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Home My WebLink AboutWPO202100004 Plan - VSMP 2021-07-22SOUTHWOOD PHASE 1 -BLOCKS 9, 10, & 11 SITE INFORMATION TAX MAP PARCEL, ZONING, AND OWNER INFO: LIMITS OF DISTURBANCE: 7.97 ACRES OVERLAY DISTRICT: ENTRANCE CORRIDOR MAGISTERIAL DISTRICT: SCOTTSVILLE SOURCE OF BOUNDARY AND TOPOGRAPHY: BOUNDARY WILLIAM S ROUDABUSH, JR. 1974 ROUDABUSH, GALE, & ASSOCIATES, INC 2003 ROUDABUSH, GALE, & ASSOCIATES, INC 2015 BENCHMARKS (SPOT ELEVATION) AT THE INTX OF HICKORY & BITTERNUT ELEV=451.0 DRAINAGE DISTRICT: MOORES CREEK 09000-00-00-001AO PARCEL AREA: 8.83 ACRES DB 3375 PG. 063 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) 09OA1-00-00-001E0 PARCEL AREA: 22.92 DB 4773 PG. 328 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) 09OA1-00-00-001DO PARCEL AREA: 86.80 DB 3375 PG. 063 ZONING: R2 RESIDENTIAL OWNERSHIP OF ALL PARCELS: SOUTHWOOD CHARLOTTESVILLE LLC 919 WEST MAIN STREET CHARLOTTESVILLE, VIRGINIA 22903 ZONING: REFER TO ZMA 2018-003 TOPOGRAPHY LOUISA AERIAL SURVEYS, INC. P.O. BOX 340 MINERAL, VA23117 DATE OF PHOTOGRAPHY: 03/23/04 DATE OF COMPILATION: 02/02/07 SUPPLEMENTAL TOPO TIMMONS GROUP 28 IMPERIAL DRIVE STAUNTON, VA 24401 TELEPHONE: 540.885.0920 CONTACT: PAUL HUBER, L.S. PAUL.HU BER@TIM MONS.COM SURVEY CONDUCTED: MARCH 2O19 HORIZONTAL: NAD83(NA2011) VIRGINIA STATE SOUTH GRID VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS 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. WPO PLAN WP0202100004 COUNTY OF ALBEMARLE, VIRGINIA BUILDING HEIGHTS: MINIMUM BUILDING HEIGHT PROPOSED IS 2 STORIES (25' REVEALED ON HIGH SIDE OF TUCK UNDER TOWNS) AND MAXIMUM BUILDING HEIGHT PROPOSED IS THREE STORIES (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. AGRICULTURAL/FOREST 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. Table 3: Phase I Site Trip Generation RE AM PEAK HRWIEKDA OU PM PEAK HOUR LAND USE CODE AMOUNT UNITS ADT IN OUT TOTAL PI OIIr TOTAL Phase 1 Reedentiall'i Aparbrlents/TowNlomes 220121 270 D.U. 2.000 28 95 123 90 53 143 Single Family 210 30 D.U. 343 7 19 26 20 12 32 Residerdfal Subtotal 300 D.U- 2.343 35 114 149 110 65 175 Commercial Retall 820 25,000 S.F. 944 15 9 24 46 49 95 Office 710 25,000 S.F- 277 43 7 50 5 26 31 Commemialsublotal 50,000 S.F. 1.221 58 16 74 51 75 126 Phase 1 Totalt I 3,564 93 130 223 161 140 "1 Phase 2 Residentiallrl Aparhments/Townhomes 220131 143 D.U. 1.040 15 52 67 51 30 81 Single Family 210 16 D.U. 193 4 12 16 11 6 17 Residential Subtotal 159 DU 1.233 19 64 63 62 36 96 Phase 2 Total 1,233 19 ba 83 62 36 98 Southwood Total (Phase 1 + Phase 2) 4,797 112 194 306 223 176 399 Source: I1E Trip Genereuon, 10th Edition. 1- Residential hip generation assumes 10% of the units wit he single family dwelling units. All others will be apar mentsltownharnes. 2. ITE includes lownhomes and apartments in the same category with the 10th edition. 3. The overall development (Phase 1 + Phase 2) is capped at 5,000 daily trips. To ensure maximum flexibility, Phase 1 trips were assumed to be split evenly between residential and commercial uses. 4- Phase 2 consists of 500 total units but will replace the existing 341 units currently on site for a net increase of 159 ands. 1/18/2021 Oa<HI SITE LOCATION VICINITY MAP 11f =10001 DEVELOPER: HABITAT FOR HUMANITY OF GREATER CHARLOTTESVILLE 967 2ND ST SE BLOCKS 9-11 SITE PLAN TRIP GENERATION WEEKDAY LAND USE IT CODE AMOUNT UNITS ADT AM PEAK HOUR PM PEAK HOUR IN OUT TOTAL IN OUT TOTAL APARTMENTS/ TOWNHOMES 220 86 D.U. 641 13 34 47 30 17 47 TRIP GENERATION TOTAL (PHASE 1 + PHASE 2 + BLOCKS 9 - 11): 5,438 ADT SIGNATURE PANEL: DEPARTMENT OF COMMUNITY DEVELOPMENT: PLANNING & ZONING ENGINEERING INSPECTIONS ARCHITECTURAL REVIEW BOARD DEPARTMENT OF FIRE AND RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION APPROVAL DATE CHARLOTTESVILLE, VA 22902 OWNER: SOUTHWOOD CHARL017ESVILLE LLC 919 WEST MAIN STREET CHARLOTTESVILLE, VA 22903 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVE. SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: CLINT SHIFFLETT, P.E. TELEPHONE: (434) 327-1690 Sheet List Table Sheet Number Sheet Title C0.0 COVER C1.0 NOTES & 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 PLAN PHASE I C3.3 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.4 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.5 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.6 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.7 EROSION & SEDIMENT CONTROL PLAN PHASE II 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 = 41 (/ Z Lryan D. Cichocki lac. No. 53741 Am W H 0 DATE 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE N.A. V , U OQ �j W w J LU w 11J m \ Q O `L U LU U 0 O O O V/ IOB NO. 47036 SHEET NO. C0.0 L ■717_1NI:Ie]g9G1:i1JilqkI11 GENERALNOTES LEGEND 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 ACSA GENERAL WATER &SEWER CONDITIONS INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). JUNE 27, 2019 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT LINES AND STRUCTURES, AS NECESSARY. STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. SUBGRADE. 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. 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, 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. WAY. (N/A) 9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE THE LINE. OF ROAD. (N/A) 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE SLOPE OF 0.004 ft./ft. JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 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 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE LATERAL STUB -OUT STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. PLUMBING' PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-03. THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS THE END OF THE DAY INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. CONTRACTOR. 34. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL BY THE BUILDING DEPARTMENT. SEWER AND FIRE LINES IDENTIFIED BUT NOT WATER LINES. APPROVAL IS GIVEN BY THE ACSA. Albemarle County As -built Road Plan Policy 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 �1 gl► Y P Y � P Y within the right-of-way or easement. Any portions outside the right-of-way or easement must be corrected by plat or construction. b. Vertical Alignment - Show and label measurement points, and an interpreted line between measurements. Show the as -built centerline over the design centerline. Distinguish between them by labels and line type. Write the constructed vertical elevations adjacent to the design elevations. Distinguish between the elevations by striking a single line through the design elevation. Measurements shall be at each station as a minimum, and frequent enough intervals to accurately portray the as -built centerline. For alignments which deviate significantly from the design, provide curvature and sight - distances. Corrections may be required for alterations from the design alignment. b. Edge of Pavement - Display the constructed edges of pavement and width measurements at every station, or more frequently if necessary to accurately portray the as -built edges. Show the as -built edges over the design edges. Show and label constructed edge of pavement radii for all intersections and cul- de-sacs. Edges for sidewalk, as well as ramps and curb cuts must be included. c. Culverts, Pipes and Drainage Structures - Display the installed type of drainage structure, culvert/pipe size, material, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. For slopes flatter than design, or inverts shallower than design, provide computations verifying design standards. d. Ditch Lines - Display the constructed location of all ditch lines, including typical section, direction of flow, and linings. e. Drainage Easements - Show all platted easements with dead book references labeled. Drainage must be within platted right-of-way or drainage easements. Provide copies of recorded documents. e. Guardrail - Display the constructed location of guardrail, including the guardrail type, length and applied end treatments, compared to design. f. Right of way and associated easements - Label deed book and page numbers for all dedicated right- of-ways, sight easements, slope easements, etc., and provide copies of recorded documents. g. Pavement Designs - Label the as -built pavement and base on the design typical sections. Strike through any design elements which were not applied. Inspection reports are required for fill compaction, CBR's, and pavement applications. h. Street Trees - if street trees are on the design plan, provide design and as -built locations and species. i. Signs - Show all installed signs and pavement markings. Include any pedestals or other features. 1f1UCL1itriv %-UUHLy Private Road Acceptance Procedure 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. 1. Tests and Inspections: Have all necessary tests and inspections performed by a professional engineer or geotech, or VDOT certified inspector. This should include, at a minimum, a. California Bearing Ratio (CBR) tests, b. stone depth inspections, including installation of under -drains and cross -drains, c. fill compaction tests, d. pipe and drainage structure video inspections or equivalent, e. base and surface pavement inspections, documenting materials, thickness and compaction f. concrete tests g. structural and related inspections for any bridges and foundations Compile a report of these tests, certified by a professional engineer, and submit this report with the as -built plans. 2. As -built plans andplats: 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 rertifying 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 fnrm mast be. received for release of a bond_ It is available on the rnimty website_ In the case of 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). 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 50150 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) 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 fore 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 I of 4 ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES General Construction Notes 1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of i Trans ortat on (VDOT). plan drawn may not accurately reflect the requirements of as ( ) Y P P Y the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1 (horizontal: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). ov- % r irryan D. Cichocki lac. No. 53741 M1 ,S& M E 0 rn o N C > E w v E H_ w w 3 Q LL o 3 p LL - w0 `mom 0 W L M a_J Uoo W J -N M to co Z W Q M� �0'x LL � Q v _ N N Fva� c EMO1 N W M a� W J Z O a_ U U U) 0 ti O LU U) w V 2 O W 2 � a ti O p F 0 DATE 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE N.A. V 1 U O Q cn J > w Q _J F- w co 1 LLJ � 0 1-I a 06 w 0 U) W �z O 0 o Z 2 0 O O 2 �O V/ JOB NO. 47036 SHEET NO. C1.0 L CD-1 PAVEMENT CUT COMBINATION UNDERDRAIN CD-1 AT LOWER END OF CUTS CENTER LINE SECTION (WITH TYPE 1SELECT MATERIAL) TRENCH PLACEMENT �- PAVEMENT SURFACE & BASE 0 0 0 0 0 0 0 0 0 F- SUBBASE o- o_ - o- o 44 E-SELECT MATERIAL TYPE I OR I #57 AGGREGATE, ■B AGGREGATE OR CRUSHED &RIF I ,1_^11I GLASS MEETING #8 GRADATION REQUIREMENTS. PLAN VIEW FBI GEOTEXRLE DRAINAGE FABRIC (PLACEMENT OF CD-1 COMBINATION UNDERDRAIN) OR F PAVEMENT SURFACE M BASE 0 0 0 0 0 0 0 0 0 0 � SUBBASE OR CEMENT STABLIZED SUBBASE _ _ _ _ F�LECT MATERIA- TYPE OR SUBGRADE 0 00-00 00"0§0§-00 (CEI.ENT OR LIME STABIUZED) iii GEOTE%TLE GLA S MEE.IETING* #e GRADATION Q CRUSHED ORALJIC.E CLASS MEETING %8 GRN)ARON REQUIREMENTS. GENERAL NOTES FABRIC 1. UNLESS SPECIFICALLY INDICATED, COMBINATION UNDERDRNN WILL NOT BE LOCATED AT THE POINT WHEN BOTH SUBBASE AND SUBGRADE ME STABILIZED. 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 LAW PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MIN. (3 X DESIRABLE) MADE. CRUSHNG STRENGTH TYPE OF PPE )(W.T. 4" NOM. DIAMETER )(W.T. 8" NOM. DIAMETER SMOOTH WALL PVC .103 1 10.1531 SMOOTH WALL PE 1 1 70 PSI )00( 1 1 70 PSI )0(* 4. ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR UNDERDRANS, THEY ARE TO BE LOCATED 50 AS TO DRAIN INTO DROP INLETS OR MANHOLES. 5. ON SUPERELEVATED SECTDNS,TRENCH IS TO BE UNDER ENTIRE PAVEMENT AEA WITH OUTLET PIPE ON LOW SIDE ONLY. B. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-O" MOVE NVERT ELEVATION OF RECEIVNG DRAINAGE DITCH OR STRUCTURE. M WALL THICKNESS (MIN) - INCHES 7. ILL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ME TO BE OF THE SAE CRUSHING STRENGTH AS THE OUTLET PIPE. NkN TESTED ACCORDING TO ASTM D-2412 AT 5X DEFLECTION. 8. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-120R OTHER DRAINAGE STRUCTURE. �VmT STANDARD COMBINATION UNDERDRAIN SPECIFICATION REFERENCE E ROAD AND BRIDGE STANDARDS SHEET 1 OF 1 REVISION DATE (AT LOWER END OF CUTS) 232 501 108.04 VIRGINIA DEPARTMENT OF TRANSPORTATION 701 CD-2 PIL aK -UNITS OF PAY FOR TOP OF EDGE OF PAVEMENT COMBINATION UNDERDRAIN CD-2 ON FILLS I TRAVEL LIVES CENTER LINE SECTION -1--4---------�-- - (WTH TYPE 1SELECT MATERIAL) ) 171 I.B EDGE OF PAVEMENT TRENCH PLACEMENT sHouLOEN LIE YPICA Al TOE OF FLL F PAVEMENT SURFACE & BASE / 0 0 0 0 0 0 0 o SUBBASE LIMITS OF PAY FOR OUTLET PPE -o60-060.066.