LARGEST PIPE. SHAPE TO OFNPIPER I I I I I I SLOPE TO DRAIN TO INVERT SECTION A -A OF OUTLET PIPE METHOD OF TREATMENT IN DROP INLETS \ � NOTESI! SHARING OF MANHOLE AND INLET AVERTS N ACCORDANCE WITH THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED SLOPE TO DRAIN PLANS R WHERE INVERT OF PPE IS MOVE INVERT OF 1 TO F SOUTRUCRE. j PIPE MANHOLE TO BE AND CONSTRUCTED DROPWITH STANDARD WISH APPLICABLE STANDARD OR SPECIAL DRAWING. N ACCORDANCE H AP I CO A SHARING MHEREON THE INVERT SHINING DET.ED ON IS TO CONSIST OF A n �I II CEMENT CONCRETE MIX CONFORMING TO CLASS AT OR (T CLASS CLASS 4 INEXCEPTDIM THAT 25% OF COHSE AGGREGATE MAY IC UP TO 4C N AND CONSIST STONE, BROKEN BRICK. ` E CONCRETE OR CONCRETE BLOCK. THE SURFACE BROKEN CONCRETE OR BROKEN I HULL BE LEFT SMOOTH M HEMS OF HARD TROWELLING. NOW I TE OF THE COHSE AGGREGATE SHALL REMAIN EXPOSED. DETALS OF INVERT SHARING AS SHOWN HEREON ME FOR EXAMPLE PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED - INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES. SECTION B B PLAN METHOD OF TREATMENT IN MANHOLES SPECIFICATION ROM AN`RIDar5TANDARDS STANDARD METHOD OF SHAPING REFERENCE SHEET , OF , REVISION DATE MANHOLE & INLET INVERTS 302 106.08 VIRGINIA DEPARTMENT OF TRANSPORTATION THIS AREA MAY BE CONCRETE AT THE OPTION OF THE CONTRACTOR REV 9/06 201.04 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 DRAINAGE LAYER,THE BOTTOM OF THE CURB AND 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 10'OR THE CHANGE IN STANDARDS MADE AT REGULAR OPENINGS. 7. WHEN COMBINATION MOUNTABLE CURB AND GUTTER IS USED, THE STANDARD ENTRANCE GUTTERS OR STANDARD CONNECTION FOR STREET INTERSECTIONS ARE TO HAVE THE MOUNTABLE CURB CONFIGURATION INCORPORATED. R 2" -1" R 11" e n n n A 7'. D D D = - - - - - - - THE BOTTOM OF THE CURB AND GUTTER MAY BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A T' 2'-0" MIN. DEPTH OF T' IS MANTAINED COMBINATION 4" CURB & GUTTER VIRGINIA DEQARTMENT OF TRANSOORTATION ,OS 502 yan D. Cichocki Lie. No. 53741 12/9/2022 n E 0 N U N C > E w ai E N v 3 Q LL 0 3 p U. I_ wO `m ^H V 0000 Z LU LU J - O M M C7W N'4 CL d W M Ln Z f i K 3oR'x U) p pQ (Uw 0 Lj- L%i p c a FvaU71 O LETLn U) 0 CO Ui w Of U � M V CDU j O a 0 O x ti c� Q 0 F ELI Lu F ITNI O N N Z ^I O N DATE i 912012022 0 r DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE N.A. T 06 O TT\ U) U O > J_ W J cQc ' Lu I� J WED x�( TI Q 06 LL V) U) z z O T. 0 0 O O T: i Z) O Ln JOB N0. 47036 SHEET NO. C1.2 9 a a c (0 L c m CL t5 L 3 n 0 vDf CL GO E' z 20 2 O c N J CC m d U CC C7 3 Z O " 2 a 2 F d o 2.3 6 D c 2x =N N N O :s 2 Iu "Z(0 p= YA 0.2 E 0 m 06 a = 10 a MI m (p N W = 201 W n0 m E r_ L r• ® 44' MIN. 6' 41N. 6' MIN. q 7.5' a: 60, _ I I 36' . 4' a a Is MIN. --17.5"� A 3Y Mu BINGNUT LOCIUNG ASSEMBLY 1Y MN. 17 1 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 B". 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATER PROOFING COMPOUND. TYPICAL METER VAULT (1 1/2" METER) NTS FIG. W-76 4" DIAMETER BRANCH AND VALVE - WATER TIV VALV E BO% %ARIES K RESTRAINED JOINT FITTINGS ON-LINE (TYPE "B") PLUG vnn"' THREADED COUPLING PVC SLEEVE BRASS NIPPLE AND PVC o CAP j LUBRICATE ALL THREADS THRUST BLOCK tO METER BOX (SEE FIG. W-7) VALVE NO. 57 STONE M.J. FITTING 2" 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 NTS FIG. W-B AIR RELEASE VAL) BRASS OR BRONZE PIPE SSOLIID CEMENTR BLOCKS TDTD=19 -TYPE "K" SOFT COPPER STOP GRADE GATE I. STONE NOTES: 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID 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 FIG. W-9 TD-20 VARIES BOX TO METER BOX (SEE FIG. W-6A THRU W--7E). VARIES 2" COPPER WATER MAI M.J. FITTING 4" DIP "PLUG THREADED FOR 2" COMPRESSION FITTING RESTRAINED JOINT FITTINGS NOTES: • GATE VALVE WILL BE 4' UNLESS OTHERWISE SPECIFIED BY THE ACSA • SERVICE LINE TO CONNECTAT MAIN WITH X"x4'TEE • REFERTO FIG.W-3 FORTHRUST BLOCK DETAILS ONTEE. • REFERTO FIG. W-5 FOR THRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE. • NO CONCRETE SHOULD BE POURED ON ANY PART OF THE RESTRAINED JOINT. USE PLASTICSHEETING AS PROTECTION FOR BOLTS. • USE 2500 P.S.I. CONCRETE, LARGE METER SERVICE LINE NTS FIG. W-6C ID-12 V COVER UFT NOTCH 12 3/8" WATER CAST IRON LID NOTES: (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. TYPICAL METER BOXES (5/8"-1" METERS) NTS FIG. W-7 TDTD=13 METER SIZE DIMENSIW A OIMENSI N B DIMENSION C 1 L2' 3'1' 3'8' 2' 3'1' 5'0' 3' 5' MIN 4' 5' MIN. 12' MIN. ' GREATER THAN 4' PROPOSALS WILL HE SUBMITTED, B DOOR HINGES r----- ---- -----� 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 rDrD_14 SIDE VIEW 75' DIAMETER DRILLED IDLE FIX2 TOUCH READ (NITS. TOP VIEW 3' DIAMETER FLAT BEARING SURFACE UNDERNEATH ?4' X 36' 4LUMINLIM ACCESS HATCH NOTE: HYDRANT MUST BE EQUIPPED PATH CHARLOTTES- VILLE THREADS WMICH IS QTHE 1 LOCAL STANDARD. LENGTH OF BRANCH VARIES e' MIN 2' TO 10' (270) 18'-22' 7 CU. FT. ALVE BOX /6B STONE *MI 6" 6' GATE . .. .. VALVE z N a ' TEE 2500 P.S.I. CONCRETE .t.• ` I BASE AND THRUST('•":+s' BLOCK AGAINST UNDISTURBED STABLE SOIL STEEL PILE RESTRAINED JOINT FITTINGS WHEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL 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 C INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 TD-B PLACE 5' GALVANIZED WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS AS DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL FINISHED GRADE 1 ADJUSTABLE TRAFFIC RATED II VALVE BOX W/ LID II u n M.J. GATE VALVE WATERr4o UNE 2500 P.S.I. CONCRETE4 2'x 2' BEARING AREA. THRUST BLOCKa'4 NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE 1' 0DMIWS90 N x 3/4' MAZE PPE TAx 9 OR APPROV£0 EQUAL 1' T 'N• mT 00FVER t'x15 NOTE. No sAEATm ntnws DUAL SERVICE SINGLE URWCE NOTE: 1) SADDLLS SHNL BE Dgm OH PVC PPE NTS FIG. W-5 TD-9 WQ777 EN e / FIN USE ON ATfACHD SNGIE FAYLY �EFIDAL SFAMC£S OR DUAL RESpflIRM. AND IRKKMTION 6ERMam. 2' " x 3/4' NINE PPE 0011PtNG PPROlED LCUAL VR 115E ON DETAQ SMLE FAMILY ss6aHnM. SeRWOE wtaT¢ AN IRNICARON A70Ft IS NOT PROTWFD. NON uD �„rF*^d'T GRADE M. MN. COPPEItSETiFR 1/8 IPTN aWRNa� 's, A YE1aM ,r1IM CORPOIU1pN ATOP �� ytr• C.��"S; 1.'�? NECESSARY AS BMX aR DOS! DILpt BOX AFA1 SETTER (2�Na1 n�•', ;sue `- :.•�1:.`s ! 'TJ r !id .• �.' 1'' �' N� . 4'�Yr"" '-'"' h'.. -�,,,' i3' 4' OLwE1FA aRNI PPE. 12' InNc s7 Poaa.T. woT MMMIY TMaorEss) .,<.. a":,'^:';..cP'�c�4?:: 51•Ea wi xa 67 AgNEGA1E TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FIG. W-6A - FOR BENDS 8' & SMALLER USE STRAP ON BEND WITH ANCHOR BOLT ON CENTER LINE OF BEND. - FOR BENDS 10" THROUGH 12" USE 2 STRAPS ON BENDS ADJACENT TO BELLS. - FOR 1B" BEND USE 3 STRAPS AS SHOWN. 6" I G STRAPS ELEVATION PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT. BEND SIZE A B I C D E F C- 6 V_9 2'-3 V-6' V-2 2'-O 1 1/4' IY 2'-3 V-0 2'- V-e 2'-6.1 1/4- 11 1/4' 1p' Z-9 S-9 2'-f 2'- S- 2' 1r 3'- 4'-3' Y-D r-Y Y-6' r 18' 3'- 4' - 8 1 4' r 3'- 4'-3' 2'-0 Y-W 3'-Y r 7Z 1/2' 10' Y-3' 5 Y-0 2'-9 3'-9 Y is- E -O Y-e 3'-J' 4'-0 5'- 2 1 4- - 8 3'-O' 8'-o 3'-0• Y-3 3'-3 2 1/4 Y 3'-6' ''-8 7-5 3'-s 3'-I' 2 1 4 u' 10' 4'-8 7'-6 3'- 4' -3 5'-0 2 1 4 12' 5'-3 Is- S-6 1r-D Y-9• r-O Y-3• z 1/r B 3- THREAD, 1 NOMINAL INSIDE 3 4" ANCHOR DIAMETER EXTRA g(X75 STRONG STEEL PIPE #4 BARS ® 12" PIPE BE ON, CENTER FOPCONCRETE "B" 12 BENDS & GLASS LARGER C CHART FOR UPPER SECTION VERTICAL BLOCKING NOTE: STANDARD 90- HOOK ON END OF ANCHOR BOLTS TO FACE CENTER OF BLOCKS. CONCRETE BLOCKING FOR UPPER VERTICAL BENDS N.T.S. FIG. W-3A Top View a 6" MINIMUM 4' 1 m " iw .a 4" MINIMUM d d a A 4.< NOTE: RESTRAINED JOINT FITTINGS - - - - - - Side View 42" Minimum - - - - 14 c Certification of 95X compaction required d 19 I IQ 4 Galvanized Steel Beam, I I a W12 x 14 (min. size) .4 3' min. penetration into undisturbed soil or as approved by the ACSA. 110101 TYPICAL THRUST BLOCK IN FILL AREA NTS FIG. W-3B ASTM A36 AND HEX NUT ASTM A588 (lYP) itt UNDISTURBED 2 - 3//- SOIL (TV) 'VJ--TR/ WATER AWN VALVE 24"MIN LINDISTURBm EARTH ELAM CLASS A-3 CONCRETE ��41 'i EGA -LUG MIN e' ELEVATION UNDISTURBED TREN MIN WIDTH MIN I • 2 I 3 SECTION NOTE: 1. ALL RODS AND FASTENERS SHALL BE GIVEN TWO COATS OF ASPWJ-TC 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 6 LARGER DURING CONSTRUCTION, THE COLLAR DIMENSIONS SHALL INCREASE ACCORDINGLY. CROSS ANCHOR RESTRAINTS FOR VALVES NTS Fig. W-3C %s JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT [IF WAY. VARIES 'ID't I 10': WATER SEWER 3 A ri P � E LOCATION OF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS- WATER OR SEWER ONLY - 20' MINIMUM WATER 6 SEWER 30' MINIMUM Y SEE PART 3, PARAGRAPH D) SEPARATION [IF WATER 4 SEWER SYSTEMS. UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 90' TO THE RIGHT OF WAY. UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG. W-1 Tn-1 GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL e24MIV,• INITIAL BACKFILL "Zi I Ir"• 6" BEDDING no '7' #68 STONE * STABLE SOIL ROCK * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE. FOUNDATION IN POOR SOIL UNDER -CUT CONDITION 4 I INITIAL BACKFILL 4 MI UNSTABLE SOIL -, MI . MIN. MIN MfN #68 STONE T(Y RANULAR FILL AS - �s •`'%'rt'•' A�PPROVED BY ACSA CK STABLE SOIL OR ROCK' NOTE : 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION & BEDDING NTS FIG. W-2 PIPE DEGREE BEND DIMENSIONS VOL TEE AND PLUGS VOL. SIZE OF (FEET)CU.YD.CU.YD.(FEET) BEND L H T L H T 90 2.50 2.50 3.01 0.24 4' & 6' 45 200 2.25 2.60 0.15 200 225 2.50 0.15 22 1/2 1.50 2.00 2.52 0.10 11 1/4 1.50 200 2.50 0.10 90 3.68 3.16 3.21 0.48 45 2.66 2,66 277 0.28 8" 22 1/2 1.68 2.16 2.69 0.13 3.16 2.91 2.66 0.32 11 1/4 1.66 2.16 Z67 0.13 90 4.83 3.83 3.42 0.83 10" & 12' 45 3.33 3.58 295 0.43 3.83 4.00 Z83 0.52 i I 22 1/2 2.33 2.58 286 0.24 1.83 11 1/4 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 NTS FIG. W-3 IT)-3 cyan D. Cichocki be. No. 53741 12/9/2022 ry E O rn o N � N C > ;_ w E Q LL o 3 of LL w m M Q j U co Z w J -U1 O F d (DH ychi a. () �O �x LU!) O Q J LL L L 0 4c c O = V O W In Lf) 0N w O N M U U 00 > N J � Ui W � Il 0 Oo 2 � U Q 0 Q_ x � H � N W F_ O U O Q N Z O 7) DATE > of 912012022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE N.A. • �JJ l� 66 1� 0) i U O > J_ LI..I LY Q UJI J' Lu DO TI Q KJ LL Uj O W O O Z 7 III O O T� i O ]OB NO. 47036 SHEET NO. C1.3 L Ori SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE �y?111 /i AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS O INDICATED , THE TOP (CROWN) EIEVA71N OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE NOTE. MIN, 60' DIAMETER MANHOLE REQUIRED. TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED w ryan D. Cichocki TO THE MANHOLE C NA. STEP ' SDP MANHOLE pvc cRDss Z be.1---I c. No. 53741CONNECTED 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 27 Q c\�� 2' USE APPROVED FLEXIBLE RUBBER HOOT' 100 12/9/2022 (1/4" PER FOOT) �1 3000 PSI CONC. BASE O IONAL�1 R ROADWAY [� 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN " ♦ 4 DIAMETER OF 4. FVSI(ETEn • STEP COUPLING BENCH SLOPED TO FLOW 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER o 27• I . CHANNEL 1/4" 1' MIN OF 3 FEET. '. DROP PIPE PIPE STRAPS `,M SALT: " (STAINLESS STEEL) .:�:.n+.' 1� L' VERTicALLYr -_ 'r o E O TREATED - ♦ ♦ Via. F:..:i, . /�J �� N FINISHED GROUND MARKER `90" RESTRAINED REND '"�' �/� t `7 - BRANCHSEM j = PAVEMENT (n I INFLUENT 12" y f J I 0 PIPE W MAIN •'" • uj - COATED SIIFFII. BAND OR STAINLESS 42' MIN, 41' • .��• "_••.. SEWER • PPE _ d 2' " Q M, 0 3 LL p W LL 0.25' MIN, THICKNESS STEEL CASING INSULATORS 42' MIN. STEEL CASING I 112" CONCRETEODSFlLL p[pp] [1 . p R y W Cr 0 V m Z - PLUG END OF PROFILE < 'J" o d I MAIN LINE SECTION SERVICE LATERAL MIN. 6' BEDDING VITH NO. 6B STONE (A O 'J IIEL 45'0'0" 1.HEIGHTOFTHEVERTICALDROPPIPEWILLBEDETERMINEDBYTHEACSA,BUTSHALLNOTBELESSTHANTWO FLEXIBLE CONNECTION NOTE: M X OL 2'-0' I 7. OR S' I 7' OR 8' 12'-0' I 2'-0' (2) FEET' WITH STAINLESS STEEL ALL CONNECTIONS TO C u O T T T 2. VERTICAL DROP PIPE SHALL BE SDR 26 P.V.C, SIZED THE SAME AS T14E INCOMING PIPE AND CONNECTED TO BAND EXISTING MANHOLES SHALL a (u LL = p UCTILE IRON PIPE Ir 18' OR 20' JOINT OF DS, I THE DROP FITTING WITH STANDARD GASKETJOINT. I�Iy BE CORED AND A FLEXIBLE " " U) C N Z I.- RESTRAINED JOINTS) I 1 3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPEJOINTS. STRAPS SHALL BE MADE OF p CONNECTION BOOT _ ¢' O w STAINLESS STEEL - INSTALLED O c � U) g NOTE 1. STEEL CASING TO EXTEND TO BACK OF CURB, DITCH, SIDEWALK, ETC. OR A MINIMUM OF 5' BEYOND THE EDGE OF o N j PAVEMENT. WHICHEVER IS GREATER. 4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROPCONNECTION DISCHARGE POINT w Lu O 2. ENDS OF CASING CAN BE SEALED USING A PULL -ON END SEAL GASKET IN LIEU OF CONCRETE FILL. IN LINE WYE-TEE TOSPRING LINE OF MANHOLE INVERT. K 3, MIDDLE SPACER SHALL HE PLACED AT THE CENTERPDINT OF PIPE JOINT, PLAN S. DROP CONNECTION DISCHARGE FITTING SHALL 8E ORIENTED AT45 DEGREES, INTO THE FLOW. TYPICAL MANHOLE PLAN N J CD w a 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT90 DEGREES FROM THE ACCESS STEPS. WATER VARIES 7.MINIMUM72'DIAMETERMAN HOLE REQUIRED FOR ASINGLE SO"OR12' o DIAMETER DROP CONNECTION,OR SHOWING BRANCH TIE - IN TYPICAL STEEL SLEEVE INSTALLATION TWO 8" DIAMETER DROP CONNECTIONS. UNDER ROADWAYS Ln SEWER SERVICE LATERAL CONNECTION STANDARD INTERNAL DROP CONNECTION NTS o 0 N.T.S N.T.S. N.T.S. FIG. W-10 FIG. S-I-B LO Q FIG. S-2 FIG. S-1-C2 - 7) O K Q_ TD-33 TD-30 TD-27 F N w H Q) U Q O N FRAME & COVER >E o N E F- FRAME & COVER (SEE FIG. S-I-D,E) Ln DATE REMAINING BACKFlLL SHALL � E LLL--...��{ Q 'u I uzi kE '&' s SEE FIG. S-1-D, E STREET SURFACE OR STREET SURFACE OR 912012022 NOT CONTAIN ROCK MATERIAL 41 L-.�I n' -A $ ° NON -PAVED AREA NON -PAVED AREA p 36"MIN LARGER THAN 5" IN ANY °5T E �a SLOPED AREA SLOPED AREA �/ DRAWN BY DIMENSION 24' MI E Ha n �° _J{, 1'-0' MAX 2•_p^ RUBBER COATED STEEL STEPS vz' 1r` M. DENHARD INTIAL BACKFlLL 4 w Hg k e CAST IN PLACE e ; 1'-O" MAX 8"MIN (6" LIFTS) EMBEDMENT w THOROUGHLY COMPACTED i � E ° PRECAST REINFORCED CONCRETE sEcnoNs WITH "o" RING SEALS 2'-O" • DESIGNED BY BY HAND OR APPROVED SPRING LINE MECHANICAL TAMPER E s $^ $ O% $^` OR APPROVED EQUAL M. DENHARD OF PIPE Q ruEw RUBBER COATED STEEL • NO. 68 STONE _O_ HAUNCHING BEDDING 6" max 4" min �$ 3 nb M N M_ LLJ a ? S 4 02 �z ° 3'-0" MIN a ., THE DROP CONNECTION SHALL BE e A DUCTILE IRON PIPE (CLASS 50 5" BACKFlLLED IN 6" LAYERS AND 3'-0" MIN STEPS CAST IN PLACE PRECAST • CHECKED BY FOUNDATION SHALL BE E-•. E N `. COMPACTED BY HAND TAMPERS OR 12 IN BACKFlLLED WITH SELF -COMPACTING CONCRETESECTIONS1�IN "0" RING SEALS 16" MAX • • B. CICHOCKI SCALE REQUIRED WHEN SOIL �E s' MAX STONE. T MINIMUM ELEVATION CONDITIONS ARE UNSTABLE Ee� [ ALL PIPE) 5" DIFFERENCE ACROSS M.H. 5" 4'-0" ix E �e MINIMUM ELEVATION DIFFERENCE p412'MIN 12"MACROSS FROM INLET TO OUTLET N.A. kE nu M.H. FROM INLET TO VARIE.OUTLET SHALL BE 0.20 FEET. vo$ 'u SHALL BE 0.20 FEET VARIES CONCRETEDEPTH FILLETED INVERT FORA SMOOTH OF FLOW 1 FILLETSA CHANNEL TO BE TRANSITION OF FLOW BETWEEN G. 3/4 DIAMETER OFINLET 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFlLLED ENTIRELY WITH N0. 21A O F & OULET PIPE SHALL BE PROVIDED. 12 �p• TNNOTE SEWER. IT 4 • •. , 12„ A FILLETED INVERT FOR A SMOO e STONE. D1A 2. FOR DUCTILE IRON PIPE THE BOTTOM THE TRENCH SHALL BE SCRAPED 2 A LARGEST PIP PIPE IN MANHOLE TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 M STONE SHALL BE PROVIDED' 0^ $^ or" N E y E$ E o MIN. 6" BEDDING WITH NO. 68 STONE PROVIDED. MIN. 6" BEDDING �7( (�(, 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" k'g w NOTES: NOTE W/ NO. 68 STONE BEDDING OF NO. 68 STONE r" �" �� $r' "'" 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE O O SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. O 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED DESIGN ON SEWERS WITH STEEP SLOPES. INSIDE AND OUT. TYPICAL SEWER PIPE TYPICAL MANHOLE SECTION � INSTALLATION IN TRENCH TYPICAL MANHOLE FRAME & COVER TIE-IN TYPICAL MANHOLE WITH DROP CONNECTION SHOWING BRANCH N.T.S r ^ NTS FIG s-1-D N.T.S L/ , FIG. S-3 N15 FIG. S-I-A TD-31 FIG. S-I-C (i, TD-34 TD-25 iD_28 � V O u) - PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE Q WITH PART V. SECTION G OF THESE SPECIFICATIONS. J i _J W J SLOPED AREA RUBBER COATED STEEL STEPS FRAME &COVER CAST IN PLACE •° uj (p r (amd 6K xaMS 1 1/2' W II27 o � 1/2- -DA �""0 7- ze 1/4- DW SEE FIG. S1�1-I-D, E PRECAST REINFORCED CONCRETE PR ONTCNNCREETTE BLOCKS • •" • %. SEIWER PIPE NITARY ' CO Q j� [eetmm7 IITam„17 SECTIONS WITH 0" RING SEALS N APPROVED EQUAL ' " '•�• .� MIN. 12" CLEARANCE DOGHOUSE OPENING SHALL i' ' BE PREFORMED BY BETWEEN EXISTING PIPE J Q UL C45 KJ MAX , MANUFACTURER OR AND STONE BEDDING SAW CUT TO FIT PIPE * .• - I 26 7/15' ow� L7zamm7 [iA] > A FITTING MAY BE REQUIRED tr WITH ACSA APPROVAL OUTSIDE DIAMATER PLUS B'. 12" THICK VDOT W 0 0 � MA ° 25' [91 No. 68 STONE BEDDING O SEC L9&Omm/18' FRAME SECTION r I3emm] a SOLID CONCRETE BLOCKS SOLD CO CANDRE 4' LOCK" O I2�_1. a®� -�7 THE DROP CONNECTION SHALL BE 3'-0" MIN a BUCKLE ERN PIPE [CLASS 50) CENTER W/RISER WALL (4 EACH) DOGHOUSE MANHOLE BASE 7 I, BACKFlLLED IN 6" LAYERS AND DSO."] NI A ]1/&' 1/1. RY [�mmI ]� a COMPACTED BY HAND TAMPERS" 5" BACKFlLLED WITH SELF -COMPACTING „„„,iiii,ii,,ii,,iii,iiii,,,,,,,,,„,ii,iiiiiiii,iiinii„iii,ii,i„i, i,,,, i,iii,�i,ii,i SP 3 13/15' w 22 13/15� ® STONE. MANHOLE ABOVE BASE SHALL FILL DOGHOUSE OPENING 2 I/e• [97.1 15T9m11] 92 12 MIN BE CONSTRUCTED AB SHOWN AROUND EXISTING PIPE [6Mnm ♦ 1 3/5' [SSSmm w 11/15' ] L3kem] 9/15' O.D. OF GKT GROOVE 16" MAX MINIMUM ELEVATIN DIFFERENCE T C ACROSS M.H. FROM INLET TO WITH 3,000 PSI CONCRETE N FIGURE S-1-A OR NON -SHRINKING GROUT Q [17.1 CAN B(,U [14mm] SECTION VIEW 1/4" ((6mm DW ]G15KET 5' T '� OUTLET SHALL BE 0.20 FEET o[51t NEOPRENE (2) T19R 1/16 X 5/6 x 1 1/2 12"MIN 12"MIN A FILLETED INVERT FOR A SMOOTH VARIE 4 TRANSITION OF FLOW BETWEEN 0 O SEW R 1&00' 1 5/e' R "W4 40A810� [smm (A az lax 5/1-1110 1/2 a 2400" [4tmm POUR► ome1255 INLET & OULET PIPE SHALL BE ,• PROVIDED. ALLOW CONCRETE TO FLOW A MIN. WRAP EXISTING PIPE WITH 1 /2" PLAN view 1 1/8' (�'""') e(rs I511x6 [13mm 'w DIA sTA aTIML ROD w,Rr/�1*1 SAS a 1m w s A �� FITTING DIMENSION VARIES WITH SLOPE. G 1'-0" BEYOND BASE NEOPRENE GASKET MATERIAL OF STRUCTURE BEFORE FIWNG THE OPENING O PICKBAR & LOCKLUG HOLE DETAIL xo s IwT# I)ao9ell!!4 11 2H wrlx . " 2 ' Q 12" • .. �: s' :• .. v p •.