- 6-0-0.0.0- FSELECT MATERIAL TYPEIORI PLAN VIEW SHOWING PLACEMENT OF CD-2 UNDERDRAIN 057 AGGREGATE, #B AGGREGATE OR CRUSHED „j I GLASS MEETING #B GRADATION REQUIREMENTS. DNjFE'11�'Q�'ll NON -PERFORATED OUTLET PIPE F OR SURFACE & BASE TYPE OF PIPE CRUSHING STRENGTH )(W.T. " NOM. DIAMETER )(W,T. 8" NON. DVMIETER SMOOTH WALL PVC 1 .103 1 1 0.153 SMOOTH WALL PE 1 1 70 PSI INN)( 70 PSI )00( 0 0 0 0 0 0 0 o SUBBASE OR CEMENT STABILIZED SUBBASE SELECT MATERIAL TYPE 1 OR SUBGRADE )( WALL THICKNESS (MID - INCHES (CEMENT OR LIME STABILIZED) )()()( TESTED ACCORDING TO ASTM D-2412 AT 5 % DEFLECTION. 057 AGGREGATE, #B AGGREGATE OR CRUSHED GEOTEXRE LASS MEETING 05 GRADATION REQUIREMENTS. FA° GENERAL NOTES 1. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUCHLY HAD TAPED TO INSURE COMPACTNESS. APPROACH SLAB PAVEMENT 2. OUTLET PPE SHALL BEGINAT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 % MIN.(3X DESIRABLE) GRADE. BRIDGE SUBBASE 3. ON CURB AID GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE CD-2 OUTLETS FOR UOERORAINS, THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP CD-2 - INLETS OR MANHOLES. 5'-0" S� NO 2 B 16" Mf DEPTH) YPE I 4. ON SUPERELEVATED SECTIONS TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SYE ONLY. 5. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-O" MOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. PLACEMENT OF CD-2 UNDERDRAIN AT S. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY UNITS FOR OUTLET PIPE ME TO BRIDGE APPROACH SLABS BE OF THE SIRE CRUSHING STRENGTH AS THE OUTLET PIPE. 7. OUTLET PIPE TO BE SECURELY CONNECTED TO EN-12OR OTHER DRAINAGE STRUCTURE. GREFE ENCE RON STANDARD COMBINATION UNDERDRAIN REFERENVDO ROAD AND BRIDGE STANDARDS 232 (AT GRADE SAGS AND BRIDGE APPROACHES) 50REVISION OnrE SHEET I OF 1 1 701 VIRGINIA DEPARTMENT OF TRANSPORTATION 108.05 CG-B NOTES( 1. THIS REM MAY BE PRECAST OR CAST N PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST N PLACE, 4000 PSI F PRECAST. 3. 00 NATION CURB & GUTTER HAVING A RADIUS OF 300 FEET OR LESS ((LONG FACE OF CURB) SHALL BE PAD FOR AS RADIAL COMBINATION CURB i GUTTER. 4. FOR USE WITH STABLMZED OPEN -GRADED DRAINAGE LAYER,THE BOTTOM OF THE CURB & GUTTER MULL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SEB/SE COURSES AND TO THE DEPTH OF THE PAVEMENT. B. ALLOWABLE CRITERIA, FOR THE USE OF CO-6 IS BASED ON ROADWAY CLASSFICATION AND DES N SPEED AS SHOWN IN A OF R THE ROAD DESIGN MANUAL INTHE APPE"DIX SECTION ON OS URBAN STADMES. • D , m • A� I D S C� C� G� � ---_----_-�- A BE CONCRETE OF THE CONTRACTOR ERENCE COMBINATION 6" CURB AND GUTTER ROAD AND BRIDGE STANDARDS 105 REVISION DATE SHEET 1 OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION zov03 A LJ A R1-1 STOP *Reduce spacing 40% A B C D E F 18 .375 6 6 C 3 7.75 24 .625 8 8 C 4 10 30 .75 10 10 C 5 125 36 .875 12 12 C 6 15 48 1.25 16 16C 8 20 COLORS: LEGEND - WHI(E (RETROREFLECTNE) BACKGROUND - RED (RETROREFLECTNE) 1-1 MUTCD STOP SIGN DETAIL No Scale TOP OF CURB .4 j/\j/\j sae CONTINUE 21 B STONE BASE j FROM ADJACENT PAVEMENT SECTION UNDER CURB (FLUSH CURB (PARKING LO No Scale VDOT A-3 CONCRETE NON -SLIP BROOM FINISH VARIABLE WIDTH' 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 NOTE: WHEN A PEDESTRIAN ACCESS ROUTE _ CROSSES A COMERCIAL ENTRANCE THE CROSS SLOPE SHALL BE 27.. FOR A WIDTH OF 5 FEET. CG-11 I A� XXSTREET APPROACH SAME SURFACING GENERAL NOTES (RADIUS TO BE AS C AS MAINLINE ROADWAY (SEE NOTE 3) SHOWN ON PLANS) y 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. / (SEE NOTE 1)- 2. SEE STANDARD CG-12 FOR CURB RAMP DESIGN TO BE SIDEWALK USED WITH THIS STANDARD. (SIDEWALK (SEE - - - - NOTE 5) r OPTIONAL UNPAVED SPACE 3, MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE In FLOW LINES R/W LINE (EXCEPT ANY SUBGRADE STABILIZATION -- --�� t----- REQUIRED FOR MAINLINE PAVEMENT WHICH CAN BE EXPANSION Q EXPANSION OMITTED IN THE ENTRANCE.) JOINT JOINT 4. RADIAL CURB OR COMBINATION CURB AND GUTTER SHALL NOT BE CONSTRUCTED BEYOND THE R/W LINE NOTE; WIDTH "B" 2'-0" OR AS ROADWAY MAINLINEEXCEPT FOR REPLACEMENT PURPOSES. SHOWN ON TYPICAL �c� SECTION. A PLAN VIEW ENTRANCE NOTES 5. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK MAINLINE ROADWAY SLOPE TRAFFIC, THE DEPTH FOR SIDEWALK & CURB RAMPS 10'PARABOLIC CURVE (ENTRANCE ONLY] WITHIN THE LIMITS OF THE RADII SHOULD BE INCREASED TO 7". (SEE CG-13) EDGE OF PAVEMENT OR OPTIONAL FLOW LINE 8% MAX. GRADE CHANGE ® _ _ - D 6. PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW _ _ p (SEE LINE IS REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS MAINLINE ROADWAY _ - - - - - - - - - - -NOTE 7) THE ENTRANCE. 8% MAX. ® - D 7. THE DESIRABLE AND MAXIMUM ENTRANCE GRADE CHANGES GRADE CHANGE - 'D" ARE LISTED IN THE ALLOWABLE ENTRANCE GRADE D TABLE. THESE VALUES ARE NOT APPLICABLE TO STREET CONNECTIONS. 5' MIN. 20' MINIMUM FOR COMMERCIAL ENTRANCE INTERSECTION NOTES 8. WHEN CG-11 IS USED FOR STREET CONNECTIONS, THE M 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 VDOT ROAD MANUALINCLUDI GN IREMENTS. STOPPING SIGHT DISTANCE D KE VIALUE REO 9. OPTIONAL FLOWLINE MAY REQUIRE WARPING OF A PORTION OF GUTTER TO PROVIDE POSITIVE DRAINAGE 2" B ACROSS THE INTERSECTION. ALLOWABLE ENTRANCE GRADE CHANGES �� •e. CLASS A3 ,p- ,o •e. •e, •n. (H.E.S.) e • , e • n. ' �• ' °' - - CONCRETE ` SECTION C-C ENTRANCE VOLUME GRADE CHANGE DESIRABLE MAXIMUM HIGH I MORE THAN 1500 VPD 0 % 3 % MEDIUM 500-1500 VPD < 3 % 6 % LOW LESS THAN 500 VPD _<6X 1 8% NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT APPLICABLE TO STREET CONNECTIONS SPECIFICATION XVDOT REFERENCE METHOD OF TREATMENT ROAD AND BRIDGE STANDARDS 5c2 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE SHEET 1 OF 1 VIRGINIA DEPARTMENT OF TRANSPORTATION 07/15 203.04 2016 ROAD & BRIDGE STANDARDS PRIVATE ROAD CROSS SECTION CG-6 C%L � 1.5" SM-9.5A 22' 2 5' (PAVEMENT WIDTH) f 3% 1 1 COMPACTED SUBGRADE 2" IM-19.OA 5, 6' 3" BM-25.OA SIDEWALK (PLANTING STRIP) 4T PARCEL WIDTH COVERED BY PRIVATE & EMERGENCY ACCESS EASEMENTS NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND ALBEMARLE COUNTY DESIGN STANDARDS. V BEYOND THE BACK OF CURB (TYP.) PRIVATE ROAD CROSS SECTION No Scale ALLEY 1 (WHOLE LENGTH) ALLEY 3 (9+85.27 - 17+25 & 19+65 - 20+55.64) 0.5' C%L 1.5" SM-9.5A 0.5' CG-6 VARIES 20' MIN (PAVEMENT WIDTH) 2.5 t 2% TYPICAL (VARIES) SUBGRADE I „ NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. ALLEY CROSS SECTION No Scale CG-2 2 IM-19.0A 3" BM-25.OA TE & EMERGENCY ACCESS EASEMENTS AGGREGATE SHALL EXTEND V BEYOND THE BACK OF CURB (TYP.) ALLEY 3 (17+25 - 19+65) ALLEY 4 (WHOLE LENGTH) C%L 1.5" SM-9.5A VARIES 20' MIN (PAVEMENT WIDTH) f2% TYP COMPACTED SUBGRADE \_2" IM-19.OA 3" BM-25.OA r- PRIVATE & EMERGENCY ACCESS EASEMENTS�i NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND ALBEMARLE COUNTY DESIGN STANDARDS. V BEYOND THE BACK OF CURB (TYP.) ALLEY CROSS SECTION No Scale CG-2 005' CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) ALLEY 2 (WHOLE LENGTH) C%L 1.5" SM-9.5A VARIES 20' MIN (PAVEMENT WIDTH) COMPACTED SUBGRADE NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. ALLEY CROSS SECTION No Scale 2" IM-19.OA 3" BM-25.OA TE & EMERGENCY ACCESS EASEMENTS AGGREGATE SHALL EXTEND V BEYOND THE BACK OF CURB (TYP.) ,L _ `/irryan D. Cichocki Z lac. No. 53741 N7 6 0�0 (PLANTING STRIP) u aGti� 91 3& CG-2 0 Eo 1' ON U N Vi N C 5' > E SIDEWALK a E Lu Q UM o 3 p LL w O `6,^-I AR V CD Z LU _j 1y O Ce rn C7(A N� D EL IIIII 3 x U) LU 0 o.0 JLL h U-)i C " �UD Z O 2 LU =U MT i ON U) > i 0 N U w M � _ 00 �H ZI 0 U vi w a 0 �tu O CL F LU �� > w o0 CG-2 (HEIGHT VARIES SEE _ ROAD PLAN SHEETS FOR ¢ n AREAS OF FLUSH CURB) z0 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) V] DATE 00 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE N.A. L JOB NO. 47036 SHEET NO. C1.1 OF IS-1 WP-2 TH CONCRETE BUMPER BLOCK %'� SHARE TO ELEVATION �� ADJACENT TRAVEL CARE ASPHALT PAVEMENT WIDENING 2"` !/ L �� IZ L�1RGESTP" IRE.OF (AS DETERMINED IN FIELD) O )rryan D. Cichocki ANCHOR WITH 5/8" REBAR �/� / I I -I IMBEDDED 24" IN GROUND '• SHAPE TO I 11c. No. 53741 HANDICAP SIGN LOCATION (VAN) ,;.- CONTOUR OF PIPE I TACK COAT THE PROPOSED CONSTRUCTION JOINT EXISTING ASPHALT LAYERS PROPOSED ASPHALT LAYERS ---------------/�(p HANDICAP SIGN FACE OF , • I "F'p LOCATION (TYP.) CURB l' '. I EXISTING SUBBASE PROPOSED SUBBASES COMPACTED SUBGRADE 3& /�!-(�_ 'I EOP •• CONSTRUCTION JOINT DETAIL PAINTED SLOPE TO DRAIN TO INVERT OF OUTLET PIPE ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS (+T E O iU o 18' 18' 2 M SECTION A -A ® PROPOSED MINIMUM 1 %, INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) T PER 4" z MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS AS DETERMINED BY CORES (SEE NOTE 3) N C Q O VDOT �4" SPEC. PAINTED RINSIT ON BEWEEN PIPE daOBE WHEN METHOD OF TREATMENT IN DROP INLETS DIFFERENT SIZES OF > E E STRIPE PIPES ARE ENCOUNTERED. 9 NOTES: Q W (TYPICAL) 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. N 3 �+ 8' 1 S' 1 8' 8' 8' 11�� 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT. SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. •Z LL t'' U. O .,III TYPICAL VAN T 111 \\ NOTES: NOTES: OF MANHOLE ND IN ET AVERTS IN ACCORDANCE WITH THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPEWIEO SLOPE TO DRAIN 3. A MINIMUM OF THREE CORES SHALL BE TAKEN PLONG 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 MART. W O t0 MU L M Q V Z ACCESSIBLE ACCESSIBLE ON PLANS OR WHERE INVERT OF PIPE IS ABOVE AVERT OF TO INVERT OF STRUCTURE. OUTLET PIPE 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1Y/ INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE J fl J - N ILL O HANDICAP SPACES REGULAR SPACE t MANHOLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAVED BY THE ENGINEER. K > O N IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. n THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A O / 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE.POR LL N (7 W EL AGGREGATECLASS CLASSA'C1 EXCEPHT THA 2SXEMIX O COARSE CONFORMING MAY BE OR UP TO 4'i IN DIAMETER AND CONSIST OF STONE. BROKEN BRICK. *�' I-V'::`: S. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER. 7. FIN& TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(0 OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS Z f i f"1 f 'j �j b X L-U BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE SH&L BE LEFT SMOOTH BY MEANS OF HAD TROWELLING. NONE I I OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(") OF THE SPECIFICATIONS. J Q LL (n 0 • , e & ' V) DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE - .' • PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED - tic O 7 Ln X C N Z Z INDIVIDUALLY TO BEST FITTHE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES. SECTION B-B U j VJ F Q 0 I --I LLl PLAN = rn U OV METHOD OF TREATMENT IN MANHOLES LU d W J V�QT STANDARD METHOD OF SHAPING SPECIFICATION REFERENCE V�QT ASPHALT PAVEMENT WIDENING SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS MANHOLE &INLET INVERTS ROAD AND BADGE STANDARDS FOR WIDENING SUBJECT TO TRAFFIC 0 SHEET 1 OF 1 REVISION DATE SHEET 1 OF 1 REVISION DATE TYPICAL PARKING SPACE DETAILS 302 315 303.02 106.08 VIRGINIA DEPARTMENT OF TRANSPORTATION VIRGINIA DEPARTMENT OF TRANSPORTATION U W NO Scale 2016 ROAD & BRIDGE STANDARDS a FRAME & COVER =O g W PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE SEE FIG. S-I-D, E � SIGN WITH PART V, SECTION G OF THESE SPECIFICATIONS. _ O PLACE 5' GALVANIZED " WITNESS " POST WITH FRAME &COVER STREET SURFACE OR O 0 a STD. U POST CAPPED ENDS PAINTED BLUE IN REMOTE AREAS NON -PAVED AREA O CL GALVANIZED AS DIRECTED. MARKER LOCATION MAY BE SUBJECT :.:'•;;;•':A; (SEE FIG. S-I-D,E) F TO HIGHWAY DEPARTMENT APPROVAL. .: . SLOPED AREA '.. STREET SURFACE OR =-; „R 0 ry ry FINISHED GRADE SET DOGHOUSE BASE •�•', •" EXISTING SANITARY �� NON -PAVED AREA 1'-0" MAX 2-O" RUBBER COATED STEEL STEPS e CAST IN PLACE W F N ry ON CONCRETE BLOCKS '.. ' SEWER PIPE =+' SLOPED AREA e DOGHOUSE OPENING SHALL ;• • '•', ,•' "• a' MIN. 12" CLEARANCE :• PRECAST REINFORCED CONCRETE ¢ 0 ti 6' BETWEEN EXISTING PIPE BE PREFORMED BYMANUFACTURER OR - ' r ' % :.% .. + AND STONE BEDDING 1 -0 MAXI A I� SECTIONS WITH "0" RING SEALS O pg7E SAW CUT TO FIT PIPE '•'+ • : - OR APPROVED EQUAL Ln o OUTSIDE DIAMATER'•". ! .a:N 2'-0"' > POST TO BE I ADJUSTABLE TRAFFIC RATED I PLUS 6". ' :4• .� 3'-0" MIN a 1/18/2021 DRIVEN I I VALVE BOX W/ LID 12" THICK VDOT THE DROP CONNECTION SHALL BE O DRAWN BY u No. 68 STONE BEDDING RUBBER COATED STEEL p e DUCTILE IRON PIPE (CLASS 50) } 8"x8"x16" AND 4'xB"x16" ` STEPS CAST IN PLACE 3'-0" MIN 5" BACKFILLED IN 6" LAYERS AND SOLID CONCRETE BLOCKS WELTER w/RISER COMPACTED BY HAND TAMPERS OR C. GAYNER z N AIl:llllllllltllllll WALL (4 EACH) DOGHOUSE MANHOLE BASE PRECAST REINFORCED 1 BACKFILLED WITH SELF -COMPACTING CONCRETE SECTIONS 12 MIN �� "0" 16" MAX STONE. � O DESIGNED BY llllllllllll:l I1111111111111111111111111111111111111 I11:11111:1111111:1I11111111II,I IIIIIIIIII RING SEALS 16" MAX 5'° • MANHOLE ABOVE BASE SHALL FILL DOGHOUSE OPENING AROUND EXISTING PIPE MINIMUM ELEVATION 0 MINIMUM ELEVATION DIFFERENCE • C. GAYNER BE CONSTRUCTED AS SHOWN WITH 3.000 PSI CONCRETE DIFFERENCE ACROSS M.H. 5" 4'-0" 12"MIN 12"MIN ACROSS M.H. FROM INLET TO ON FIGURE S-1-A OR NON -SHRINKING GROUT FROM INLET TO OUTLET VARIE OUTLET SHALL BE 0.20 FEET • CHECKED BY M.J. GATE VALVE SHALL BE 0.2D FEET. CONCRETE ' VARIES °.. �° I. A FILLETED INVERT FOR A SMOOTH B. CICHOCKI -- -- ALLOW CONCRETE WRAP EXISTING PIPE WITH DEPTH .OF FLOW FILLETS CHANNEL TO BE 3/4 DIAMETER OF 0 s " TRANSITION OF FLOW BETWEEN ;p. INLET & OULET PIPE SHALL BE A .