• �_ NEOPRENE SECURED BY 2 NN- CORROSIVE STRAPS, 1 ON EACH SIDE OF OPENING 1. ALL YANHpl6 w11NN 100 YEIR FLWDP(AM OR (OGLED M AfGAR SUBJECT Tp RJ)ODMG SHALL RAVE YATFRRRIT FRAME dt TOWER -6 C C RUT Hx JW 5/5-11 DI z ALTE9runvE omal FOR wAtERncHT ooerns wAl eK oo9slDoaD. p" Spp01Yy5 a cOweS sxALL aE FSRD TD FRAJas w1x LaaaNc uXs aR sWAR AssTJely 3/4 DIA OF LARGEST PIPE IN MANHOLE 12" M i 12" MIN. CAST -IN PLACE TYPICAL WATERTIGHT w-n�NR',-1l9 PSI CONCRETE BASE MANHOLE FRAME & COVER LOCK LUG ASSEMBLY MIN. 6" BEDDING WITH NO. 6B STONE FOUNDATION SECTION VIEW L N.T.S FIGS4-E NOTES: 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE ................ ........„.......... ...........„.n,:...„...„...... NOTES: 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" r ^ 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 JOB NO. WITH STEEP INCOMING SLOPE SHOWING "DOGHOUSE" INSTALLATION 47036 NTS N.T.S no. S-1-C1 FIG. S-1-Al SHEET NO. 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CHARLOTTESVILLE OFFICE �O • • • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 0� TEL 434.295.5624 FAX 434.295.8317 www.timmons.com ,-, - O � C a � o v 1 Q� 1 1 N DATE REVISION x 4 1 S O U T H W O O D PHASE 1 BLOCKS 9 .L O L7l 1 1 � n m O N O N 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA ON �� m \I m 11 n ~ n m c) m * O o l N W o COUNTY OF ALBEMARLE, VA o m o = m = z N M \� q n a o a FrII\j1 O1 OVERALL PHASING PLAN ` o W 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 at 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 =ro • 113 Q]GY./CRE a, ow PERSPECTIVE VIEW (ISO* RASC OE S'102A1 drainage area (acres) (<3) 0.53 _ E t7 GI;E `° arro roR trap volumes: oTr arcwE ®W) nR[ MW2E wMINL 4WV1R0 elevation (ft) area (sf) volume(cy) Accum (cy) 450 515 R ro REAnP "M' "'""4 451 727 23.0 23.0 452 966 314 54.4 \ „A 453 1480 45.3 99.6 - -- 454 1930 63.1 162.8 G A41 M.RV 455 2300 78.3 241.1 nw.°^a OV2~.E 456 3130 100.6 341.7 MIIL 50R GmR1 (aEW an POHT) Z t/2 Y E OF JET SMW.E IREA 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 2:1 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) 29 slope of dry storage sides 2:1 top trap dimensions 90'X59 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 8130/22) Drainage Area (acres) Basin Volumes: Elevation (ft) Contour Area (sf) 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 -ET) Runoff. (See Routing in Calc. Book) C (Use 0.45 for Bare Earth) Tc (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 Irw. Out Elevation (ft) SB1 SEDIMENT BASIN 1 No Scale 3.81 Volume (cy)kccum (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 NICK WATER (25_1 STORM ELLY.) SEMIEMT [IFNIWT DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25-TR. 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 Width, 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' 2:1 21 No 135 60 23 No 0 0 0 0 0 N/A No 0 0 0 0 3.14 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 Sediment Trap #1 design drainage area (acres) (<3) 128 trap volumes: elevation (ft) area (sf) volume(cy) 477 523 478 696 22.6 479 893 29.4 480 1113 37.1 481 1357 45.7 482 1625 55.2 storage storage required (cy) (67*DA) 85.8 : m of stone weir (ft) 480.0 storage provided at this elevation (cy) 89.1 e of wet storage sides 2:1 storage storage required (cy) (67*DA) 85.8 :t of stone weir 482.0 storage provided at this elevation (cy) 101.0 ie of dry storage sides 2:1 CREST OF STONE WEIR CROUNO \ ELLV. DRY STORAGE WET STORAGE (F%GW=) -SEE PLATE 3.13-1 IR YANWBIE r vox. FLIER CLOTH ONGIWu GRONAL El- COMtSE AGC TE" cws E Rpop "coarse aggregate shall be VDOT #3, #357 of #5 weir length (ft) (6xDA) 7.7 bottom of trap elevation (ft) 477 bottom trap dimensions: 26X22' top of dam elevation (ft) 483.0 top width of dam (ft) 4.6 top trap dimensions 4YX4S ST1 3.13 SEDIMENT TRAP 1 No Scale Sediment Basin #2 Design (Updated 8/30122) W,IP,uW WN.1 WONGuT CREST oc EWExcExc SPILLWAY Drainage Area (acres) 2.41 DESIGN HIGH WATER (25-YR. STORM REV.) Basin Volumes: Elevation (ft) Contour Area (sf) Volume (cy))ccum (cy) MI,. I.a G.I 424 2389 DER rnEs 425 2806 96.2 96.2 426 3279 112.7 208.9 ' 427 3779 130.7 339.6 428 4305 149.7 489.3 (°R G R`E 429 4858 169.7 659.0 TO J. G.Y./ . RE) 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 Design High Water 429.5 Dewatering Orifice Elevation (ft) 426.0 Top of Dam (ft) 433.0 Wet Storage Provided at this Elevation (cy) 208.9 Top Width of Dam (ft) 6.0 Available Volume Before Cleanout (cy) (34*DA 81.9 Bottom of Basin (ft) 4240 Cleanout Elevation (ft) 424.85 Approx. Bottom Dimensions: 90' x 35' Distance from Cleanout to Orifice (ft) (> V) 1.1 Upstream Face Slope: 21 Downstream Face Slope: 21 Dry Storage: Dry Storage Required (cy) (67*DA) 161.5 Baffles: No Riser Crest Elevation (ft) 429.0 Length of Flow, L (ft) 0 Dry Storage Provided at this Elevation (cy) 450.1 Effective Width, We (ft) 0 Diameter of Dewatering Orifice (in) 3.0 L / We (Baffles required if < 2) 0.0 Diameter of Flexible Tubing (in) (Orifice+2") 5.0 Collars: No Runoff. (See Routing in Calc. Book) Depth of Water at Spillway Crest (ft) 0 C (Use 0.45 for Bare Earth) 0.45 Slope of Upstream Face (Z1) 0 Tc (min) 5 Slope of Barrel (Sb) 0 12yr 3.69 Qp 2yr 4.0 Length of Barrel in Saturated Zone (Ls) 0 125yr 7.47 Q 25yr 8.1 Number Collars Required 0 Dimension of Collars N/A Principle Spillway: Available Head (ft) 1.0 Emergency Spillway: Yes Diameter Riser (in) 30 Bottom Width (ft) 20 Diameter Trash Rack (in) 30 Slope of Exit Channel (ft/100ft) 50 Barrel Length (ft) 55 Length of Exit Channel (ft) 20 Diameter of Barrel (in) 24 Crest of Spillway (ft) 432.0 Barrel Inv. In Elevation (ft) 426.50 Barrel Inv. Out Elevation (ft) 426.00 SB2 SEDIMENT BASIN 2 No Scale ryan D. Cichocki Lie. No. 53741 12/9/2022 n E 0 N U N a > E w a E �w v3 ¢LL:r 3 0 LL 0 wO `mom [Y W L M ¢�_j U00 W J -N .. rn (A co ,4 0lu v y zF =� X 9 aid It U) i It 2 U > no F ¢ . c ^ rn N � M o w Lo H vi 0 x c� x F 0 w w_ x U ¢ z 0 0 0 r z O a_ U U IU w 0 z O U) w F 0 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 1� 1� 06 0 O TI Q w /■/� 0 06 Ill U ~ OQ° J > w O J N CY L I. ' w m Z rl Q O LU Uj 0 I- (n z Z 0 LLI C\1 U �_ U ^2 0 CL Uj 06 O Z O L= Ill 1 �O V1 JOB NO. 47036 SHEET NO. C3.0 9 MT MT d t 3 a 0 o d rn 20 o 2 c E`o �2 a8 ov U) 3 Z M2� a � w 16 o 2 a d it as 09 N N O d= � ie ro12 b iu E �ro o m v � m 'a 0 N 2 C N W C w O C U n0 ro MT w N r_ L TH of � tyan D. Cichoclti Z U lac. No. 53741 a� 12/9/2022 WIN 10 oSSIONALOl m E 0 N U N n Q o > E w v E w w 3 ¢ LL f 3 0 LL wO a J U m Z -n O .. rn c7w �d a C v M 30,'x v) p �<=w 0 0 c h F U¢ E I O W n V) w� U d M O a O x c� Q F Lu F o N Q \ o ~ N DATE 912012022 O r DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE N.A. W U) O ,-I Q w O o 06 U o O a z J' m W O J ' LP) m ,-I < O (� W U r/ Wzz I� z z 0 W o U T. 0 LL w 0 06 O z O ° L= w I Z) �O V) JOB NO. 47036 SHEET NO. C3.1 Sediment Trap #1 design (Interim) drainage area (acres)(<3) 1.28 T �� trap volumes: aacEUE CAESTOFSTOXEMIEIR xutl*BlE• elevation (ft) area (sf) wlume(cy) °E�X01'ND 472 523 Ea Culvert Inlet Sediment Trap m.r•sru.�e. �'13 %%�a�n ` PERSPECTIVE VIEW drainage area (acres) (<3) 0.53 :�Y!?`� ro � " trap volumes elevation (ft) area (sf) volume(cy) Accum (cy) 450 515 451 727 23.0 23.0 452 966 31.4 54.4 453 1480 45.3 99.6 _ 454 1930 63.1 162.8 CWS E W.Wr 455 2300 78.3 241.1 456 3130 100.6 341.7 ,xE. sEaxE„, „E�„ a„ 1 1/S KIUUE 6 \F! TIORILE NtEE 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 2:1 weir length (ft) (6xDA) 32 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 2:1 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: Election (ft) Contour Area (sf) Volume (cy) Accum (cy) DES" HIGH WATER 12l-M. SIg1Y EEEv7 444 525 xX. 20 Now. SO- 445 742 23.5 23.5 WK. Lo 446 991 32.1 55.6 ev =.r./ � � - O4Y SfOR6LE 447 1265 41.8 97.3 �* �T 448 1559 52.3 149.6 'ems' n �E Win""'° 449 1878 63.6 213.3 450 2223 75.9 289.2 xn.�Errt tlf.V10UE roan DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER rAssEs u-ra. [wrt) 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: 407Q0' Distance from Cleanout to Orifice (ft) (> 1') 1.0 Upstream Face Slope: 2:1 Downstream Face Slope: 2:1 Dry Storage: Dry Storage Required (cy) (67'DA) 48.2 Baffles- No Riser Crest Elevation (ft) 44725 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) (Orfice+2^) 5.0 Collars: No Runoff. (See Routing in Calc. Book) Depth of Water at Spillway Crest (ft) 0 Sediment Basin #2 Design (Interim) 'WISPLLLW*Y MIN., T mT"°wT GISST OF EYEAGENCY v+uwa Drainage Area (acres) 0.97 oESICH HIGH WETEa (25-WE STOFH EIEv.) Basin Volumes: Elevation (ft) Contour Area (sf) Volume (cy) Eccum (cy) �, ------- ------ 433 835 -{ 434 1161 37.0 37.0 �oa�E 435 1512 49.5 86.5 ' ^=T' ��E 436 1896 63.1 149.6 - ........., 437 2295 77.6 227.2 i•E`''wn`"r `s�cE a a«o 438 2770 93.8 321.0 t0 " `'Y'/ '�"`) 439 3247 111.4 432.4 Wet Storage: Wet Storage Required (cy) (67"DA) 65.0 Design High Water 437.0 Dewatering Orifice Elevation (ft) 435.0 Top of Dam (ft) 439.0 Wet Storage Provided at this Elevation (cy) 86.5 Top Width of Dam (ft) 6.0 Available Volume Before Cleanout (cy) (34'DA 33.0 Bottom of Basin (ft) 433.0 Cleanout Elevation (ft) 434.00 Approx. Bottom Dimensions: 70' x 15' Distance from Cleanout to Orifice (ft) (> 1') 1.0 Upstream Face Slope: 2:1 Downstream Face Slope: 2:1 Dry Storage: Dry Storage Required (cy) (67*DA) 65.0 Baffles: No Riser Crest Elevation (ft) 436.5 Length of Flow, L (ft) 35 Dry Storage Provided at this Elevation (cy) 101.9 Effective Width, We (ft) 15 Diameter of Dewatering Orifice (in) 3.0 L / We (Baffles required d < 2) 2.3 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 (Z1) 0 Tc (min) 5 Slope of Barrel (Sb) 0 12yr 3.69 Op 2yr 1.6 Length of Barrel in Saturated Zone (Ls) 0 125yr 7.47 O 25yr 3.3 Number Collars Required 0 Dimension of Collars N/A Principle Spillway: Available Head (ft) 1.0 Emergency Spillway: No Diameter Riser (in) 30 Bottom Width (ft) 0 Diameter Trash Rack (in) 30 Slope of Exit Channel (ft/100ft) 0 Barrel Length (ft) 55 Length of Exit Channel (ft) 0 Diameter of Barrel (in) 24 Crest of Spillway (ft) 0.0 Barrel Inv. In Elevation (ft) 431.50 Barrel Inv. Out Elevation (ft) 431.00 SB2 3.14 SEDIMENT BASIN 2 INTERIM PHASE No Scale L PIPE OUTLET CONDITIONS �T 70' MIN. 5:1 EXISTING A 3' PAVEMENT Iyan D. Cichocki 'Z A A FILTER 6" M - A MOUNTABLE BERM U lie. No. 53741 County of Albemarle CLOTH (OPTIONAL) SIDE ELEVATION .0� 12/9/2022 Conservation Plan Checklist -To be placed on Landscape Plans EXISTING GROUND O (Handbook, pp III-284-11I-297 for complete specifications) 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO`SSIGti ONAL 3do EEA TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. 1. The following items shall be shown on the plan: ® ° POSTS. iF� 70' MIN. r TrccsLimit to be saved; ® Limits of clearing (outside dripline of trees to be saved); PIPE OUTLET TO FLAT B WAX �% WASHRACK 110' MIN. a OPTIONAL ® Location and type of protective fencing; AREA WITH NO / i t ' �3j' 10 m E o 0 ® Grade changes requiring tree wells or walls; ® DEFINED CHANNEL PLAN VIEW _ t / _ _ �' - I / 1 t� EXISTING 12' MIN." MIN. �t PAVEMENT ^t vi r4 r= Proposed trenching or tunneling beyond the limits of clearing. �� ¢ e 2. Marklngs: ® All trees to he saved shall be marked with print or ribbon at a height clearly visible to p p gh equipment operators. FLOW _ IIL--' VDOT#1 COARSE AGGREGATE B POSITIVE j 10' MIN. L { w ai E x p III DRAINAGE TO 'MUST > ® No grading shall begin until the tree marking has been inspected and approved by a County Inspector. La �jr- ILA EXTEND FULL WIDTH OF SEDIMENT U w 3 4" INGRESS AND EGRESS OPERATION TRAPPING DEVICE ¢ LL :r 3 o 3. Pre -Construction Conference: 63 PLAN VIEW 0 LL w O m ^� Tree preservation and protection treasures shall be reviewed with the contractor on site. o- Q /° 4. Equipment Operation and Storaee: tl 1 12' MIN. < J U 00 Lu a Z ® Heavy equipment. vehicular traffic and storage of construction materials including soil shall not be permitted within the driplines of trees 3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE 3" MIN. N U' W a d to be saved. SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED THE WIRE FENCE AND EXTEND IT INTO EXCAVATED SOIL. THE TRENCH. Mg 3"MIN. z_ w r-t i- U (n tY 5. Soil Erosion and Stormwater Detention Devices: ® CLOTH FOR ENTIRE PERIMETER FILTER CLOTH SECTION A-AM&g 9 O to x w W Such devices shall not adversely affect trees to be saved. < a) O 6. Fires: _ %� - // i c N x U Z 0 ~ W ® Fires are not permitted within 100 feet of the dripline of trees to be saved. A I / / II 6 7 F ¢ to OCIN to �. Toxic Materials:.,. ® Toxic materials shall not be stored within 100 feet of the dripline of trees to be saved. 3do (MIN.) L'� FLOW P M Of U A III I r., qr 8. Protective Fencing: j ® 'Frees to be retained within JO feet of a proposed building or grading activity shall be protected by fencing. do REINFORCED CONCRETE DRAIN SPACE q ® Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction. SECTION B-B U PIPE OUTLET TO vi W 9. Tree Wells: ® When the ground level must be raised within the dripline of a tree tube 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. O O O d O PLAN VIEW 10. Tr"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 c� p tY Q Q STONE CONSTRUCTION ENTRANCE submitted for approval. 11. Trenchine and Tunneline: La I III -III WIRE -II' - I I A I I -I I I I I I I -I 1 I- No Scale F 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-III- -i w W under alarge tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots. = Q 12. Cleanup: 0 % ~ ¢ ® protective fencing shall be the last items removed during the final cleanup. _ d Z ti DATE 13. Damseed Trees: ® Damaged trees shall be treated immediate) b g specialist. g y by fertilirntionorothermethodsrecommendedb atrees SECTION A -A FILTER SSF 3.05-1 �� GRAVEL CURB INLET SEDIMENT FILTER �ff� N > y KEY IN6"-9';RECOMMENDED W 9/20/2022 NOTE: IT IS THE DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION REQUIREMENTS. CLOTH FOR ENTIRE PERIMETER �_ Or SILT FENCE (WITH WIRE SUPPORT) DRAWN BY No Scale r c�Qr1L 4 Z ff \ 9-al -ac NOTES: M. DENHARD I 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR TABLE 3.31-B OWNER SIGNATURE - (DATE) --- DESIGNED BY CONCRETE. ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. "QUICK REFERENCE FOR ALL REGIONS" // \ / / • M. DENHARD CONTRACT PURCHASER SIGNATURE (DATE) 5/t/0e Page t of 1 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 / / ` / / • CHECKED BY INCHES. PLANTING DATES SPECIES RATE (LBS./ACRE) SEPT. 1 - FEB. 15 50/50 MIX OF B. CICHOCKI OP 3.18-1 ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) GRAVEL FILTER 12" • SCALE • N.A. $r 50-100 RUNOFF WATER WIRE MESH CEREAL (WINTER) RYE FILTERED WATER a:,...:',:': '., •.::. ^ .a • OUTLET PROTECTION (SECALE CEREALE) ::, . ;'4 e No Scale s • FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100 (LOLIUM MULTI-FLORUM)• R r'• El�I �In[--]E]�I El 1l MAY 1 -AUG. 31 GERMAN MILLET 50 "•, SEDIMENTIIICONCRETEW - J-II-I J-I (SETARIA ITALICA) GUTTER � COMPACTED SOIL CWD TO HAVE CURB INLET 12 STANDARD 2STANDUP MATTING ON UPHILL I t I TS 3.31 O O • GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. O J TEMPORARY SEEDING PLANT MATERIALS FENCEATTACHEGEVINYTS(PLASTIC (PRE -WEATHERED FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, 18" MIN. I I I I SIDE GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST 1 1 1 1 1 FLOW t t t t Q No Scale 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL Hill Ilimil IllimilI I I I I SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE CURB INLETS WHERE PENDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TOO \ W CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE CAUSE E OR DAMAGE TO ADJACENT STRUCTURES AND T V , 0 FENCE AS A TREE PROTECTION FENCE. UNPROTECTED AREAS TP NO SCALE 3 38 4.5' MIN. TABLE 3.32-C IP 3.07- 6 U) 06 DD CWD 3.09, SITE SPECIFIC SEEDING MIXTURES FORAPPALACHIAN/MOUNTAIN AREA U w � TREE PROTECTION STORMWATER INLET PROTECTION No Scale TOTAL LBS. PER ACRE MINIMUM CARE LAWN No Scale O Q Z TEMPORARY DIVERSION DIKE Q No Scale COMMERCIAL OR RESIDENTIAL 200-250 LBS. > KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% ' O IMPROVED PERENNIAL RYEGRASS0-10% -1 v KENTUCKY BLUEGRASS 0-10% SILT FENCE DROP INLET PROTECTION � SILT FENCE CULVERT INLET PROTECTION CONS ONsr*ZUC?IGn ACCESS 3" c:,:-2A AS-1,A_T -0- 2 X 4" WOOD DROP INLET WITH < ,'.-, R',' i �ExIsINc HIGH -MAINTENANCE LAWN FRAME GRATE � LU Z ENDWALL j 2% PAVEMENT MINIMUM OF THREE (3) UP TO FIVE (5) m Q O VARIETIES OF BLUEGRASS FROM FRAME TI TOE OF 'an APPROVED LIST FOR USE IN VIRGINIA. 125 LBS. p, AX. _ �~ 0 U FILL CULVERT � z A ACG.� AF_ BAse '' ' }} 3o PROFILE GENERAL SLOPE (3:1 OR LESS) � � z KENTUCKY 31 FESCUE 128 LBS. 3 �� v J 0 w tL RED TOP GRASS 2 LBS. �� MIN. GATHER Q OU ?;•' V N. SEASONAL NURSE CROP " 20 LBS. �� STosE CONSIRUCION t ASPHALT PAVED ACCESS AASHkAC< 150 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) EXCESS �� '� AT U CORNERS 7 0 KENTUCKY FESCUE 108 LBS. w TOE OF 31 PERSPECTIVE VIEWS L.� FILL LxIsnNG i 1 ' RED TOP GRASS 2 LBS. SILT FENCE � "DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD 2% -2% PAVFVFNT ' ' 12% 2' M.N." SEASONAL NURSE CROP " 20 LBS. CROWNVETCH "' 20 LBS. 150 LBS. I Q O �x 06 Z FLOW EMBANKMENT "OPTIONAL STONE COMBINATION �OSEDDRAMA::f 'MUS` EXT=ND FILL- FILL- WIDTH A TTS O EDWENT OF INGRESS AND EGRESS oPERArIoN TRAPPING [:?