° a �? PROVIDED. : • SIGN AND POST DETAIL SCALE TO FLOW A MIN. NEOPRENE GASKET MATERIAL 1'-0" BEYOND BASE CONTRIBUTING T -- "--' - ' 12" �'. 0 '°.. s p p .Int Fi'"'� • N.A. NO Scale BEFORE FILLING THE OPENING OF STRUCTURE NEOPRENE SECURED BY 2 NOW SEWER. a .. ,, . • .'•a 12" .• CORROSIVE STRAPS, 1 ON A FILLETED INVERT OR A SM00 A 3/4 DIA OF LARGEST WATER LINE EACH SIDE OF OPENING TRANSITION OF FLOW BETWEEN PIPE IN MANHOLE • P P VA. SIGN FOR THE DISABLED ON 0.80 GAUGE INLET & OUTLET PIPE SHALL BE MIN. 6" BEDDING WITH NO. 68 STONE ALUMINUM. COLORS: GREEN BORDER & I b . P 12" MIN. CAST -IN PLACE PROVIDED. MIN. 6" BEDDING LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, WHITE BACKGROUND. _ j1 0 3,000 PSI CONCRETE BASE FOUNDATION SECTION VIEW NOTE W/ NO. 68 STONE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE NOTES: 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE 2500 P.S.I. SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. SPACES SHALL BE IDENTIFIED BY ABOVE CONCRETE •.8 • Q 2'x 2' BEARING AREA. THRUST BLOCK G I I, I l l l t l l l l' l l l l l i l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l t l l 1, t l l l l l l l l l: 11111111111111111111111111111 l l l l l, 11 t l l l l l l l t I NOTES: SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. Mom/ PBrAL1Y PBIALIY GRADE SIGNS AS RESERVED FOR PHYSICALLY a. � � , 1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. W IM _ _ DISABLED PERSONS. PROVIDE ONE (1) R-7-8 e 4 , d FLOW TO THE EXISTING PIPE. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED &GROUTED 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE lil TOW AWAY ZONE 1DWAWAYZQIE SIGN AT EACH PARKING SPACE INDICATED ON o 4 . 2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE. INSIDE AND OUT. DESIGN ON SEWERS WITH STEEP SLOPES. O - - SITE PLAN. SIGN SHALL BE ALUMINUM a 3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6 TYPICAL MANHOLE SECTION �--I (PAINTED WHITE) WITH GREEN LETTERS AND VAN INTERNATIONAL WHEELCHAIR SYMBOL. SIGN OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN SHOWING BRANCH TIE-IN Ao 6'ABOVE SHALL BE PLACED ON STEEL POST 1-1/2"0 90FINISHED NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. ACCORDANCE WITH THESE SPECIFICATIONS. TYPICAL MANHOLE WITH DROP CONNECTION PAINTED BLACK SET IN MIN. 2' OF CONCRETE. TYPICAL MANHOLE BASE N.T.S T� V , GRADE TYPICAL GATE VALVE SHOWING "DOGHOUSE" INSTALLATION FIG. S-I-A TUTS 0 � /1 M-25 ADA PARKING SIGNS NITS FIG. W-5 N.T.S FIG. S-1-All FIG. S-I-C No Scale VARIES FINISHED GRADE U VALVE BOX" DIAMETER BRANCH 4 O W AND VALVE M.J. PLUG COVER LIFT NOTCH 14 1/2" 12 3/8" 12 1/2" AIR RELEASE VALVE REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL Q J M > ML W J Q VARIES 36 MIN LARGER THAN 5 IN ANY Q 4,. DIMENSION 2: LL.I ' WATER BRONZE GATE BRASS OR BRONZE PIPE VALVE 24 MI INTAL KFILL* Lu CO Q B"MIN (6" LIFTS) 1� < 06 WATER MAIN RESTRAINED JOINT FITTINGS CAST IRON LID DRAIN TO GRADE EMBEDMENT * THOROUGHLY COMPACTED BY HAND OR APPROVED LL w (n LLI 18" METER BOX IF POSSIBLE SPRING LINE MECHANICAL TAMPER OF PIPE O � ON-LINE I HAUNCHING N0. 68 STONE - - � z O (TYPE "B") BEDDING max Q ° Z - BRICK SUPPORTS OR 4" min I o SOLID CEMENT BLOCKS FOUNDATION SHALL BE a I/u REQUIRED WHEN SOIL a o�ry 'ti CRUSHED STONE CONDITIONS ARE UNSTABLE VARIES THREADED COUPLING PVC :> If, / a 1 ti SOFT ALL PIPE) Q BRASS NIPPLE AND PVC SLEEVE "ll" COPPER" o CAPxj LUBRICATE ALL THREADS 18" O THRUST BLOCK 1O METER BOX (SEE FIG. W-7) A : ;,; ,."' 6" EXTENSION CORPORATION STOP O VALVE �- NO. 57 STONE v 6" NOTE 1.OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE PIPE SLOT BACKFILLED ENTIRELY WITH NO. 21A STONE. M.J. FITTING 2" PIPE SLOPED (2 PLACES) 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED TO DRAIN IF AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 - GRADE ALLOWS NOTES: STONE SHALL BE PROVIDED' ;'. VARIES VARIES 2" BRASS PIPE 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC AREAS, OR A METER BOX ASSEMBLY 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" IN NON -TRAFFIC AREAS, OR APPROVED EQUAL, BEDDING OF NO. 68 STONE ' WATER MAIN AND VALVE 2" THREADED TAP NOTES: SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER O ARE SAME SIZE PLUG (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS. , v J 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN DEAD END ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT (TYPE TUNA") THE MANHOLE CONE. TYPICAL SEWER PIPE JOB NO. TYPICAL METER BOXES TYPICAL BLOW -OFF ASSEMBLY (5/8"-l" METERS) INSTALLATION IN TRENCH 47036 AIR RELEASE VALVE (ARV) SHEET NO. C1.2 NTS FIG. W-8 NTS TUTS TUTS FIG. W-7 FIG. W-9 FIG. S-3 L Y y O ® 44' MIN. W MIN. f 17.5 B• MIN..4 . a: i. 'A 18 MIN. --17.5'� w • 37" MIN. xtwaTur =10ND As�7ABly 12" MIN. LT BYPASS NOTES: 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. 2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN -PLACE VAULTS SHALL BE 4". MINIMUM WALL THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE 8". 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATER PROOFING COMPOUND. TYPICAL METER VAULT (1 1/2" METER) NTS FIG. W-7B -41,...VARIES LVE BOX4" DIAMETER BRAAND VALVE M.J. PLUG WATER MAINOINT FITTINGS ON-LINE (TYPE "B") VARIES THREADED COUPUNG PVC SLEEVE BRASS NIPPLE AND PVC o CAP i LUBRICATE ALL THREADS THRUST BLOCK 0 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 VAD BRASS OR BRONZE PIPE SOLIID CEMENT BLOCKS ■ COPPER" SOFT STOP GRADE GATE 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 WAT RLINES 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 �/ 4" PLUG THREADED FOR 2" COMPRESSION FITTING RESTRAINED JOINT FITTINGS NOTES: GATE VALVE WILL BE 4" UNLESS OTHERWISE SPECIFIED BY THE ACSA. " SERVICE LINE TO CONNECT AT MAIN WITH X"x4"TEE. " REFER TO FIG. W-3 FORTHRUST BLOCK DETAILS ON TEE. • REFERTOFIG.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 PLASTIC SHEETING AS PROTECTION FOR BOLTS. • USE2500P.S.I. CONCRETE. LARGE METER SERVICE LINE NTS FIG. W-6C TD-12 i COVER LIFT 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 TDTD13 METER SIZE DIMENSI N A DIMENSION B DIMENSION C 3'1' 5.0' 3'8' 2' 3'1' S'0' 3' 5' DI. 4- 5' MIN. 12, MIN, GREATER THAN 4' PRtH'DSALS WILL HE SUBMITTED, B DOOR HINGES r----- - - - - -----� I I I I I I I I I I I I I I I LIFT HANDLE L- - - - - - - - - - - - - - - - TYPICAL METER VAULT N.T.S. FIG, W-7A rD-14 SIDE VIEW 75- DIAMETER DRILLED IDLE FOR TOUCH READ (NITS, TOP VIEW 3" DIAMETER FLAT BEARING SURFACE UNDERNEATH ?4' X 36' 1LUMINUM ACCESS HATCH NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- WLLE THREADS WHICH IS QTHE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' (270) 18'-22" ALVE SO 7 CU. FT. #68 STONE 42"MIN •; VGATE • -M VALVE . i. 1' J TEE 6" .ti P.S.I. CONCRETE BASE AND THRUST BLOC ; S•'. ,: y: 11'y'� M,'i; BLOCK AGAINST ' UNDISTURBED STABLE SOIL STEEL PILE WHEN THE SOIL IS DISTURBED WHEN RESTRAINED JOINT FITTINGS 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 ( 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-8 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 I ADJUSTABLE TRAFFIC RATED II II VALVE BOX W/ LID u T-i 1 � M.J. GATE VALVE WATER LINE In 8 ' I 2500 P.S.I. CONCRETE n 2'x 2' BEARING AREA. THRUST BLOCK d a. 4 NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6)INCHES ABOVE GRADE. TYPICAL GATE VALVE V CMPREMEON • 3/4' MAZE POPE OR APPROVED EQUAL NOIM NO SWEATED RTMGS DUAL SERVICE I- Inc nr SOFr COPPER SINGLE SERVICE OM SMALL HE USED ON PVC PPE. NTS FIG. W-5 TD-9 FOR USE ON ATTACHED SIMMS FAMILY REM ENIIM SERVICES OR DUAL RESIDENTIAL AND IRMGA710N SERVICES. 0�_ 2' 1" COMPRESSION a 3/4' MALE PRE COUPLING OR APPROVED EQUAL 0 MR USE ON DETAOED SINGLE FAMILY RESIDENT" SEAMCE WHERE AN IRRIOAMON METER IS NOT PROMOEX C B IBM UD FINIM GRADE W MN. COPPDRSEfIER 1/8 BEND COUP TUG-\ as ME" CORPORATION STOP I BRICK AS NFDESSARY �MST UNDER!� 'vr- xa ilc 4' DIMEIER DRAW PPE 12" 7 AND = ( IN M MINIMUM THICKNESS) !T� �".^t, r� Yr� LORD +rY S.A TT, N0. CKU. MT TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FIG. W-6A ID-10 - FOR BENDS B" & SMALLER USE STRAP ON BEND WITH ANCHOR BOLT ON CENTER LINE OF BEND. - FOR BENDS 10" THROUGH 12" USE 2 STRAPS ON BENDS ADJACENT TO BELLS. - FOR 18" BEND USE 3 STRAPS AS SHOWN. i 6" 1 ELEVATION PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT. BEND SIZE A B C D E F 1'- 2'-W 1 1/4' B" Z-J 3'-0 2'-e V-S 2'-S' 1 Ile IT 1/4' 10' 2'- 3'- Y-8' 2'-O N-0 2' lY 3'- V-3" S-8' Y 18' Y-B N-e' S-3' 7-0' V-e' 2 1/Y 4' - 8 2'-5 Y-0 X-e' L-.1 2'-8' 1 I r 8' Y- 4--Y 2'-6 2'-S" 3'-3^ 2' 22 1/2' 10• 3-Y 5'-D 3'-O 2'- X-B 2• 12' V-S' w-3 ' - - K- 2' 18' 5'-D i-e T-3 4'-0 V- 2 1/2" 4' - 8 N- W-O Y-D^ V- 3'- 2 1/4' W Y-S 8'-8 3'-0' 3'-e" 3'-W' 2 1 4' 46• 10' 4'-e 7'-e 3'-0' T_3' 5'- 2 1 4' 12• s'-3 W-D 3'-3. 5'-95'-e^ 2 1/Y 3" THREAD 1 NOMIN-" AL INSIDE DIAMETER EXTRA STRONG STEEL PIPE B ' --"'-" ""' CONCRETE CLASS tY B'-8 t1'-0 S-B" e'-D 7'-3' z 1 Y 12' BENDS & 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 TD-4 Top View A 6" MINIMUM 4' MINIMUM m ° n' e 4" MINIMUM d� d a \4 o. NOTE: RESTRAINED JOINT FITTINGS Side View FGi 2" Minimum .d . ., _I.I EC°IIp9Q WI IA, alvnized Steel Beam, II a V612 x 14 (min. size) .4 3' min. penetration into undisturbed soil or as approved by the ACSA. TYPICAL THRUST BLOCK IN FILL AREA NTS FIG. W-3B TDTD=5 ASRA A36 AND HEX NUT ASIM A588 OYP) UNDISTURBED EARTH UNDISTURBED 2 - .3 DIA SOIL (TYP) ALL-THd ..A. ): �•A: WATER MAIN VALVE w 3 24"MIN UNDISTURBED EWTH PIAB e •d� CLASS A-3 CONCRETE M11 .'O MIN ,.: EGA -LUG .2v'T Rim 18 :x.•s. MIN ,e' ELEYADON UNDISTURBED EA DA' MIN WIDTH MIN I is- 1-9 SECTION NOTE: 1. ALL RODS AND FASTENERS SHALL BE GIVEN TWO COATS OF ASPHALTIC PAINT AFTER ASSEMBLY. 2. CONTRACTOR SHALL ENSURE THAT THE COLLAR BEARS AGAINST UNDISTURBED SOIL FOR THE MINIMUM DIMENSION SHOWN. 3. DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MINIMUM. IF THE TRENCH WIDTH IS LARGER DURING CONSTRUCTION, THE COLLAR DIMENSIONS SHALL INCREASE ACCORDINGLY. CROSS ANCHOR RESTRAINTS FOR VALVES Mrs Fig. W-30 M-6 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY^ VARIES 5' 111 1 1 1 5' 1 1 F V WATER SEWER 3 p o p rc £ LOCATION OF EITHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS, WATER OR SEWER ONLY - BD' MINIMUM WATER &SEWER 30' MINIMUM M SEE PART 3, PARAGRAPH DI SEPARATION OF WATER & SEWER SYSTEMS, UTILITIES CROSSING A WATER DR SEWER EASEMENT SHOULD BE AT 90- TO THE RIGHT OF WAY, UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG. W-1 TD-I GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL "gp"MOOR �• INITIAL BACKFILL241 * 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 CONDI1ION a I INITIAL BACKFILL a I UNSTABLE 6" W 6' e' SOIL 1 • MIN. MIN MIN " #68 STONE 'i-`--• GRANULAR FILL AS •. '' • '<< • APPROVED BY ACSA ST CK' z 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 SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. FEE CU.YD• BEND L H T L H T 90 2.50 250 3.01 0.24 4• & 6• 45 2.00 2.25 2.60 0.15 20D 2.25 2.5D 0.15 221/2 1.50 200 2.52 0.10 11 1/4 1.50 200 2.50 0.10 90 3.86 3.16 3.21 0.48 46 266 2.66 2.77 0.26 8" 221/2 1.66 Z15 2.69 0.13 3.16 2.91 2.68 0.32 11 1/4 1.66 2.16 2.67 0.13 90 4.83 3.83 3.42 0.83 10" & 1Y 45 3.33 3.58 2.95 0.43 3.83 4.00 2B3 0.52 22 1/2 2.33 2.58 2.86 0.24 11 1/4 1.83 2.33 2.84 0.18 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION. CHANGES SIZE. DEAD ENDS AND AT VALVES. 2. USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4, THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS NTS FIG. W-3 TD-3 > rryaD D. Cichocki �z lac. No. 53741 a� (/1o3Cn M E 0 O o N N N > E w a E Q LL o 3 LL w 0 m ti Q j U m z w j - Lri O F-1 d W O N v z 1- y ck� H U X < W 6N uJ o Q D zr O ti n= C N z Z = V > O U.1 c Rn n 00 N > Q N M Lu U W J � H � O W u a o a� Q O 0 ` o 0 w F_ N N S Q N U N a z O u DATE > 111812021 O } DRAWN BY C. GAYNER • DESIGNED BY • C. GAYNER • CHECKED BY B. CICHOCKI • • SCALE N.A. � �JJ l� 06 O l� 0 T� V , U O> J_ W J lY a W J� Lu 0��(( TI Q W w� O W LL L / - O ` u Z 0 0 O O T� i 0 V / IOB NO. 47036 SHEET NO. C1.3 L OF SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLEAND ^1�111 rJSa�i NO INVERT ELEVATION RTHE SERVICE E RAL IS THE TOP (CROWN) OF THSERVICE INDICATED . NOTE, MIN. 60' DIAMETER MANHOLE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE REQUIRED /�jL �H' TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED 1SC➢8D D. C1CI)oCIII TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL m . DROP MANHOLE PVC CROSS FA ? lie. No. 53741 BE CONNECTED USING A PIPE SADDLE. 