-vlcr •PERENNIAL RYEGRASS WILL GERMINATE FASTER AND AT LOWER SOIL STAKE ��j_ FABRIC _ O O O TEMPERATURES THAN FESCUE, THEREBY PROVIDING COVER AND IIII MIN. 1 PLAN EROSION RESISTANCE FOR SEEDBED. I I " USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES i ti -12' wN. PosrlvE DRAINAGE TO SEDIMENT AS STATED BELOW: DETAIL A FLOW 2.5' _ 2% TRAPPING DEVICE '- - "~ -" -""� 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 FILTER CLOTHS NOVEMBER THROUGH FEBRUARY................................. WINTER RYE SPECIFIC APPLICATION "'VDOT #3, #357, #5, #56 OR #57 COARSE CLASS I " 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 AntnlnnIDn water tap Of 1 rashbeuutalled «er a ILi 1 inch k MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY ALSO BE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE IS EXPECTED incheaulls equateballco shutofft'ah-e sttppl}u1_ a Wash hose With a diameter of 1.9 iticlfes for adequate hose 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. Joe NO. constant presslhe. Wash Water must be carried away Boni the enhance to ail WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. eiP 3.08-1 approved setHitla area to relDoe'e seclnuetrt. All seclunetFt shall be presented fiom CE enteraw storm chants. Glitches or watercotuses. 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' 2 No Scale No Scale No Scale No Scale L EROSION CONTROL LEGEND ` \^ — a \\ _ _ ` — 1 \[' I ,i — — — �-4 _ 1 , \ \ \\,A /!!�/I I I / I o / /n \..- \ I f \ l I ' /'� l \ram \� - 1- /-_ /!\-. „--/ /`' \- I �° 1 I W�OBUF�ER I�%Z\\ \ \ / 1 t\`� i/ A 1— t' —� LIMITS OF CLEARING AND GRADING 7 _ �� / — '� �' — ' — ' ` / / ✓ — / V / ' J / ) / / 1 G \ / SOIL TYPE BOUNDARY 77 f \ , CE CONSTRUCTION ENTRANCE 3.02 SOIL TYPE. C\ / _ ' / II - ' / / / i ' '' �l ,' - �� 43 / ✓ i ` ^ /r r' '/\[\ / ' _ OHP— — _ \ T SF X X SILT FENCE 3.05 \ / , \ -/ ° ) \ 5 / � \ I / / ->� � / ' \ I l ' -� 00p-- /%' / Gip— � � ` )- / / I 1 / / OAP—>�—j _ / / / / /� /� 40 IP ® INLET PROTECTION 3.07 �^ / \ J' \ ✓ \ / , / / , - / / / ' J / - I♦ / / / \ / - / -44 - / f A _ _ Ir_ I �9 ` � L / / \-_- //-- �% / , � / / � ♦♦ 1 1 � / I� a �> °1 t//\\ � , /' [ EtF TV CIP ® CULVERT INLET PROTECTION 3.08 / o o TS DC ` T ✓ ^ r / "" \ , \ / Q\42 ! i / or DD DIVERSION DIKE 3.09-I /+----7--------------� _ - , 3 ` ✓ \ / - - - - EX24"HDPEAPPROX.-L6C — T-- �— / / CIP " 3 ST TP SEDIMENT TRAP 3.13 I ° / / : �\ r I / 1 / /' \ \ \ \ ` \ - _ r ' r - / dl \ 444 o o \Z L11 /lI I' /' !_' '1 fJ 1 "I / '/ �i�^ \ \ \� C /'\/L/ I/ l\\/' ��`�\ T\// SB SEDIMENT BASIN 3.14 I/ �o 0 0 ! �/ 'l l / / ' / /�'///'/ /` /' / - \ 1 1 \ / `�\ /\-\\ (1 Yv-t �rL_ �45-- OUTLET PROTECTION 3.18 of //'/ TS °° °/ FEMAIEP�rC1C/\ /I �I a`\O/ / // /--�//r- �' ,' t ♦ / ' \\ �:/'/ �'' \\ DD / / /''/447 SB TEMPORARY SEEDING 3.31 0 ° o �i _ _ ZONE�I / /' / \ \� o , 6 . ) / OODPLAIN ! I — I �l / Iv / / , / / / \ \ \ \ 1 1 I ' ~ / / ' 448 PS PERMANENT SEEDING 3.32 , 10 \ \ \ ! // \ / / \ yl I / / / / _' / = = _ SB2 \ \�\ / ' ' ' / - - - ' ' / - - ' - - - - DD \ - 449 MU MULCHING 3.35 I� / o \ 1 r ! / / / / TP °/t \7 ° J/� \ \> �„I / aid/ � \/ 1 / /' // , � /�/ �, ♦ / , / / / / __ __///^\ \` �"\\\` \\ �\ I\ (' , / _ -_ TS DC /��./-_. `/ ; // - TP TP TREE PROTECTION 3.38 $ I o < \ ` s: r/// 1 > I _ / / ,✓ / p / r ' _ - / `` \ \\'- 1 [ \/ 1 / / ♦ /- ! \ \\\ DC DUST CONTROL 3.39 0 \ ` yam \ n r y♦♦ / ! / \ \ �` \ \ \ \ / / - - - _ _ _ _ - 1- ° / jk I r / I I 1 / / * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER 9 ° ^ o �' r / ' / / 3�/ ! ♦y ' / /' ' / \ / 1 ` \" \\ \ \\ \ 1 r / ' _ _ _ / / ' ' 11 ill III I III I J /��V/EW '\ ' I^ , 6' / 1 / I \\-4 111 �.11 ,�I�I. ,II II I,I 'J" i ' /..b I I / / / I ` \ / �\\ \ �\ 11 O / / / / VDOTSOHT / / / //♦♦ I / / / / / -q I \ \ \ \ / \ c y \\ \\ \\\\ \ \ / ' / /' ISUMMARY OF FIELD CHANGES EXHIBITS a ° _ ',' i ' -'/ T' ` ,C _ \ , ` - - - - 4y3 ll 0 / / D/SCAN / / \ — / / 1 \ \ \ / f \\ \ I \o/ `l // / EASE / ♦y l / / / I l 40\ \ \ \ �� \ / \ \`\ \\ �\ \\\` — , ' OVER THE COURSE OF A FEW WEEKS SEVERAL BACK TO BACK HIGH INTENSITY RAINFALL / / / / NT / ♦! /r] / ! \I I \ k\\ \ " \ \ EVENTS WERE LOGGED VIA THE ON SITE RAIN GAUGE DROPPING 3.6 - 4 INCHES OF / . ' / — _ — _ _ _ 3 — ' _ ` . ; / 1 " ` \\\\` ` ' ' — — — — ' — — — — 454 ^ ' II RAINFALL IN ONE TO THREE HOURS REPLICATING A 100 YEAR RAINFALL EVENT PER ' ' / �// /' ,� / / ' r / ' ' ' / DID ' NOAA GAUGE (44-1598) RAINFALL DEPTHS. AFTER EACH OF THESE EVENTS, ALBEMARLE COUNTY, THE OWNER, AND TIMMONS GROUP REVIEWED ON SITE THE EFFECTS OF THE �� ' ♦� _ / `� ` / SEVERE EVENT AND IMMEDIATELY DECIDED TO SIGNIFICANTLY INCREASE PRACTICE VOLUMES BEYOND VESCH MINIMUMS TO INCREASE ONSITE ATTENUATION AND PRACTICE I EFFICIENCIES AS MUCH AS PRACTICABLE. IT WAS IMPERATIVE TO MOVE QUICKLY TO DID I 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. \ c1 t 1\ '7 \\\\�1111111I1\1111\1I\ Ib\II II)II I III 1 \ \\\\I I o I / � / [�/j'!// 1—� 011/1)/)f/IIII1111111/�II\\ pl I I'\\f _ /•°/<// —l!r It / / /' / / / / _ ° .i �, / r / / //I / / / / \ / AO0' -- Ilfr I \ I II I1�� // //j r (�rS�DC \y° I� 1 '\\�'/ //-�"f �/ ,' J� j / /� ! !' // // / J (l l ^ / // / __ \ `\\ \` \\\ /\\\\ / 1\I\ `� / /ll// / _ ♦ \ �-� -\\10 \ � �. t \10`f 1 [ / / // I n N // / ' '' / / / /•/ 1 �-/ / / � � \ ---\ \ \ 1 / \ \'�. 1 � _JIIv/� 1/1/ / / I �`/ ) \ o-Q_ \, \`IIt ed�I\\II\��/r �r// I� /� �,/ /, / //// // �/ \_ \ I r`\\\\\1 / � \1II/ �' _J I \ _ / _ \�to !b to )_//�—/ `\ /\ '// ^\ \� \ / [ / / KTSD)C,,I/' ` <—\ / —� /� ' \ \:°°-. �1 11/["/`JTP/\ ///C ////�'//f'— 1.�/ [ / / a //III \\\\\\\\--_—`�\`\/ /,y-I\ / f/!/ / / / '/i' / / I 1 �J 1 / 1 ' ,' /' \..—� 11 \ \�` `\ 450 SF (ol r / 4280 BIN I vv IP 1/,/ I /\ /' • --\ �. '�r1 AN— ° .;v. '.,° r7 \ \ 1431.501 <\ \ I� \/' I !/ /129.23 31.00J TW / 27� �wOJT aza.lb \ \ \ \ 1 .. ! � 426.50' ! !° �/ / J / �/ I 424.10 I 1 1 I I P 1 \ \\ I \ III al I l [ \ \ \ \ \ \\_ / + \\' / I� \ n //\� `1✓ I / (//_ /) /) \ \ f' l 426.01/ P,Q \ .. .'/' /-1 J \\ �' \/ \' / \ ` \ / / r 1 \�0 0�\� �\ I ! \ l' J/ t\ \ \ \ / ' 1 /I/ /430�0"� QP '! r \\J 1 / �i / •/ f. �' /i / / / / / / /TW / / / 44 \� — — ' I I Q� '� , _ PSG .� ` \ � � > \ \ \ � \ � I\ I II IP is u� �xl t J \ � . p`` - J SCALE KEY PLAN \ — _/\ `----'/ `,'" 0' 40, ryan D. Cichocki Lie. No. 53741 12/9/2022 rO E 0 N U N to c > E w ai E Lu Q LL o 3 p LL wO `mom l W L M Q�_j U00 -i — L6 2 co C7 1Y N W M Z ~ = to X cc in U) _ N =v F c t^ 0 rn ry � M a � �H z O CII U (n W 0 z O Lu w Of 0 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE 1"=20' l� 06 \ O W V � 2 � Q U a J > JO w O U L zLu G 0 o Q T. w CL 06 C) O O O O W I Z) �O Vl JOB NO. 47036 SHEET NO. C3.3 c a a N c L F_ \103\47036Southwood_Blocks9-11\DWG\Sheet\CD\C3.1-EROSION & SEDIMENT CONTROL PHASE I.dwg I Plotted on 12/9/2022 3:28 PM I by Matt Denhard If L II I ,I / , Ill 11 /l I \� O O9tl \'IIj1 / _1 I \\ \ \\ \J� III `\ J C m C m 3 m m c O O 3 n q . I I/ I /)/ ) 'I IIITTT��'AAA,,, \ A o \ \ m n 3 v v 0 m O \6p / 1 I/ /, /, /1) I , I 1 I I I\ \ \ / ` IN n0 A z z O m m A v m (n _ i ) _ I( I I/ ////� ._ -� I_ _ //ll, I I 1 \\ > \ \ \ / 1 A O m v z z p � z C v O I I/ / 1 // I \ \ { A m O O m z m O Mn W/// / I\ `\ En � D p r m ? o m m m z m v z O D — Z O v z z z z A fll \ l l 11 lII/ i G) z m < O z \ Cam. /I/ IIII/%' I\ I �lkl'l l' ' 1 \ \I \\ \, \ \\ I) of 1 I I \ /\I //V /I I ` I III om z / I \ \\ 1 1 l A \ 1 11 1 /' III I I I �, z ' l l "/`(f' > \J w w w w w 0 0 0 )D 00 (n M .+ 07 A W )o W V in M I I / / \ I \ fill \ /Z_ 7/ '� / r 1/ r _ /� / _ ! I'''Ifll 1 ♦� '///// I ' 1 I \\ \\ I I 1 > ,) ,' ^ / / I^ Irl \u �� / I—� // '/ 1 r � ^ �l�' -- —♦ \46 '/'I/III % �//// /1 I \\ \\ `\ I \ I/ / I \ I 111� n //// 'I \\ I ^`I I'll // \/ I IIIIIIII >q64 , l,l If Ill I / 1•. _ 1 '\ I _ '+ — I / I 1 I _ it i 465... I If\f 1 ' '/If/ ' I I If / / / 1 / \ \� V// ! 1 ) 1 `I / I / / / / ' .' / , / , I' I 1 70 1 �\ _U/if P. _0 / \ItI / \ ^468 I 1 \ / , / / 11I 11 ' � r .14 ' `�\ If/ / I I % / \ 1 \ r ' I I ( I � / p �' \ I ♦\ \ ) I\ ' �, / l /�''_�+ III II II ° ` \'�` ^II /\ \ --- \ I / �� '� 45 \ \ \ I _�\I � \♦ a'. 4l. ` �i I\ // // /It /_— \ ♦ / \1 46 6 1 \ _Ad .l I \ ( ' I 1 + 2 1 \ 1 /if J \ \ 46p I I I � I I I I I I / , � _ /� '' _ _ \ _ — •\ � � `\ \ \\ \ \ '� I I\ l I\/ / I / JI I 1 I I I \ \ 1 1 I 1 1 \ —�,� — __ _ i 1 46S\—\ �\ ` \ 466 \ \ 1 \ — — — —— — �i� \`i �� a � i A15 I I I 1 ' I \\ \ ♦♦� ---'' ' / � ,' ��' ,/�' �\ 468 469 4,10 416 41 I I I II III I II Ill I I I I / I / f / II .d. I / � I I 1 'llI I ' f I r I , I I I I II - / n a 1 + 11\\ \ I 1 11 � ^ 1 \ NCZ _478" `\ i,, �•' Oyu ` I _ / / ) r_- -__ \ ..� \ \ \ / II 11 I I 479 11 I 1 / // /— /' 1 \ \475----\\ /�' 11711 \ 1 1 Iv' It 483 If -- —— 1\ 483 \\ ) I I \\ III nn I\ -- 484 485 TIMMONS GROUP .••':'-. 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 1 DATE REVISION DESCRIPTION n m \I W S O U T H W O O D PHASE 1 BLOCKS 9, 10, & 1 1 2 n n m m 0 0 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA o COUNTY OF ALBEMARLE, VA n rn p m = m= z tJ O1 EROSION & SEDIMENT CONTROL PLAN PHASE I o _< Q) ` These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in pan 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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No. 53741 TEMPORARY BASIN tiZ ` SF �c iF SILT FENCE 3.05 / , ' / ' \ / I /) \ / r 1 J / ' J OMP- �/% / � ' /J� _ / - - HP- / ' -- HP OP / / - - / d�O 12 \ _ ° ) �, RISER AND OUTWL \ / / / p= _ , / o_J�= -• - /9/2022 40 IONALG IP INLET PROTECTION 3.07 / / \ \ \ \ I ) ' 1/' / �' // / _ / / /' r / - / TP ' f- /- - - -441 J `� _ o ��/ I \ i- / ' / _ / / ' /` .- J ♦ /�\� - ' l - I�NpISYLIFBED PRESERVED TREES CIP ® CULVERT INLET PROTECTION 3.08 / 1 r _°' //II/'/y v ( ' L� / / /-/rI/ ,� \ �' l - I ' �/ r / 50 rn DD TS DC --/- - /- I cDIVERSION DIKE 3.09 -4EX24"HDPEAPPROX.�6 / CIP •' SEDIMENT TRAP 3.13 444 LuOOP ® 3.14 0 (L l SEDIMENT BASINSto 445 -O m`M o V0ti° z OUTLET PROTECTION 3.18 of 4-fNNa o aQ °° o/ FEMA,EPf+CT/E ,I ^�'a1./// /�/ / c' �/ ,� \r JSB zF U� lY / / / / _ _ TS TEMPORARY SEEDING 3.31 0 �i ^ _ _ ZONE7I \ \ �/ / ' / l / /' _ _' / M / / _ _ _ _ , ' - DI-1 TOP A O In ¢ w O o ° , s . ) / OODPLAIN / I � _ I l / Iv / ' / ' / / ' / \ � � v � / r / ' � � r' - J / , - ' 448 451.91, WILL NO \ - � o < = � 0 1n �ce v ' / ' / - BASIN FU-N6TIO x v ' k0 O w PS PERMANENT SEEDING 3.32 l0 / ' \ / I ) / / / - / / ' ' INTERFERE WIT x w N Z / ^ Q OMTUP I I K rn.n. Z MULCHING 3.35 g 41\I 1.5R� GE DIVIDE o ol COPPER/ w o > CLASS 53 DUCTILE ,_o c IRON FIRE LI ET7 TREE PROTECTION 3.38 / o 234Ik VDUST CONTROL 3.39 0 CS 451D/MTE OZO * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER / 9 0^ -'\ o �' r/ / / 3�/ / /\` ` / 45 - , O W o/ / i// /'/ / / /_ / / . \ \\ \\\ \ / / _ Z NGTE , b\ r11,6 / /a�, �/ r' / / // / .5" `� 1. BUILDING ENVELOPE AREAS UNDER / - ,�r / ( o / //// / VDOTSOHT / / / � I , ' j /♦ 6 M`ETC , CONSTRUCTION BY BUILDER. PERIMETER , r o ° / \ c a 0 _ '/' D/SyAN ' / I \ / I 1 'I /\ ( �� \` �` \\ \ el i - / 453 SILT FENCE IS TO BE INSTALLED BY BUILDER / / - '/° / ' / \o/ l/� / EASEM�NT / �� I 1 r / \ \`\ \\ \\\ ` \ - - / F AND SHOWN HEREON FOR COORDINATION / ° ° / dS\� / ' /// / / ' / / •I 1 / _ 2 / l \\\ \\\\\\ \\\ ` , - ' _ _ _ _ _ _ _ - ' - - ' ry PURPOSES. SHOULD THE GRADED LOTS ) o /' / / `Q`r / // �� / / �' / Apo- - - E K / \ ` \\ \\\ ` I , ' ' _ _ _ _ , ' ' 454 I P _ Lu w o WAIT LONGER THAN 14 DAYS FOR BUILDER / 00\ ' / ° //' ��i' /' / / '� / D _ - \ T )\� :\ _ _ - ~ ACTIVITY, THE CONTRACTOR SHALL ADHERE/ i / 0'�*_ �' J i'o ° _// /// '�� '/' i' /' /'/' /' r i /' 1 / P OF \\ ' \\ - / a TO VESCH 3.31 FOR TEMPORARY SEEDING. ' 0 0 \ - ° / I d _ /' /> �' ' ' ' ' ' /' ' / ' / / - R3 z o _I \ / �¢ 1 / V/ / / - - DATE \, illo° �' \q1� 1 / �� / / /// / /'/� ' _ _ ' \ �I Illl\\\ \ \�`o;`- �(\ \ - - - � � �/ � / / � p� - - \ � � 6 r s I� /_ _�' - � - - SAKI - � \\ \ ` \ AN\ ----- - tJA ------ � o' 1 \ \\ II Ill \ \ \ `c\\ .� _ - - _ r J ,� \ / - 912012022 TYPICAL) Oo\ (off' / I / / 9/ / / / , p / I I w C Y ALL _+_ I \\ . ' 1\\ \l \\\ \\\w\� 9 0 / /// i / r ((CtP r --- 3, \\ \\\�\ \4\\\�\ \ o ----\ 09 'mot .. '/,/ / �%/ / /' / �/ / / / _ / _ 11.25° rN�� phi\�� I I / \\ \\\ -_ - ---5, p / - - _ _ �� W \ _ _ I Fzi DRAWN BY ' • M. DENHARD ° DESIGNED BY \\b°\\III�IIIIIIII I�\j1,11\\ \\\\III II01° \ o°i 411/r\ \� I-� // '_-- - r _ CHECKED BY 11 II IIII \\ p l _ _ , , / / - _ - - / �� _ _ _ \ ��`� \ I _ / / / / \ \ � \ ) I,/' / ) T ) / ////'// // /f I FHA\ �� \ ' / � / I I SF \ `\�� / // /// / lift I ll�d / \� p°� ../ �, \f/"- r-' /' /%r'/ \ l ' /' /�� - \ / " / 1 - I I r ..i l 1`\ �� \\ _ TF TH-- 1 `��`` r • DRAINAGE / \ B. CICHO CKI -\ _ 1 • SCALE �_ _ S�%iii//�� ° \ r�V \ ' 1 / / / / / / / i • l/I / ` TSUDC \ \ ==-_ram-i �' /\ / oe ' 1 l ,\/'/ /��g ' -) / / / ' /' / / / ^/' /' '' ---'- 1 \ \\\ \y//�/J / ' / \ _ - \ r _ / �g� • 1,._20' A� =_ \ ' ' \` / -� ' \III / / / - I \� � •� 0 °°°/ r /'1 I\a�0> ` �-��/r /, / TP // // / /// r / / / I\�^ I ) 1 \ �SEENOTE1,THI / 6r \ I 06 \ 1 > ^\ ` (% / \ / \ r I / ram' /' / / /_ I r I^ / '�-1 \ \ \ . \ SHEET IL "`��//// _ p-� ✓^ S�\ \ // t�l \ / / I / / / /' / , \ �> ` `O' \ -/ TS\ C wl IP /. ��//�� /�a /'1.✓ / r� I\///// / / / / �./ /'•I/I I /^ / JI ' .iI I \ �\ 8"CLAS 53 �\ �\/ / / .-r P - vJ `DUCTILEI ONE � ..� STA E _ RT5' ` 45L \ i / _ c / ti , YP4SS I Y P IN1 L WATERMAI ^ \ / r / / // / a_ Z / - ( / �/ / ^ ' / ' r % / / I ♦♦ JVE F UP R F E I \ \ az.o' , < ) / / /'C ST C Of' RID �a\\� -' a\ I I oo' / / J / ( I I , < \ - r' ♦/' ♦/ /' TG`PNCj_I O Q J "BLOC On/ 'SW � / ' ♦ / 2 - IP 1/' .\:... s _ _v r ` fir^ ? . ` ', s \ _ ✓ \ \ w � Q I '/\ \ °- _ \ \ '�r\ •/ - __ _\ W O a._x /SEE NOTEi, THI -J SHEET '� ;ii;:,+::.:: ••::;. . � / � �\ \ � - � ° ' )' < TI Q U v t // ` O I ` - - \ l \ L -, �'r w O Z / (%� Lij C DIP it \ / 'J / - ' ` L c \> \ 0.53ACRDRAINAGE AREA SEDIMENT TRAP % - l "' • G BW ' / I / I / /' '-/ - ` \ \ ` \ \ ,�>�� ` \ 29' / - ' ^ \ \ C TOTAL STORAGE REQUIRED: 71.1 CY \ , ( t _ \ \/ O TS DC I p02 / - r _ - / 1 TOTAL STORAGE PROVIDED: 341.6 CY 0 BOTTOM OF STONE: 453.00 I l\ ` / \ I T. w t r t _ \ / �I, / ( _ \I/ \ TOP OF STONE: 456.00 1v -. r T\"/ � \ / TEE 6a - 2773T / /// \\\\ aN \` M \ \ \ \ I / .' 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Cichocki Lie. No. 53741 12/9/2022 m E 0 N U N to > E v E w 3 I- N v Q a o 3 p 1L w o m ,(`-i �_j Uomo Z .. — ,i O rn C7 W d w Z_ L` i u o l n x ( n o< �� W 0 U S c N Z O Fva� U) sN > W M Lu � H 0 c� 0 w Lw a z 0 i----'4-- - \ _ / I3 I912012022 CCO U I / I I ^ , / . > \\ _ SAN _ 1 - / ` ` ` - r ` - -_- — _ - _ 1 _ _ / , \ SEEfQOTE 1, THIS AN w 7 DRAWN BY �` z / SHEET / / / M. DENHARD 3 _ �♦ - - - _ - \ \ I \ \ I t I / ti / / V I / / • DESIGNED BY ID77N I/ / l \\ ' - \ - \ �♦ - - - - - _ ` N \ J/ I I / / / i 1 z ' I I I \ \ \ \ I / / / r I I I I /' / • M. DENHARD R3' 8"w ♦ \ I �\ \ 10 ` ,I I \ ` \ I I ( / \ / '� / Q b / 1 _ \ G� \ - ♦ /' - -I ` \ ' \ \ I I \ \ < �� I 1 I • CHECKED BY ' \\�� 1 _'R3' \ __4�h - ♦'♦ `\ `�.o Ll i' J \ \ I \ \ I / / •1 / / J /b b �,5 \ I N. I / t 1 I I I I / / / / w I \ \ \ 1 I t \ I 1 i / i a% i Ful I b r • • B. 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' -':° \ \ \ c ° / v / \ / / ♦ / ° 1. BUILDING ENVELOPE AREAS UNDER MULCHING 3.35 CONSTRUCTION BY BUILDER. PERIMETER \ \ \ I \ ` J `` S / ' - / _ - !• 6 = / / °" 4 y ° ° ' o' MU — SILT FENCE IS TO BE INSTALLED BY BUILDER \ \ If \\ - _ AND SHOWN HEREON FOR COORDINATION \ r JOB N0. TP TP TREE PROTECTION 3.38 PURPOSES. SHOULD THE GRADED LOTS WAIT LONGER THAN 14 DAYS FOR BUILDER / \ 1 - \ / = _ / I� \ ` I / / \1j _ - �' \ — \47036 DC DUST CONTROL 3.39 ACTIVITY, THE CONTRACTOR SHALL ADHERE _ ` - / \ I / \ L _ _ — // \ - _ - \ TO VESCH 3.31 FOR TEMPORARY SEEDING. - I I I r / /I — - SHEET NO. * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER �� . 1 i\ I / (/ I� ' �. _ / I t \ \ \ _ / ( \ C3. 7 c a ai z N L \ \ ------ 1 I - / - ---------- --� - I-------------T------- L-- -- --- ----'-�--- -- --- -- // I �/ I ------ I -- -- - - ---f------- r EROSION CONTROL LEGEND r - 1 II\ LIMITS OF CLEARING AND GRADING / I I f I / / / / I , I I I \ \ \ / \ \ I - a - \ c I / r \ - - = - - SOIL TYPE BOUNDARY \ l \ I \ \ I \ \ \ \ 1 1 \ \ \ \ \ , --- 1-- ---- L-- \---------- --- ---� - ------ -------- \ --- \ 7 � - - � I / Iyan D. Cichocki 'Z / \ \ \ .\ CONSTRUCTION ENTRANCE 3.02 OLD LYNCHBURG ROAD � \ I _ , \ \ Lie. No. 53741 12/9/2022 STATE ROUTE`631 \ \ \ (VARYING RAN WIDTH \ \\ \ \ ' \�\ . \ \\ \\ ) \-\ - SF �c X SILT FENCE 3.OS 0�l �1 --------------------- ------------------ -- \ C' 1 \ \ - --------------------- \--------- \_ \ EP \ \ ZONAL _ 1 - \ - ---- \ \ \ \ \ � \ - � ----- -- - a \ ---- - -- --- ---- --- ---� � ` \ / \ IP INLET PROTECTION 3.07 - ' - ' OHP-- - - - - - - ^ \ - ^ ^ - - _ - - - _ - - ^ \ - - ^ - _ — — — — — — \ ` ` \ ` \ ` ` \ / CIP ® CULVERT INLET PROTECTION 3.08 n _ — _ _ _ _ i " O H Tr _ — — — — — — — — — _'= `- - - - - - _- \ \ C \ DD DIVERSION DIKE 3.09 ¢ o FI E G\ ST SEDIMENT TRAP 3.13 H- v a" 3 SEDIMENT BASIN 3.14 w O m ^� J V 000 Z -Lri O DD OUTLET PROTECTION 3.18 a o Q TS DC z rr ; v `n O / ` _ ` - TS TEMPORARY SEEDING 3.31 3- O I' x U) a \ \ / / i \ • ' I '�OHP I / 0 / / J 4 W O In / V Y _ — - - \ I PERMANENT SEEDING 3.32 Ln v O 2 F a Lr; U / / \ O.K ELEC /C TELE & TV \ I \ \ \ 48$ MU / - _ _ \ i \ / MULCHING 3.35 ° ry > � -LINES _ wM O / 1 \ R5' / ••• // //ff / ^ \ ,�- - - - - _ ._. _ /I w \. TP Tp TREE PROTECTION 3.38 o w Z / / 6„X6//�/ 0 BEND '/ FLORA VIEWDRIV /// // // / /�iy�i /�` \ \� _-' -- - - -\ IJ I'/I/ 1/^1 off O f UFO DUST CONTROL 3.39 U 6>V� 25 , ,' / I / / ST1 `\ \ \ SEDIME T TRAP 1 6" GV i / ' 6' ' / \ \ \ \ 1,28 AG ACGE aR R2IN 1ND / / ( ,R18 - - - - R15- I / / / / \, \ \ TOl RAGEREQU RED: 171.5 cy "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER p Q TOTAL S ORAGF-'PROVI ED: 190A CY \ - - - \ \ \ \ ----- -- NO ES: TOP OF RAP- 478.00 / ` \ \ 0 ` <" IIy 1. BUILDING ENVELOPE AREAS UNDER Q CONSTRUCTION BY BUILDER. PERIMETER SILT FENCE IS TO BE INSTALLED BY BUILDER I- / 71I1 j% l AND SHOWN HEREON FOR COORDINATION w 'V > N DRAINAG5 DIVIDE / PURPOSES. SHOULD THE GRADED LOTS = a \ - / / ' I , WAIT LONGER THAN 14 DAYS FOR BUILDER 0 0 / / / , / / I /\` \ ACTIVITY, THE CONTRACTOR SHALL ADHERE a N / Fi)Dc ' / ' / _ _ / I I 1 ` / \/ t r Ilv ' TO VESCH 3.31 FOR TEMPORARY SEEDING. 