2. USE APPROVED FLEXIBLE RUBBER a BOOT. „d �p� 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% Q PER FOOT (L� (1/4" ) y+ 3000 PSI CONC. BASE SIONAL F ROADWAY IR 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2'_ MIN s 4' DIAMETER OF 4". STOP COUPLING STOP COL) BENCH SLOPED TO FLOW �I%S(p S. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER � 27' CHANNEL 1/4" 1' MIN OF 3 FEET. DROP PIPE PIPE STRAPS �;. f- SALT TREATED " ,° (STAIN LESS STEEL) k-:'_ p SPACED EVERY .•-' 2' VERTICALLY �< ,� - 1 " A+1 E O c FINISHED GROUND MARKER < a 90' RESTRAINED BEND �'•�a�` '•'.","'" ��"` 1 BRANCH a = PAVEMENT In INFLUENT 12„ ~- -" 1 1 > E 0 ., °. ." • PIPE // - S ° MAIN ` cJ y, 3 42' MIN. I 4e• 4.s•••" .s. °.. SEWER PIPE - 1t 4 ` 2„ Q� 3 W 0 COATED STEEL BAND OR STAINLESS 0,25' MIN. THICKNESS STEEL CASING 6NSULATORs PLAN 'a w� O L 42' MIN. STEEL CASING I 112" aDSFILL W Q�Um z ten` BOTH PLUG END OF PROFILE n wJy-n af O d I SECTION SERVICE LATERAL MAIN LINE445 MIN. 6' BEDDING WITH NO. 68 STONE W .~a. 1.HEIGHTOFTHEVERTICALDROPPIPEWILLBEDETERMINEDBYTHEACSA,BUTSHALLNOTBELESSTHANTWO FLEXIBLE CONNECTION N��' 2'-D'� 7' OR 8' 7' OR B' 2'-0', 2'-0 (z] FEEr. WITH STAINLESS STEEL ALL CONNECTIONS TO - p cn x a _j a u Lu r T T 2. VERTICAL DROP PIPE SHALL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO BAND EXISTING MANHOLES SHALL UCTILE IRON PIPE I 18' DR 20' JOINT OF D.I. I THE DROP FITTING WITH STANDARD GASKETIOMT. BE CORED AND A FLEXIBLE " U) = c N z Z (RESTRAINED JOINTS) 3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS S14ALL BE MADE OF CONNECTION BOOT _ ¢ O LIJ STAINLESSSTEEL. INSTALLED O rn Lf) NOTE: 1. STEEL CASING TO EXTEND TO BACK OF CURB, DITCH, SIDEWALK, ETC. OR A MINIMUM OF 5' BEYOND THE EDGE OF N iLL Q PAVEMENT. WHICHEVER IS GREATER. 4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT U 2. ENDS OF CASING CAN BE SEALED USING A PULL -ON END SEAL GASKET IN LIEU OF CONCRETE FILL. IN LINE WYE-TEE TO SPRING LINE OF MANHOLE INVERT. 3. MIDDLE SPACER SHALL BE PLACED AT THE CENTERPOINT OF PIPE JOINT. PLAN S. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT45 DEGREES, INTO THE FLOW. TYPICAL MANHOLE PLAN 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS. o WATER VARIES0. 7. MINIMUM 72" DIAMETER MANHOLE REQUIRED FOR A SINGLE 10" OR 12" DIAMETER DROP CONNECTION, OR SHOWING BRANCH TIE - I N TYPICAL STEEL SLEEVE INSTALLATION TWO8" DIAMETER DROP CONNECTIONS. W UNDER ROADWAYS Ln SEWER SERVICE LATERAL CONNECTION STANDARD INTERNAL DROP CONNECTION NTS o uj N.T.S N.T.S. N.T.S. FIG. W-10 FIG. S-I-B (D O Q_ Q FIG. S-2 FIG. S-1-C2 OL TD-33 TD-30 TD-27 = H w O NO w � N N S Q N U 's N FRAME & COVER �E O DATE r E ;A FRAME & COVER (SEE FIG. S-I-D,E) V) REMAINING BACKFlLL SHALL y#� > E 6 �E B g ^� SEE FIG. S-I-D, E STREET SURFACE OR STREET SURFACE OR j O 1/18/2021 NOT CONTAIN ROCK MATERIAL g _SI g NON -PAVED AREA NON -PAVED AREA } 36"MIN LARGER THAN 5" IN ANY �a SLOPED AREA SLOPED AREA DRAWN BY DIMENSION EB vo m u ,'' "• ' 24'MI .. l'-D" 2_0"RUBBERCAST PORTED STEEL STEPS C. GAYNER IN11AL BACKFlLL* 1 MAX e ;•' 1'-0" MAX 8"MIN (6" LIFTS) EMBEDMENT * THOROUGHLY COMPACTED BY HAND OR APPROVED SPRING LINE MECHANICAL TAMPER OF PIPE O _ _ z -L E gx E $ E o $ E� F S N w � PRECAST REINFORCED CONCRETE SECTIONS WITH 00" RING SEALS e OR APPROVED EQUAL 2-O" • DESIGNED BY C. GAYNER HAUNCHING w 6L° Ep m RUBBER COATED STEEL 3'-0" MIN CHECKED BY NO. 68 STONE - - �s Vb o o o 3'-0" MIN THE DROP CONNECTION SHALL BE STEPS CAST IN PLACE •• BEDDING 6" max 4" min s.. 41 'v°• g E 6 -69 �$ DUCTILE IRON PIPE ((CLASS 50)) e � 5" BACKFlLLED IN 6" LAYERS ANO PRECAST REINFORCED • FOUNDATION (SHALL BE REQUIRED E E E COMPACTED BY HAND TAMPERS OR 12 MIN BACKFlLLED NTH SELF -COMPACTING CONCRETE SECTIONS 12 MIN 0" RING SEALS 16" MAX B. CICHOCKI E WHEN SOIL E E 18" MAX STONE. MINIMUM ELEVATION • CONDITIONS ARE UNSTABLE € c)0 i, ALL PIPE) 5" DIFFERENCE ACROSS M.H. 5" 4'-0" kE he MINIMUM ELEVATION DIFFERENCE 12"MIN 12"MIN FROM INLET TO OUTLET �p� �� ,• ACROSS M.H. FROM INLET TO VARIE SHALL BE 0.20 FEET. OUTLET SHALL BE 0.20 FEET CONCRETE VARIES A FILLETED INVERT FOR A SMOOTH DEPTH OF FLOW FILLETS CHANNEL TO BE • Q N . TRANSITION OF FLOW BETWEEN 3/4 DIAMETER OF� NOTE : 1.OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE O INLET & OULET PIPE SHALL BE • f 4 pflomoED. t2 �, d: ;. ::.'.:a CONTRIBUTING SEWER. TT 4 °• 12" TI BACKFlLLED ENTIRELY WITH NO. 21A FT A FILLETED INVERT FOR A SMOG •�e J STONE. 3/4 1-1 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED z DIA of LARGEST 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 STONE SHALL BE PROVIDED' 49 A.-. A", "., F E. E E g E o MIN. 6" BEDDING N1TH N0. 68 STONE PROVIDED. 6" BEDDING MIN 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" �6 A� 'sP NOTES: NOTE : W/ NO. 88 STONE 06 BEDDING OF N0. 68 STONE A� 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE O OI t 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 , ^ NTS FIG S-I-D N.T.S FIG. S-3 TD-31 NTS FIG. S-I-A FIG. S-I-C � TD-34 ( , TD-25 TD_Y6 � V O vJ PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE Q WITH PART V, SECTION G OF THESE SPECIFICATIONS, i J W J� SLOPED AREA RUBBER COALED STEEL STEPS ': •. W CAST IN PLACE FRAME & COVER �' • 4 ' Q (4) 1• eK Ixlm 1 1n• ox 32 P pwm.6 w 27 7/2' DW 0 °°LT [BB9mm] [3emml T 7[ 1/4• oe SEE FIG. S-I-D, E��: PRECAST REINFORCED CONCRETE ' SET DOGHOUSE BASE•+,;,; •" EXISTING SANITARY ON CONCRETE BLOCKS , %. SEWER PIPE ' L1J LO Q I� [ea)mm] -� C17emm] I SECTIONS WITH O" RING SEALS OR APPROVED EQUAL 2'-0" 1'-0" MAX ,x - DOGHOUSE OPENING SHALL A' " BE PREFORMED BY . , MIN. 12" CLEARANCE MANUFACTURER OR - 'r ' BETWEEN EXISTING PIPE •• AND STONE BEDDING SAW CUT TO FIT PIPE Q (L O 06 U) > DIAMATER PLUS 6". U) Lu w �_ 2e 7/,6. ON� 6/e" C722.m7 Item.] A FITTING MAY BE REQUIRED y" WITH ACSA APPROVAL .� 12' THICK VDOT z Ul O 0 se• 2e• 0 [914mm] [6BOmm No. 68 STONE BEDDING 7 7/2' FRAMESEC710N 7 13/tg [3Bmm] a B"xB"x16" AND 4"z8"x16' � SOLID CONCRETE BLOCKS O Q (U z L20.m] mmelmup ictme �� B1s10 THE DROP CONNECTION SHALL BE 3'-0" MIN a DUCTILE IRON PIPE. (CLASS 500 CENTER W/RISER WALL (4 EACH) - DOGHOUSE MANHOLE BASE T li I BACKFlLLED IN 8" YERS AN [>sm.d NI A 3t/e" 1/2' I P' qY L79.m] (13mm]"1 3 13/15" a 22 13/16• COMPACTED BY HAND TAMPERS OR 5" BACKFlLLED WITH SELF -COMPACTING STONE. , ii,iiii,ii, „ii, „..... „ , „ ,ii,iu,iiii,,ii,nii,ii,ii,nini..... i,ii, MANHOLE ABOVE FILL DOGHOUSE OPENING 2 1/6' (�7'm] BASE SHALL AROUND EXISTING PIPE I54mm (97mm] 1 3/e' 8325 a t7 16' 135MMI 9/16' 0.0. OF 61O GROOVE ON, Ems (17, [74mm] SECTION VIEW 1/4" (G..) DIA 16 MAX MINIMUM ELEVATION DIFFERENCE ACROSS M.H. FROM INLET TO 5" e e OUTLET SHALL BE 0.20 FEET BE CONSTRUCTED AS SHOWN ON FIGURE S-1-A WITH 3,000 PSI CONCRETE OR NON -SHRINKING GROUT Q � r NEOPRENE GASKET 12'MIN 12"MIN A FILLETED INVERT FOR A SMOOTH (2) W 1/1e x a/e x 1 1/2 $ FL (0 mf® 1800, t s e• m1BBD1 P1RTF 00B81096 E W rc.mwe [emm / La) eLr fW11 s/a-,1M 1/x s5 VARIE TRANSITION OF FLOW BETWEEN INLET & OULET PIPE SHALL BE ALLOW CONCRETE WRAP EXISTING PIPE WITH O II 2400 -11-- (41mm wm/ Dwetzso ( 1/2' 5/8 ID 1M W � 1 1/9' DIA. STANLE59 STEEL RpD ..• PROVIDED. " �� TO FLOW A MIN. l'-0' BEYOND BASE NEOPRENE GASKET MATERIAL O P VIEW (2Bmm) OIA B� 113M 'e3 P�jRA/�Iewama � � FITTING DIMENSION VARIES WITH SLOPE. OF STRUCTURE BEFORE FILLING THE OPENING PIGf®AR a IACKLUG HOLE DETAIL NOTES NOTES. Nur 08 s/e-n m xnAt PAR/ 0098f484 , •� ' ' 12" ., ; h: i' ;. ..' :.' p ;.. NEOPRENE SECURED BY 2 NON - STRAPS, 1 ON EACH SIDE OF OPENING t. ALL NNMNOIS4 MD9N YEAR FIAOD0VMR Oft LOCATE➢ W AREAS SUB.ECT TO FLOODING SHNL HAVE WATFA7IGXT FRAME A COMER 2 ALIEANADYE 0®GN FOR WATER11S11T CDVEItS t211 BE CDMNDEROt. C?) NUT X%,NN S/9-11 2N RT S CO9ER5 SRNL BE FDIEp TO FRMffS M1H LOCNNO WGS OR SWUM ASSEMBLY. PAS+ =01P4B 3/4 DIA OF LARGEST TYPICAL WATERTIGHT 183SR `°`` 1s PIPE IN MANHOLE 72" MIN. CAST -IN PLACE 3,000 PSI CONCRETE BASE ASSEMBLY MANHOLE FRAME &COVER LOCK LUG ASSEMBLY MIN. 6" BEDDING WITH NO. 68 STONE FOUNDATION SECTION VIEW N.T.S FIGS-I-E NOTES: 1, BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE .111.11 ii.iiui.na.iiu. n.nu. n,nn.. ..nnn n i i.ini. 11. n. 11 n 1. n..I nn.inninin iu.inini, I NOTES: 1 TO-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" ' ^ 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 LOB NO. WITH STEEP INCOMING SLOPE SHOWING "DOGHOUSE" INSTALLATION 47036 NTS N.T.S FIG. S-1-CI FIG. S-1-Al SHEET NO. C l A TD-29 TD_28 L LEGEND � \ LEGEND O REMOVE EXISTING VEGETATION STEEP SLOPES -MANAGED STEEP SLOPES -PRESERVED MILL&OVERLAY / EXISTING INTERMEDIATE CONTOUR — EXISTING INDEX CONTOUR o .'� �'\�\ i)'� l'^\ \`\\---- - - - -'/ EXISTING EDGE OF PAVEMENT _ — EX. EP— — _ EXISTING CURB AND GUTTER EX. C&G PROPOSED CURB AND GUTTER EX. 15" RCP EXISTING STORM SEWER EXISTING SANITARY SEWERrl - O 3AN� EXISTING WATERLINE ---W-- / i'/�� // _ __---__-- // / / _ll�! /%\\\\\\�� DAM INUNDATION BREAK ZONE FEMA EFFECTIVEZONEA FLOODPLAIN o o o o o o o o o o \I`\` FLOODWAY 100-YEAR FLOODPLAIN o 0 0 0 0 0 0 FEMA100 500-YEAR FLOODPLAIN o 0 0 0 0 0 0 FEMA500 STREAM BUFFER EXISTING TREE DRIP LINE EXISTING TREE 15' OAK / r / / / / / / / / , / , ' - - - °°° / /' /// /// /,'/ /,'//' / I _II / / 1i / �J // // ; — — — —I— — — — — — — — —— \\\\\ \ \\ \ \\\\\\ If --_— ` ///�� / / 0°Q\� O i—i // l\ I \°� 1 / ,'/////'/'_ _—''/ �I� /—f r' °Ile ___ yy tf.5'PI9ESCRIPTIVE,' / J/��z�-=r-I"—z_/r rl�� ' / ' ' l ' / / / I I ' I / / 1 / 1 / / l I / ' I I I I / I l I I IL �' ' r—> / IY / , / I / �Iy ' / 1 I I I ' I I I I / I I 1 \ / / / / / I I / \ I I -A----- -F------------- — -EASEM �— / / /OLDLYINCHBURG%20A0 I I 1 a - - - i - F - ----- -- -t ---1 ---T-- -- I to \\ / / / / / , J / / L ' _' _, I N------------------ t----- ----- 7 I 1 0�1------ 1 I-------- i I I 1 I I I L UNNAk4ED TR/B \ o \ / / I IT / I �TATL RO�1TE �31 I 1 t_ _ t - - - - 1 \ I I I I I 1 1 \ \ I --- > i ` / / I / / I \ - - - - 1 - \ \ I I 1 0.Q2' ---- 1 O L Y --- -- b- - 77{RY o \ \ I \ / / , / / / / / ! 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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 30 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4. 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 C3.2 - C3.4) 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 C3.5 - C3.7) 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. 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 MIN, T WI SPILLWAY CREST OF EMERGENCY T WITHOUT SPILLWAY Drainage Area (acres) 3.51 DESIGN HIGH WATER Basin Volumes: (as-YR. STORM ELEV.) Elevation (ft) Contour Area (so Volume (cy) D.S. 438 1415 - - MW t.D 441 2881 238.7 RISER CREST DRY STORAGE DEWATERING 442 3421 116.7 CE`^CE 444 4575 296.1 wE sroRAGE Wet Storage Wet Storage Required (cy) (67'DA) 235.2 Dewatering Orifice Elevation (ft) 441.0 Wet Storage Provided at this Elevation (cy) 238.7 Available Volume Before Cleanout (cy) (34'DP 119.3 Cleanout Elevation (ft) 440.00 Distance from Cleanout to Orifice (ft) (> V) 1.0 Dry Storage: Dry Storage Required (cy) (67'DA) 235.2 Riser Crest Elevation (ft) 444.0 Dry Storage Provided at this Elevation (cy) 296.1 Diameter of Dewatering Orifice (in) 3.0 Diameter of Flexible Tubing (in) (Orifice+2") 5.0 Runoff.. (See Routing in Calc. Book) C (Use 0.45 for Bare Earth) 0.45 Tc (min) 5 1 2yr 3.69 Qp 2yr 5.8 1 25yr 6.85 Q 25yr 10.8 Principle Spillway: Available Head (ft) 1.0 Diameter Riser (in) 21 Diameter Trash Rack (in) 30 Barrel Length (ft) 69 Diameter of Barrel (in) 18 Barrel Inv. In Elevation (ft) 440.69 Barrel Inv. Out Elevation (ft) 440.00 SEDIMENT BASIN 1 No Scale SEDIMENT CLEANDLR POINT (• WET • STORAGE REDUCED TO 34 C.Y./ ACRE) Design High Water 445.0 Top of Dam (ft) 447.0 Top Width of Dam (ft) 6.0 Bottom of Basin (ft) 438.0 Approx. Bottom Dimensions: 112' x 56 Upstream Face Slope: 2:1 Downstream Face Slope: 2:1 Baffles: No Length of Flow, L (ft) 135 Effective Width, We (ft) 60 L / We (Baffles required if < 2) 2.3 Collars: No Depth of Water at Spillway Crest (ft) 0 Slope of Upstream Face (Z1) 0 Slope of Barrel (Sb) 0 Length of Barrel in Saturated Zone (Ls) 0 Number Collars Required 0 Dimension of Collars N/A Emergency Spillway: No Bottom Width (ft) 0 Slope of Exit Channel (ft/100ft) 0 Length of Exit Channel (ft) 0 Crest of Spillway (ft) 0 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: IS Sediment Trap #1 design drainage area (acres) (<3) trap volumes: elevation (ft) 477 478 479 480 481 482 storage 1.28 wow CREST OF STONE WEIR area (so volume(cy) ORCUND ELEV. 523 696 22.6 DRY STORAGE 893 29.4 1113 37.1 1357 45.7 WET STORAGE 1625 55.2 (EFCAVATE)> 190.1 •SEE PLATE 3.13-1 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 SEDIMENT TRAP 1 No Scale Sediment Trap # 2 design drainage area (acres) (<3) 2.41 trap volumes: elevation (ft) area (so volume(cy) 424 957 426 1506 91.2 427.25 1900 78.8 428 2155 56.3 429.25 2518 108.2 334.6 wet storage wet storage required (cy) (67'DA) 161.5 bottom of stone weir (ft) 427.25 wet storage provided at this elevation (cy) 170.1 slope of wet storage sides 2:1 dry storage: dry storage required (cy) (67'DA) 161.5 crest of stone weir 429.3 dry storage provided at this elevation (cy) 164.5 slope of dry storage sides 21 SEDIMENT TRAP 2 No Scale 1' vARMBIF 1 VARM F E' HAS. 1 FILTER CLOTH COARSE ALLTEGTE MASS I RRRLP "coarse aggregate shall be V DOT #3, #357 of #5 weir length (ft) (6xDA) 7.7 bottom of trap elevation (ft) 477 bottom trap dimensions: 26'X22' top of dam elevation (ft) 483.0 top width of dam (ft) 4.5' top trap dimensions 49'X43' ORC GROUND am. -SEE RATE 3.13-1 ,' YARMIRE CREST OF STONE WEIR I Maur r I DRY STORAGE WET STORAGE (E%C"NED) 1.0. MDc , v ,PA1EI1 CLOTH G ROLIND an. CORE AD(7EGRTE� CLAM E RPRAP "coarse aggregate shall be VDOT #3, #357 of #5 weir length (ft) (6xDA) 14.5 bottom of trap elevation (ft) 424 bottom trap dimensions: 46'x27' top of dam elevation (ft) 430.3 top width of dam (ft) 4.5 top trap dimensions 74'x53' ov- % 1/ L irryan D. Cichocki lac. No. 53741 -711(olU 91 3& ^� E 0 o N � N C > E W a E H_ LU U w LL 3 <tj 3 0 LL 0 w O `6 [C W L M Q� J U 00 W J -N .. rn co LU U (� W W 0 3)X LL 0 a = 7 U-) _ N Fv> c EO1 N W M a� o w LMI z O a_ U U rn LU O LU U) w V O a 2 U) atu O CQ 3 � Lu 0 DATE 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE N.A. 111 11HH-1 06 O 1� Q TT� w (V ,, 0 V / W w U OQ ° _j m w _1O w co r-I Q O LL W F- z Z 0 LLI O U ^2 Q I..f_ W 0 06 O z O ° C. = w D �O V/ JOB NO. 47036 SHEET NO. C3.0 0 m 3 a v=X o o no �z .20 _ 2 0 2 Ew C, C,N EL 0 0 3 Tn z„ 0 2 a 2 o r �3 a dm 2 Y X d. dh m = 1, 8 E `o 8� o � RIM °a o 2 0.2 M RI C M„ 0 0 C 0 nE c E L TH PIPE OUTLET CONDITIONS 70' MIN. 5:1 EXISTING A 3' PAVEMENT ! irryan D. Cichocki '_Z A A .. _ - 6" M FILTER q MOUNTABLE BERM lac. No. 53741 CLOTH (OPTIONAL) SIDE ELEVATION -71 �0 /�O EXISTINGGROUND SSIONAL Gti 3do do 70' MIN. ��(.�t�o 71 3& PIPE OUTLET TO FLAT WASHRACK T 1p' MIN. B OPTIONAL AREA WITH NO M E DEFINED CHANNEL PLAN VIEW 10 EXISTING 12' MIN.* MIN. 0 0 IN PAVEMENT ^I c ¢ 0 VDOT#1 COARSE AGGREGATE B POSITIVE } 10' MIN. DRAINAGE TO L > E w ai E La *MUST EXTEND FULL WIDTH OF SEDIMENT � U w 3 INGRESS AND EGRESS OPERATION TRAPPING DEVICE ¢ ri oILL 3 0 o�y PLAN VIEW w W L Td 12' MIN. ¢�-VOo o ry Z i� o n 0 a 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO 3"MIN. Z f Bw TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED 3"MIN. p x POSTS. �I 6' MAX CLOTH FOR ENTIRE PERIMETER FILTER CLOTH SECTION A -A o < LL 0ry p Z 2 i �S =vat O Iu 3do (MIN.) q 00 FLOWN- - 11 Till 1lll l II '- ~ O — 4" do REINFORCED CONCRETE DRAIN SPACE U PIPE OUTLET TO SECTION B-B W vi WELL DEFINED CHANNEL CE 3.02 O tu 3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE PLAN VIEW O ¢O STONE CONSTRUCTION ENTRANCE STONE AND EXTEND IT INTO EXCAVATED SOIL. TTHE WIRE HE TRENCH. 0CL No Scale F La FLOW ..=1111i11 -III_ 0%— ¢ �n d o _-' �-m" ,.,lljllllilll= SECTION A -A GRAVEL ET CURB I SEDIMENT FILTER vl > DATE FILTER KEY IN 6"-9"; RECOMMENDED 1/18/2021 CLOTH FOR ENTIRE PERIMETER p DRAWN BY _ } EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. NOTES: O C. GAYNER TABLE 3.31-B ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" FILTER FABRIC - WIRE- 1=III=III — 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. \ � / / • • DESIGNED BY C. GAYNER 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 PLANTING DATES SPECIES RATE (LBS./ACRE) �/ • CHECKED BY SF 3.05-1 INCHES. SEPT. 1 -FEB. 15 50/50 MIX OF : • B. CICHOCKI oP 3.18-1 ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) 12" GRAVEL FILTER • SCALE N.A. SILT FENCE (WITH WIRE SUPPORT) No Scale & 50-100 RUNOFF WATER WIRE MESH OUTLET PROTECTION CEREAL (WINTER) RYE FILTERED WATER • (SECALE CEREALE) No Scale 4s • FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100 (LOLIUM MULTI-FLORUM)J Tr T El 1--I ElEl I I I I I I I I I I MAY 1 - AUG. 31 GERMAN MILLET 50 (SETARIA ITALICA) SEDIMENT �.' "-°; CONCRETE • M 06 1—I �I �I 1—I �I �"' GUTTER TO HAVE 2 COMPACTED SOIL STANDARD STANDARD O O CURB INLET 12 STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCEATTACHEDTOPOSTS(PRE-WEATHERED WOOD, GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST UP , , MATTING ON UPHILL 18"MIN. SIDE I I FLOW GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. O J Q MPORARY SEEDING PLANT MATERIALS ZS ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO 40"GREATER GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL 1� O O O O SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO \ Lu W cale CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE FENCE AS A TREE PROTECTION FENCE. TP NO SCALE — OR DAMAGE TO ADJACENT STRUCTURES AND CAUSE UNPROTECTED AREAS. T V • Q 06 3 38 4.5' MIN. TABLE 3.32-C IP 3.07- 6 CD 3.09-1 DD CIND SITE SPECIFIC SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN AREA w PROTECTION STORMWATER INLET PROTECTION U 0 No Scale TOTAL LBS. PER ACRE No Scale 99 Q TEMPORARY DIVERSION DIKE MINIMUM CARE LAWN O Z Q No Scale COMMERCIAL OR RESIDENTIAL 200-250 LBS. > J KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% IMPROVED PERENNIAL RYEGRASS ` 0-10% o KENTUCKY BLUEGRASS 0-10 /o SILT FENCE DROP INLET PROTECTION SILT FENCE CULVERT INLET PROTECTION HIGH MAINTENANCE LAWN 2 X WOOD DROP INLET WITH FRAMEE ' ILL! _ Z ENDWALL m /.l r MINIMUM OF THREE (3) UP TO FIVE (5) VARIETIES OF BLUEGRASS FROM P TI Q O APPROVED LIST FOR USE IN VIRGINIA. 125 LBS. 1 5' r �FRAME " TOE OF FILL CULVERT -� M N. L A A 3c4n1a BHSt MAX. - — -�_ ' ' ' p W 2 0 PROFILE', GENERAL SLOPE (3:1 OR LESS) - Z KENTUCKY 31 FESCUE 128 LBS. 3' v J w LL .I anv r -ID RED TOP GRASS 2 LBS. SEASONAL NURSE CROP " 20 LBS. 150 LBS. MIN. �^ GATHER �- EXCESS — ^ AT U U Q u Q a - IF r .:a LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) CORNERS W TOE OF - n y L 7P! = ' KENTUCKY 31 FESCUE 108 LBS. RED TOP GRASS 2 LBS. PERSPECTIVE VIEWS C%� FILL SILT FENCE DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD a . s, ,,. t `xt L SEASONAL NURSE CROP " 20 LBS. CROWNVETCH "` 20 LBS. 150 LBS. Z FLOW EMBANKMENT "OPTIONAL STONE COMBINATION '- ' - I IRAIN Gt__0 t r v r Q P ` * PERENNIAL RYEGRASS WILL GERMINATE FASTER AND AT LOWER SOIL STAKE �' FABRIC O ( 5 TEMPERATURES THAN FESCUE, THEREBY PROVIDING COVER AND '� Iql MIN. M 1� 1.5 _ PLAN EROSION RESISTANCE FOR SEEDBED. /); lcr " USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: DETAIL A FLOW 2.5' % MARCH, APRIL THROUGH MAY 15TH .............................. ANNUAL RYE MAY 16TH THROUGH AUGUST 15TH......................... FOXTAIL MILLET AUGUST 16TH THROUGH SEPTEMBER, OCTOBER...... ANNUAL RYE ELEVATION OF STAKE AND FABRIC ORIENTATION O Cs :`li 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 FLOWMUST 4A utumutune of inch mint he uiatalled a ululutche } ' BE PROPERLY INOCULATED. WEEPING LLVEGRASS MAY ALSO BE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE IS EXPECTED smp� l�u a tel offlia equatebauco hukff� ah e suppl uh a t� h hu e n/th ., dcuuetel 01 }. utcile Sir adequate INCLUDED IN ANY SLOPE OR LOW -MAINTENANCE MIXTURE DURING TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. JOB No. 47036 CAP 3.08-1 O con tent plesstue AT, -ash «atel wwt he �mileil a�1ap front the enhance to all O ent lutart :'etttnl11ea tll hes oe shell, It �11I yC(InIICIlf ship be pi ficnn- O CE eutelm _hnmchlm , drtcltes ur lcaten ut_e� 3.02 WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. PS 3.32 O O IP 3.07-1 O O CULVERT INLET PROTECTION PAVED CONSTRUCTION ENTRANCE PERMANENT SEEDING MIX FOR PIEDMONT AREA STORM DRAIN INLET PROTECTION SHEET NO. C3.1 No Scale No Scale No Scale No Scale 0 m 0 3 a D 9 0 o X O Ez .2O o� c EE o a c m a0 0 xg O 3 Z m O 22 o r �3 o. d m 2 Y 8N X C 0.0 dh m = d `o E dM 06 a c �a 10 a 0 0.2 a c m m c o c � m c E F_ L EROSION CONTROL LEGEND RUN / °o \ I \ \ / / / / / ,\ \ — — — — — — — \ — — * / o' IWO BUFFER LIMITS OF CLEARING AND GRADING d I \ �\ / ' / / TP GP — / / irr an D. Cichocki Z SOIL TYPE BOUNDARY I o0 I \\ \ / / / \ \ \ 1 '� �GP GP P / L CE CONSTRUCTION ENTRANCE 3.02 I o/ / / \ / / \ / \ \ i / , / / / / / , , / SOIL/TYPE: '\ / //` r/ ' / ' / Isc. No53741 / �+ I / // / C)HP— T OHP OP O1IP= — -71 SF X X SILT FENCE 3.05 \ o, 86B /' / I ,' 1 d /,6H ' j — / `OHP�— , S ' ' ^ / / / / / ' - �p 1Sti \ L OHP— _ OHP j / / / / ' ' / / ♦ IP ® INLET PROTECTION 3.07 I , , ' / / /\/ \ \ I / ' / / ,� ' \' ' ' ' TP / ' o / , , \ I ' / \ , / ' UNDISTURBED PRESERVED TREES .H CIP ® CULVERT INLET PROTECTION 3.08 \ / \ \ ' ' { / ' ' / / ' / ' ' / / _ ^ ' _ >r _ DD DIVERSION DIKE 3.09 , 1 / / / ___ /-_---__ -f- \ ' / /' / / / ' ' ¢ o I I EX24/'HDPEAPP/70X LO� - / \ \ / ' /' SEDIM)<NT TRAP 2 / TP OST SEDIMENT TRAP 3.13 \ /' jL / / / / i / \ CIP / \ wo ' 2.4.1'AC DRAINAGE AREA / ' / ' _ E �p 0 8 / / / / / / \ / `TOTAL STQR AGE REQUIRED: 322.9 CY ' /dl - - _ _ v w 3 II0 0 , / // / / / / / % ,' TOTALS`TORAGE ROVIDED: 334-6 CY / ¢ u. LL o 3 SB SEDIMENT BASIN 3.14 �0 4 0 / ' ,' // / / / / / / \ \ \\ 1 \ \ \ \ \ / TOP OF TRAP,-- 430.25 / / ✓ / - - ' _ W L M / SQIL'TYPE ® I ' ' / / \ \ \ A / 27 two°, 0 OP OUTLET PROTECTION 3.18 or o / / j / / / / / ♦ \ \ \ Yv N N o > o ry OTS oo, I T FE�AEFFECTIVE '' // /�� / / // ,///// /r \\\\ \�� w� /'//'// DD / /'// SB zFl V TEMPORARY SEEDING 3.31 ° / m ZONEA / / / /' l 3 a6 \ \ \ / , / ' / ' - _ _ - - - - 3 O V) ¢ In p , Lu 0 a , RZ OODPLA/N / , / ' / / \ \ \ \ \ o / / / / / _ o < 0 0 O I S - - �v PS PERMANENT SEEDING 3.32 0 0 / , / / \ \ I � � / � = ry z 2 o p I / , ,� / / // / \ \ \\\ ST2 / \ \\\\ \\ \ 1 \ r / DD Fva� O w OI / o I / / ,// / ' \ \ \ \ \\ \ \ l �'' — emu, V MU MULCHING 3.35 0 0 TP k♦ / \\\ - \ \ \ \ \ \\ \ \ \ \ \ / / / / ' N ry w O TP TP TREE PROTECTION 3.38 / $ /' ° ' '/ / / / / / r \ \ \ ' / _ 0 SF DC 00 DUST CONTROL 3.39 / °/ ni / / / /♦ / ' / ' p0' a r� /r '// �/ // '/ * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER / o' / ' / ' g0 �►♦/ ' ' ' ' / L> \ \ \ \ \ \ \ \ \ \` \ \ \ / ' / / _ - ' _ - - O g W (UNDE7 EW , \ / / /a0 1 / / / \ \ \ / \ \ \ \\\ \ \ \ 1 / \ (D O 0411 / / ° / / EASE ♦ / / // / / / / / \\\\\\/ \\ \\ \\ \\ \\ \ \ / _ F 0", 0 0 r / / ♦ / / DD / / / / I \ \ / _ \ 0 / / / \ \ \\\\ \ \ m Q N� o� / / o / / / / ��/ , / i / / / _-- /�/jam / / / / I \ \ \� \\ \ \ / \ \ \\ \ \�\\\ \\ / �^ TS DC I r \ 'o MANAGED / p o , / / / r / r , � � � _ \ / / / I I I \\ \ \\ \ \ \�\ / _ - EP SLOP o / - - - \ \ \ / \ \ \ \ _ _ \ ES /' //� / r // / / I \\ \ \\\\ // \ \\ \\ �\\\\ \\\ I\ �_ DATE \ 00° / o / pd� / i / / // /' r ' / r '// ' / \ \ y, / / / l I /\ \\\\\\\\ ' \\ \ \ \\\ \\ \ / _ ---' > 1182021 (TYPICAL \ cfi / / ♦ / r , \ I I \ \ \ \ / \ \ \\ \ \ \ \ DD z It oo j p / ,op , ,' / / / \ _.- \ /' / I I I / /"' "\ \\ \\\� ��\\\\ f f __ DRAWN BY /moo /o° / a /' , / p , /' / ' / — —\> \\\\�\\\\\\��\\ \ ' C.GAYNER p / / o / / / , / / , / / / \ \ / I I \ \\ \ \\ \ \ \\ \\ \ \ \ \ \ l _ _ _ DESIGNED BY I 0 / o / / / / , /// ,r/ / r/ / / // // // / __ _ \ \ \\ \\\ , t / / / / / I I I I f \ \\\\\ \\\\\\ \ \\ \ I • C. GAYNER 0 �0 / C / / / r / / / / / / / / / / / _ - \ \ \ \ \ \ \ \� \ \ \ \ \ \\ \ \ \ \ \ \ \ ( / CHECKED BY / / / / / / I I \\ \\ \ O / d / --- \ / / / / I I �� 0 / o / a / / / / 1 ,' ,' / / /' /' / ,' ' ' ,' AAA ' _ \ \ I f� _ �� \\ \\\� \\\\ \�\ \ /o / �o / Oj�Y // // / / \ / / ' / / ,' /' / / /' /' -- \\ \\ \ \ / / / (--'> \ \\\ \\\\\ \� \� � \ \\ \ • B. CICHOCKI SCALE / / / \_ \ \ \ \ \ \ \ \ \ \ \ / / / / Op/ / o°/ //' oo/ dui Opp. / o p , o / / /' / / / / / / / / , / ,' , r , / ' / , ,' / / _ \ o/ '/ 0° // / /' // / ' / / /// ' ' �' r / '/ TS DC / ,' , / - --' - \\\\ \ \ \\\ \ I 1 \ / I I I l I I I / -_--� ----- TI / r / / , / / I I l TP / JL 06 p W o / I / / / / / / / / / / ' / / / / / / _ \ IP \ \ IP I vJ / p /`T� 450 SF DD / , r / , / , / //� / /' / / ,_- ----- \ \ \ 1 1 ` z aza.so' ,' / ,' 4% / / ' WASH RACK & TRAP , \ _ , / \ \ \ \ \ \ \ V . o _ _� — — — — , \ . '� / r \ \ \ \ \ \ J w` J > 428.73' ' / Y / /' /' / / ' // CiE 4$ IP �\ /' \°\\ °\\\ \ \ vv0 1 ;_> o Q Z 431.50' ,' ,' // ,' ` - - - - • � a 4129.2�' ,' / // / / / , - - _ ` ° r . / \ \ °a.. \\ Q 31.60' / / / / // , / / / / /D I r /l \ \ \ (� \ O O / / RAIN4>GE DIVIDE I ` , / \uj \ \ \ \ _\ r W (TYP.) \ \ If I I aei° ao 1 I 11 II // TS DC / /I I y / a \ \ ° , _ — _ _ , \ \ \ \ \\ \\ \ \ \ \ \ \\ \L u Q 27.73 I \ \ \ 1 1 1 1 I 11 I I I I / I I - - - - - - - - _ _ _' - - - - - - - / ' \ \ \ \ \ \ \ \\ \ ^ � O 424.1�/' \ \ \, \ 1 , 1 I I , I 11 � .s.. \�/ _ '^ BW \ \ \\ \\ O`\ \ \ \ 1 1, I, 1 1 1 I . °.. / / \ - _ -' - - - - \ \ \ � \ ' / � I I 1 / I \ \ \ / \ 4$6.01' _ OPp(�1`� -- —— or BW Xx 44.83'\ \ \ \ \ � $� \ \\ \ \ , I / , , .. / \__ /, / ��\ — SOIL TYPES-- JOB NO. 47036 / I I 1 1 \ \\ \ \ \ \ \ \ • ° \ \ I I I v I I / % / SCALE 1"=20' \ / SHEET NO. -fig 1 1 \ \ \ \ \ \ \ .p.\� \ \\ \ \ II I 5 / I j l /'l Jl �k ///__ \\ \\ — KEY PLAN ;� �, 0' _/^qpC3.2 \ L \� - NTH CF 3b" CMP W/END SEC�_ION \ \ I I \ 1 \ \ \ \ \ l \ \ \ .lL �y INV. (INJ=442.