0 / I I / (6"DIP / / - / /J 1 / r� \\�l / ,/ / d 1 / ( / //J I � N DATE TS DC / \I I ` _ _ DRAWN BY cn I I - ; / r \ ' " \ / _ '\ M. DENHARD / / I / / - ;� \ . I 1 / 1 \ / / 1 I • DESIGNED BY D SEE KOTE 1, THIS , / D I r ( J I \ If DRAINA AF FA CUR NTLY / / / / �I \ rn / - - l ' / • M. DENHARD IRAINING O T 1- \ \ / / /i _ ° O _ CHECKED BY /- /1 \ ' I I\\� _ //- I ^• • B. CICHOCKI SCALE W I \ I 1 t \ t �' I / I I \ _ / / / / / . �" _ ' _ - • N.A. 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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 DATE REVISION DESCRIPTION m V SOUTHWOOD PHASE 1-BLOCKS 9, 10, & 11 03 n m m U) o o o n m o \ 12 912022 UPDATED PER COUNTY COMMENTS FOR SPA W o COUNTY OF ALBEMARLE, VA o> p m= m= z " °1 EROSION & SEDIMENT CONTROL PLAN PHASE III o -< o ` These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. ---J----------- --; ----- -- -� -- -/____________------f---- - �-- -- , EROSION CONTROL LEGEND F LIMITS OF CLEARING AND GRADING / l I \ / I / I N. 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A Lr ° //,•♦' ° ° 33' - • .a " Oo°°�O°DOQ�QQO in _ w N o Z 100YR FL OODPLA/N PER ° ° , ° / I I o°�o�°o�°o0Q c 0 ° / / / / ♦ CONDO #l, 1 5" TYPE K LOMRCASEN0.21-03-0029P°° ° 0 / I♦, ° (8UJ>IIiS) \ COPPER I I,a oOQo QQ (UNDER REV/EVIq , ° 0 / / / / / / PEI� RIQM♦ w O ° o / / f 2. , � i CG-7 CURB 20 4' X F CONCRETE Q Q v r�i a' U ° ° r / CONK O I 4" CLASS 53 DUCTILE I o o a OT g ALONG PAD FOR (1) 16 DOOR I4 I•. o o°o°o° o o °o m Z 0 0 0 / / / / 4 \ ♦♦♦ / a , 8 SF ass' 0 0 / ♦ 500YR FLOODPLAIN PER° \ MAILBOX 0 / \ IR ON FIRE LINE �p �� ES 40' LOMRCASENo. 21-03-00 P , ° m �/ // ♦ ` °/ -w - - -- ----- - -- CLUSTER o 0 0 CS o�Q00000000`�°�°v%° o ♦ A t' TRANSITIONS - - - - - 5' SETBACK ° / //♦.♦♦ \ SEME T EITHER SIDE. 8 TH - 2 20' TYP. o oQ y (UNDER RED VIEW 0 ° / / / 100YR FLOODWAYPER o ° 30' (MIN.) \ LOT 8 L T 1 LOT 20 LOT 21 L 2 LOT 23 LOT 24 LOT 25 I 44' o w ♦ i LOMRCASENO. 21-03_gp ° ° o o� / TRAIL BUFFER / �: \ i /BUILDIN ? 51WA1 SF 1 50 SF 350 SF 1350 SF 1350 S 1350 SF 1350 SF 1749 SF I a ♦ j ADA ARK G MOUNTED FDC (UNDER REVIEW) ° , °°� ° a� / /♦� \ \ SI 0 0 °fir ° / VDO % SIGHT/ 0 , 0 0 0 / DISTANPE / / / \\ \ 5,SETBACK a x o ° �� o // EASEMENT o° 00 rya / / / / / /, / PV ..L. 20' I C w rV G 6 > w ry o 0 °,il'0°� ° / / Lu ♦♦ ; ♦ /// / / \\•11 ° �` IR ED I O --=.i .- `�-. 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CICHOCKI 0 ° °dv� / �O ^ / ° " 1 SF 1400 SF 20' TYP. 22' ° �r°�j14',• OUNDA ONk 16COMBINE i 8" DIP • SCALE 0 0 Q (` / / / 32' COMBINED :: ' ' : ACSA SEWE / �JJ� / / / d / CSA SEWER : ' : ' : ��.' .' \ \ I DINS TIE O LOT 11 - - - - AND WATER - - — -4� 5' SET AC - - - - i 1 "=20' 0 0 0 0 / 4' RETAI G - • 0 / / O / / / ND WATER . • \ ORM SE R - - 7 TH - 22' - - - - ° ° o DSO / ��t�� / /� / W� 9; SEMENT \\ I 2354 SF LO 12 LOT 14 T 5 OT 16 1 / ° ° / / / d ° 1780 LOT 13 1591 1599 SF 77 SF LOT 74 / \ 4' X 5' CON RETE fro° 1400 $F 8 \ f 4' X 8' CONCRETE PAD 1682� 16� SE I PAD FOR ) T6-DOO 1� ° ° °° / / / / TO %` \ \ is 00 00 / // / // // / i /, M R LOT 73 /� 24 0 L013 IV ••; \' \\ y. COLUSTERMAIOR a CLUSTE MLOT 26 I; 0 0 ° / / / 1400 SIF �. 2274 SF DOOR C US R MAIL6 2.1`54 - 0 ° �p / / / / , -' '•17' �\ WITH US i' COORDI 5 LOT 72 5Aw / �T 9 I'•; I O 0 i ° o / / /' . \ 1400 SF / 1752 SF /e: ° / / / /j % /: F SETBACK / o / / / / ' w 5' SETBACK UC R / ° / / \ LOT 71 / 8" CLASS 53 6TH - 22' / \ J I MODIFIED CG-3 CURB. 1" HEIGHT o - ALONG DRIVEWAY ENTRANCES. o / / o DUCTILE IRON/ ° a� / / / \ ' 1901 SF / .:: R15' / o °. WATERMAlN 1' TRANSITIONS EITHER SIDE. / LOT- 8 TYPICAL ALONG SOUTH AND EAST Ic�T 7 1�7 SF SIDE OF SWEETBAY STREET. $o / / / / / \ •r 8 X LOT 6 62 \; =' MAX. 25' SETBACK 0 / / \ TEE Z ° / / STOP A \ 9`�2 2161 SF/ ( ) q 15' 33'COMBINE / W v J OA O GN ) �A SEWER 6 MODIFIED CG-3 CURB. 1" HEIGHT O Q a ANSE INT ALONG DRIVEWAY ENTRANCES. w > S �F� \ 1' TRANSITIONS EITHER SIDE. :6- V ' 9T 9 y TYPICAL ALONG SOUTH AND EAST N 0 a J H \\ %'• SIDE OF SWEETBAY STREET. Q / \ T"L B FFER w J LOT ED 2190 SF / v SAN r� a �— / PARKNVG \ FH o \ O D FIR/FSIG 4S 9.84' S N / W 06 / /l/!1I / SIGNS / jt• t NOTES: z / 6" DIPLOT 4 / / p \ 1. MAILBOX LOCATIONS TO BR COORDINATED oO D 1604,S� / �', 25 \ 2$� \ \ WITH THE POST MASTER. m U O MANHOLE 22, /STTOP AND 6 02200 UNDER SOUTHWOOD 8" CLASS 52 OPOSED\ \ \ 2 EASEMENT PLAN FOR INFORMATION ON T & ^T } ROAD N O VILLAGE 1 DUCTILE IRON \ \ PROPOSED EASEMENTS. / SIGNAWYP.) \ P � a C SDP202000048 r ~ 4VATERMAIN \ \ 3. ALL WATERISEWER SERVICES CANNOT BE J 6" G / > " / O �� / \ \ ESTABLISHED IN BLOCKS 9-11 UNTIL THE Q 5,TH - 22 �' C�� MILL D OVERLAY / \ VILLAGE 1 INFRASTRUCTURE IS INSTALLED, FHA LOT 3/ \ \'�, 8" WATER MAIN L O / IN AC O CE \ TESTED, AND ACCEPTED. LOT 2 16x1 SF 2 ,�0�\V� PROPOSED UNDER C �,/ V T�TD_ WP-2 � 4. ALL EXTERIOR STAIRCASES SHALL INCLUDE / 17.5' PRESCRIPTIVE •\ 164(yJF SOUTHWOOD � \ A HANDRAIL, AS SHOWN ON SHEET C1.2. / EASEMENT 20' / \ aO�� VILLAGE 1 / O (T,P) ETBACK �OW SDP202000048 \I \ 5. TOP OF FOOTERS FOR DECK COLUMNS 14Y7 \ DDD 5 ®_ / \ SHALL BE SET A MIN. OF 2' BELOW THE / / > \ OP�,3�°� �d / \ \ INVERT OF THE STORM PIPE. 19.0 ;Y� LOT 1 NO PARKINC�O 6�Jo a 5.25' \ •• • 2129 Ski .J SIGN OQO �0 /� 8"X8" T$i8 / / INT 10 5' MODIFIED CG-3 CURB. 1" / LEGEND / \ GA GE( ) •\ HEIGHT ALONG DRIVEWAY / /� CONCRETE SIDEWALK O 4" FOUNDATION 7.01 77 DRAIN TO 1' TRANSITIONS EITHER SIDE. / // s \ DAYLIGHT \ TYPICAL ALONG SOUTH AND HEAVY DUTY CONCRETE \ \ EAST SIDE OF SWEETBAY / — \ / / STREET. / / r LIGHT DUTY ASPHALT \ \ \ 5.25' / / / /\ HEAVY DUTY ASPHALT oe No. o� CLASS B TYPE II TRAIL SCALE 1"=20' 47036 'Q RUBBER SHEET NO. � 0 20' 40' C4.0 KEY PLAN i? a ai z N C L SCALE 1"=20' INN UNIM a 6NAWAr-kl� • - - • . •. . 01 , ��Lu — iLZD91 6,779 SF OF NO PARKING MEN IS ♦Yee♦♦e♦♦e♦♦♦♦♦♦e♦♦e♦♦ ei III �- o .... 1 1 . • • VIEW DRIVE ��®�� /e��♦♦e♦♦e♦♦e♦♦ee♦ee♦e♦♦eY �r.11 _ . I%� �% % % % % % �� rl INIER �;!i SIGNS - MENNEN- .- O'd •1�. .e♦e♦�e-,. ♦ e ...� _MENOMONEE -. _ • • - • • • - eY ♦♦ ♦w� reeeeeA�A♦ei' .� • • • ��II MAILBOXCLUSTER ie�i♦e;eie♦ie�♦eei''eei �� 1 <>�� I�I ♦ ♦ ♦ ee ♦�,,,NONNI 1 it _ I SF r„ NONNI .•..�. ® 1 , IBA, _ _..�I/ I�184�SF now • , ■■■■% 1 I! III Ilii� ; �© - . - _ ,<o3 ©all■Ila SIG; • ' • �1495 SF Is ■► �� n�, - �l� ••• 1 1- TRANSITIONS M. ow 5'SET K EITHER SIDE. / -0owl"m DESIGNED BY MoN IM *w u A 1 XLOT 67 CHECKED BY aim�� II III ■�� ,� _ 1. t I i/974 SF I WA 4,434 SF 1319 SF 4- X CONIC ETE FUR LOT 154 CLUSTER AILBOX -- , 016 ■ ■ ■, rPARKING, NAMES_ -TREE--j - .1 � �,,�I■■� �� . � ,,: _ =_ -__- -_ -�� _ --BSI _� ALONG•' �•�__ • , O� r � .�' �v r � _.__ �.� o Ili i I I■� � - �� SF soil WAVE771 LOT 46 1 o O I •- EWER e • • / .•.• • �, , • •. • _f • o1683 SF 1696 SF • T. • •----------------------- IED CGI CURB. 1 HEIGHTIlk DRIVEWAY ENTRANCES. mom 1 - • • • _ , 1 I 1 Ilpp 1 —_ Mw III . • - •. NO. • • a z N L -I y--- ---- ---- OLD LYNCHBURG ROAD STATE ROUTE 631 (VARYING R/W WIDTH EP --- ---- ---- ---- --- ---- -------- --- ------- --- ---- ---- ---- ')HT— _OHT— ----------------------------- �OHT UGP— —oHr— — -- — P--- OHT— —OHP—---OHP— \� GPI\. STRIAN,,�1i P IRE GP GP ;TI— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — \ — GPI \ — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 30LTRAIL- — _1 BUFFER a F- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — \ 1 a.. I I PEDESTRIAN \ .. — .. — .. .. .. — . CONNECTION #4 \ 9 I � 30'� g TRAIL BUFFER CG-6 6 751�� 20' ee�eve CG-6 I 1 6"X6" "NO PARKING 90° BEND FIRE LANE" FLORA VIEW DRIVE "NO PARKIN � I I 1 TEE FIRE LANE" I I SIGN W 6" GV SIGNS 6" GV 6" GV R18' CG 2 -2 1R 15' R18' ! �BTOp AND R9AD .. , —, 8 R2.5' R1 ' ----------------------- lAk -------- ----------- ------ --------- �N 7- ' L T 64 1 143 IF 16.5': �2o' TYP.�II 5' (fYPI 1 LOT 70 J 22' J18414 $F I I i w N Z 1INTERIOR GARAGE JI 6" DIP LOf I 69 OT 20(TYP.) 84$I g 1 0 IF 5' SETBACK I 6.33' (IYP.) 1 I i l I J 1 U G-3 CUR . 140 II 40' cn -ALONG I LOT162 r : OT 68 I 1 "NO PARKING 5' NTRANC�S. ' I 131q SF 20 Win I� s.5' z0' 11384 IF i I I FIRE LArvE" iITIONS 1 ' 16 TH - 20' Z O 6 TH L 20' ° ; J; I 5' 1 SIGN SIDE. Q o 1 1 5' SETBACKQ 31' COMBII JED ACSA SEWER A D WATER I ° 1 ' STORMWATER FACILITY w I A T 61 Z EASEMEN LOT 67 I CCESS AND PUBLIC 1 3 F 1384 $F 1. NAINAGE EASEMENT 1 ` I OPEN LOT' LO) 66 1 SPACE .881: 4,434 SF 131Q IF 8' i 134 IF I I u I: fj 4' X 8' CONCIkETE PAD z 1 I 20' , e . CLUSTER AILBOX "NO PARK ZING FIRE LAN 1 "NO PARKING r — — — —OT 5919.83' ' 16:5 : ' •I .: ' 6 5' SIGN LOt 65 I ' I.., FIRE LANE„ 20' TYP. I 974 IF �' •• SIGN ; I I 1 23J4 I j STOP AND ROAD 6" GV I R3 ' �__-AhMAIz_9JPN/r E (TY I I1 — _ 8.1 SWEETBAY STREET MN 6"X8" 20' LOT 48 LOT 49 :URB. 1" HEIGHT W ENTRANCES. i EITHER SIDE. iOUTH AND EAST TBAY STREET. ZON ROAD PROPOSED 61' VDOT RIW INST. NO. 202200002884 I R15' RIr 11 A 0 i G J/ R20' 30.5' COMBINED ACSA p SEWER AND WATER OAD' NAM EASEMENT SIGN (TYP. II J 8"X6" TEE 1 y 6" GV 1 5, Z O� FHA STOP AND I i CORP STOP AD NAME IGN (TYP.) 1 cn AIR RELEASE VALVE LOT`j3 O I NO PARKING 1 TYPE K COPPER 2710 $F 1 22 IRE LANE" — IGNS MANHOLEPROPOSED— UNDER SOUTHWOOD 1 SANVILLAGE 1 SDP202000048 s \ w e � ° - 25 R' � N\ROA PA I G \ \ \ \ � SIGNS \ W f176' TO HICKORY STREET 8'x8" TS&V 8" Z I J v 8" WATERMAIN PROPOSED UNDER e A — o 8" DIP WATER MAIN PROPOSED UNDER SOUTHWOOD �VILLAGE.1 SDP202000048 I ��1 1❑ a �SAA/ �U s C (7 II-----------------� -------------- -- -----------------a�------------- _ I� --------------------------- ----- ------- -- ------------- I I i - a� / \ IN7- \ \ a � \ 1 ptir� Oft, - I ov KEY PLAN ryan D. Cichocki Lie. No. 53741 12/9/2022 m E 0 N U N y c > E v E w LL o 3 LL ` W O 10 y Vom0 Z � — n N O d � N N M ti N Z F 30�Q U w 0 Q LL C o =v o N > M uj uj d� O x c� x F 0 w W 0 a z 0 DATE of 912012022 0 } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE 1"=20' l� C6 0 V) U � NOTES: Q 1. MAILBOX LOCATIONS TO BR COORDINATED > (n WITH THE POST MASTER. �J LL Lu 2. REFER TO PLAN SHEETS C4.9 - C4.11 - LOT & W � EASEMENT PLAN FOR INFORMATION ON Q PROPOSED EASEMENTS. _j 3. ALL WATER/SEWER SERVICES CANNOT BE co H ESTABLISHED IN BLOCKS 9-11 UNTIL THE � Q VILLAGE 1 INFRASTRUCTURE IS INSTALLED, LL TESTED, AND ACCEPTED. O 4. ALL EXTERIOR STAIRCASES SHALL INCLUDE W 06 A HANDRAIL, AS SHOWN ON SHEET C1.2. ( n LEGEND OU O CONCRETE SIDEWALK ^ } HEAVY DUTY CONCRETE L•` LIGHT DUTY ASPHALT HEAVY DUTY ASPHALT O CLASS B TYPE II TRAIL O RUBBER L2 1 D 0 V Og3 JOB NO. �P 47036 SCALE V=20' rm SHEET NO. 0 20' 40' C4.2 a N C L LEGEND STORMWATER FACILITY EASEMENT PUBLIC DRAINAGE EASEMENT PRIVATE DRAINAGE EASEMENT ❑ PRIVATE & EMERGENCY ACCESS EASEMENT ACSA SEWER 8& WATER EASEMENT ■ PUBLIC ACCESS EASEMENT WATER MAIN ACSA EASEMENT BISCUIT RUN \ ■ — — — ° \ ■ — — CENTERLINE — ° ` / ■ — — — — \� \ ■ ° WPO BUFFER Io°o �� \ i / ■ GP GP ■ 1 OHP— — OHP— L—OHP— O °, / / / / ...I� 110'PUBLIC ACCESS ----OHP— _ O.H ELECIRCTELE. TV L/NES ryan D. Cichocki Lie. No. 53741 12/9/2022 °°, / / / \ .�� / EASEMENT I E N C U N ° / • > E — — ----- ---f-- 10' PUBLIC EX24"HOPEAPPROXLOC / ACCESS 0 E ,o _—a�0---- / �� W — EASEMENT Lu v 3 / ¢ U. \ O LL � n W o t0 20' PUBfC ¢ W v oo z 1� NAG a w — ui O ♦ �5 oo' • .---------------------------------------- , _ ••.- ' I 1 DRAINAGE ON' w mmm m EASEMENT AAld SF 1350 SF 1350 SF 1350 SF 1350 SF 1350 SF 1350 SF 1749 SF • • • . `` / � .• . �� 1, � 1iriimiiii•Nii�iiNiisrii:iiirii6;riii it gill � G i,� ��, ' I b/�I . AI►1/f1�dN,1� d,NUNN DATE NA 912012022 DRAWN BY • ♦♦e ►�,� ��t�;.�d��. /--— ---NN�iNNN �M. DENHARD B. DESIGNED BY • CKI 10 M. ► • . , SCALE ♦ , i , :1 ,. \Il� ♦ 11 ► ► . „r ®r 00, 11WERFRANIMAW"I m-.-w W R It oll IMF 0 �.yl,►�i/ ,� /�► o gI \ \ Cz R25' 0000lb8N j / % \ \ \ \ u O v s' \ R25'S'9 0�v.. �/� �� NOTE / \ THIS SHEET IS PROVIDED FOR INFORMATION ONLY TO ENHANCE / O / 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 5 �pOO'( / \ FOR USE IN RECORDATIONS. oP� / // \k s O JOB N0. SCALE 1"=20' 47036SHEET No. KEY PLAN 0 20' 40' C4. 9 c a z N L OLD LYNCHBURG ROAD STATE ROUTE 631 w (VARYING R/W WIDTH EP _ _ — — I 30" CMP W/ END SECT/ON --- � - ---- --------INV.(/N)-442.15' I I J IGP GP U J IT Gp GP GI HP-----OHP-- P— — — — OHP— — A— — 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. SCALE V=20' 0 20' 40' ryan D. Cichocki Lie. No. 53741 12/9/2022 —OHP—--OHP OHP— — VkPTABLE�IDTH3TORMWATER n"P — A r FACILITY EASEMENT KEY PLAN —nH —OHP OH 0 u PUBLIC ��P— / IB :CESS �� , D PINAGE �ACCEB �( E > E SEMENT EASEMENT EASEMENT _ mill, i fir, 1`_./�l; �.�;1 esLZ �j ♦ — — I III ,,� l .1840 SF 1 1 1 , ..� '� �' 1 71 I I ,�,I I11 �,.;;,,�©" .i��o� m �► ,aIfLJ�.�� I°I� III �� 1 IISo�— i! �� . • I (�LOf 69TEN II - ' � � SF DATE sfln ��=ar.•Irr. 1. ur'y 912012022 siiiAIN�iiWWAFM"AMAri�ii�r��iri • I • II lal�I d IaaalI . �/ya�l l z�;91 • ► i;«»� , . ,DRAWN BY FIN I m ►aa��yaer • aadi�a , A -a vvo.. �� 1 I �!' F , • ..ffm,.z�/ MISS EASEMENT LOT 67 SEWER AND WATER 148P SF SCALE FV fmA2 LO 66 ACCE S 1 SEWER AND WATER • d/d/ h�j ••�,• �° .��, .,,�EASEMENT�I . " 4m. ^;:,h �,� .. \ , _ ,ice►06 26 SF Ai a��rirr . �Nayy a�laNa/yl y ,�YA �- �1� I • Nl�- -d/' _l �/1//,/a � - -_ _- -- -= =NOW N/(Ila /Illli/ad y' �i . a •• fi1 �► � 'y `�I y 34, COMBINO ACSA SEWER lil ICI fil • . , +`� V • • 0 1 LOT 43AND WATER LOT ` 1587 SF • 1600 SF cr� 2 LOT SF • . . ®1613 SF 11 10-•ED �EASEMEN'1 LL • Lu Pw LEGEND STORMINATER FACILITY EASEMENT PUBLIC DRAINAGE EASEMENT PRIVATE — • • DRAINAGE PRIVATE & EMERGENCY ACCESS EASEMENT • ' NI ACSA SEWER & WATER EASEMENT •. NO. PUBLIC ACCESS EASEMENT • SHEET NO. _ • • •IN • • EASEMENT I C4.1 a z N L ------------- - ---------------------------- -- - - I I -- --------------------- ---tea -------- -------- -------- / �TH OF � ------------------------ c: y---- _----.----..-- ryan D. Cichocki Z II ---___--- _________________ /a ----- Lie. No. 53741 OLD LYNCHBURG ROAD 537 STATE ROUTE 631 - - - - (VARYING R/W WIDTH j ��0� iz 9 z l /////�� / //� - J - J- 7 - ---- SS10NAL � — — I ---- - ----- ---------------- EP — — — — ---------- ------ / � / %� %�j//. -T--------------- i/ _ a�---------- / M E .— — — — — — — — — — — N U —T_-----------_—_ — C . OHT— — —, � N w �qpp OHT— ---- OHP— — — — — OHT O-A— _ OHT— — _ _ — UHT— —. — _ _ OyT\ p_ -- P —OHP— — — — —OHP— \ \ GP- GP / — > ., �� . \ GP Q LL � 3 \ \ / as GP 2 W L M _. .. V oo Z C 31' STORMWATER PRIVATE & EMERGENCY 10' PUBLIC r 10' PUBLIC O T\ \ r a to N y a a S FACILITY ACCESS AND ACCESS EASEMENTS ACCESS ACCESS \ \ \ z F ; A � T PUBLIC DRAINAGE EASEMENT ALONG FACE OF CURB EASEMENT I EASEMENT \ �\ C X N QO d 1 X W a - \ ado G) UFO o a � � Ln x Z I� mlw7 ` i 06 1184� SF 1;310 SFKi All LOT 70 'LOT 63 • .. ' SF 11384 SF � ul II 9ilA® -� _ itO I■� SEWER A� m FIIt� • , • WATERI t •- 1340 SF1384 SF 1 I�LOT60 , SEMENTS i II-OT1974 SF 65 NO LOT 4 _O I -_--'- -- _- -----ddN/� ,al/NddhI � ' '• dllilddd� ' � � �� .�,� � �� ,• !', e c -- mac,--� , • LOT 48 LOT• • • 2181 SF • Q�O�ldi� '.� 1 • , - •:6 SF ��Iq�-�iNd • • .,•.• • • • t tttt-; \ LnvaI O w \ �� U UPC)w O w U NT\ ° m v 1 \ UFp 2 \ oNT a \ 0 Q - / w c� Q e / u rN o;a o DATE 0 0 912012022 DRAWN BY } M. DENHARD '°:� • DESIGNED BY • M. DENHARD • CHECKED BY ° • B. CICHOCKI • e / • • SCALE 1 =20 a • CL 06 v / / O C- a ,; 44 U LEGEND U z c c STORMWATER FACILITY EASEMENT O Q mw� PUBLIC DRAINAGE EASEMENT � z / aw ®�ED PRIVATE DRAINAGE EASEMENT Lp)m .. 1� Q LU LL E:l PRIVATE & EMERGENCY ACCESS EASEMENT W O Q ,^ It w ACSA SEWER &WATER EASEMENT V / oC;6 / U / PUBLIC ACCESS EASEMENT = O a WATER MAIN ACSA EASEMENT O O SAS � s / � O 00 •. .� • . •. NO. 47036 SCALE 1 KEY PLAN 1 1 41 � L N TES: - / l I \ / / \ /_ \ i/ 1 / \` f _ —' �— — — —/— — 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS I / ° I I ! \ / /' AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND •-t / I , o / ^� \ - _ _/ ti I to I WW�OBUF�ER I` \ \ \` �� i _ _�`-��_� DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING /�\\ ) y _ _ _ f— / �, , _ _ ✓ / - ' TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY )` r t / I y \ \ C \ ) / ' i I �� / ` pl I I \ _ / \ r TREE NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE. - \ / / _ ��1 / / / - / -) ' i / ! GP / 2. CONTRACTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE \ a� �' / / \ "ti �/ \ i = \ - PROTECTION / ' �� / / - , _ \ . ' / [ JJGP DOWNS. \� \ 0 \ r / / \ \ � \ i I` OP1 .` \\ \ (SEE E&$ 3. WALL HEIGHTS OVER 30 INCHES WITH PEDESTRIAN FACILITIES WITHIN 36 INCHES OF THE HIGH SIDE OF THE WALL SHALL HAVE ° -c I \ / F I C\ / - / ' 11 \ \ LENGTH: 2T '� - / SHEETS FOR FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING ' t / V n 1 r \ WIDTH 1: 6' ' / DETAILS) l ) \\ T / \ - PERMIT TO BE PROCURED BY THE CONTRACTOR. _ 1 / _ IVl \) / / \� �) j ! \ / �' ' I \ WIDTH 2: 9.6' 7/_'G �_ �'�-y "� O„ COHP— - — — — dH ` T' 4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH , / / I / / \ / RIPRAP CLASS I / '/ �A TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT / / \ ` / f _ OHP— ' 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. / \ ♦ \ \ / / 1/ / / / ' / / ' /' , - J 1- " ' ' / / ' / _ f— , / - - - - ` - - - ' ^ / / / \ / s r > / — 1t / / / / / / / /♦ +--- \ . /�� - — — — — s l UNDISTURBED tFCECTRCTEG S. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, / I \ / / / _ E. ' SHALL COMPLY WITH THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND THE CURRENT USBC. ON THIS PLAN SEVERAL / / - - ' / ' - �/ ' / ' ! 1 / MESERV�D TRE� TV t r� / i L / ///NES CURB RAMPS ARE PROVIDED WHICH ARE NOT INTENDED TO BE ACCESSIBILITY COMPLIANT RAMPS AND ROUTES. TO THIS END - t / \ / �/ \ r , / , / / / / TP / / / �� !' _ IF SPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING I /t I \ / C �' / - _ _ _ _ r _ TREE SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEENt--I-_______ - PROTECTION / EX..24"HDP f - / ` - J \ �L J - - _ _ (SEE E&S ADDED AT THE BEQUEST OF THE COUNTY THOUGH THE REVIEW PROCESS TO ALLOW FOR DIFFERENT ACCESS SUCH AS t\ I EAPPROX.�67-- / \ \ > STROLLERS OR BIKES. / ' \ `` \ \ \ \ " C / /. / I / Ir \� /'> `_/ dl /\44a / — _ 7 r SD TAILS)R �1 1111�/�/i�i� 4// i//,// iii /i / / / / ° o , // / I 1/ / /� / / ♦ / I 1 / 4450/1 r////O///////%%/�/�/'i f ° ��//�� M 1 \ It _ \ R3 o \ OODPL / „//� (III\ \ �\ 1d0YRFLOODPLA/NPER ° I 1O ° ^\ Ir ,/ /,/---'-- // ° to r /, \\LOMiZCASEN 29Po° I \� /'a\� 1�' \\\ // I' // / / /r^J/\,', // - II I O. 21-03-00 / (UNDER REVIE , ° ` o/�\ / d / l \� / �� / r /� - \\ / / > \\ 0 ' \ / ` -..// I I 11 \ \ \\ \ ° °/ � o / ,. > III 1 (11\ \ \ \\ \ \ o `\ \ /'/ / _ 1 , / / r / _ _ �\ \\ 128 \ \\ \ \ ! / = / / \\ 1 II \ o �c \ ! I / / / _ \ \ 23 A / I I / / \ \\> \ \ \ t \ \ \ \ OOYR FLOODP -o \ r/ I \ \( ) \ / 1 I \ t \ I LOMR CASE NO. 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( \\ \ L ` \ RD/ / / \/ \ r J // C�/ I /// / I I II 1I I `1•. \\ 1 \ \/ _ \ � I /' / /� / �1 /r )u � !/ v/I , / Jf / / \T l^01I 1 --. � / // 11 l`i''_ I //! / %/♦/i'' // /// �\ ) ! ) \//\ \\ \ ° °/' 11 C\�O QO� /, All / /, / ri// /'./ f FgUNDATION\ /I/ . /M .� > \ r /\4� / - SCALE [1'_2fJ',, / /�� / �x // \ \\ KEY PLAN �-� \� 0 40' ryan D. Cichocki Lie. No. 53741 12/9/2022 E 0 N U N u! c > E u, v E Q LL , 3 0 LL W o N ^i 2 W = M ¢�_j U00 J — 1i M 0 1Y N W M Z ~ = X 3 0 In U) i C N c �^ Y � ry � M � H Z O a U to w 0 Z O U) Lu w F 0 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE 1"=20' 1� 06 0 T� V , U) Q U a 0 a W J Q Z w Q 1� QLL Q W 0 r06n U) Z V < 0 Z O T. //'�� U �QQJ LL L.1_ 0 0 0 2 Z) �0 V1 JOB NO. 47036 SHEET NO. C5.0 c a Ul z N C L M \ OLD LYNCMBURG RO"Ap o I `STATE -ROUTE 631_— I \ \\ /' (VARYING RTWIDTH 30" CMP W/END SECT/ /Nl� (lN)=442.15' GP GP \ LENGTH: 11' - _ - _ _ _ TREE \\ / / \ / WIDTH 1:.5 11 1 _ - - - ' _ _ - _ _ PROTECTION _ A3 / I I \ WIDTH2 1 0.5 / / / _ - --- _ - _ - --' — (SEEE&S -- , - --- --- -`_ yy,� ! - OH= _, = — >-.�— OHP RIP CLAS,9 II l / / / / ,-' , ' _ — _---' _-' GP_ — — / -_ SHEETS FOR ,__ — _ . _ �/ - \— — — DETAILS) — — AO — — , ' ' c -,SWM B FSTORMTECH/ARCH PIPE DETENTION / WTH ISOLATOR ROW - -SYSTEM ' iTURBED�^`�--_,/^ 6V�) TREE�Q n / - / 1 / / S " LINES - c \ - - /\I r� TP 42 / ^ /-- '. TREE ___ /----- —'c^ —— 0 - ' 443 PROTECTION \ - - _ (SEE E&S \ ` 450 7 r SHEETS FOR J -` \ SCALE 1"=20' 0 20' 40' KEY PLAN - _ TELE VAUL / A j ryan D. Cichocki Lie. No. 53741 12/9/2022 m E 0 N 6 N to c > E v E w Q LL o 3 p LL w o m -i V omo z O 1 / - w o DETAILS) . \ ` - _ /` / / l / \ \ \ \ CL d /- - \ / w� 450 ` \\ - < = \ l _ / / / / / / / / / / 0 x y nIti z /- - - 55 - 1 / / / / / / / v�•o pom 4S /` ._ / % ♦ / / r / / w� Lu U 4 / \ / / / / / / / / FLORA VIEW DRIVE I ---- —f-- 5 / _ s / I TO Z ADS ' / \ ` 2 SYSTEM 8' DIAM ERINI / a roof 10 ; Lu22 w N 454 / \ � _ / 1 / � / i \� ' ♦ \ ^ \ / / ; i � I II \ r\ � i \\ ; / � /' P C DATE It . ' ' , ' l _ _ ` / - \ \ \ / • I 3 II I I \ I / 11 I ' I / / • / /V / ' 912012022 \ - _ �^ ! \\ \ ' i / '�� I I , I ary / // I // / / / / I // O DRAWN BY \\�\ If SAN / S _ J \/I -/ \\�� y\ \r -\ --- -��'_ �LL ( -O� / I I / / //\� /� / I I I r a z / M. DENHARD \ / _ J _ _ \ 'I -\\ \ I ' / b DESIGNED BY , I I / / •• If M. DENHARD 10 b \ \ I \ < / ' / / I I 1 I • CHECKED BY \_\ I _ /�' _ `\ \\ W In) I I \ _ - - - _ _ 215 1 I 4 I • B. CICHOCKI \ I '/ I / • SCALE h \\ \ 1 \I IN I I z �� — - — !` - �1 \\\` / ' - 8'141 \ \ -� \ \ \ \ \ \ \ I \I \ 1 ` \ I I I I \ I TI J I \ � � _- - - - � � � � \ � � / \ \ \ �- 11 •-- - .'-_ \ � I \ \ \ I Mom/ SA IN, VV If g. \ \ \ \ Sy ETBAY S ^ EET > \ P1\ \ _ � ' � LI `\\ ' _``-� - ` _\` � � I /' \\ ^; \\ :• _ \ \ i I I I � \\ i'\its \ \ \ \ \ \ \ ) / U Jf� ` �' ' /' v TION DRAINS W — — — \ - - - - _ 4 OUyDAT�ON 1 C \ \ ` \ \ \ \ ` \ \ \ � Q STORM EWE \ \ \ LE _ Q Z N. -- S MSEWER 1 -- -- T--- \ \ \ \ \ � LLJ Q�/ 77, Lu co If NOTES, \ \NN 0 1 ° - /9OR/ZON R A \ 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS - _ - ' _` o W PR POSED 61' VD T RI'W \ AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND / < - _\ a IN /NST..I NO. 202 00002884 / DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING •`' ` _ _ _ v - \ c- N I \ / _ 20' ION PO Fa \ \ \ s I \ TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY ✓ I / ^\ � ; � _ _ - - - � NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE. \ \ \ W __ W ram\ 2. CONTRACTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE \ \ \ \ / _ _ _ _ ° ,< / I a W A S - - \ \ \ DOWNS. \ \ / - ' / _\ / - / \ a \ N \ �d \ tpr ` 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. \ \ / / \ / ' — - ' 1 / 1 - / 4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH 20' �1AINION PO R TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT \ \ \ \ - \ r ' I L I T � 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. '� \ I \ ` J \ \- 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 \ ` `\' \ \ ,\ \ -, \ 11 I _ L ' /r \ \ `\ / \ \ \ - - _ - _ _ _ _ _ _ _ _ _ _ _ _ _ - - - oe NO. CURB RAMPS ARE PROVIDED WHICH ARE NOT INTENDED TO BE ACCESSIBILITY COMPLIANT RAMPS AND ROUTES. TO THIS END - - - - - _ _ - - IFSPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING "� �\ \ \ - 1 \ ' - �' / \ \ I C' ry \ \ ` \ \ _ \ - - / / -� ' ` / �' I \ ' I _ _ - - - 47036 SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN y / \ \ \ ADDED AT THE BEQUEST OF THE COUNTY THOUGH THE REVIEW PROCESS TO ALLOW FOR DIFFERENT ACCESS SUCH AS \ - �; / 1 I '' 1 y \ / \ t ^ J I ` / , - 1 f _ �— I SHEET No. _ I / _ Y / STROLLERS OR BIKES. / f / I i I / I _ _ / �� <' \ _ C5.1 c a ai 2 N c L M <i\ \ It ( / + -L -- - f --- -- I'-- -- -------------t--------- - -i f i--------- - - -I / z 1 % //` I�( - X�------------ ------- -- I �- - - - - ---------�- \/ \ ------F---------- ,------------r-------------+----- - < / - - 7 / H OF T \ ' � / _ \ I _-------- +__________1_________________\1---------_\-\----________\\-_-----\-------\ \ \ `_.____ / / \ \ 1 I -__------- \ \� I \\ �) \) 4. �� \\ \\ C \ I I , �` \ _ ryan D. Cichocki Z / 1 - -- --- — — _ - I \------ I \ < OLD LYNCHBURG ROAD Lic. No. 53741 \ \\ 1\ \ \ / I \, \ \ 1/ ♦ •-� ,rd 12 9 2022 \ \ \ \ \ \ \ ! STATE ROUTE\631 1 \ / \ /� �P / / \ \ 1 1 \------------------------- ----- / \ \ I \ \ \ -- --- \ I \ (VARYING RAN WIDTH \ 1 \\ I \ I _ \ v - T - - - � ---------- - ------ - ----------------- P \ \ ; / \ s G \ --- - -- - - - \ TREE \ '/ I / S - - - \--------- \ I I IO \ \ 1 \ \ \ T------------ > -- -- c - -- \- - ----- --- \ \ - - PROTECTION \ \ \ / —/ / 1 r - _ f NAL \ \ \ \ \ \------- - -------1------- \ / \ I \ - --- --- --- \ t V \ ✓ \ SEE E&S --� - 1 \ \ . - - \ \ — —\i \ S D EAILS) R ------------------- ' \ \ ----- iOHTs�'— -_ __- \ ET --- ---1— \ \ \ \ \ \ \ / / I 1 _ \ m E N °u Eri E �W > 3 U __-- / <um \ w O m Ind v W Ic It s \ \ Z _r/ - - �� > f - \ `) I ia( - d I\I It / \ \ > ' (\ _ - - _ "'� - o I \ / _ " / � C) > O Z ` _ _ - ' O.K EL - -� ) \ \ \ 7HT / / _ > - _ VF — $ ry > Lu LINES / It ' It / / / FLORA VIEW DRIVE / / / / / / / , i / \ \ \ > - ' - - - - - - - - I � c /% � I / � ( � _ , _ p , \\\------1 ^� I °/ OF / J��i•- I III `II \ '� / _ U �// /\//�/1I`IlIIII 228 / l I \ \ \ \ \ / // /, " / 1 I l 1 C / I 1It It It 7 It It If It FN �r/ \ /- = N i ' / \♦ / I C , - /I / ( //I 1 b _ \ �.' \ \ �- > N DATE �= 912012022 J I / \� \ \ \\ DRAWN BY If 1 M. DENHARD (/) /r2 // // _ 11 (� — J / °. l l l /�) \ ,' 1 rl • DESIGNED BY I i I / I / Z / / / f I / / / I r J /' _\ ,' I /' \ / 1 /I�I \ rn / ' J i / ' • M. DENHARD / a ( I \ / i \ 1 / ) \ // // '/ ' _ \ ' / / / CHECKED BY / / It/ Q I I / l ' It�� //// �' \ \ \ \\\\\ / ��i /\� / - -- �'/---\I \ • B. CICHOCKI / ' I 1 \ \ \ -/ /// v / p • • 1 / SCALE W I II \ I\ I // � /\ I \\ I ( .'/ /- v-- / /' %Cj/ II ' II I \\ / / (n I 1 / (/� I /, I p � /r rr ` \� 1\ //J // \ / // ' Q.I � / \\ `\ \ • 06 SA IS: It It It \ AY \ \ , E'FB5''f/\ EET I \ \ \ \ \ \ \ -' - \ \ - � 1 I I \ ( / p� / I / If It It a- lz�O 1 i 1 \ \\ \ \ \ \ \ \ W ( / % I \ \- / / / - / / Y �' l / % 1 1 moo I // /`\-� I I l - Wrn J/// -� -- II I \ \ / / (' 1 ' / / / t \ I _ /'Il\I I 1 I I V 5kI /Lu ( / 1 \ '/ 11 I 11�>`\ / 1 \/ < Z Z'VI/IJ / \\\\__/( / / / \ , /v / // / I / // I \\ 111�.J\ J 1 -I - ' z Q DOTES: J ED f 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS Q \ \ N \ ( , - - _ - _ > ' / / , / / / AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND < Q 1 l/� LL DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING p - - - - - - / / / / ,' If TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY w �S Ilk / ' / / / / / ! / / / / / / / NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE. rr In� / ' - - - - / / / / 2. CONTRACTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE(n U) z V DOWNS. Z 3. WALL HEIGHTS OVER 30INCHES WITH PEDESTRIAN FACILITIES WITHIN 36 INCHES OF THE HIGH SIDE OF THE WALL SHALL HAVE < �U 0 FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING 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 1'1 NECESSARY TO INSTALL NEW IMPROVEMENTS. CONTRACTOR SHALL PROVIDE SMOOTH SAW CUT OF EXISTING CURB, V PAVEMENT, AND SIDEWALKS AND FOLLOW VDOT WP-2 FOR WORK ADJACENT TO EXISTING PAVEMENTS. Q 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 N ROA IF SPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING 0 I HOR O/ I \ / /\ SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN \ SqN / / / 1 ADDED ATTHE BEQUEST OF THE COUNTY THOUGH THE REVIEW PROCESS TO ALLOW FOR DIFFERENT ACCESS SUCH AS STROLLERSR BIKE HORIZON R I ALA � _ - \ ) / I / � 1 II \ PR PS. OSED 61' VD T RXW \ I > IF / S�N - - - - - - - INST.I NO.202 00002864 I cy `' /\ W -' 11 1 \ It AWL It IIzz I LJ 20' JAINIONPO 7 1 \ 3 JOB N0. 47036 It It SCALE VI 1 I SHEET NO. 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CICHOCKI SCALE 1"=20' l� 06 0 V � U a 0;a W J Z fY Q ' W Q -1 1� QLL r,I W ,, V0 LJJ 0 / z QJ O f- LL 0 C) 0 0 2 Z) �0 V1 JOB NO. 47036 SHEET NO. C5.3 c a ai z N c L OLD LYNCIIIBURG RO"AP / \ ; / i ,', • -; \STATE -ROUTE 631 k 1 ` - / / / ,' \_ \ \ (VARYING R/1r/ WIDTH) uy / I / \ J ' / L EP --4 • \ 30" CMP W/ END SECT/ - _--� \ \ - IN(W) 442.15' - �\ `-ter /' ✓ / V %' ./ 1 / / ----- \ - \ I I \ \ \ l \ \ \ 1 / \ OHP� OHP � / � ' _ _ < - _ -OHS O P e- -Z OH i _\1 1; /\��_/oDHtF(EC7RCTELE ` - / f \ _ , / - > LINES ' - - - - SCALE 1"I 0 20' 40' KEY PLAN -r / / 465 ryan D. Cichocki Lie. 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DENHARD Oi 3 459.32' If 1 5 STAIRS @ 6 Q DESIGNED BY 6I(3'\ I\ O / I 459.50' 5I 7 454460.3T 474.6M.DENHARD 472.60' . /Q �)CHECKED BYFF75.7t' / 7 I FFE=477.50' T 461.20' STAIKS@ I I .05' yAy-475.15' 1 w1 416.85' , 1 461,73, / (U M 1 FFE45I B. 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No. 53741 � / \ \ \ \ I / ` ° I 1 \./ /\ i� J 1/ ) •'� <0� 12/9/2022 STATE ROUTE`631 \ \ I \ \ \ \ \ -- --- \ \ \ / \ / (VARYING RAN WIDTH \ \\ \\ \ \ \ 1 \� \ \ I \\ I 1 \ -y /----------- -- ------ -- / ��--------------- <' ��- �� ------ o�> ---------- - ----------------- P _ \- S G \>------------ 1----------- - v------- \--- --- --- -- - \ \ \ - -� \ V 1 ✓ \ \ m - '_� __-___- __ ' ____ART --- ✓ _-' -__\ , � __- \ \_ � _ _ __ -_-_ �-__ -- \-- \ \ \ \ "� rn u vE IGP tt \ L CiP r---' / 0LL � wQ Lu CL Zf fY (q Ln in qL -/ \ S' ZTIC TC\ 4v4.7T <a7s-s8 w `\\- - - - - // \ 11 \\ / Oy / I ! / '_� _, i m� W O / / / / / / TC / 474.3�• / \ 1 / _ - \ \ _ - - / \ \ \ \ I y / _ _ _ \ _ 1\ , 1 w v 47322gg / / \ - - \ \\ \ _ _ _ _ - - > \ \ , ill / ' - yT ' / / / / / \ \ - - - ' \ - - - - _ m K >U> Tc 473-49 474.13' FLORA VIEW DRIVE jE / / / / / / / , I J �f / `\ \\`\ \ \ , - ' - - - - - - - - U W / r / 4'/446 / // // I /// // // \ \ \ \\ -_-\ \^I / \ �h<11j1\r\� TIC z 1 472.32 .R18' / R�ri / 7 // // / / 1\\ \ _ \ \ \ -/\ 1 / // /1l \\` //\ `_-Z) / \� \ 1 p O j,gAl 473.5' / Tc 4i3.9T/ c / 474.70' / ///// \\1\\ \ \ // /'/I/ / / / \\ \\` 11 - L_' II11 / 1` I�OyT� // !" )\ !/ j QO \ 0 11 J II I I o a ¢73.65' 4.03' W N \\\�_ O FFE=yt73.FN 65' I / 473.65' / / / 474.87� ' I FFE=475.4T / TCT , / / \ \ _ _ / / / / / / / / / 1 / J /ll'lfl� / r I / / - / y -\ �_ U 0 70.04� I 4/126' I/ 473$5' \ N ///� / /_�- l / / /)I I ! C/ \ ` ' / r'/^-_\\ \/ / /// i \/ / / // I IW /i °°/ / < // //(illllr\ /�\/ _\I\� 1\� \\J� > I` N DATE o / / 475.53' I ✓ �= f 75.2' / FFE=476}B' I _ - / \I - !\ _ t STAIRS C�Ip" / I 05 I _ - - - \ \ \ $1 I \ _ _ _ 912012022 ' F�E=473.65' II 473.�5' / I / // I /475.53' I _717/ / ,/0 / \ L "\ _ \ 1\- // - \\$ I // \ '/ / J �I/i, �> \ \ // \\ \\ ,� \ ,\ ` 0 DRAWN BY If\ \ p J / . (n / I . / \ ` \ / rn \ ` / _ '' M. DENHARD 1 472) 0' / / / o\° / 476.19' / / - I / I / / c / ( < \ 1 / I / / / / - / \ rl • DESIGNED BY ay�/ / �%' / y / '�E / I FFE=4'76.85' _ / / 1 i / F/ Z /•M. DENHARD . STAIRS @61" �\// // // • CHECKED BY / 472.60• / / 474.65' J �\ 476.85' I 1 / / / / / ' / ' / - - / / 1 \ \ \ ` \ I _ / \ / / / / I / 5STAIF/ScQ 1" / O °\9 3 1 �� o _- r// __��\\\\\-\/ ///tea ----- - \I p • B.CICHOCKI / ,qI1, 7 / / I / FFE=477.50' 1 / / \ / 1 - / I ( \ \ \ / / • • \I FFE=475-15' / 474.85' / I W I 476.85' 1 1 ,/ I \ 1 1 I\ / \\\ _� / //i / / SCALE _LF 1 I \ 473.OB: I 475,65' oo , / / co STAIhI @I6.2" b 6 / 0 472.�8' 11 FFE=475!61 475.6\5' ! / (n I ! ! 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' \ ' - _ _ , - ' / - 1♦' �a'� - / t I I t IMPERVIOUS: 0.00AC. . �' ��IQ FR\ O /101900 �� / I . _ J r_� J) r o ^. \ \\ MP \ ' \ ` (� w v M Ln 'Illlf��ll /,I 1�1\`�= 3 ,iii/�/i/ 9 0 �'O�i r i ` l r A _ - - _ J _ _'^ \ \ r ) ( ��7 /J� �� / t 1. J ' ) r \ \ Z_ f a+ rY 6a b- /J .'.' /' 1 \_ \\\ _ / �� - - / l / ;H/�( CH IWD1eAT]E$ ARBWF. r \ \ \ U � o ° J / / i - (' I 1 - - ,, �- , ` _ _ TURF. 0.63 AC. (WP0201900062)(1 H / \ I (� _ l , \�. \ �C to Q o 1/ J - S -' \\\ l r i l I HY� \ W tl / 111 III/, �;.;Ii��IIN/f� %%%'•• l a - _ �4 ' / /. ' _ _ / / ) \ / , \ \ . ' ' V•_ _ . , i ` < ,\ r ,.11k -' / -3YE RyCE •LA I / / /) , ) ° / - _ 7 / O� p Q p tD Ili n61111 1111 I I �� _,.• \\ - I ,,. r '�% '/_ JJ I/ .\ S _. t D _ - - 00 � )_.I- FOREST.• 3.64 AC. /Sl E�STIJR�E[� f 1 C , � - � � ,� - gyp /i(!�- ) ✓ - - _ _ l 1 U c0 2 ll • i�G.Y / / /i \ 1 I - / - - CN. 61 / r (MANAGE Y"� ri \> / i ( L = / / Y , , ` /i^, l\ \ \ 5 = _ ; O W \,u � \ / ,ci bl � AFC / / , -�`- > , _ r i �` \ •. \ I . ,o\\\ �u - \\ \ / z _ \ t \ \ J Tc: 14.2 ' q� 1 OM -c _ c 11 I1111^i- 1 I( I ti / I Il 1 I P' \ / �/ // //f� \ �_ _ _a✓-i a I \ \ / _ \ ` \ \ \ \ \ \ /' _ \ / \ f \ `c,•. _ _ \\,\\ _ //////! \<•\ ':�'� 1i 2 d 1\ -\\\\ l \ Y' t , I I / I '.' l / / l > _ _ / y \ \ \ /• _� - I I fl // \ \\ / \ c Y I O W of iro 1 , Y� 1 / %- 11Iy t .� y/1 /�� r v _ �;aTs_=' \z�\ \ � \ \ \ _ / \ / J �r .•; \\ t / ��-' c0 H \ �I I I \ ,- � J ><1_ /1 / rfi.'��1 �� '- \ _ ,- . ' / < t \ \1 • \ / II � , / J y / 1 nPRE-DEVELOPED OFFSITE DRAINAGE ',/�If /�� '` ' >' vi w AREA TO ANALYSIS POINT 2 (2 OFF-2) 0 /r/ II 1 IIII 1I / f' J < ) - �t rr..u-»i / _ 993 r/� 7 � Iult4 1�i IUIIh1 ,� \ X r / •. ler � \ \�\ \\ s ( \ ^ � _" \ \ F "; �.�.. � r/ � \. `TOTAL: 3.09AC. r 1 \ 1 � O /A r� O G .\ \\\ \� )/ \l _ a ,r ) I . \ \ , t > .. _. / � _ _ � _ � � IMPERVIOUS: 0.18 AC. <..\ \ \ ) Y L v^• _ L )' p Y) > \,� \� \ \I I J o> / / �• \ ) - Z, \ \\C• �J l , _ r47 .5 I / �✓ � r � 1 I l -�'. \\\ \ `` t < > _ _� • I \ \ / `" 7 . s �� -,. - - - -. =TURF.• O.00 AC. 1l 1 48 �/ \\ )U', 1 p ,\ I \ , i , • ,�> f _ r O \ \ \ ,\c ,rr .r= �•r�-\ _'e ov `--(j WOODS: 2.91 AC. < '+ \ _ - 1 j N ON-1) (SHEET FLOW) \ - - r! \ T - \ - / \ �^ 6 �1 : <r fl ~ N 62 TOTAL: 0.44 AC. ii ), ' / // r ti ` l �'`:_ \ r \ ` J < ` C ' -% `III 11\ll _ 1 SSG U 0 m - ,. - i Tc: 20.1 - - - - - ✓ n �/ / , r / r _. 4 \ l ., J r \ J / - \ o .,r..lyr°•-Y+1 �I I .. - �, ¢ IMPERVIOUS: 0.00AC. , ! '-� \ - - f - \ \ ` - `5�1 \$ ° J, -�� _ \ N • '- _ -ds ,• l';, ,. \ I>♦ \`)° , I // \� ` I o'°""- `cam' - 0 y^✓f/ /1Ev//� ! �// 'r - ." 1 \ 1 > r � 46\-w 1' r�� ) 1a \ N � ) # , .r L4 a TURF.• 0.10 AC. / / � G ^ •> _ l r � ' l J , �� / ` r v�vet). h 'JIli II� � � c Z ,y JI� - .1 \- �i_r, r c-\ \ `i L'l " fjN �.\ `/ _ I\o^ • �, \ I11 \ < _ v) DATE 'v1 rl/ ` WOODS: 0.34 AC' / // / r, _ / / 1�� '✓ , .C\ •1 _ l / i ) 1 - a ') t" / I\ \ t `� '_ 1 / � >^ Q! _l - _ _ \e _ �, ,�101 t _ i J//JI��'I .b %>., ♦ J/ I f- / � 1 � 'ss `T i <� r _� �V •,IT `'� CN = 62 \•.: I ' f /, r / / \J -ir• i `' cr. 6� l - , a ' / / \ , , l ( / ♦ - ? ?' \ �•� ^p I y`Yr _ _ \' . T` (�` 1 ; \ \ rj j 912012022 \i / 'y , ✓ I l / ° �° ^' >Fg� `a i\-! a- I 1/I I' \ �P) ESE LO EDO SITE RAl AGE f_ \ -< ° \ 1 1\ \�-_ / � t \ � o / ` /� � � /` \\\ 1 \ \ A r DRAWN BY u A , K L ^ - \lr ` c-C./i c y [• Tr , J `\ \ l \ \ I\ 1 \ C REA TO ANALYSIS POINT 2 2 OFF-3 - \ I °o PRE -DEVELOPED OFFSITE DRAINA E) , ✓\` G = J R ` ' 4 ✓�\ -l�' t / , J -uG _ _ _\� -f _ \ L L ' o o , , • o \ ` / �\ j { / t- - - - (DIVERTED TO ANALYSIS POINT 1 /N - J L-La - �t r. \ ,@p Jjl II \ \ l\\ l U / M. DENHARD _ AREA TO ANAL YSIS POINT 1 (1 OFF-2) i ' =T` ) - - _ ✓ - / rt� �Lw r t - �+- - WP0201900062 ;_ (DETAINED /N WPO201900062 .�� ` J\ ` T �' r , r i/ 7 \ _ _ } z =�-- `�✓ �. . J I \\ \�� I \\ \ \ DESIGNED BY �• •.�, _ 1 I .TOTAL: 0.76AC. - �� ,) \\ �lidPEb OFFSITLt D%NAG �'t \ r / \ TOTAL:0.81AC. \^ J r ��\ \\ > `y \t < __'i° - ,la \ / /1" \ • ?r�N. AREA TO ANALYSIS POINT 1 (1 OFF-1) \ 9 ` �- 1 IMPERVIOUS: 0.12 AC. _ _ , s \ , \ \ -1 • M. DENHARD /C `'} �, \, ` .v c it r r \ I t <, t \ l ., 1 6 ( G�\�\ �,� \ / 0 6 6 rz • �r , IMPERVIOUS: 0.04 At,. \�c ' �`� I / p� \ t �^ o v i TURF. O.00 AC. t �I /o r v •_ (,�y,✓ >• ,.� . , , / \ TOTAL: 2. 16 AC., �,1 t < , \\'✓ rd' /%( / j .:rr.. ' ' TURF: 0.00 AC.�� r \\� F ° \w� I N P C WOODS: 0.64 AC. >/ 1 r / , , \V \ ¢ -• Z+.Ci/C // �\ \ \ \ $ \ \ CHECKED BY r .. , l• ,, , tr - IMPERVIOUS: 0.51 AC. 1 , ° / T t/ \ /� \ / \ ), - ` \ WOODS: 0.77 AC.I TURF. 0.00 AC. `^ \FV ' �\ r �''`� �i I tnT \� - " I ~ CN. 66 \ \ - ' \ i / l ` V • B. CICHOCKI \L.7 \t \ PR-b�VELOWED DRAI AG I/11� r7 y . 12.8 I ,, ,. I,_ r;y -I•/i ^-�-$'. 11r\ i- /A� \ - • • CN: 62: irr WOODS: 1.65 AC. � ' /� / L _^, • , • `� I , i • SCALE CN: 69\ \ '( \ - / ^ N t '�'^ `/� V wt q •' I `d° + - /� % J ^/' ' \� \\ 1 .._80' rc: 9.7 �\ ., c \ < _ / �p ! �� LV /'f! "Ya, I , ( , l <sr-� \t(\%t i� \ o / so' 160' • ° ,423.1 - _�'-- - \ ' i 1 :\\�.,J111 tell t I \ !t - --- \ ( LEGEND • o \, /� f \ \� o �.�-'%" \ /// fj,W-_ _ =rrr=-- \.\\ \\\\\ , 1\, \ 1,\\ \\ \ i\ •� \ 424.E sue"-' \\ \ \ \ \ - ' t 1 \�\ \ / / l 1 tl I t / \ II IIII (\\\�\ LL vL / 2 I o _ _ - ��'-;z- / / \\ \ \ i \ ! \��\\\I.111 \/ / Jll l I ) I \II\i ,° I -__--- /,-� r `-e-r/ .