\15 \ \ I I \ 11 \\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ s r irr an D. Cichocki 17Isc. No. 53741 � ' G / UGP P - _ -\_ — —t--- — \ \ \ Og9 �¢> -%/mmmISO w 'IIIII \ _--CIMITSOFI L—OH DISTURBANCFi= - Gi / / / / ' / SCALE V=20' ONA6HP— '— T OP �.97-ACFE$ �/ � /' �' / /CGOHP=—�—OHP \ — ` —/ /— ' ' ''__Ge_J"\0 20' 40' oKEY PLAN //��¢0 N UNDISTd3R EB D PRESERVED TREES H ' / ' / - ' , - _ _ - - ' TELE b�ULT E SF - / / - _ - H-W N a I -' // // / / ' / TP /' / / / ' (TYPI AL) / / / ' i _ _ _ - H_ U w 3 wo MAII / / / / / // // // // / /' w _ SOIL q , (D�D7� Lu / U) \ / / DID / / / / / / / ' / / c `/ / / / / / / / / / / ,/ / / / / // �' / Nry w O / �• l b , / l / I / / / , / i� / , / / / / , w ' DID SEDIMENT BASIN #1 3.51 AC DRAINAGE AREA a// h I / / // / / // /' //' // // /' /' / //-'' '' /' U _ _ _ - - \ - TOTAL STORAGE REQUIRED: 470.4 CY / / b p / / / / / / / / / / / / - ' ' / ' W TOTAL STORAGE PROVIDED: 534.8 CY / ' Vy b / / TOP OF DAM ELEVATION: 447.0 / I ? / / / / / / / / / / / / / / / / / - =O g W — _ — `— co / cp ' O p 3TSgDC ////w\\ ' ' / '� U 0 N� cO \� � // / I / /' ,// ,// / / �/' 0 DATE 111812021 O DRAWN BY DID ' I / II I 1 1 I 11 I I I I / � / l / , ' / C. GAYNER DESIGNED BY ------------- ,\ \ \\ \ \ \ _ _ _ — ' _ _ _ _ — — — — _ _ _ — — ` _ — / \ 1 1 1 I \ I I I / I I I I I I I/ b W^ / /' / /' / /' / • C. GAYNER > \\ \ \\��\\ \ \ \ \ \\ // _ _ ' ' _ _ _ ' _ — \ \ \ — — _ ' _ _ / / I I \ 11 11 1 1 I I I / / I I I I I h / / / / • CHECKED BY \ a \ B. CICHOCKI _ I I I / / / • • SCALE - - - - - - - - - I \\ \—\ J —1 \\\\�\\\ `�� \ �� \ \ _—''�— ---\_ \ \ / ) 1 1 \ \\ \ \ \ \ \ \ \ I I I I I / // // • N.A. _ \ / \ \ 1 1 \ \ \ \ \ \ \ \ I J CL 06 _ _ J_ 27B I1 I IP \ \ \ \ \ \ \ \ \ \ J > 0/�/ EROSION CONTROL LEGEND ` \ \ \ \ \ \ \ _ _ '� ,' , - I \I \\ \\ \\ \`\ \\\ \\\ \ \ Q Z LLJ li LIMITS OF CLEARING AND GRADING Q SOIL TYPE BOUNDARY / r \mod ` \ \ \ _ _ \ \ ' - - - / \ \ \ \ ` \ _ O Lij CE CONSTRUCTION ENTRANCE 3.02 \ \ -�' ^ _ _ \ \ \ - - _ - z C SF �c X SILT FENCE 3.05 \ I I �. - _ - _ _ _ _ - ``� U Lu IP � INLET PROTECTION 3.07 y_ 1 \ \ \ � /^ - - - Q \ \ � \ �a�� ' i � �l �,G,_�-•�_�' _ _ ; _ will\ p� CIP ® CULVERT INLET PROTECTION 3.08 ° \ / \ - _ _ _ - - a _ \ - - r_�. y, -> '' '� Y S Z DD DIVERSION DIKE 3.09 \ \ 1\ ` \ ° °. ; \ \ PV / / \ \ bo \ / / / / / - - ' - - ¢ _ ' ' - - d - - O O \ \ \ \ \ I I \� Q O O O a / HORIZON RO D I P - _ , - ' ' - 1 0 U) P POSED 61' l/ ST SEDIMENT TRAP 3.13 \ \ \\ \ v: °.\ ' \ \ \ / / �c— vv SB OTPIW SEDIMENT BASIN 3.14 OP OUTLET PROTECTION 3.18 TS TEMPORARY SEEDING 3.31 I \ \ \\ \ \ \ PS PERMANENT SEEDING 3.32 OMU MULCHING 3.35 JOB NO. TP ra TREE PROTECTION 3.38 1 DC DUST CONTROL 3.39 47036 \ \ \ \ I ? \ \ 11 111 / SHEET NO. * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER GT \ \ 11 I 1\ I 1 11 I // II I I I , ,� / — — — — — — / / / / / C3.3 L I I / / I I I I I I I I I I I I / I / I I \ I I 1 I ------------- r------------ a----------- I----------------------------------I---------------I-------------- i- - - - - -1 1 I I I I I, EROSION CONTROL LEGEND ' / I I F---------\--------t---------I--------I-------- r--------�-------- I 1 1 I ' I --------tl---------------------\------------11------------1---- ----1- {------- \`- , 11 I -----------I- ____ F \ - It 1• LIMITS OF CLEARING AND GRADING -------`--------- \ --- I ------ 1----------- �--- \ \I-- I 1 II I I I 11 II I I I \ \ 1 \ \ \ \ \\ I \ , \ \---------- - - r-------------------- a 1 \ I SOIL TYPE BOUNDARY /� L \ x 7-----------t---------------------------------- � ' \ \\ \� I I 1 � �an D. Cichocki 'Z \ ~ \ 1 \ \ \ 1 1 C- r--------1---------------------------------I---------------------1------------------- -----------------------\---------------- ------------------------------- V------------ ' \ O � \ \\ \ \ \ \ \ \ \\ I \\ 1 \ I 1 I \ \\ \ \ \ \ \ \ \ I I \ CE CONSTRUCTION ENTRANCE 3.02 lac. No. 53741 \ \ \ \ \ \ SILT FENCE 3.05 \ \ \ \ \ \ \ 1 \ \ \ \ \ \\ \ \ \\ \� \\ SF �� .rtb, - \ \ \ 1 \ EP \ \ \ \ SIONAL \j --------- -------------------------------- \ \ \ \ \ IP INLET PROTECTION 3.07 _ I \ r\ OHOHjl— _\ ---\ \\ \ \ \ \ a�\ ®CULVERT INLET PROTECTION 3.08 °HT u _phFi= -/ J \1 \ \ \ ' 1 / ' \ DD DIVERSION DIKE 3.09 ¢ o '- — - - _ I I ' 1 E _ _ _ �- 'JGP _ _ \ _ GP_, orl� '— = oHP— _ _ GP gT w SEDIMENT TRAP 3.13 > _ - - - _ 7E SEDIMENT BASIN 3.14 LL u ri Z i / /' DD �A86 OUTLET PROTECTION 3.18 a > co, ry P BHP �- ` C7 w (L_ TS TEMPORARY SEEDING 3.31 3 O V) x U) Lu / ' ' / / / / / - - / �/p / — — O PERMANENT SEEDING 3.32 _ v > O W OFEtER/CTELE&V L . LINES \ O TP TREE PROTECTION 3.38 o w 2 6 UFO DC DUST CONTROL 3.39 ST1 ' SEDIMENT TRAP-r /' /' // /r p' �\ _ vi ' 1.2a.AC-MAINAGE AREA / /' ' ' / H 2 to / / _ * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER p W 'TOTAL STORAGE REQUIRED: 171,5 CY ag / � / / / ti TOTAL STORAGE PROVIDED:A�0.1 CyCL DD // /// / / TOP OF TRAP=483 / / //' / // / // a\ 0 �a 06 U 0 �V SOIL TYPE: x' Z /o gDC DATE L%U> 111812021 21 / O DRAWN BY v. 0) C.GAYNER //\y. / / // / / / / / / / / / // / / / / , _ ' ' • DESIGNED BY DD / / / / / / / ' ' / / • C. GAYNER I / / X. • CHECKEDLo BY I I I / / / / / / / / / I /' / l / /' / / / 'w • B. CICHOCKI d� • • /� / // / I II I // �' � I I I /' / / �''/ SCALE a/ / / /' / I I I I / // // / •9 / I I ,.v� ,' / / N.A. CID co \\ 1 I I i / o I '/ I / • CL 06 \ \ , \ l 11 \I I I I I I I ' / ' I � a \ � I\ I ,/ j' I Q ° I / / • J \ I LrL^J VJ a- \ \ \ \ \ \ \ \ \ \ \ TRAP p - - - - - - WASH RACK \ \ \ 1 //��\ g92\ Q Z LLJ Q LL I I I J CE w 0 Z LJJ u Q LLJ ---------------- 06 —.— _. s IP Will sic SAN l /l \ \ Cn a aim w�- \ \ \ 1 I 1 \ \ / \ LL] HORIZON ROD IP _ _-' '� _ _ � �� ' / 1 \ � --___` __ _ \ \ \ P POSED 61' V OT R/I� / ' w� �co- \077-- S_ _ 492 \ o' 491\1 - a'3 JOB NO. 47036 SCALE 1"=20' SHEET NO. KEY PLAN o 2' 40' C3.4 L RUN / \ ` \ / ' / .' �� 1 ■ / I —----I-------- EROSION CONTROL LEGEND °� ` I \ / / / / �/ \ ■ ' _ \ _ / — — — — - — +— ' ' - / / ' m7� 0 T * / , o/ IWO BUFFER I\ \\ �� \ / I /'/ /// i/i \ / \\ ■fl --/ I /// /' / / /'/ 111 �l// LIMITS OF CLEARING AND GRADING SOIL TYPE BOUNDARY I oo I \ \ /' / / \ \ \ \\ ' —' s ' ' ' ■ / / j= UGP ' GP P !/ Z Id I \ �\ / / ' ' GP �rya / T P n D. Cichocki Z CE CONSTRUCTION ENTRANCE 3.02 I // / / �� / /' \� > / ' �I / �' ' , / ' ■ / / ' / lac. No. 53741 HP�— / — -7/I�O/N SF X X SILT FENCE 3.05 , I / / I /' I d / —s OH —�— , O' ' 0 1S` CIIPP ®® O/HPjI OHP— \ ' Mo`S`SIONA INLET PROTECTION 3.07 TP ° ° 40P UNDISTURBED PRESERVED TREES TELETV CULVERT INLET PROTECTION 3.08 o CIP L/NES E 0L L•'G DD DIVERSION DIKE 3.09 I , I '' '' - /----------f- C1P \ \ /' / /'♦♦ ♦ / /' / , / / - ' — — — ¢ o I II EX 241'HDPEAPP/70X LOC / - _ - - - - - - p \ \ ♦ / ' ' ' / ' . ' / > E SEDIMENT TRAP 3.13o / / � / / dl i H w 3 SB J r/ \° / `,1j\ /%//,' /1/' I/ 1/1// // ,' '//''/'' �///// /' I,//,//1 �'///I /i/ //\ /'/'/ /'// // /,///'///'// I I\/I / / /, � /' //a' '/'y,//'I ///v''// /l// �,/ `, D' //O ,/ d/II5 / 5 // / '/'$/A / F OPI /I / ,- / �// _QQ,/-PO/S' -b�;-- ♦-♦_/♦__-_-- I '_-�♦�_ -\♦ - - `/'::-:. ;i/`:::\:/., —/ \/\\ \\\ \ � / \\ \\/ °\/°\i\\/ \/ / , , �\ \` ` -_ \_�/ � /�` /-.// p ,\/i` ' _\ \\,/ \ �\ � \Sl\ /\S / l\ '\/ \ \ / / \ A1 '1I \I p/// D I\/\A _ \ /`` \ -I \ \\ \I-\ ! ` \I `-9 \ \\-\b II -\`\ \\ - /\\ 1\ I 1/II x�\ \\ \ I I—_1\ \I \a\_ - _\�I I II \ \_ / _ I \ - `—_\'` r \II SEDIMENT BASIN 3.14 0 �•o O >a •• Lu mUDD cz° N OUTLET PROTECTION 3.18 9 Ar / idA EFFECTIVE TEMPORARY SEEDING 3.31 ° ZONEA aV�JJ/vI ° Ip Lu p p > RLOODPLA/N PERMANENT SEEDING 3.32 _ z 1� Lu n2 o _ ' N -wMULCHING 3.35 o — TP TREE PROTECTION 3.3800 O ° /_` DUST CONTROL 3.39 "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER o ' /tu Iti�OOU�n _ CRREV/Ep TSIGHT O poper' DISTAN / \ ° w 00 / o IP ''o MANAGED po Z p DA TE LOPES o --___— S V o o bSTEEPS o I p 1/18/20 21 ° o DRAWN BY C. GAYNER DESIGNED BY° P C. GAYNER O d CHECKED BY / Ps mu mmm"mmm" ! 0 o QB. CICHOCK L I0D SCALE / IP O/'o' � oQV p/o�— T /_ ooe/ o JL 06 p o / / ire, I =450 PAVES Z `ENTR{NCE / a _ LLJ co LOw Z Lu 06 \ � Joe NO. 47036 SCALE 1"=20' \ SHEET NO. KEY PLAN 0' ,'40� C3.5 L / OLD LY — 1 — — NCHBURG F4OAD // o i i / I 1 \ —/ ST4tE ROUTE 6 1 ' 1 1 \ \ �TH o ---- ----- ` \ f r / I EP//' I '' / —'I\ (VARYING R/VVWI TH I _ J — / / 36" CMP W/ENO SEC _ION / a INV. (INJ=442.\15 \ \ I I I I \\ \ \ \ \ \ \ \ \ \ \ \ \ ` \ \ \ \ _ \ \ \ \ s irr n D. Cichocki Z -UG__-GP-� _ ___ --k-c isc. No53741UG /TP GP LIMITS -OF GP /-DISTURBANCE = / \ / / Gp ' / / ' - ' / ' / SCALE V=20' `SSIOKAL c GP - OHP \ - 1 -/ / / / ' / ' P� ' / /— GB 0 20' 40' _ / \ OP / / / / / / KEY PLAN = - -oH� s' m E r - i o / 445 \ / / / / _ _ _ ry u / - / / TP / / / —� / - TELE b�ULT // ¢ o > E UNDISTURBED PRESERVED TREES ' ' H fLECTRCTELE. TV - / _ j�, �_ �- - ' w v E L/NES _ / / / _ /' / Aber'' / - /' ¢ LL o 3 �/ 44448 0 ' / ' 45T458 459 / PS MU /' / / /' //' //A�/ 4j8 / / --- PS MU //' / awv z 45 a / / / 46 461 462 q63 ' ' ' / / ' ' ' / 40 4l - / ' / o N O vi " a / 452 ,S / / / / / / / / 466 R / / / / / / , ' 472 ' / O y r�•i u / IP / = X / ' �� 6LL o V 5 O W � to / , / �p b,/\ / , 7� -NEW LEAF DRIVE 00 a v / r _ / --- --ram— — _ - _ - 1 1 / `D // ' 9 Q. -- -- - _ - h / o // 46 i / / I O a _ mmmmffi�_ �___- _/%/ IP / / // L F �ry \� 45 4 w 1 / / / / / ' '/I / /' r .' / / Z tir\ IP — — — - - - �6 / IPaI l I / // I / / / /� / I O - -\ / cy I I I I I I / / tIA / / I / t/� DATE 04 /�� 0 1/18/2021 / a I I / 1 / / / ' / /' / } DRAWN BY SAN / S \` � \ ` � / / b / �3 I 1 .I O //� / ' I /' � z/ � I' C. GAYNER \ \ `\ \ \\\`\ \\ \ \ p5 �� _ _ _ P \ ` ` /i I (^ I II II I I I i i /\ I / / / • DESIGNED BY jg5 I I I d` / I I I I I / ,\.' ♦ / / ' ' ' \\\\ ��\�\\� \\� \\ 1 __ �� ___ \\\\ ' 1 1 I I I I II I / / 1 I I I Q a / // // • C.GAYNER \ \ - _ ^ ``\ I I / I I I I 1 I I 3 • CHECKED BY w Z w • 1 I 1 I ^ / I // I a B. CICHOCKI "\\` ,/ \\\\��\\�\\\�\\\\��\ ��__- --- --__ \ \\ IP / I 1 11 1 II \\I\ .\ \\ \ /\ /\ I I I I I I I ' // /� <l • • SCALE / 1 co \ 1 I 1 \ \ \ \ I I I I I / / / / I / / / • 1 "=20' At cn lk 06 \ \ \ \ 46 \ \ \ \ \ \ \ \ \ \ \ \\ \ \ I SAN 1 \ SAN \ \ \ \\ \\\ \\\ \\ \ \ I \ �LL/�] 1 I I�ll�j , / // --_ _ __� - = = /T �/ -/ \ \ / I �" I tl• V� \I \\ \ \\ IP \� ^ (n\ \ \ AN \` S N VJ 66 i- - - - - -- -- / \\ \\ \\ \` \ a > Q \ • \ \ \ / \ \ 1 / / \ \ \ \ \ \ P� M w LJ_ EROSION CONTROL LEGEND \ — \ \\ \ �� < Z * w p li LIMITS OF CLEARING AND GRADING - io \ \ Y/.>O - SOIL TYPE BOUNDARY W \ I�OAO //, Aq r \\ \\ \ \\ \\ \\\ O - \ - w Z \ a \ 1 _ / �j. \ \ \ \ \ r CE CONSTRUCTION ENTRANCE 3.02 \ \ \ ' — — 1 / _ _ ' \ \ \ _ ` \ \ \ - - 8 Z Lu SF �c X SILT FENCE 3.05 \ \ \ a' W IP _ _ _ _ _ \ ASS Q'' _ O \ \ — — — 4�y \ LLB IP INLET PROTECTION 3.07 1 \ \ r - - - / \ \ \ / - - - - - - 9 R8 _ _ ) 06 CIP ® CULVERT INLET PROTECTION 3.08 \\ \ \ \ \\ ' \ \ - / ' - - _ _ _ \ \ - - - - - _ - _ - - - Q Z DD DIVERSION DIKE 3.09 \\ 1\ ` \ \ \ '' \ \ \ \ IP \ \ _ — / / - - - - - O O \ \ \� W / / \ l \ \ \ / / HORIZON ROD I P _ - - - - - O O O \ 1 \ \ \ \ \ - - - - - \ \ ' / i - - - ST SEDIMENT TRAP 3.13 \ \ \ \ \ \ / - _ — \ \ \ \ \ \ \ \ \ \ \ o \ \ / / P POSED 61' U OT R/W / � O \ _ _ SB SEDIMENT BASIN 3.14 \\ \\ \ \ \ \ \ \ \ \ \ � �. � � � , ' ' ' ' � � _ - - LLJ OUTLET PROTECTION 3.18 \ \ \ \ \ \ \ \ \ \ \ / , a a a �w TS TEMPORARY SEEDING 3.31 PS PERMANENT SEEDING 3.32 / /1 �.I � MU MULCHING 3.35— \ TP Ta TREE PROTECTION 3.38 DC DUST CONTROL 3.39 * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER GT \ \ 11 I 11 I I II I II I I I / I I I ..� / / _ / - - - - - - / / / C3.6 L I I / / I I I I I I I I I I I I I I / I I 1 I I 1 I ------------- r------------ a----------- I----------------------------------I---------------I-------------- i- ---- -1 1 1 1 I I I II EROSION CONTROL LEGEND / I I F---------1--------t---------I--------I-------- I I I 1 \ I I * 1H 0 --------t----------------F------f------------�------------I--------- - \------- \- I I i----------- - I I I 1 I I ✓1 1 I I I I I 1 I I I - = LIMITS OF CLEARING AND GRADING \, ---- O l --------- --------- \ --- I ------ 1----------- -- \ \I-- 1 I 11 I I I I 11 11 I I ' I I 1 \ \ \ \ C 1\ \ \ \ \ I SOIL TYPE BOUNDARY 1.�L Z - r �- - - - a 1 I----------' I -' - 1- \-i I I 1 \ \ \ 11 I 11 11 i__________ ______ \ I t________________\_______________ V____________ H \ � \---------------\---------------- \ ryan D. Cichocki \ \ \ \\ CONSTRUCTION ENTRANCE 3.02 lac. No. 53741 OLD LYNCHBURG ROAD \\ \ I\ \I \ \\ � \\ \\ \\ \\ \ \ `\ \\ ,0 7 q. \ \ ` _ \STATE ROUTE 63 \ \ \\ \ \ \ \ \ \ \ `� \ \ SILT FENCE 3.05 hoc //�� \ I \ \ \ \ \ \ \ (VARYING R/W WIDTH \ � ` \ \ \ \ --------- - --- EP \ - , \ \ SF - -- \1 - -------------�------�---------- \ \ ---�-\ - \ \ \ ZONAL \ \ r` t� t \------1---------------------\-------------�---------- -----------�----------------------------------- ` IP INLET PROTECTION 3.07 T\ \ � \ \ \ \ \ \ \ \ _— — \ \ CIP ® CULVERT INLET PROTECTION 3.08 M \ \ \ \ \ \ P _OHTI P_ = —/ �OHT_ c - / _ _phFi= -/ OUT — �OyT� - J / I \ \ \ \ \� - - - - - \/ - \ 1 1 1 , / / \ DD DIVERSION DIKE 3.09 ¢ o - - - '—�- _ _ _ I I ai E aJGP _ \ .j r / t11�J'B' OHP� I " �_ GP ' I ' I ST w > E / — I _ — — _ ' SEDIMENT TRAP 3.13 wm --TP SF T ---- / La \ SB SEDIMENT BASIN 3.14 wO`mti Lu _ _ _ - / OP ® OUTLET PROTECTION 3.18 > 0 N PS MU / '/ / / _ yT\r\ I.l / /'/ / A86 '/ ` C7w `�� a - 4 O TS TEMPORARY SEEDING 3.31 �o Lu T �a tU) 472 // / / / / / / U 67 �' O oa =� ti PERMANENT SEEDING 3.32 Ln v 2 v z Lu I P IP / ,/ / / / / / / - - / / / MULCHING 3.35 N ry w O w 00 / / / / / / / / / / _ / / / / 1 / \ t Tp TREE PROTECTION 3.38 -NEWLEAFDRIVE ' // / / / // / / /' / / � ,' � / / a , / / �• / P/ / � , / b / / / / / / � /' / / UFO DC DUST CONTROL 3.39 � c0 �. / / Y / / / N W °J/ / / / / / CO00 °D - * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER ILu n IP IP PS MU ' > LL' ry ry o 0 / / — — w F r IP L1J// / / / /' // / / // / // — �' Q t7 Z ODATE > 111812021 p DRAWN BY bI/ / / / / / / i / b ' �,' / /'/' / / C. GAYNER / a �.I / / / D /� / , I / / / / / / / / / / / / / / — • DESIGNED BY Z , //—� / / • / I / / / / / / / / / / / / C. GAYNER I / / / / / / / / / / , / / • CHECKED BY // 1 ' I I J / / /' // / // //b11 / /' / // I/ // / � / / �• B. CICHOCKI w Arc, / / / // / // I I / / /' / • • SCALE PO { 1 "=20' Z I I I I u \ \ I I I I J \ \ \ \\ \ \ N\ 47`- --\\\ \`\ \ \`\ \`\ I / I I I I I\ \ I 1\\\ \\006 \ I I \ \ I O T--i LLI ((/44/ SAN \ a IP \ y \ 1 / AN \ OD R \ Q7 \ \SN \ m $ \` \ I y. \ \ \ I W \ \ \ DO Wb�D d^\\ `\ \ rC \ \ .� \\ Z 1661 \ \ \ \ \ \ \ \ \ \ \ ?;" of O Q O \ \ \ \ \ 3u''?:` , �'. PAVED \ \ I � I / Y c I I \ \ oo \ > 483 / / / I \ \ \ z Lu Lu \ \ \ \ U m A C6 - _ / ' / / '� ON RbA ' ' _r \ �a \ §'q LLI - - - - - - / / / / I / I \ N- \ l HORIZON RO D IP — — / ` \ ' , \\ ' P POSED61'V OTR/W - - - - - --� -cp IV L7I — — — — — — ----- — — — — JOB No. ---------= 47036 SCALE V=20' SHEET NO. KEY PLAN — --- 20' 40' C3.7 L B/SCUI T RUN 0 CENTERLINE ioo_o� t0 ° WPO BUFFER o 0 0 #O 0, oI o, O 0 eO 8 �o o 0 0IIN t0 0 00 00 00 0°0°, o FEMA EFF0°° ZONEA° ° FLOODPLA0 0100YRFLOODPLAINPER 00 , o oLOMR CASE NO. 21-03-0029P0 °° ° (UNDER REVIE149 , °°0 0° 0° / 0 0 0 500YR FLOODPLAIN PER° Alf A ° LOMRCASEN0.21-03-00�JP 0 m / (UNDER REVIEW) , ° ° 100YR FLOODWAYPER o 0 0 0 0 LOMR CASE NO. 21-03-Q04 ° ° (UNDER REVIEW) o a�° / ° ° o , fir°° 0 / / OT SIGHT/ / ° 0 0 0 / DISTAN��E / 0 , 0 ° EASEM7N 0 / O ° ° d�� / / / /I�• 00 0�0 00� �0#0 0- *O ° / / ' / • ° ° 0 0 00 MANAGED ° o 0 STEEP SLOPES o 0 ° �� / I00° (TYPICAL) 101 0pc{rdV, O ° ° 0 ° Io 0 0 4k#° 0 ° 0 �0 0 00 �d�� /L / / 40 ° o !� o / / 0 / / / // 11 0 o'i 0 ° o 0 0 00 0 / Ap / °// / SEWEF �° EJECTOF o ° p °oa / / ��0�1' / // // �,-' PUMF O O 000 00 gyp/ / G�Q��\�/ // 102' 0 °o a / �� °/ ' CONDO#1 ° // �/ / (8 UNITS) d 0 Lr p0° / / / / \Q� / / / / 1.5 WATER \ 7 0 00 / \ / / �' METER j 0 ° o 0 / 4' X 8' CONCRETE PAD / 0 ° 00 O/ FOR (1) 16 DOOR / 0 o a� / / / d / CLUSTER MAILBOX & (1) 12 DOOR CLUSTER MAILBOX. COORDINATE WITH USPS. 0° o F SETBACK o \ ' ■ - — — — — — — — — — — — — — — — — — — - ��\ \\ ■ --------------�TH OF \ / / ■ � iGP 'GP Q \ \\ �' / ■ --------------------------- °-------- ----�\ 0 `irr�an D. Cichocki Z 1 lit _ lac. No. 53741 — d — — — — — — — — — 71 — _� OHP— OH 1 -- — 11 1- — OHP— — / _ _ — — \SSIONALG O.HELECTRCTELE. TV LINES m E i Lu / <10 ¢ LLLL o 3 _ V oo Z CL PEDESTRIAN d ° d, p,5, e d OOpOOO G x e• CONNECTION #1 — O O O O � a w ---------- - m I I ppOpppOpppOppp o c / \ I I poopoopoppo 0 W �.��• \ I I IOppOpppppOOp ~ s ° > o 20'4 PAD FOR ()016 DOOR I I ° '. ppOppp O 0_ v --40 —_ ----- CLUSTER MAILBOX — -- I° pppppppppppp0 �H- u � / I / _'8 TH - 20' — — 5' SETBACK — — — I W CL Oj d \ 059 F' ' I OT 1 LOT 21 LOT 23 20' TYP. I I ? Z ''CE T 8 LOT 20 LOT 22 LOT 24 LOT 25 I I o a ti 182 F 350 SF 50 SF 1350 SF 1350 SF 1350 SF 1350 SF 1690 SF / j o 102' 5' SETBA 17' I ~ % w N N / 3 I _ _ _ �` c� 0 . . . . . . L Lu r*4 rN / �7_ \ CONDO #2 / \ _ — �® a (8 UNITS) \\ 4 / s R3 18 SAN 4 9' 0 SAN SAN S I S � W DATE oe LOT 72 46.6'/ \ // 4 I I 3' 0 7020 $F 111812021 / \/ a / \ I I SA } DRAWN BY / / \ I C 2 RT C. GAYNER 7 \ {Tj o R3 DESIGNED BY \ \ \ �H 2O.6' 17' 18.5 I • C. GAYNER 3 I 18' '6 CHE CKED KED BY �' / \ \ I �� • B. CICHOCKI 6' R3' \ 20' YP. 22' J • SCALE 8" DIP — —46 5' SET AC — — — — _ _ _ • \ 7TH-22' LOT 12 4' X F / / vtX'' \� . LOT 11 LOT 13 LOT 14 L�7 LOz 1L PAD rl d,, \ , 1619 SF LOT 10 \ 2354 SF 1780 1682 SF 1591 SF 1599 S 177 SF 1 CLUS 8' \ .;<,,/r!''• � :. 2274 SF ',, l � 5 �OT 26 8 � 'ter � I I 2154CL 06 4' Q0 ' 40' / / 22``` , I O LOT 9 752 . O STARI 8" CLASS 53 5 TH - 22' ° r t5AIDNAM N DUCTILE IRON' R15' SIGN. (TYP,} WATERMAIN L0Tj8 / ' TE T 6^ /eSETBACK�O $F V 1 r MAX. 25' SETBACK U / TRPIL FFER / / X p1 W g " 2190 SF / SAN 1-I ¢ �— / 17' \`` ` FH O 9 v DIP / FHA STOP/jfdD R5 /N \ \ Q OU D \`' m \ /OPOSED \ / 3 6N ( Y. �N UNDER SOUMANHOLE THWOOD 8" CLASS 52 \ \ \ ^ O BLOW -OFF ��':, : 22' i 1 \ ° SSEMBLY L 1 4 VILLAGE 1 DUCTILE IRON \ \ Q 14 \ ° SDP202000048 r WATERMAIN \ \ NOTES: L.L J 604 SF P � 1. THERE SHALL BE NO WATER OR SANITARY 5iTH - 22' "' �� / \ \ SEWER SERVICE IN SOUTHWOOD BLOCKS Q MILL D OVERLAY \ LOT � � 8" WATER MAIN L � � 9-11 UNTIL SOUTHWOOD VILLAGE 1 IS \ ��\� PROPOSED UNDER IN AC �NCE \ \ \ CONSTRUCTED, TESTED, AND DEDICATED. O 17.5' PRESCRIPTIVE / 16� SF 2 'V SOUTHWOOD VDOT�STD. WP-2 \ \ 2. MAILBOX LOCATIONS TO BR COORDINATED EASEMENT 5' S�$ACK ��P / 0 WITH THE POST MASTER. O / / \ \ (TYP.) / ! \ �GP�O VILLAGE 000048 3. REFER TO PLAN SHEETS C4.9 - C4.11 - LOT & 13.82' , LOT2 \ ( J EASEMENT PLAN FOR INFORMATION ON / f 1640 SF �OPy�(� 3y0 �/ \ \ PROPOSED EASEMENTS. 19.0 Q ° , NO PARKINGLO 61� ° p 5.25' \ LOT 1/ SIGN OS�O C \ 2129 SF OQ INT IOR� QR 8'x8" T�& F \ a° / 26 / \ \ / / \ GARAGE( ) 4' S / / LEGEND7.0 O 1 77' ' ° °' / / CONCRETE SIDEWALK s HEAVY DUTY CONCRETE — \ j 5.25' LIGHT DUTY ASPHALT \ - g3 JOB No. � I � / \ HEAVY DUTY ASPHALT 47036 SCALE 1"=20' / I,I RUBBER SHEET No. KEY PLAN 0 2b' 40' C4.0 L I I LEGEND _ — — OLD LYNCHBURG ROAD NOTES: STATE ROUTE 631 1. THERE SHALL BE NO WATER OR SANITARY SEWER SERVICE 0 CONCRETE SIDEWALK (VARYING R/W WIDTH W I I IN SOUTHWOOD BLOCKS 9-11 UNTIL SOUTHWOOD VILLAGE EP — — 30"CMP W/END I I I 1 IS CONSTRUCTED, TESTED, AND DEDICATED. HEAVY DUTY CONCRETE ---------------- — — — — — SECTION I I 2. MAILBOX LOCATIONS TO BR COORDINATED WITH THE POST — — — — — — — — — — — — INV.. (IN)=442.15' — I I MASTER. 3. REFER TO PLAN SHEETS C4.9 - C4.11 - LOT & EASEMENT LIGHT DUTY ASPHALT — — — — _ _ _ _ PLAN FOR INFORMATION ON PROPOSED EASEMENTS. HEAVY DUTY ASPHALT J IGP UGP Gp — — — — — — — — — — — — — — — — — — — r i 04 44 iGan D. i lie. No. 53741 _7 �— Gv SCALE 1"=20' — �`l�, -- • • — — — Lu Gu •. �r�1 'r�� T T • I . .. mhq 1 jr- o TRAIL = - - - - - - - - - - - - - - - - - - - - - - --�-:♦;.;..♦.,. 11■■■■■■■■■■■■■■■■■■._. �1'• . , �' / © • / 1 1` - _ xEr MEN 00 IM PAD FOR (1) 16 DOOR • ♦ s ♦ ♦�CLUSTER MAILBOX — ■■■■■■■ 1■■■■■■ 1 11350 SIF SF 1690 SF �i�IG �IIlI OT . INTERIOR 310 SF RUN I�� 1 ■IIIII III® ■■iDATE 111812021 Pic 1 20' 20' DRAWN BY i / 1 1 �� ■IIIII Ills■ 1 ' - 1 ' ■■l �' 1 • ' ". . C. GAYNER DESIGNED BY 1485 SF_ 5'SE BACK r, ■Illli OPEN SCALE Ili■ / • . �` !i i i`o�� IIIII ■IIIII111,. OR -IL TO ■■ CLUSTERYAILBOX 1, LLLLOT 5�111■ ■■! 974 SF Cb TI _ � 1. - �;—I—__` �� . .1 •' ' I : y� ul �� • 1 �� ♦ ROAD ' 1 ♦LLJ 1 •D © •� • �.. 1 • • • TI 1 ■ • i • • _s _■ ._ ■ Fm ELM Ell®�• 1 1 III 1 - •. NO. • 47036 L -------------------------- --------------- --------------------------------------------- ------------------------- I-------- ti -------------------------1 - ------------------------------------------------------ 1 ------ ------------- --------------------------------------� ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- I I / ----------------------/ _ I I I ---------------------------------------------------------------------------------------------- OLDLYNCHBURG ROAD / STATE ROUTE W631 IDTH (VARYING RAN WID---------------------------------------------------------- II� / / --------------- �P ----------- —OHT — — — — — OHP— — — — — 'OHT_ OHT— — — — — OHT— — — — — OHT\ RIA TELE VAULT P GP GP GP ION#3 -- q \---aH EL' T .d Q . a - de. 11 d'. a ° qr.. d \ \ \ d \ I a I I PEDESTRIAN \\\ G- \\ CONNECTION #4 \ I � 30' TRAIL I I ® TRAIL CG-6 6 97T- BUFFER �' BUFFER R5' 4"X8"NEW LEAF DRIVE I I ..I I II VN v \ I 8" GV R18' CG_2 R1 ' �- / STOP AND R9AD Y4°.99' '' R15' 8' --------------------� . ",GV FHA I LOT 64 l 22' 1 43 SF :9 : , �20' TYP. 9.57' ' 7:49'; I LOT 70 1 I I BLOW -OFF ASSEMBLY. 1887 SF I w STUB -OUT FOR FUTURE z I DEVELOPMENT OT 63 INTERIOR 310 SF 1:8.5' 18"5 5' SETBACK GARAGE LOT 69 (WP.) 1384 SF s"xs"TEE ' I I l 40 1� I cn ' q0' I cn 20 z 20' I 5 It:13 62 li: LOT 68 I I SF 1 6 TH - 20' 0 4" AIP 6 TH I- 20' 384 SF I i ¢ I I �I I• � I I 5' SE)fBACK I 1 IF I w LOT 67 1384 SF I � I OPEN 88 LT 60 LOT 166 I SPACE 4,434 SF 1 10 SF i '. 1384j SF 4' X 8' CONC ETE PAD > r FOR (2) 16 D OR Z I I CLUSTER fy1AILBOX 20' I r 20' 17'. I e< 20' TYP. OT 59 I LOT �i5 I I 9745E '; 7: :'i : : :�� STOP AND ROAD 4"MEN C:V _ __' ^ SAN — SAN R18' R18' / 4 I 8"1 CROSS BLOW -OFF / SA N R15� � ASSEMBLY. I DOGWOOD ROAD 411xg11 �AN 'D1 I STUB OUT FOR I I -LL.: II 20' TYP. 22' ---�_ 7TH-22' — — — — --- 40 ---- LOT 47 LOT 48 LOT 49 LOT 50 2181 SF -1-670 sF Ta3-&F 4-696-SE HORIZON ROAD PROPOSED 61' VDOT RIW �;'; ; -•--`.----; - - .--=--: -- - - -.$TO •AND OAD' NAME' SIGN (T1 PP.) STOP AND ROAD NAME SIGN (TYP.) - - — — 5'SETBACK — — — — LOT 51 LOT 52 tf)T 53 4-708-SF- 1696-5 2710 SF ==-mi MAX. 25' SETBACK R1 FUTURE DEVELOPMENT UNDER SOUTHWOOD VILLAGE 1 SDP202000048 SAN0 :A •PA G • HICKORY D D. D c D D D v 8" DIP WATER MAIN PRO D 8" WATERMAIN S UTHWOOD PROPOSED U D VILLAGE 1 SDP202000048 \ \ \ G \ I. 1, :D \O UFO � 14.- - \� o \ \ °yT\ \ \ \ \ \ °yT\ I KEY PLAN NOTES: 1. THERE SHALL BE NO WATER OR SANITARY SEWER SERVICE IN SOUTHWOOD BLOCKS 9-11 UNTIL SOUTHWOOD VILLAGE 1 IS CONSTRUCTED, TESTED, AND DEDICATED. 2. MAILBOX LOCATIONS TO BR COORDINATED WITH THE POST MASTER. 3. REFER TO PLAN SHEETS C4.9 - C4.11 - LOT & EASEMENT PLAN FOR INFORMATION ON PROPOSED EASEMENTS. LEGEND O CONCRETE SIDEWALK HEAVY DUTY CONCRETE LIGHT DUTY ASPHALT HEAVY DUTY ASPHALT RUBBER SCALE 1"=20' 0 20' 40' v /I /�ryan D. Cichocki Z lac. No. 53741 ^� E 0 o N � N C > E v E w i_.Wv.w3 ¢ U. 3 LL O ¢ j V 2 z o —ui N O ' C7 Lu � w v a 30 =x UU) oa Lu O ==LL �i vry z p 2 w =v>� E� U >Lu O W M of 00 O W o �� O 0 w F �� 0 U N z 0 t/I DATE 111812021 0 DRAWN BY C. GAYNER • DESIGNED BY • C. GAYNER • CHECKED BY B. CICHOCKI • • SCALE 1 "=20' Ti 06 0 Ti TT� Y QU j O Q a Mw W LLJ J � Q H w J m r-i Ti Q LLLL (LU� ~ Q O D I 0 0 C) a g 0 0 2 �0A■ JOB NO. 47036 SHEET NO. C4.2 L LEGEND 171 STORMWATER FACILITY EASEMENT PUBLIC DRAINAGE EASEMENT ® PRIVATE DRAINAGE EASEMENT ❑ PRIVATE & EMERGENCY ACCESS EASEMENT F7ACSA SEWER & WATER EASEMENT ❑ PUBLIC ACCESS EASEMENT ElWATER MAIN ACSA EASEMENT B/SCUI T RUN 0 CENTERLINE , o ° WPO BUFFER ioo—o� o 0 0 #o o, O� o° 0 o; EX.24"HDPEAPPROX LOC �O N Alto o $ oI v / / ° 6\- / 0 °, o FEMA EFFECTIVE ° ° ° � ZONEA // / 0 , 0 FLOODPLA/N / 0 0 c / 100YR FLOODPLA/N PER 0' Alf o LOMR CASE NO. 21-03-0029P0 ° o ° (UNDER REV/EWj , ° ° / 0 ° xx / 0 0 a / ° 0 0 0 500YR FLOODPLAIN PEAR , ° LOMR CASE NO. 21-03-OOdnp 0 m"1 R/ (UNDER E0 VIEW) If° 100YRFLOODWAYpER o° ° ° LOMR CASE NO. 21-03-[�gp 0 ° (UNDER REVIEW) o , o 0 0 , 04F ° / / OT SIGHT/ / / • 0 0 0 / DISTAN��E / 0 0 0° / EASEMENT / ° as / / / ° O, I i�ON O O ° °°�'a�'"' Opp 0 o 0 MANAGED ° 0 ° ° ° STEEP SLOPES ° ° 0 ° (TYPICAL) 10, ° 0 Alf �;00 ° 0 ° 0000 °O Oy°° 4010 O O�d�O /a // ° ,i� 0 I O ° O O ° ° ° r°°� ° d / / %Zj c0- °°0 o/ / G��pJ#// / JO °� / / / \P // / 10' PRIVATE, O ° / o ° ° ° ° ° DRAINAGE o / / / / / // / EASEyfI NT / o 10' P)dBLIC / /' ' PRIVATE & EMERGENCY o / CESS / / °' / AC ESS EASEMENTS ° EASEMENT AL�G FACE OF CURB \ ' ■ — — — — — — — — — — — — — — — — — — - \ \ \ \ i' / ■ \ ■ �GP "GP �� / ■ — — — — — GP— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — \ ■ ` l�ryan D. Cichocki Z --.41 ----------- isc. No53741 — OHP— — — — ��- ' OHP�— — — — — — — — — — — ——QL:1P� — — � bFIP— — — — — OHP— — a 'A•Fi -7/��p/N OHP— — — _� OHP— OHP yossl0�\� NAL 0000 10, PUBLIC O.H ELECTRCTELE. TV / ACCESS / i i ,.�1 EASEMENT LINES E AD N __ ---------f-- �� / a o --- = f—_----------- 10' PUBLIC / E . �L••,eE EASEMENTACCESS / ~ v w 3 mow. -- - - - - - - - - - - - - -__-------_____� - / EmI I-= I■� �M M DRAINAGE EASEMENT ,� �� A ►� it /► ,IJ� ,:,.!,' !> • �� b ----- MkAoWrii-__ aru��idNiisin�rii�,-��i�iiriis,o��i�pnr DATE 111812021 DRAWN BY ' ' `�`o: a�/ d��N�►� �� ddd�'�d� �WHO C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE Al / / AND WATER ;' / / / / / / / / / • / If/ SEMENT W J' a w H Ifw < w If If LOT 5 .. .° e... m VARIAB E WIDTH /X / / / / / / / 2190 SF / / ? ° ° °tl SAN ° . �"� Q W STOR WATER /, Y� / • l l l / l l � FACILITY EA EMENT e: / / / / / / / / / / / .: SPN \ °° .. W O Q Lu V / } 6 O'TORMWATER / / / :. e / z CILITY ACCESS / / o0.S / EASEMENT / / N / \ \ Q 00 It / / / / / LOT 4 \ \ a J 1604 SF LOT 3 v � NOTE O 1611 SF e \ \ \ 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 \\,� i LOT 2 PLATS WILL BE SUBMITTED FOR APPROVAL AT A LATER TIME AND 5 1640 SF , ' �QPo�� \ FOR USE IN RECORDATIONS. / • Qoff LOT 1 � Qy� �• ® // / F < \ \ 2129 SF QP \ / \ \ PR JOB NO. 47036 \ e • ° SCALE 1"=20' / / / \ \ \ •>....v o a I/ / / �� \ \\ SHEET NO. 5 / �k \ \ \ \ KEY PLAN o 2b' 40' C4. 9 L — — OLD LYNCHBURG ROAD STATE ROUTE 631 w EP (VARYING R/W WIDTH I _ _ _ — — — 30" CMP WjENO SECTION ------------- I I ---------- INV..(/N)=442.15' -L I I r i 04 44 iGan D. I No. 53741 SCALE 1"=20' JIJ • 44g,, •' • o • • • • - 1 1 1KEY \off •��r ii it i ►r� ii ��rii�.,,°� , `____;-----�_:________ - - - - - y �•1 I'► ��1 ,� ��l ��\ �� \�� -—-—.—————_——— ---—- T .� 9 �E0_%I_/I//,%/_/.%%%_%%%%%,%_%0%II'�� Via'' th ito�/��/ /� ��/��/%/m/ ill.