-\ \\\ \ / 111 .,, \ PROPOSED • _ , _ _ _ - ( \ / - , _ �6 V PPPE D�RARME AI/t�i4 rill 1 4/�r �'R�-DEVELOPED O� SITE DRAIN' I > J J \ T--I 1 TO ANALYSIS POINT 2 (2 ON- 3) II ` r \ AREA TO ANALYSIS POINT IMPERVIOUS AREA / / / - /' T --•.�/ .�f/ / 1 \II I,/L Y �/\\\\� \ ///, / II IyJ��\ , , > � _ f I r \ �• 1 1 / / (ONSITE, UNDETAINED), h/ I 1 TOTAL: 2.83 AC.�� 23.0 ' ' _ POST-DEVELOPEb Di�AINAGE'.'e ' 1 1 I V f I ' i CONCEPTUAL FUTURE / / l \ r TOTAL: 0-51 AC: / rrr ��( _ �h \ \ / , IMPERVIOUS: 1-53 AC. / - a' / / °• / ' / -AREA TO SWM A (1 ON-1) E� I \` \ I I /` ^ IMPERVIOUS AREA 06 o / , / , / j - I \\ \ IMPERVIOUS: 0.07 AC: �\ TURF: 0.42 AC. \ \ 1 I /' i / ' • _ / /'�f a / ,' ` _(ONSITE, DETAINED) / I \ `l , - _ TURF: 0.44 AC.'// I r!I FOREST: 0.88 AC. �a _- lam/ /✓ ),1�3 ro'' / ' / ' / _ _ ° _ / e�y , TOTAL: 1.65 AC. r = /, - _ _ _ = / , / DETAINED BY HORIZON \ \_ �J / / \ r / / :✓ir _ r \ WOODS: 0-00 AC r/ / s CN: 82 _ - - _ - - -. ;� ,� _\ _ / / _ - ' r0 / / / IMPERVIOUS: 1.32 AC. / �< TC: 8.3 - - - f - "- - ¢w %" - - - - -_ - _ / ' / /� RD DRAINAGE JtN((///QiL� _ J �- r : �-�'i /' / TURF: 0.30 AC. ii C`c� , , r , ^ f ^' ) -'� "'�y�-\�r�r �-ate,\\\�\�l�l\`\\\\_/ / \,r c� �r r WOODS: 0.00 AC. 1 4J/r \L\-X\i i -zl TC-6�-/� r �L�_/-/- pry / Y-:� ` ! / / - ' �\\\\'\SI\ Ill fll l �.= "\\\\\\ \\�_ \ \ c \ �r / �_ - /` _ ' / I 1 t -i! i !7 \./ ) i •-r-' . -z-r - _ I I <l`s � � � :,• � ! I , � / . ! , \ _ J I ) � ..� - r _moo -- -- - -- --- � %• - _ OFF -SITE DRAINAGE JCN:91mLD/LY C�IB[YRG�) a>> - - - �- -> a LL TOWARDS TP\� n� ° / ! / - L`� COUNTED a \ \ I r Tc: 6.0 , J \ 1 ] CREDIT `\ / / a` )) ��i _^�1�"-�l�r� \r\ `�L _------_ OLI ED DRAIN /�- ^ ' - - -- - -- - - ' - - �- J 0D / rV/F'1�� .7 y a 1 � l - \ TO ANALYSIS POINT 1 (1 ON 2) �A I§� - - _ r( -� CL (ONSITE, r•-v� < �t/., ✓''./C/'`„�rro/ice -� _ _ �� - ' / �� - �� \\ HB (ONSITE, UNDETAINED / . - ---- - t \--. -- ,, • � _ _ r flA _ ♦ ♦ /' - ` - _ �"' )�-\ t / Nx^:� �--- \��'\ \\'7Vrr �•-f ' � r! tti _`. `'" c J\ � � • >'' > '^ n / _ \ \ J � \ \ \' __ __�`;.. TOTAL: L07 AC.: Z / 9 /Y/,\,�,.�'`J\--��<s"a'/-\ <\, c->�I) 631 t�_ - , i_= = \ IMPERVIOUS: 0.26 AC.� ,' ,%/ / , v 1d' r� 1 rr �' r I 1..�;moo /-` _: .`�i 'a !! _ _ r r / /_^�, ,, \ i /ram_ Y _ ___ _\�\/ l \ I I \ w �\\\l\\\ \111I1j111j111 /Il/ l' i'- Y` \\ I IIIIIII�II p ''e' i el,' _\\ \\ \ \ � LLJ TURF: 0.70 AC.b t•./ `at ( // / (� \/, / / % J / I I \ v ^ 1 ` '�, t' / i.. / \ / / _ \\ / / > \ N/�p t �'� / e ) 1 WOODS: 0.11 AC. l \ '4P . ! \ '^ ' - - ��, \ _��\I `��>�l� - (:1r 1,' �1/�, III IIyI�/ice-- \IIII`\\ 3 CN•7T' / ' /_ __�_ - - / / _ ` > � � lr`/' CC R C� / p,,I,III,II._- r Tc: 6.0 j/ . ` _ "6 - - - - - .� o \ \ I/ - / r WP0202100022 A EA A(:C UN I �HP� �\ /� Q 4oy lir ri y,` .- �. < _ ' /i 'P� - o� >a SWM B . - / a / / i J 1 / / / I C l J FOR TO SWM B (2 ON 2) �l < �1� ED Z III /IIII ! l( � �- ( Illa ��1✓^a•,/� /\ �� ) <�� \ \ 5 m (ONSITE, DETAINED) ,, ,^l J Q qII IIIIH�I�1111 IIUI � _zl+ �i,\\\ 0 J 1\IF\\\\ l \ \\ \\ t\\ p,pt� / / - 1I•/ q�1 ) , \�•� l \ l`� \\\p\\ \\\°\@Q\\\\�\\\ _ __ I\ 1\ LL G �\ :� \\\\ .III \ 'T f i / t ° / ia✓ , ` I 1 \ _ < \ -= TOTAL: 1.34 AC. ��'"�-�'p 1\\ C\ , / / ' dl 8 _ l _ / , IMPERVIOUS: 0.83 AC. :�� , \ ^ ` It / '\q 1 /lr�// \ t `' -f\`,t•5' • jy,r \ ` �.... \ \ _ - \ / \ o I '.. 6 - 1 TURF 0 51 AC \ _ hh \ \ n \. l\ \ � t \ I / 1 -\ WOODS: O.00AC. \\\\\\ t _, yam =' v rl`,ti97 .. `v../'I /I IJ / / \ CN: 84 4 1\y;1�a\y r/'' �J/f ri \ \ .< `' `ice Q O _ 2 . SWMA < ! _ / _ - .. tr I l / / / / T 6.n _ \ \ ' ' '\ t�l Q (rr , _ C4i� ll C T -- /�%/ n\ \ �\•n� � ..�I (I\IIII_^ C Dd�WNS�TREAM STORMTECH &� ` �f �r FILTER CREDIT EXCLUDED FROM //Iglu ✓ <,� / 493.0 C I \ 1 /� - '° •• r \ - ' /� I /1 < � \III I ,,/ r � / � a G �\IIIi111�11h1kL(_ THIS PLAN AND TAKEN ONl�- _ lJ T__WP0202100022 AS DOWNSTREAM 1 I 1 (� � _ OF BIORETENTION 1 ` )r�\`\',rLJ.147 / / �� ___ ,I \ _ > �• 1VJ\-\\'6 \ _ It ^ \t1 1 48 L��L�,t�� •.,� - TOTAL: 0.44 AC. l 3/'1 - _ o\"^ a �f r LtL / I \ L ✓ _ IMPERVIOUS: 0.28 AC. / r _ . J OS'T-DEVELOPED DRAINAGE AR / .. L-L L L _a \-L\.L�� .-. . \ �..- •,/\•�°,.-6 - • yr ✓ f // L�l.'E L ` L LL L _ I " . tLY� I I \ . _ \ < T RF: 0-16 AC- - - ' - `I 1 l "IS,, / / ;r ✓^ /-/ TOTAL: 0.13 AC.; / '' ' I�•- E�IeL- _ O -DEV LOPED 6FFSITE DRAINA�iE L��L 4 L��LL \ , �3� _ ; >l� X - �" ^ �1 I \ a LL L v AREA TO SWM A 1 ) L . Y� % _ r r 490� .LL / .m a IMPERVIOUS: 0.02 AC.' /, 7= : ( OFF-1 \y U 1gg 4 °�� CL G L / \ \ _ , _ -_ �• < JI -, t+.-` (, I J\, ( 1\ to-.F .``; - . k / ,ry TURF: 0.11 AC. TOTAL: 2.91 AC. LL1al�fL1L•-its J/ / I \� Is^L L L ILL, 0=r� ...\ 411 WOODS: 0.00 AC !1 > LCe ' IMPERVIOUS: 0.56 AC. L� \ +� s OSY-DEVELOPED DFFAI�IAG ARA�� L < r - _ /. e/ l / �LL�LL r- l\ n TURF: 0-00 AC. TO SWM B (2 ON-1) �" , --f ^ �< 1 l 1 CN:6 h�� LL t� LL ^ - ,, ) \\ 1 l\\ �-�' 1 /a o I� ��. L LPL WOODS: 2.35 AC. \ _ _\ r_ \\ (ONSITE, DETAINED) \ r < \I1 0 \�' ` \ +> Tc: 6. DRAINAGE AREA '�\ I �; . c vt LLv,I �L\!= LL - ` ` - , ` - _ TOTAL: 2.73 AC. ��' • I - �\ l o * / o (SHEETFLOW 4 ON-1) 11 (LL - V t IMPERVIOUS: 2.24 AC. r \t \�.� P J/ \\\I\ \ ^'� / O �/ ` . n �\ l % Li ± L I,� J 7 CN: 67 -\ - ��_i \• : n l \ \ \ l I \ \ p TOTAL: V. I I AC \ \I r�� ._�� t I`!1 1 _ _ i, -� _ - �_+ _ S \ . TURF: 0.49 AC- _ �°\l l / '\I� I\ \ / \ v 1 / . i/ \ \ IMPERVIOUS: 0.01 AC Ilr Y) \^r /J' > r J �/y `e �\ �+�'..E i - I rl\ �`'/ -. [/� -� y \ \ \ _ ••,^vl S. r/( "• o C i )' h >\ \ ` i•r i o 3 ' j�« -46 WOODS: 0.00 AC. TURF: 0.16 AC-T \I �'< ,-C \}S, . \ i \\ J.t�' \-. r(\l h ^ \ „1 6 ( /`GC-•� /\ \ \� - ri, \ \ r y ° ° _ \ r ` \ \ t / , • 1 d O 75. - CN: 91 � WOODS: 0.00 AC � l �^ �-t k}�• � `\/ p_ � � � \ zG / \ � -/ /1 1'1 y� I 2 w 1� - o r y CN:6 I \\�/ \\.. r\ - \}\\`� -`'"0� '��`/\ G. <,pr I� ✓\• F•a r. YvI/J P� \ Tc: \ r \Y /C�„�C/C/'f`�\ ` \ JOB NO. ✓5Yr //d p _ �• / / - '/ "I \ 1 w�SiCl `_ „ _ _> ^ t \ l \ \� / i J /e . �L1.\� 1 % \A' I 47 - _ \ ` �_�� - \ \ ' ' / _ ` 7 \ V k \ \ Q Tc: 6.0 �� ( \ \ J >`^ < l..i ' �\ r "t"J %�c� l mot^ \4 ` // x / f\ ~ C \ \t �`.; %J" _� - \ \ t \/ . \ i ram/ a r \ , J n' Q \-.. % ` ., i.- \/ ^ \� a _ �� .�i,.-, dL -/�? I 9 j \ \ J - - �`� >--\ r` G �/� '� -� i I `' \ X \,r 1 1 1 c C _ rt G /� t' , f • l' �- \ ." o\ ll \.'• 1I c t \ !47036 /_••G ` r \.' \ _ - l -r °\ i ` f JC d \ �' \� '• .� Ir Y.n �.� / -\_ �`��•PO T-VLOPED�RAI AGE Ai�AS r �� _m%.• ,s, , \ �� , SHEET NO.�� Imo} U 1 �• ry / r >�tl L ` 1 ` b L �'• n'' , X \ . �,r+ / \ a\t/I °. w / / 5y/ ,. / / ( // 6,.,: ' J f -.1 / ` • I - ✓ A _ If"o,-, /. �` (r 'r �1 �t ) 1 .n 1•( <_ ti 7%r- '� - \� _ -� - / ~� ,.< `�(!9 /( ,-�_ \'' o Y�4 I , / ,!.�`�� \l(l `.� \ o n 8 , 160' C6.O a z N C 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 = 6.0 MIN. 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=6.0MIN. 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) Q MAX (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 WEIR WALL IN CONTROL STRUCTURE TOP OF 6" TALL 33" WIDE ORIFICE ELEV=437.65' 5.5" ORIFICE IN WEIR WALL WITH DEBRIS CAGE INV 433.25' DEBRIS CAGE DETAIL PROVIDED ON SHEET 6.2 FILL STRUCTURE BEHIND 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 430.65 TOP OF CONTROL STRUCTURE ELEV. = 445.40' - - - - - - - 10 YEAR WSE ---441.44' - 1 YEAR WSE 437.57' ELEV. 433.25' BOTTOM OF STRUCTURE= 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 24" FROM STORMTECH DRAINAGE AREA ANALYSIS (POST -DEVELOPED 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 WOODED = 0.00 ACRES Tc = 6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 3.52 0.163 10 YEAR 8.35 COMBINED INFLOW TO SWM B 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 IMPERVIOUS = 0.07 ACRES 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) TOP WEIR WALL FOR LARGE STORM EVENT BYPASS ELEV. = 452.40 - TOP OF 30" TALL 10" WIDE ORIFICE ELEV=449.65' WEIR WALL IN CONTROL STRUCTURE DEBRIS CAGE DETAIL PROVIDED ON SHEET 6.2 STRUCTURE LID LOCATION WITH DUAL EPS TO ACCESS BOTH SIDES OF WIER WALL 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 8.03 58.09 CFS OK QMAX (1-YR) = FLOOD PROTECTION POST -DEVELOPED Qt0 <_ 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. 30" OUT 446.66 TOP OF 30" TALL 10" WIDE ORIFICE ELEV=449.65' TOP OF CONTROL STRUCTURE ELEV. = 457.86' 10 YEAR WSE �-� 452.35' _V 1 YEAR WSE 449, 64' ELEV. 446.90' 12" TO FILTERING SYSTEM 446.90 ORIFICE PLATE SEE DETAIL ON THIS SHEET WEIR WALL 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" Of 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 = 6.0 MIN. 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 ui O 0 0 0 W U Q z 0 Ln > Of 0 cyan D. Cichocki be. No. 53741 12/9/2022 z O u U Lu w c Z O > w ry w a 0 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. IOB NO. 47036 SHEET NO. C6.1 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.ccosystemservicesm jonAecosystemservices.us September 21, 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, 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 at see.). 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:: *b'{ E 0JL Jonathan R. Roller, AOSE P55 CNMP Manager -Authorized Representative Mesh removed for clarity (See table below for mesh details) Top 45" �\ 4 n� °a6 Side 04� am See Plate 45B-6 1'-8" `� for Concrete _L R Apron o 1 -6 6" thick concrete apron extending •°'s entire width of the structure 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" I%"X1y2"Xy/4" 1y2"X3/4" K" between 36"-60" 2"X2"Xt/4" 2"XS1"" 60" and larger 3"X3"X%" 3"X%" 8/g" on eel Min. Mesh Opening Size Low Flow -See BMP-See -1604.8B, 8C 6-1604.8B, Be 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 in anti-sieze. - Additional structural reinforcements to be - Minimum % " 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 binge or - A 3' a 3' (min) access door with locking side pin connection as per details shown in Plate mechanism to be installed on front face. 45B-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 2011 BMP Standards and Specifications C) 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 s ace or reforested Managed Turf (acres) -- disturbed, graded for yardsorotherturftobe 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 (RA 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 Purposes Only) Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (acl IMPERVIOUS COVER (acl IMPERVIOUS COVER TREATED (acl MANAGED TURF AREA (acl MANAGED TURF AREA TREATED (acl AREA CHECK r ra r rr r rr r rr r 1r ®� r rr r rr r rr ®� r rr r rr r rr M Site Treatment Volume (ft3) 18,as1 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 �� r rr r rr r rr �� r rr r rr r tr ®' ®' r go 1 11 1 11 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 0.00 0.00 1 0.00 0.00 1 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 (Iblyr): 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 (Ib/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 Pn nt Preview Pdnt A soils BSoils CSoils DSoils 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 0.00 4.78 64 7.49 100 Site Tv and Land Cover Nutrient Loads Site Rv 0.68 Treatment Volume (ft3) 18,451 TP Load (lb/yr) 11.59 TN Load (lb/yr) 82.93 Total TP Load Reduction Required Ib r 8.52 Site Compliance Summary Total Runoff Volume Reduction (ft3) 0 Total TP Load Reduction Achieved (lb/yr) 6.67 Total TN Load Reduction Achieved 0.00 (lb/yr) Remaining Post Development TP Load (lb/yr) 4.92 I Remaining TP Load Reduction (lb/yr) 1.85 Required Drainage Area Summary D.A. A D.A. B D.A. C D.A. 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 0.00 0.00 0.00 5.52 Drainage Area Compliance Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total TP Load Reduced (lb/yr) 1 1.47 1 5.20 0.00 1 0.00 1 0.00 6.67 7N Load Reduced (lb/yr) 0.00 1 0.00 0.00 1 0.00 1 0.00 0.00 Drainage Area A Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.27 0.00 0.00 0.27 18 Impervious Cover (acres) 0.00 1.25 0.00 0.00 1.25 82 1 1.52 1 BMP Selections Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit Volume (fta) Upstream Load to Practice (lb/yr) (lb/yr) Treatment to be (acres) Area (acres) Practices (Ibs) (Ibs) Employed 14.a. Manufactured Treatment Device - 0.27 1.25 4,506.65 0.00 2.83 0.57 2.26 14.b. MTO - Filtering Hydrodynamic 14.b. Manufactured Treatment Device - Filtering 4,506.65 2.26 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. (Ib/yr) 1.47 Total TN Load Reduction Achieved in D.A. (Ib/yr) 0.00 Drainage Area B Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 1.06 0.00 0.00 1.06 27 Impervious Cover (acres) 0.00 2.94 0.00 0.00 2.94 74 1 4.00 1 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 (Ib/yr) (Ib/yr) Treatment to be (acres) Area (acres) Practices (Ibs) (Ibs) Employed 14.a. Manufactured Treatment Device - 1.06 2.94 10,908.15 0.00 6.85 1.37 5.48 14.b. MTD - Filtering Hydrodynamic 14.b. Manufactured Treatment Device- 10,908.15 5.48 0.00 2.19 3.29 14.c. MTD - Generic Filtering 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. (Ib/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.W WP0202100022 (Block 11) 1.27 1.5 0.66 0.84 44.00% WP0202100022 (Block 12) 2.84 3.48 2.7 0.79 77.59% WP0202100038 4.88 4.5 3.07 1.43 68.22% Village 3,4 & 5 24.57 22.72 17.98 4.74 79.14% Total 65.54 50.67 40.23 4.1 79.40% `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. yan D. Cichocki be. No. 53741 12/9/2022 OM E a, o N o1 rN c > ;_ w 6E 1 Q LL o LL � w0 m.ti Q< j U m J - to W CD O N zl- to H �x � X U) = v N = U I-- Q . o0 to rn N 2 M W J � H to 0 2 0 O 2 H w w_ U U Q Z O U1 Of O d O �J N Z O E E H Z O U U Ln w Z O In > w K w H Q O DATE 912012022 DRAWN BY M.DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. l� 1� 06 O rn\ V U OLLT a J (� Of Q J � LU w 1-� ¢ 0 LL �J O W r w uli. 2 O M 0� 0 O O U) O 2 (O V / JOB NO. 47036 SHEET NO. 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CHARLOTTESVILLE OFFICE O • • 608 Preston Avenue, Suite 200 I Charlottesville, VA 22903 • TEL 434.295.5624 FAX 434.295.8317 www.timmons.com TIMMONS ROUP o p a = SOUTHWOOD PHASE 1 - BLOCKS 9 10 & 11 u) N 3 3 DATE REVISION DESCRIPTION r N g O m O C O v 121912022 UPDATED PER COUNTY COMMENTS FOR SPA n m V W / / _it () n r, m c, m o o f W W o COUNTY OF ALBEMARLE, VA rn o= m = F �INI O1 STORMWATER SUMMARY PLAN o -< o ` These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in pan 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. ROUTE PROJECT Southwood Blocks 9-11 DESIGNER: MD DATE 12/912022 CHECKED: UNITS INGLISH ]yan D. Cichocki Z U lie. No. 53741 LD-229 PROJECT: Southwood 9-11 Designed by: MD 12/9/2022 STORM SEWER DESIGN COMPUTATIONS LOCATION: Albemarle County D ti COUNTY: Charlottesville Checked by: SSIONAL� STORM FREQUENCY 10 UNITS ENGLISH m E 0 N U N C > E w a E N w 3 LL 3 0 LL 0 Q J V m Z a -ui O N � c7w v M to 301'x to p 9 < 6 0 � O uric h F { d ¢ O W U (n w� L U t1 M d �F- j O d O x (7 Q F F O N Q \ Z ti O N DATE 912012022 O r DRAWN BY M. DENHARD • 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 Year 1� 06 O TT\ V / Z a O 0 < Q 0 w m in J n � J a ' w Q m Q U N O w izzi N � � O Q J !� z Z � o- a U 06 w g � � o. L.L i OCo O 0 N fh iD U O 9 O /y Y v ' 0 ml a 0 0 s JOB N0. 0 Co 47036 3 SHEET NO. co C6.4 11 -_-_-___-_-_-_��- 11 ®_® ill ®_®'el•: __®___-_-_--_-_-_-_-_-_-_____-_® �--__-- ---_--- ®� Ili 1 1 ® 1 I' -------------------------__-® PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA INLET TIME Minutes (7) RAIN FALL In/13r (8) RUNOFF INVERT ELEVATION LENGTH of Pipe Ft. (12) SLOPE FtJFt_ (13) SIZE (Dia Or Spau/Rise) In. (14) SHAPE Numbet of Pipes Capacity CFS (15) Friction Slope Ft./Ft. NORMAL FLOW FLOW TIME INCRE- CCUM[J MINT -LATED REMARKS Minutes Minutes (17) (17) (I$) INCRE-ACCUM MINT (5) ULATID (6) Lateral CFS Tota1Q CFS (9) UPPER END (10) LOWER END (I l) Depth of Flow, do Ft_ Area of Flow, An SgFt Hm Ft Vn FtiBec (16) En Ft. REFERENCE (1) 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 CnClllaz 1 18.19 0.00380 1.37 229 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 42631 426.18 25.72 0.00505 24 Cscailaz 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 1477 427.76 426.31 67.86 0.02137 24 Circular 1 33.07 D.00440 0.94 1.44 0.48 1023 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 1 24.50 0.00380 1.12 1.81 0.54 8.16 2.15 039 5.41 109 SWMA O 108 0.00 0.00 0.00 5.00 0.00 14.77 430.65 427.79 23.46 0.12191 24 Cuculaz� 1 85.57 0.00380 0.56 072 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 Cn�laz� 1 16.62 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 C>cculaz' 1 17.15 0.00660 1.18 1.72 0.51 7.91 2.15 0.42 G.86 121 122 SWMA_ MET OR JUNCTION STA. INVERT E3. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE aEV. DIA. RFC Do (h/ DESIGN DISCFt. Oo LENGTH PIPE Lo FRICTION SLOPE, Sir, (FT/F1') FRICTION LOSS FIF JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 M Inlet Shaping? 0.5 Ht FINAL H Inlet Water Surface Top of Mi Top of Inlet Bev. Adjustment? Vo Contr. Fb Vi Vi'212g Hi (Expo) 0.35'M4X. SKEW Angle K Bend H Sum FL L Cyan D. Cichocki Z LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG U P� HYDRAULIC GRADE LINE ANALYSIS lie. No. 53741 Checked: +d� 12/9/2022 INCIDENCE PROBABILITY 10 Year O SSIONALOti m E 0 N U N C > E w v E w w E Q LL o 3 p LL - wO `mom Q J V m Z a -u O .. rn c7w rid a C v M 30L'n U) p 919 < � w 0 0 v F U ¢ O W u, to w� of U � M d' �H j O a O x c� Q 0 F- LU F o V Q \ N O ~ N DATE 912012022 O r 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 • NIA Checked: • INCIDENCE PROBABILITY 10 Year �JJ l� 06 0 1� TT� V / Z w/ U o_ Ii O HYDRAULIC GRADE LINE ANALYSIS J J Checked: LU J INCIDENCE PROBABILITY 10 Year Q U w Q �U rl a O ~ W J (� z z U O U 06 T7 . w a 0 O O L2 I Z) �O V) JOB NO. 47036 SHEET NO. C6.5 IM/ERT DEPTH OUTLET pA. DESIGN LENGTH FRICTION FRICTION JUNCTION LOSS Adj. H inlet Inlet INLET OR JUNCTION STA. �. OUTFLOW PIPE OF FLOW OUTFLOW PIPE WATER SURFACE ELEV_ PIPE Do (h/mm) gSOi. Do (CFS/CMS) PIPE Lo (FUM) SLOPE, Sfo (FT/Fr) (M'M) LOSS Fi (FUM) SURFACE FLOW 1.3 H (FUR Shaping? YIN 0.5 Fit (Ft/M) FINAL H (FUR Water Surface Bevation Top of M� Top of Inlet Bev. AR�ROX Adjustment? Vo Contr. Flo (RIND Vi Vi'712g H (Expo) 0.35'M4X. (ViZ2g) SKEW Angle K Bend H (FUR Sum HL (Ft/4 (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) S WMB_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 1.255 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 1.979 459.589 466.220 O.K. 223B 461.710 1.25 462.710 15 9.100 111.42 0.01768 1.969 9.152 0.325 8.952 1244 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 0.236 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 0.262 452.612 452.800 O.K. 208 454.000 1.25 455.000 15 5.390 42.95 0.00620 0.266 8241 0264 7.318 0.832 0.291 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 0.235 0.0 0.00 0.000 0.443 0.199 0.443 YES 0.222 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 0.445 457.568 465.260 O.K. 214 460.580 1.00 461.380 12 1.361 122.40 0.00130 0.159 8.021 0.250 0.000 0.000 0.000 0.0 0.00 0.000 0.250 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 STA. INVERT EL OUTFLOW D�Oi OF FLOW OUTFLOW OUTLET WATER SURFACE CIA. PIPE Do DESIGN gSCH. Qo LENGTH PIPE Lo FRICTION SLOPE Sfo (FT/FU FRICTION LOSS I-� JUNCTION LOSS SURFACE FLOW Adj. Ft 1.3 H filet Shaping? 0.5 H FINAL H Inlet Water Su Top of MH Top of filet Adjustment? Vo Contr. Ho VI Vi'Z2g H (Expo) 0.35'MAX SKEW Angle K Bend H Sum EL INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (h/nm) DESIGN gSCH Qo (CFS/CMS) LENGTH PIPE Lo (R/M) FRICTION SLOPS Sfo (FTIFf) (AM1'M) FRICTION LOSS HtT (FUND JUNCTION LOSS SURFACE FLOW Adj. Htt 1.3 H[ (FUM) filet Shaping? YIN 0.5 Hit (FlMTj FINAL H (FUM) filet Water Surface Bevalion Top of MH Top of Inlet Bev. APPROX. Adjustment? 7(F VI Vi'2J2g Fi (Expo) 0.35'MAX. (VQ/2g) SKEW Angle K Bend H (FVM) Sum HL (FUM) (1) (2) (3) (4) (5) (6) (1) (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 02121 PROJECT INFORMATION ENGINEERED JIM CLARK PRODUCT 240,463-0124 MANAGER: JAMES.CLARK@ADS-PIPE.COM MICHAEL GREEN ADS SALES REP: 304-24MD82 MICHAEL.GREEN@ADS-PIPE.COM PROJECT NO: S244525 ///AMTm 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 F241 B-168, "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 UMIT 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 (<1 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/I WIN. THE ABC 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 poop FOR STORMTECH INSTRUCTIONS, DOWNLOAD THEINSTALLATION 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-72DO 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 A LONG 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. B. 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 MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTEGH MC-7200 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. VCEPTUAL LAYOUT - SWM A NOTES 26 STORMTECH MC-7200 CHAMBERS MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. 12 STORMTECH MC-7200 END CAPS DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS IT MAYBE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD _ 12 STONE ABOVE (in) _ MANIFOLD COMPONENTS IN THE FIELD. 33 STONE BELOW (in) THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. %STONE VOID • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SDE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR -- 548 ,S -------------------- I INSTALLED SYSTEM VOLUME (CF) (PEROMETER STONE INCLUDED) 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 SYSTEM AREA (iP) INFORMATION IS PROVIDED. ,434 225 1 SYSTEM PERIMETER (It) • • 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. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND 4C VCEPTUAL ELEVATIONS - SWM A INSTALLED BY A QUALIFIED CONTRACTOR. NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT 8 THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. a.o MAXIMUM AEVATIOGRADE (TOP OF PAVEMENTIUNPAVED) 443.50 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 443.00 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 443.00 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 443.00 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 442.00 TOP OF STONE 441.00 TOP OF MC-7200 CHAMBER 438.45 18" TOP MANIFOLD INVERT 437.92 24" TOP MANIFOLD INVERT 436.19 24' ISOLATOR ROW PLUS CONNECTION INVERT 436. BOTTOM CONNECTION INVERT 70.97' 5.99' 13.18' 25.91' 436.00 00 BOTTOM OF MC-7200 CHAMBER 433.25 UNDERDRAIN INVERT- 433.25 BOTTOM OF STONE T to W. T m m N 18" PARTIAL CUT END CAP, PART# MC72001EPP18T OR MC72001EPP41T TYP OF ALL MC-7200 1 8"TOP CONNECTIONS 18" X 18" ADS N-12 TOP MANIFOLD INVERT 29.36' ABOVE CHAMBER BASE (SEE NOTES) 16 PROPOSED STRUCTURE W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 2.7 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) .. _ p INSPECTION PORT ISOLATOR ROW PLUS (SEE DETAIL) INSTALL FLAMP ON 24" ACCESS PIPE PART# MC72DO24RAMP (TYP 2 PLACES) 45.02' 56.06' WADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN 4 (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) OUTLET STRUCTURE PER PLAN MAXIMUM OUTLET FLOW 14 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 24" ADS N-12 BOTTOM CONNECTION INVERT 2.26' ABOVE CHAMBER BASE (SEE NOTES) PLACE MINIMUM 17S OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH 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 TYP OF ALL MC-7200 24" TOP CONNECTIONS 24' PARTIAL CUT END CAP,PART# MC720DIEPP24B OR MC72001EPP24BW TYP OF ALL MC-7200 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS STRUCTURE PER PLAN W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 28.5 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) THERMOPLASTIC LINER (30 mm) (SEE TECHNICAL NOTE 6.50 / PROVIDED BY OTHERS / DESIGN BY OTHERS) C n Co 0) Y U 0 m 0 O 2 H 0 W t t i J m [a3Y 5 w O W ° CC o� rg DJ J_ �_ a n ES z� m� �o 8'¢ O 3 SHEET 1a 12 OF SOUTHWOOD BLOCKS 9-11 CHARLOTTESVILLE, VA MC-3500 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MG-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 F2418-16a, "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 (<I 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 HANDUNG 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 450 LBSIINBN. THE ABC 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. :D LAYOUT - SWM B STORMTECH MC-3500 CHAMBERS STORMTECH MC3500 END CAPS 1i 30 STONE BELOW (in) 40 %STONE VOID 22,288 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE 11 ABOVE ELEVATION 446.00 6,465 SYSTEM AREA (ft2) 430 SYSTEM PERIMETER(ft) PROPOSED ELEVATIONS - SWM B _ 459.65 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNP/ _ 453.65 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) _ 453AS MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 453.15 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVFJi 4� MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT _ 452.65 _ TOP OF STONE _ 451.65 _ TOP OF MC-3500 CHAMBER _ 449.57 18" TOP MANIFOLD INVERT 4 1.07 24" ISOLATOR ROW PLUS CONNECTION INVERT _ 448.05 18" BOTTOM MANIFOLD INVERT _ 447.90 BOTTOM OF MC 3500 CHAMBER _ _ 4 _%_ UNDERDRAIN INVERT _ 445.40 BOTTOM OF STONE SiteASSIST' a D FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE INSTALLATION APP a IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM 1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURERS REPRESENTATIVE HAS COMPLETED A PRE-GONSTRUCTK)N MEETING WITH THE INSTALLERS. 2. STORMTECH MC3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE'STORMTECH MC3500/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 A LONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. S. 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" (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 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. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH MC3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 2. THE USE OF EQUIPMENT OVER MC-3500 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-MGIMC- 500 CONSTRUCTION GUIDE". • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE'STORMTECH MC-3500/MC-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. NOTES • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER, SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. • 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 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. • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE -SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR 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 INFORMATION IS PROVIDED. • 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. 150.70' 139.94' 132.58' 18.11' 125.60' PLACE MINIMUM 17.5' OF ADSPLUS175 WOVEN INSPECTION PORT 6' ADS N-12 DUAL WALL GEOTEXTILE OVER BEDDING STONE AND ISOLATOR PERFORATED HOPE UNDERDRAIN UNDERNEATH CHAMBER FEET FOR SCOUR ROW PLUS (SIZE TBD BY ENGINEER /SOLID m PROTECTION AT ALL CHAMBER INLET ROWS (SEE DETAIL) OUTSIDE PERIMETER STONE) 'IO 18- PARTIAL CUT END CAP, PART# MC35MIEPPISTC OR MC35001EPP18TW m H TYP OF ALL MG350018* TOP CONNECTIONS iCl 0 1B' X 18' ADS N-12 TOP MANIFOLD INVERT 20.03" ABOVE CHAMBER BASE (SEE NOTES) PROPOSED STRUCTURE W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 11 CFS T (DESIGN BY ENGINEER / PROVIDED BY OTHERS) T TI m 7 m I rn co T --- MAW 121.50'I 44.33' 21.50'I :21.50' '38.8Y - OUTLET STRUCTURE PER PLAN MAXIMUM OUTLET FLOW 4 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) - 18" PARTIAL CUT END CAP, PART# MC35001EPP18BC OR MC35001EPP18BW TYP OF ALL MC-3500 18" BOTTOM CONNECTIONS 18" X IS- ADS N-12 BOTTOM MANIFOLD [? INVERT 1.77- ABOVE CHAMBER BASE (SEE NOTES) I1- 24" PARTIAL CUT END CAP, PART# MC35001EPP24BC OR MC35001EPP24BW TYP OF ALL MC-3500 24' BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS aD � STRUCTURE PER PLAN WIWEIR g2 m MAXIMUM INLET FLOW 11 CFS (24' SUMP MIN) INSTALL FLAMP ON 24" ACCESS PIPE PART# MC350024RAMP (TYP 2 PLACES) I r X 1 B" ADS N-12 TOP MANIFOLD INVERT 20.03" ABOVE CHAMBER BASE (SEE NOTES) 6) Cl) Y U 0 J M 0 0 0 F- 0 U) Ql � w =O w �¢ V �J �J �w m4 ax o N g� gK z� m� loat 0 o 3m 4 SHEET 12 OF OR APPROVED EQUAL .,yan D. Cichocki Lie. No. 53741 12/9/2022 am O x N Z O E E H DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M.DENHARD CHECKED BY B. CICHOCKI SCALE 1 "=5o' 06 O J_ w U 0 Z J > O LLI � Z a Lu JI Lu L TI Q LL Lu 0 C, U) Z Q 0 O U I� v W 0 O z O I Z) �O vl JOB NO. 47036 SHEET NO. C6.6 L VARIABLE INLET / LOCATIONS / m i 72"MANHOLE '• �- 24" OUTLET PIPE \ 30" FRAME 8 COVER t VARIABLE OUTLE 24" INLET PIPE LOCATIONS •� f FIN ARRAY ` \• (TYP4 PLACES) INTEGRATED INTERNAL WEIR TYPICAL PLAN VIEW NTS BARRACUDA S6 15.43'1 SECTION VIEW A -A NTS 124" S 24' INLET PIPE � 30" FRAME 8 COVER / — WQU-1 BARRACUDA S6 UNIT 24" OUTLET PIPE (72- MANHOLE PROVIDED BY BAYSAVER) SITE SPECIFIC PLAN VIEW NTS fQU-1 2.80" ' TREATMENT FLOW RATE PER NJDEP INTEGRATED INTERNAL WEIR 24" INLET PIPE (24. OUTLET PIPE NOT SHOWN FOR CLARITY) KI4}TIDI FIN ARRAY (FYP 4 PLACES) SECTION VIEW B-B NTS F IT (MIN) 114.1" (43"MIN) 16.59' [199.11 I N. C O Y OJ c m LU 0 O r O 00 = � U QQ K O U R 5 N o m N r 0 U) W ILL ? IS E €a x 0 0 iO3 15 gg�gs s� HE �q8 °3 3 Tmn a � L E 6 ca Om g� jpN O,d, m _ Z v W = ro m< U o0 U) OK 1;€ D Z SHEET 5 2 OF ACCEPTABLE FILL MATERIALS: STORMTECH MC-7200 CHAMBER SYSTEMS O AASHTO MATERIAL U) MATERIAL LOCATION DESCRIPTION COMPACTION / DENSITY REQUIREMENT 00 CLASSIFICATIONS Ld 3 FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE PREPARE PER SITE DESIGN ENGINEERS PLANS. PAVED i > ED (a w V D TOP OF THE'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIUROCK MATERIALS, NATIVE SOILS, OR PER ENGINEERS PLANS. WA INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND 0 wPREPARATION PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. REQUIREMENTS. O r- PAVEMENT SUBBASE MAY BE PART OF THE'D' LAYER O O ry S AASHTO M145' J N 3 4 INITIAL FILL: FILL MATERIAL FOR LAYER'C' STARTS FROM THE GRANULAR WELL -GRADED SOIUAGGREGATE MIXTURES, <35% FINES OR PROCESSED A-1, A-2-4, A-3 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN = F- N E TOP OF THE EMBEDMENT STONELAYER) TO 24' (600 AGGREGATE. 7) U C ABOVE THE TOP OF THE CHAMBERR.. NOTE THAT PAVEMENNTT OR 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR OLAYER. U 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 O w 'O AASHTO M43' PROCESSED AGGREGATE MATERIALS. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9.10 c n 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. aN ABOVE. _ A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE." C o SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. 3,4 o PLEASE NOTE: w '� F a C 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN CRUSHED ANGULAR. FOR EXAMPLE A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN CRUSHED ANGULAR NO.4 ( AASHTO M43) STONE". e €€N 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 a b 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 6 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 CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D` AT THE SITE DESIGN ENGINEER'S DISCRETION. 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 ALL AROUND CLEAN, CRUSHED, STONE 8 gg 5 LINER ANGULAR IN A B LAYERS. SEE ADS TECHNICAL NOTE 6.50 FOR NON -WOVEN WEIGHT RECOMMENDATIONS. PAVEMENT LAYER (DESIGNED @ g a S TF BY SITE DESIGN ENGINEER) $3og D 'TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED 7 B, INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR. 24• ( ), ^- - - C oOSO mmt. PERIMETER STONE ;. ,. NCHLAe,, COVCR To a ru , 600 mm MIN' MAX (SEE NOTE 4) - ( ) MAX 39 12" (300 mm) MIN w oz O WoW w mr! EXCAVATION WALL FIT -THIS CROSS SECTION DETAIL REPRESENTS ® t 0 € (CAN BE SLOPED OR VERTICAL) (1524 mm) MINIMUM REQUIREMENTS FOR INSTALLATION. - - PLEASE SEE THE LAYOUT SHEET(S) FOR Ey� \ PROJECT SPECIFIC REQUIREMENTS. m S A -- - £ -I-I - — — DEPTH OF STONE TO BE DETERMINED S O TI--"r "— rl clK-- BY SITE DESIGN ENGINEER 9' ' II�II—'- '�Ir�', �Ilr�'—ir�l�ll �ll�`—� (230 mm)MIN V n N Q E %^ 12" (300 mm) MIN I (230 mm) MIN 9" 100" (2540 mm) 12' (300 mm) MIN SUBGRADES *0t cc U o gg W END CAP OVERLAP ON TOP (SE NOTE 3) SEVERALINCHES€ o TO ANCHOR (PER p m ¢ MANUFACTURER'S m 00 9Ip RECOMMENDATIONS) = =O 6p NON-1 EARTH NOTES: GEOTEXTILE NON -WOVEN m ~ <Q cY 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION BOX101 ANGULARGEOTEXTILE STONE = a 2. MC-7200 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". THERMOPLASTIC 9 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 &' FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. THERMOPLASTIC LINER DETAIL �w m� 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: 8� • 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 T. - • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION a THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2A OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 600 LBSBWIN. 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. -OF 12 18,10 30' FRAME 8 CC ASPHALT INSTALLP NTEGF INTERNAL 447.270LITLET — — FIN A (TYP 4 PU OVER SECTION VIEW A A NTS 30" FRAME 8 CI WQU- BARRACUDAS (96- MANHOLE PROVIDE BY BAYSAVEF 18" OUTLET PIPE I BARRACUDA S8 I PYZ"F1 SITE SPECIFIC PLAN VIEW NTS INTEGRATED INTERNAL WEIR 18• INLET PIPE (18. OUTLET PIPE NOT SHOWN FOR CLARITY) GI•i4i� FIN ARRAY OYP 4 P]ACES) SECTION VIEW B-B NTS ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS 18" INLET PIPE IT (MIN) ' 152.8- �_ (44'MIN) 134• 23.90' [2871 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 SOIUAGGREGATE MIXTURES 35%FINES OR 1 -4 A- ' A-2 ' 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 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 CA' 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.�a 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 #4 STONE WOULD STATE: 'CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" mm 230IFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. ( )(MAX (MAX)) 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'CIS PLACED, ANY SOIUMATERIAL 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. ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A 8 B LAYERS PERIMETER STONE - (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 6" (150 mm) MIN MC-3500 END CAP • SUBGRADE SOILS (SEE NOTE 3) TO BOTTOM OF FIEXIBLE PAVEMEm. FOR UNPAVED T B• INSTALLATIONS WHERE RATTING FROM VEHICLES MAY OCCUR. INCREASE COVER TO 24- (M mm). 16" (45D mm) (2.4 m) MIN' MAX 12" (300 mm) MIN 45" -THIS CROSS SECTION DETAIL REPRESENTS (1143 MIa) MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. 1 ti = I II - DEPTH OF STONE TO BE DETERMINED - BY SITE DESIGN ENGINEER 9' (230 mm) MIN aI IT- TI T Ii=alr-iu- 6 77- (1956 mm) 1Y (300 mm) MIN (150 mm) MIN 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. MG-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. S. 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/IN/IN. 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. Y O W 3 w cYi > m U. aa o 0 g O _ uN� N F-U O W <$ d d)ul c Y OJ c m UJ O r O o ¢B¢ O N m 0 w w E $061 O pop U $o ® €s s � � v E ?� d O E 9 Vi co o� <M 2O� w W D z oQ �a 4r c �H m� 0 z� 0'S $SHEET OF 1 OR APPROVED EQUAL ryan D. Cichocki Lie. No. 53741 12/9/2022 m E 0 N U N C > E ILL a E Lu Q LL o 3 p LL w 0 `6 Q J U 00 Z a J — Li O I, c7w �d CL C ZF-5>< U R 3 0 Ul w pp gig =� 0 In c a FU O W U) o Lu w v Of U � M V � H j u O W x � L� d � F FLU O N U p as Q O ~ N DATE a912012022 r DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE N/A • \ 1 l� 06 0 0) J_ ` ) i w U Z 0> 0 LLI Lp) W LL Z L W ED ED Q W LL z U) Z QO U v W 0 0 Z 0 Z) 0 JOB NO. 47036 SHEET NO. C6.7 c a ai 2 N c L COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601 T NON -WOVEN GEOTEXTILE STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT I CATCH BASIN OR MANHOLE INSTALL FLAMP ON 24' (600 mm) ACCESS PIPE PART#: MC720024RAMP r MC-7200 CHAMBER 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART #: MC72001EPP248 OR MC72001EPP248W MC-7200 ISOLATOR ROW PLUS DETAIL A INSPECTION PORTS (IF PRESENT) A.1. REMOVEIOPEN 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) A5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR PLUS ROWS 8.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS 8.2. 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 II) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE 8.3. 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 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. I 79.1" (2010 mm) INSTALLED MC-7200 TECHNICAL SPECIFICATION NTS VALLEY STIFFENING RIB LOWER JOINT -. CORRUGATION 83.4 (2120 mm) 9 CREST WEB UPPER JOINT CORRUGATION CREST STIFFENING RIB a .BUILD ROW IN THIS DIRECTION FOOT 60.0" 32,8" (1524 mm) 61.0" (833 mm) (1549mm) INSTALLED %I AR-1 100.0" (2540 mm)I 90.0" (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 m') WEIGHT (NOMINAL) 205lbs. (92.9 kg) NOMINAL END CAP SPECIFICATIONS - 38'0" (-- (965 mm) SIZE (W X H X INSTALLED LENGTH) 90.0" X 61.0- X 32.8" (2286 mm X 1549 mm X B33 mm) END CAP STORAGE 39.5 CUBIC FEET (1.12 m-) MINIMUM INSTALLED STORAGE' 115.3 CUBIC FEET (3.28 m') WEIGHT (NOMINAL) 90 lbs. (40.8 kg) 'ASSUMES 12" (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'P END CAPS WITH A PREFABRICATED WELDED STUB END WITH'W" PART # STUB B C MC72001EPPO6T 6' (150 mm) 42.54" (1081 mm) - MC72DOIEPP06B - 0.88' (22 mm) MC72001EPPO8T 8' (200 mm) 40.50" (1029 mm) - MC72001EPP08B - 1.01' (26 mm) MC72001EPP10T 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) MC72001EPP15T 15" (375 mm) 32.72" (831 mm) - MC72DOIEPPI5B - 1.70" (43 mm) MC72001EPP78T 18"(450 mm) 29.36-(746 mm) - MC72DOIEPPIBTW MC72001EPP18B - 1.97' (50 mm) MC72001EPP18BW MC72001EPP24T I23.05" 24•(600 mm) (585 mm) - MC72DOIEPP24TW MC72001EPP24B - 2.26' (57 mm) MC72001EPP24BW MC72001EPP30BW 30" (750 mm) - 2.95" (75 mm) MC72001EPP36BW M' (900 mm) - 3.25" (83 mm) MC72001EPP42BW 42' (1050 mm) - 3.55' (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL CUSTOM PREFABRICATED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12.24" (300-600 mm) SIZE ON SIZE AND 1548" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-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. Nis 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 12' (300 mm) MIN WIDTH CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS CONCRETE COLLAR 8" NYLOPLAST INSPECTION PORT PAVEMENT BODY(PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID 1 LOCKING COVER CONCRETE SLAB -- 4" (100 mm) 6" (150 mm) MIN THICKNESS SDR 35 PIPE 4" (100 mm) INSERTA TEE .r _ ,; TO BE CENTERED ON STORMTECHCHAMBER _ - CORRUGATION VALLEY NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS VALLEY - STIFFENING RIB CREST STIFFENING RIB MC-3500 TECHNICAL SPECIFICATION NTS 86.0-(2184 mm) (CREST INSTALLED WEB LOWER JOINT CORRUGATION UPPER JOINT CORRUGATION BUILD ROW IN THIS DIRECTION FOOT 77.0' (1956 mm) 75.0" (1905 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 Cl Cl Y O Z3 E Y LLI OIm 3 a m w Or 0 O _ K 0 U O B Qq 6 o N m ii U) W F W a iI,3 g z z !1!° #'a qg�s 55 $ s g 6 0 si U ® M °3 r,E N (D m F `a5 E ' _ p@ L. O E m H ❑m gG mm Oa a iIm = Z° O �K o 5 �6 z. ayE I0 i� �8 9 SHEET ^ OF Ll MINIMUM INSTALLED STORAGE' WEIGHT NOMINAL END CAP SPECIFICATIONS 175.0 CUBIC FEET 134lbs. ( ir� (4.96 m') (60.8 kg) I I "II 53 m L (653 mm1 B �,ry 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 49 Ibs. (22.2 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 MC35001EPPDST (150 ) 3321"(844 mm) MC3500IEPPO6B - 0.66' (17 mm) MC35001EPP0ST 8" (200 mm) 31.16" (791 mm) - MC35001EPPOBB - 0.81' (21 mm) MC3500IEPPIOT 10" (250 mm) 29.04" V38 mm) MC35DOIEPPIOB - O.W(24 mm) MC35001EPP12T 12" (300 mm) 26.36" (670 mm) MC35001EPPI28 - 1.35"(34 mm) MC35001EPP15T 15' (375 mm) 23.39' (594 mm) MC35001EPPI58 - 1.50'(38 mm) MC35001EPP18TC 18'(450 mm) 20.03" (509 mm) - MC35001EPP18TW MC3500IEPP18BC - 1.77(45 mm) MC35001EPP18SW MC35001EPP24TC 24' (600 mm) 14.48' (388 mm) - MG35DOIEPP24TW MC35001EPP24BC - 2.08' (52 mm) MC35001EPP24BW MC35001EPP308C 30' (750 In - Z75' (TO mm) NOTE: ALL DIMENSIONS ARE NOMINAL 2 z. U w IS K O o T�v °B flE o ao 0 O N a E S! ? �m H M q _ (AU 0 m m O wg o 1 m O phi FF 2 L i x a° w0 �o EW CUSTOM PARTIAL CUT INVERTS ARE � ¢ A. a 6 AVAILABLE UPON REQUEST. _ INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE 4E5 AND 1548" (3751200 mm) z ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MG-3500 m ' o END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES E GREATER THAN 10' (250 mm). THE INVERT LOCATION IN COLUMN'B' ARE THE HIGHEST POSSIBLE FOR SHEET THE PIPE SIZE. 11 1 ^ L 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 (24-1600 MI MIN RECOMMENDED) INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT INSTALL FLAMP ON 24- (600 mm) ACCESS PIPE PART#: MC350024RAMP MG-3500 CHAMBER /i 24" (600 mm) HOPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART M MG35001EPP24BC OR MC35001EPP24BW MC-3500 ISOLATOR ROW PLUS DETAIL A INSPECTION PORTS (IF PRESENT) Al. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A5. 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 i) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRY 11) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE 8.3. 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 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. STORMTECH UNDERDRAIN DETAIL NTS STORMTECH CHAMBER UTLET MANIFOLD / FOUNDATION STONE BENEATH CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH END CAP FOUNDATION STONE BENEATH CHAMBERS - T ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE .. _ DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 8 SC-160LP SYSTEMS 6' (150 mm) TYP FOR SG740, DG780, MC-3500 8 MC-4500 SYSTEMS MC -SERIES END CAP INSERTION DETAIL NTS .r STORMTECH END CAP 12" (300 mm) MIN INSERTION MANIFOLD STUB MANIFOLD HEADER 12' (300 mm) MIN SEPARATION .F 12' (300 mm) f MIN INSERTION NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. SECTION A -A DUAL WALL PERFORATED HOPE i UNDERDRAIN SECTION B-B 12' (300 mm) MIN SEPARATION MANIFOLD HEADER MANIFOLD STUB NTS OPTIONAL INSPECTION PORT MG3500 END CAP ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CONCRETE COLLAR PAVEMENT - CONCRETE SLAB T 6" (150 mm) MIN THICKNESS STORMTECH CHAMBER 12' (300 mm) MIN WIDTH CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS /'z' 8' NYLOPLAST INSPECTION PORT BODY (PART# 270BAG41PKIT) 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 Ir I NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS �gs$� g� 6m U U qq wF = g 6Pd V N E d 2s 2 yy 2 ® 02 N e rci o0 L d H a O E s! ca 4s H a o ti m F� 67 O = K io O mO 33�K �w °z �o \ g:� T �s 1 0 SHEET J ^ OF 12 c 0 E �� a) FLf° T n 2 TG L O N w °� O� 4w E m m U) L) ° m g 45 O K❑ aP of of �_ - gzk 30 zg 12 1SHEET 1 OF OR APPROVED EQUAL ryan D. Cichocki Lie. No. 53741 12/9/2022 n E 0 N U N m > E v E w Y H_ U >'3 Q LL o 3 0 LL - w0 `mom ¢_j U00 z a_j -Lri .. O M LDW rv- d m M Z F U 30UIQ w 0ce w 0 S = r�l Z O FUa� U) ry w W M W Of a � � H Ln O S d F w W w H- Q z O (_n DATE a912012022 r DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY • B. CICHOCKI SCALE N/A �JJ l� 06 JO l� 0 ui i r U O > 0 0 Ld ' z W J LLI TI Q ILL. Z Q 0 0 U rr�n I..L V W 0 0 0 0 Z) 0 JOB NO. 47036 SHEET NO. C6.8 c ai 2 c L 40.0 in 222.0 in 210.0 in 15 12 5.5 in 176.0 in 8 13 15.0 in TT - - - - 12 12 45.0 in / I+ 4.0 in 24.0 in 11 5 24.0 in IT C-- C+/ fi L----------LL--. MOUNTING BRACKET 7 PRECAST DETAIL 6.0 in LAYOUT 21.0 in 84.0 in--,_ 72.0 in 63.0 in- 49.7 in- 23.8 in 15.0 in- 3.0 in 017.3in--� f-017.3in P �%M ,FOAM 12" x 36" TYP,18.0 inr15.0 in 24.0 in�►� r 5.0 in CONVEYANCE SLOT 18.0 in �9.0 in 3.0 in SECTION C-C SECTION D-D SCALE 1:60 SCALE 1:60 in C(-417fi1 PARTS LIST ITEM QTY DESCRIPTION 1 1 PRECAST VAULT 2 1 UFF INLET PIPE 3 1 UFF OUTLET PIPE 4 42 MODULE LID 5 2 SUPPORTFRAME 6 2 1 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 _ {T7 IF IN DOUBT ASK DATE SCALE: 6/29/2021 1:60 DRAWN BY: CHECKED BY: APPROVED BY KS; UP-FLO FILTER (285R) 8ft x 18.5ft 42 MODULES UFF-1 SOUTHWOOD 9 & 11 SIZE (In) ft x 18.5ft 4 4 RICHMOND, VA Hydro International hydro-int.com 02021 HYDRO INTERNATIONAL WEIGW�M ERIAL: STOCKNUMBER: 1 DRAWAIG W.: 21_12_2433-UFF-1 SHEET SIZE: I SHEET: R. B 20F3 A A i 96.0 in+/- 84.0 in 72.0 in 49.7 in 24.0 in 24.0 in 0.0 in SECTION A -A SCALE 1:60 CAPACITIES 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-Co-Sil 106 (d50 = 22 microns) at the peak treatment flow. 2. Maximum number of modules per outlet module: 38 " 3. NJDEP peak treatment flow:.033 cfs (15 gpm) per module, Ribbons 4. WA DOE peak treatment flow:.022 cfs (10 gpm) per module, Ribbons ADDITIONAL DESIGN INFORMATION: 1. ' Normal operating W.S.E. is 2.14' above the outlet invert at the peak treatment flow of .033 cis (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 UFF INLET PIPE 3 1 UFF OUTLET PIPE 4 42 MODULE LID 5 2 SUPPORT FRAME 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 4880KI73 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 FOR A BOTTOM OF STRUCTURE ELEVATION PRIOR TO SETTING THE STRUCTURE 1 CONTRACTOR IS RESPONSIBLE FOR MATERIALS AND LABOR TO BRING CASTINGS TO FINISHED GRADE REVISION HISTORY REV I BY DESCRIPTION OATS B JAM WDUIECAUNr I TNa2021 PROJECTION IF IN DOUBT ASK 8/29/2021 1:60* DMWN BY: KSM MECKEDBY: APPROVED BY Tft UP-FLO FILTER (285R) 8ftx 18.5ft 42 MODULES UFF-1 SOUTHWOOD 9 & I I RICHMOND, VA TYPE SIZE (in) 8 ft x 18.5 ft HDPE 24 HDPE 24 Patent: Hydro International Re hydro-int.com 02021 HYDRO INTERNATIONAL WEIGHT: I MATERIAL: STOCKNUMBER: 1 DRAM" NO.: 21 12 2433-UFF-1 SHEET SIZE: BHFt r: fU B 1 OF 3 A OR APPROVED EQUAL Ui M 0 x 0 O 2 0 w w x U ¢ Z 0 Of 0 r ryan D. Cichocki be. No. 53741 12/9/2022 Z O a UU In W 0 Z O to w w O DATE 912012022 DRAWN BY M.DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N/A C6 J_ � Q W U Z >O LU _j Z Q LIJ L W 1� Q w LL �LU 0 C) Q 0 O ^ U w O z O T D 0 V JOB NO. 47036 SHEET NO. C6.9 L 91 108: MH-1 Q Cl) 9 STA 13+01.04 o o TOP 437.16 0 Cli INV IN 429.89 (109) Q N In N co N °°D0 COr INV OUT 429.77 (105) co 102: MH-1 - a'O N a CO �� 0 v N C) 0 STA 10+16.22 xoa2 j xo N H "�vv TOP430.22 �QaZ O 9�0>z �az _ �+In INV IN426.18(103) oFaO» "to INV OUT 426.08 (101) �u)�_Z Z o FO> U) _Z 450 ON 2 1 F O 0 Co C) M + N H o� 0 o- N O Z 450 455 SEE CONTROL Z7STRUCTURE 445 445 DETAIL FC R SWM A STORMTE H APPROX. EPTH O 440 BLDG FO TE = 432.2 TOP = 440.000 440 PROPOSED EXISTING GRADE SWIM A: STORMTECH DETENTION WITH GRAD /�� ISOLATOR ROW BOT. 436.000 435 / - 435 433.250 INV. = 1� / J 430 430 109 105 23.46' OF 19 .16 OF 24" HDPE 2 ' HDPE @ 3.25% 425 1.00% 425 lot- 12.70' OF 103 24" HDPE 25.7 ' OF 103 APPROX. DEPTH OF @ 0.50% 24" 67.8 ' OF BEARING LOAD PLAN @050% 0k 24" NDPE 420 420 415 415 N N chi M � M M V 7 M v a V !t 9+50 10+00 11+00 STR 100+oo13+00 SWM A HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 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) SWM A: Ic DETE ISO] 14+00 14+50 202: MH-1 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 S UP-FLO 4 5 FILTER 465 XISTIN PROPOSED 460 GRA RADE 460 455 455 450 O 450 445 205A 445 11.79' OF 205C 12" PVC 11.82' OF @ 1.25% 12" PVC @ 0.00°k 440 440 435 435 N 7 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' 455 450 L PROPOS GRADE EXISTINGRADE D 4453 5' 440 TORMTECH NTION WITH ATOR ROW lit 121 10.37' OF 1 435 BOT. = 436.00 435 12" HDPE @ 2.69% 430 INV. 433.250 430 425 425 420 420 00 9+50 10+00 11+00 SWM A - STR 122 HORIZ SCALE: 1 "=50' SCALE: 1"=5 203A: MH-1 (72" DIAVV�RT 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) SWMA DE_ Is (7 � Cl) D. Cichocki N v � ryan v o N Lie. No. 53741 m CO CO 0) OD rn Uj co M o N o °' v c" M co "OA 12/9/2022 OCo v oi� M � �� zZ 00 �" In azO %F o>> MHO>Z> �co) cm�O>> _ z Nm�Z Z 460 460 MH EX. 455 ADS 455 BARRACUDA SYSTEM 8' DIAMETER STING PROPOSED SANI PIP TARY 450 GRADE GRADE 450 WA ER PROPOSED \ WATER LINE i` �25 F SANITARY $9" 3 - y DPE 445 IATFRAI00°I° ' (MIN. 445 m P) PIPE 11-1 � � / A' � I \ I �23 OF g6�t9 QQ�° 440 - 440.000 440 STORMTECH @6' 'ENTION WITH / DLATOR ROW 13 200 31' OF INSTALL A STE HE BOTTOM L PLATE AT F DROP MH BOT. = 436.00 435 "HD ER VDOT SPE 435 @ 1.00°k 18.14' OF - 21" HDPE @ 1.50% INV. = 433250 430 430 425 425 m a rn m rn r. o v K 4 K 74 °D 4 M a 9+50 10+00 11+00 126B: 12" Basin - Circular Grate- STA 10+65.23 TOP 449.66 INV IN 445.55 (127) INV OUT 444.25 (126A) 114: MHA 126: DI-2B 8 ft Throat STA 12+16.86 STA 10+54.58 TOP 449.25 TOP 44929 INV IN 440.06 (125A) INV IN 444.09 (126A) INV IN 439.49 (123) INV OUT 441.15 (125A) INV OUT 438.63 (113) 465 4601 SEE PROPOSED CONTROL 46 G DE 460 DETAIL FOR EXIS ING SWM B G E STORMTECH 455 455 OP = 451.650 4.7' / SWM B: 450 STORMTECH 450 DETENTION WITH ISOLATOR ROW 4 OT. = 447.900 INV. = 446.900 445 203 6 445 48.15' OF 30,. HDP 7.38' OF 201 30" HDPE 24" HDPE @ 1.25% @ 1.25 HDP 18.26' OF @ 30" HDPE 440 @ 1.25% 440 435 435 430 1 430 V h a � 7 V 9+50 10+00 11+00 STR 200 - SWM B HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 12+00 13+00 14+00 14+50 SWM A - STR EX.1 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 128: 18" Basin - Circular Grate STA 10+92.28 TOP 449.04 INV IN 445.92 (128A) INV OUT 445.82 (127) 1286: 18" Basin - Circular Grate 130: 18" Basin - Circular Grate 132: DI-1 STA 11+14.97 STA 11+33.30 STA 13+11.62 TOP 449.26 TOP 450.13 TOP 451.91 INV IN 446.25 (129) INV IN 446.54 (131) INV OUT 448.32 (131) INV OUT 446.15 (128A) INV OUT 446.44 (129) 460 ROPOSED 455 PAnF 455 450 2' 450 131 178.32' OF -� 445 - 128A 129 1,00% 445 SANITARY PIPE 12-1 1.2' 22.69' F 18.31, OF EXISTING 12" HD EE 12"HDPE GRADE 1.00% 440 v 05' 440 54. OF 1 I 12" HDPE fig. "OPo @ 1.00% @2 p0 /ol PROPOSED TO OF WATER 435 126A\ FOPIER LINE 435 12" HDPE I @ 1.50% ` CONTRACTOR TO COMPA T 1 FILL TO AT LEAST 95% J J STANDARD PROCTOR DEN 3ITY 430 430 425 1 425 O o Lo N O v V V R R V R 7 12+00 9+50 10+00 11+00 12+00 STR. 118 - STR. 132 HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 13+00 14+00 0 50 PROFILE SCALE r E O N U N C Q O > E w v E �wv3 Q LL tj 3 0 LL O wO `mom 2 W L M a� Uoo J -u .. rn Co 0 1u N z P x U) i N N =v>� F Q rn N � M d� �� z O P U U V) w 0 z O U) w F 0 DATE 912012022 DRAWN BY P DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE AS SHOWN T__q 1__q me N Z O E E H U) U 0 Q Cf) J> w M _j J_ LLJ � < LL 0 ED 1� Q a W LL z cl� (f) 0 O ^2 CL 0 0 0 2 Z) (0 V / JOB NO. 47036 L SHEET NO. C7.0 220: DI-313 4 ft Throat STA 11+19.93 �TH 0 TOP 467.24 224: DI 3B 6 ft Throat �, M O 210: DI-3B 4 ft Throat ~ 00i 206B: MH-1 �' v m v V v m `� ,� v ryan D. Cichocki Z STA 10+00.45 m a0 STA 10+00.30 m �" o'� uoi �' "' m o rn N LO m N o Lie. No. 53741 .b Nr 0MN t0 a m C7 �-r- r m aNM m°D TOP 464.11 m + N F TOP 461.15 M + � � F c7 o � j m'+° � v j �? N n � �� 12/9/2022 INV IN457.48(211) oo� INV IN454.19(217) p�vz p�vzzp o��zp O��O 0 INV IN 457.54 (215) Q a INV IN 455.60 (207) o � a0 > > o F ap» > i.i F �» H p Z �S'IONAL G 227) INV OUT 457.44 (209) N rp 0 z INV OUT 450.49 (206A) N U) P z z car rn I- z z z N O F z z N U) H_ 480 480 480 480 n E 0 N 6 N C > E w v E GRADE F- w a° 3 ¢LL 1; 3 0 LL O wO `mom QJU°M° z o - ui O .. 00 o c7w �� a W M rn 30r'x U)i p gig � w W 0 c a F U - u w U w� wa U D_ M V j O i O W of 75.93'OF x � c� ¢ w F O N U C] ¢ z O N DATE 0 912012022 } DRAWN BY M. DENHARD DE IS • DESIGNED BY CZ z• M. DENHARD • CHECKED BY 9 50 STR 1210 -STR. 216 0+00 '+00 9+50 10+00 STR 206B -STR 214 13+00 13+50 : • B. CSCHOCKI ALE SCALE HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' • AS SHOWN VERT SCALE: 1"=5 VERT SCALE: 1"=5 • rn 9+50 10+00 11+00 12+00 13+00 14+00 14+50 o rai N • SWM B - STR 228 N 223B: DI-3B 4 ft Throat r�i c o c oo STA 10+00.14 � r, `8 v c M - HORIZ SCALE: 1"=50' M o a M C N N C q TOP 472.54 + Cl)+ r m v r- 222: 15" Basin - Circular Grate VERT SCALE: 1 "=5 236: 12" Basin - Circular Grate o _ + INV I466.. (22C) p�vO otO`*zO STA 10+15.12 238: 12" Basin -Circular Grate INV IN 4656 2 23C) o ¢ a Oj o z_ K O STA 10+62.12 TOP 455.29 M ( O z N a_- � z_ > TOP 470.03 STA 10+29.14 INV OUT 465.12 223A w tq H _ z z INV OUT 461.96 22106 N N INV IN 450.92 (237) TOP 455.02 ( ) N O ~ - - ( ) 5 LO m o INV OUT 450.82 (235) INV IN 451.30 (239) "-' q 232: MH-1 INV OUT 45120 (237) 485 485 480 480 O `O uoi v 234 DI 3B 8 ft Throat STA 10+02.22 240: 12" Basin -Circular Grate TOP 454.61 STA 10+89.42 INV IN 450.56 (235) TOP 457.20 INV IN 448.00 (233) INV OUT 453.47 (239) 0 0 50 T 465 465 PROFILE SCALE ,V^, V / PROPOSEDGRADE U 460 RADE 460 EXISTING O Q u) BADE J > LLI M u; J_ LLJ Q 455 455 I w 0 T MI ED t Q Ca TOP = 451.65 239 F }O c ce DE STORMTECH 60? OpE 450 V) (�n ~ DETENTION WITH L235 @J36 �+ , O a IS ISOLATOR ROW 12.90 O OU (� OT. = 447.90 8" HDPE 237 14.04' OF INV. = 446.900 @ 2.00°k 8" HDPE 7 N 0. 445 @ 2.00% 445 0 0 19 a O 440 440 O w J 0 o h � O N9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 9 SWM B - STR 234 SWM B -STR 240 STR 223B - STR 230 STR 220 - STR 222 9 HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' O VERT SCALE: 1"=5 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 VERT SCALE: 1 "=5 VERT SCALE: 1"=5Ln 0 m� o 0 s JOB NO. 3 47036 M 0 3 SHEET NO. M C7.1 fIt 00 CC F, LL T. t DETENTION ISOLATOR DETENTION ISOLATOR INV IN 462.33 (223A) STA 12+73.23 INV IN 460.10 (221) TOP 473.36 226: DI-3B 6 ft Throat Q INV OUT 460.00 (219) INV IN 467.80 (225) STA 13+49.16 � � N o � INV OUT 467.70 (223C) TOP 474.73 t � INV IN 469.42 (227) � � � � � � 223B: DI-3B 4 rn _ +o � � � ��azz STA 10+78.16 N Q a j j TOP 452.80 cM.r u~i � z z INV OUT 448.38 (233 465 465 460 460 PROPOSED GRADE EXISTING 455 GRADE i 455 SWM B: STORMTECH J 3' M N. 450 475 475 470 470 PROPOSED GRADE 465 465 EXISTING GRADE 3.1' 460 460 l /215 42 HDPE 455 12' 455 450 450 445 445 a 475 PROPOSED 475 EXISTING GRADE 470 / 470 3' MIN. - ADS BARRACUDA 465 SYSTEM 8' 213.0E 465 D1 12 „NO 12�500 / 460 I ROPOS D 460 LINE 2� 1 2.T 211 455 207 % 50.50� Ot' 66.49' OF 455 �^ HDPE 1� 1,75°b � 1.75% � SANITARY 450 PIPE 7-6 450 445 445 a 480 480 (STING G DE PROPOSED GRADE 475 475 PROPOSED I WATER 470 LINE 470 465 � 229 465 9� 3� DpE 1� 3 p0°I° 460 460 455 455 h n a 475 475 PROPOSED GRADE EXISTING GRADE 470 470 465 r4' 465 ' PROPOSED WATER LINE 460 22� PE 460 6212 1 � 9 p0°I° 455 455 450 450 N <"� R R L