-,\00 �� 'iv Ali�s ' / 1 SIF , SF 1350 SIF 1 SIF 1690 SF O -avg��r d}ten � , ,.NS .,.. LOT �7 LOT 69 DATE a�► 1F, 111812021 —� �;c� -- i�! cd� —� —-----'� 'r — �� ll� , 111� I ��I I� • DRAWN LOT 68 p II1I/�INL/ .. IOddlllldd /yd�IN �� © • ��;iF ��",'� 1 . - . �I�i�l � 1 ��oILASEMENT■III! LOT 62 I�� J .. R Ji1310 Sill � �� ire✓A � ei�., r. DESIGNED BY LOT 56 .: •. pro • SEWER Al� I WATER • P d� d NJ �M�r �% ;' ! pp��l%I,`w\ �,�i► • `��III\� I I�7�EASEMEJ LOT 51 I E Ills EMENTS J, ItFol m4aamv, OF CURB 59 LOT 16 JIM ram ♦vaj��.��^�►��.r� � tea_ -vim I \` .—■ e■LOT 26 \ � F� Y.�� ` � �� __--� �•i _� � �� SAL .►�Id�®�/ l \ - - � a ..!►I � / �r�� . , •119ir1searLf.: ��rf� �- t ��iA1S:.T�� --- �� d _��dd��; 1600 , ��; III//dd_� ��/.�� roe • • . - • • Jun Ld p •fir �� ,,`-- co° � '�; �� ---:-----__ --: --__=�_►_d/1ld�li dd/1il�d► Ihlddd�l ___ - � . 1 • 1 • • • � r ��V � r��U — rVr� i�t � • .. �® • • w Lu • OF 20395 ,co • •ACCESS _ .11 • -LL = ■ , ,: • 1696 SF • - e � LEGEND • •-• I • •• �,STORMINATER �• ,PUBLIC DRAINAGE 1 _PRIVATE DRAINAGE EASEMENT PRIVATE & EMERGENCY ACCESS EASEMENT /_ ♦ T�� . • NIACSA SEWER & WATER EASEMENT •. NO. PUBLIC ACCESS EASEMENT �� - ■ • WATER MAIN ACSA EASEMENT m 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. --------------------- -------------------------------------------------------------------------------------------------------------------------------------------------------- ------------------------- --------------------------------------- ti ---- ----- -------------- ---- ----------------- OLDLYNCHBURG ROAD STATE ROUTE 631 (VARYING R/W WIDTH ----------------------------------------------------------------------- j//• / ' / // /� / EP-------------------- -------------- - - - - - - - - - - - ------ —OHT— ----- — — — — OHP— OHT— — — — — OHT— — — — — OHT-, — — — — P OHP— — _ — — OHP \ \ GP — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —\ Nt C I 31' STORMWATER PRIVATE &EMERGENCY 10' PUBLIC 1 : ' r 10' PUBLIC S FACILITY ACCESS AND ACCESS EASEMENTS ACCESS ° ACCESS T PUBLIC DRAINAGE EASEMENT ALONG FACE OF CURB EASEMENT I EASEMENT \ \ I \ I ° I I VARIABLE WIDTH I�_61!iq_FEAR A� I • II LOT 61 1310 SF •T .0 I LOT 47 LOT 48 LOT 49 LOT 50 2181 SF 1670 SF I 1683 SF 1696 SF LOT 51 1708 SF I I HORIZON ROAD PROPOSED 61' VDOT RIW LOT 69 A I 1384 SF I LOT 68 1 1384 SF 31' COMBI INMED ACSA SEWER AN D WATER EASEMENttttl LOT 67 1384 SF 10' PUB jc LOT166 ACCE S 13841SF EASEME T ®s t w 1 •. / STORMWATER FACILITY ACCESS AND PUBLIC DRAINAGE EASEMENT PRIVATE & EMERGENCY ACCESS EASEMENTS TO COVER ENTIRE PRIVATE ROAD PARCEL 20' PUBLIC DRAINAGE EASEMENT 20' WATER MAIN ACSA EASEMENT I C �� / 20' STORMWATER FACILITY / ACCESS EASEMENT f ' �c .... / 30.5' COMBINED ACSA SEWER AND WATER O� Yc EASEMENT ./ / PRIVATE & EMERGENCY / ACCESS EASEMENTS / TO COVER ENTIRE p / PRIVATE ROAD PARCEL MANHOLE PROPOSED UNDER SOUTHWOOD / VILLAGE 1 SDP202000048 ,,.VILLAGE N QS d d HORIZON ROAD --------------------------------- ----� --------------------------- o — — — — X '/ ' z' GP r / llo� a� GP \ --J / II \ \ n; SAN \ps r� KEY PLAN j/ UFO � -4.- - LEGEND ElSTORMWATER FACILITY EASEMENT ElPUBLIC DRAINAGE EASEMENT ® PRIVATE DRAINAGE EASEMENT ❑ PRIVATE & EMERGENCY ACCESS EASEMENT ACSA SEWER & WATER EASEMENT ❑ PUBLIC ACCESS EASEMENT 171 WATER MAIN ACSA EASEMENT 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 1"=20' 0 20' 40' v ` rrryan D. Cichocki Z lac. No. 53741 ^� E 0 o N � N C > E v E w � w w 3 � LL O W 0 N ^i ¢ -3 V oMo z o — i O co,.. rn C7 Lu w � a 30 =x n oa O ==LL �i vry z O 2 W =v> i ° U > O V w M L 00 O vi W a o a� O 0 ti ti w F � 4 0 U N z O DATE 111812021 0 DRAWN BY C. GAYNER • DESIGNED BY • C. GAYNER • CHECKED BY B. CICHOCKI • • SCALE 1 "=20' rl 06 0 ' 1 U Q o J J' a mLLJ �z �w I.0 Lu 0'] LL Q O Q L1J z Lu Z C 0z O 2 U I..L 0 C) 0 0 2 � 0^, v JOB NO. 47036 SHEET NO. C4.11 L I — — — --4 — — — — — /SCUIT RUN / o CENTER,/NETH / , 0r \ I \� \\ '/ / ,'/ , , i / / ' ■l 1 _-- _ — — / , WPO BUFFER \ \ ' ' / , / \ / \ \ ■( — / I , ' GP— ' \ OP1 1 , '' / GP/ / 4 O irryan D. Cichocki Z o/ LENGTH: 27' / / ■ / _ ra' / Li / / ■ / % lac. No. 53741 / / , / WIDTH 1: 6' J a ;.� a WIDTH 2: 9.6' / ` oHP OHP� . ' OHP- — ——/— — — Obf�—//�p I / . i / / OHP�=---- +f� / , I ' / / 1 RIPRAP CLASS I �— , / , a ♦ O.S OHP— oHP— — � / , , / / � , , a � . ° � , ' , ' IDNAL 0 04f TV / — — 0 0 EX24/ X.LOC.-----/ _ —--------f .�1 / / / / / / / / — — — oLu CA 1 / o, o / / / / / / /' / r / w . A' Ate\ Ate\ \ pgt ��YDp�pA�QA�QA��p�/p� ' ' _ — — — a > o ry o ° / / ' \ \ \ \ 9 / 1 132 U W ry a r / ° 0, T FE/,AA EFFECTIVE / / /' / / / / r / / ' �`% �\ • \ a ° .. Q/ A _ m a - ` z � C�J ' m ZONEA / / /� / ,' \ \ \ 13.1 a: — A' 3 O a ¢ w r r o o / 0 > / RL OODPLA/N / / °/ /Ln / 100YR FLOODPLA/N PER °0 , ° ° / — \\/ / / L, O.21-03-0029P° ° ° (UNDER REV/E0 ° o / — — ---_— W O/ ♦ 00 o500YRFLOODPLAINPERLQMRCASENO.21-3, ' 0� (UNDER RENEW) ui fLOODWAYPEo 100YR 0/ _ — -- H O W 2-03-go?gp °C ENO ' ( ERREV/ W) o °0 0�OTSIGHT o 0 o r ° /DISTAN L r 0 0 o 0 0 EASEM 0O F 0 0 _ \ (w / off* r r o / /// / / ♦;/r /, // /'a �// / (� �� / .) l / `�� \ \ \�` �� \ ' Q �\ \ \ o0 ,b ro MANAGED or/ ° oSTEEP 0 ° /_\ / / S iDATE ° I AL111812021Io o DRAWN BY/ 400/ , / / o / r / / / / r / , / / / L ° ' — -7�/ <`\ \ \ _ b� C. GAYNER o 50 100, DESIGNED BY ° / / '0" ' ' /' / 1 ' / / / , / , / / , _ \ / / l I I I I \ \ \ \` 1 \ ` �\ — — — ' • O / P p I oy 1 / // ' r — _ _ \ / i ° l I I �\ ... \ I • C. GAYNER / / 0 / 0, CHECKED BY /o° / / w / // OI / ,� f I \� `'/ --' �\\�\ ��\ \\ • B.CICHOCKI ON , 000, / / j Q'^�>� / / / �' j /' `\ / Qy I I I ' _ \ �� `\ ` \ • • SCALE p / / 0 / 0°/ 452o "�i/ SWMA-TE9N(RCHPS O�' / / / , r / /� , \ / A • EN I(STT/E�:WITH 0,o/GROW • \�I /I / 00 WT o / �O / 0 13 ADS BARRACUDA /OP^ — — — — — — \ \ , / \ \ \ \ \ 1 1 \ Z SYSTEM 8' DIAMETER / < LLI I/V N \ \ LLJ Li LL 0 co / W /l l I I 1• I l / l �// ` ° °\ / ,�' l\ \ \\ \\ \\ `\ \ \ U �\\ VD IV P \/ `lip-Jl I I \ i� \ \ 0 oP�� 0 44 All 0 / \ 1 1 11 11 11 \ \ \\ \ • • '\.\ \ :. Ya \e\ 1� 1 I I - I I � / \ � \ — - � Oa3 / GG'T JOB NO. � 47036 SCALE //V=20' • SHEET NO. — j L ' \ \ — KEY PLAN 0' , — —40' C5.0 L OLD LYNCHBURG F40AD ST4tE ROUTE 6 1 6 ' I 1 \ I �TH o M/ (VARYING RWI TH \\ w — — — — — — — — — / / 36" CMP W/ENO SECFION L INV.(1N)=442\15 \\ I I I 11 \ \ \\\ \\\ \\ \ \` \� \\ \ _ \ \ \ \ s bran D. Cichocki Z _ - - - - - isc. No. 53741 � GP .' _ / \ LENGTH:'11" \WIDTH 1: �/5' - GP / / / - / ' / \ SCALE 1"=20' IONAL / — — WIgTH2:10.5'\\�� ITT If pp If HP-----OHP ----OHS--- HP—-�—OHP—�-OH/ RIPRAPCLASSII \ e 1— -// '/ /'- / � '// '' �P ,,-' GB ` 0 20' 40' SWM B - STORMTECH ARCH PIPE DETENTION - ' SYSTEM WITH ISOLATOR j? W \ / 'ADS P-FLO PI TER / / / OH / / / / , , - ' ' , - ' ' — — KEY PLAN = — p//� N o O.H.�LECTRCTELE / _ - -�ELFIN c c / TV 0 / / / / / / / / / A�VAGE - - - ' _ - / _ - E L/N_ES__--- /' 23 / ' ' / ' ' _ - - -- w ',�.�Q '//tea ~Lu 3 447 / / / ' / W J= r� 448 4 458 �(59 / / / ¢ w c� oo z a / / 46, 461 462 4 / ' / ' / / / / / 41 / / / / 'J' o O / EL ' 4545452 3/ / / / / / 464 6 / 466 bC ' / / / ' / / / / / / / / / 23 4� ' , 472 -/ EL z °� CONTROL / / 'n Q VOi _ 202 STRUCTURE / / / 224 /bqn' o a 0 ti 132 / / / 2 21 /' //' / / / / / / / / / / / // a! ¢,- 131 // // 23 / w O / co / / n / / 229 �l -NEW LEAF DRIVE / / a / / / / / R/ / / Ni o w 2 bVIA / // W off =O — co bill Z / _ y ADS BARRACUDA I / / /' // // /� // / / 226 p 3 24, I SYSTEM 8' DIAMETER 234 222 al / / l l I / / ' / ' /I .. O // // / .i. ; DATE LL 0 111812021 SAN / $ e / ' O 1 I / ^ a �.I // DRAWN BY �/ Z ' C. GAYNER �rla- qN _ - - ` 20 /. I I / / / / • DESIGNED BY \ \" \ . ly - 'b�- D --_ -_ \\\ \ // 1 I I I" / l I I I I I Q � / // / • CGAYNER tq — \ \ I I°J' / I I I I 1 I I / / • CHECKED BY 1 \ \ • ° \ \ \�\ —'' '. —,_, �` _ _ `\ 21 I I I I 11 1 I I �� °1'.. I Zc\F 0.,/ �MI / • B. CICHOCKI b� _ --- __—_ _ \ \\ / 1 1 1 I \I\ '�° ` /\ a ,\ I I I I 1 / / /� <1 • • SCALE —1 \\ \� \\�� \\ \\ \ \ \ - - �y \ \ / 1 1 11 II 1 I \\ \\ "\ \ \\ \ \ I I I I I I I I // // I // / • 1"=20' `� `� � `� - -�' \ � \ \ \ \ .� \\ \\ \ \ 1 _ - - - - - - - y^- _ - - \ \ �O\ _ _ • / 1 \ 1 \ \ \\\ \ \ \ <° \ \ I \ I I Z I II I II i 1 °� .• Ti CL 06 Ti _--� q64 — / / \\ \ \ \\ \ \ \ \ \ \ a_ 6S I / / / ` \ LLJ \ w cb N \ eovR� - - - - ' '2 —\— — _ _ a� m Q \Lj 06 VV co HORIZONRO D - - - — 1 POSED 61' V OT — O if 4. _ \ • \I\ \ \ 1' \ I I I I / / I — — \ / / JOB NO. 47036 I11 SHEET NO. , ,� / , If I 11 I // II I I ' / ' 11�i / / __� ----- /' �� /� / C5.1 L / I / I I I 1 I I I , I----------------------�---------------------------+---------------'---------------I---------------A---------------------------I------------,I------------I------------------------------------\--------------- ----- --- / I I I I I I I I1 I---------1---------1------------- A------------- I 1 \ f I I�---------F---------{-------\---------t---------II--------II--------r-----------r-----------I I \ t------------ I I I I 1 1 I I I \ \ 1H OF --------t-----------�----- ------------------�------------ \ 1-----------------`-------- / ---------\----------\--- I \1 1\ ` 1 , I I I I I \ 1 I I I I 1 , 1 t \ `\ \ 1 ;\ �- _-7 /I f a-------- - - - - - - - - - - --------------t-----------�-- 1 I I \ I I , 1 \ \ \ I C I I \ \ �� - - - ----------------------L-------------------- a - L \ t------------- 1 I \ \ \ ,� \ \ C' r 1 ---Y ---- ----I ----- ----\----------- -------------------- \ \ r----------------------------------------------------\----------------------------------------------- �------------ \ � \ G) 1� an D. Cichocki 'Z \ t \ \ --� O ri I -------------- OLD Isc. No. 53741 LYNCHBURG ROAD \ \ \\ \ \ \� \ \\ \ \ \\ \ \ \\ \` \\ / \ \ \ 7 \ \ \ \ \ 1 \ \STATE ROUTE 631 \ \ \ \ \ \ ` \� ` \� \ / �o \ \ \ - 1' \ ---\- I \ — \ \ \ \ \ (VARYING �2/V1/ WIDTH \ \ ` \ \ \ _ \ \ \ \ j \-- — -- — ---- ---- - - -S Gti \ \ I \ \ \ \ \ \ \ \---------------- ------------------- \--------- ___ ________1 ________ \ \ \ -------------- \ \ \ \ i mot_ '— '/ ' ' I 'OHT_-� - / _pMi=, // L _ —LOU—— - _ �OHT�\ _ - - ' J \ _ - \/ - _ 1 1 1 (/ v \ \ - - - - - - - _ _ - _ - G� > E —'-- 6H� T OHP� _ — _ — _ _ _ —= �� / ' ' / JGP — _ _ — — — _ I _'- \ I // I _ — — — _ ` — — — _ _ _ — w ru E -P 77 / __ �ww3 _- --- - - - --' - O.H. ECiR T' - -- - - -�� p - J a� GP _ - oLL ° \ _�dater /— / % da. i 1 d _' i / d i% r y. ° .. i y,. i i i _ _ l Q J V 00 Z / / Uvi " .. n Lu ' 224 / / / / / _ O,I�ECEC / / �h 8 / / — _ OF — — — ° ry > O ICTELE&TV / / '_-- m w LINES H / 23 _ — / — W J / / / I // / / // // / / / // / // / 1 _�� // OF �H —NEW LEAF DRIVE // OF \ ' /225 // a / / / // // / / co/ cu /' / �// oL Lu Lu F \ IN _ /' / /' / / // / Q / / / / , / a'. / Q / / / , ' ✓ � / / / / � / � / � / / , ; DATE // / / / // // / / / /' ✓J / / / / ,// / / o -_-'/ j 111812021 ON / / ✓ _ / P a _ _ - _ - / J / / / / ' / / / / / / Y DRAWN BY / / c C. GAYNER / v I/ / / _ / _ rn / / I / // / / / , // / / / / / • C.GAYNER CHECKED BY /of �.'/ // I // '' / / // / / ��' //�/ / / / //' ,/' / / • // I I I I J / b / /' // / // //b11 / /' / / , // v� / /' / / ,'� • I I I I 3 B. CICHOCKI I I Z // / / / 1 / 1 / / / "� I / / / / / • • SCALE I b/ a / I/ I I I / I v,l /y cn \ \\ 1 I I I I IZ \ \ \ \ \ \ \\ 1 I I \\ \ I I I I 1 I \\ \ cb SAN co AN \ \ \ \ Di WbOD R 'AD a \ U a \\\ \ \\ \\\ \ \\ \ \ \ \ \\\ w 02 \\ \ \ \`\ Yc \ ��o \ \ > w Q Z eA- LL O co assLu 4�4 / / \ \ \ \ Z 48 486 / \ \ \ \ Q Z \\\ \ \ \ Q SAN ON R R Q O BAN / HORIZON ROD I IN / P POSED61'V r - / W co 1p F7/ - - - - - - - - - - - - - / / \ �3 _-------_ JOB NO. SCALEI"=20' 47036 SHEET NO. KEY PLAN — -0— — 20' 40' C5.2 L B/SCUITRUN / \ \ / / ' ■ / \ I / / / / / /// ■ / CENTERd /NE , o NOTE: L EXCEED 2:1 IN ANY LOCATION. "0 BUFFER / / / i \ ■I - , , F 110 GP UGP 10 1 ' / / , , / GP irryan D. Cichocki Z lie. No. 53741 OHP- OHP- /- OHP-= - - ObfP- /0,4f��/N 1 / / / I SSI NAL ECG i . / I ' // ' / ' �' / /� t� I .TVo F_ E;000, EX24/HDPEAPP70XLOC -- CA I // /, ' / O. I �/ / i / / / ° GNU \� .I A "gR�(gy ppav b^� t� ' ' / / ' i - - 450.52' d > N N a / \ Z F i V V / p, T FEidA EFFECTIVE / / / / / / / / / ' • ZONEAo ' ' _ - - - GND � RLOODPLA/N / / / / _ / o o / / // / // , / , \\\ o GNp \ \ \ \ \ / i 2' 9 35' / 100YR FLOODP / / , r / _ \ \ / �� ' / - - - 450 10' 450 41' 0 70' 1 ° � = Q ry O 2 LA/N PER ° , ° ° I / / / / LOMR CASE NO. 21-03-0029Po ° / ~ o4�>' 1 ui V1 � (UNDER REV/EVIlj , / ° / / / / / / / '�~+ - ' \ \ \ \ \ FFE 439.55' FFE�350.05' FFE=450.75' FFE=450.95' FFE=451.25'o "v° ry W O p 6 / / , / / \ o \ \ FFE=449.35 FFE=449.75' FF �5644' o w U 00 / H 0 / 500YR FLOODPLA/N PEAR ° / /// /4/3G8�N7GD .44OG8D.N2I d8D / g8g9' aR\ LQMR° CASE , a�f5'\ \-\-\.�/'- \ \ \ \\ \\44•pw.\e\ \ - \-' '- /\ -° - -4-.`9-i 5' - --Gr RE ° ND O-• - _ GND - - - T ddN Nw(UNDERVIEW) p ui ° 100YRfLOODWGND GNDoAD` GWGND 4b1zs 3)LOMRN9P d Q\ 1.0 ICASEO21-03-CJP/D\ lGND q$p.6g' 075' 45Ogg (UNDER REVIEW) �o /0° ° D 45125' G 0 950'9.76' � OTSIGHT TC OCL o oY 5 450.4550.95' 452. ° / / ° DISTAN D 51.84' _ = o °/ EASEM . 1.0' ° TC 4L q ° /o N N O' ° Iw�° OaQO \ \ /- / o' /°o/ ° 60- OZ o °MANAGED/o �o AIN- =• DATE STEEP TESTEEP SLOPES ° 11N S° o (TYPICAL1/18/20 21 o °o /o /K r \\ DRAWN BY o '437.70'- - �l �\ \ o°o 40o° 4861 o C. GAYNER o TS 4Il' TC o TC DESIGNED BY \ 451.35 45 .38 ITS 444.49' 54'00` \ \ / , / TC I I I .) I •p � � / ol / \\ \ \�1C. GAYNER ° /OPP 437.0 GND ° 448.30' CHECKED BY o / o / a Q r / / / BS 439'70' GND AND l GND \ \ \T6 \ '>i P \ / r r / / r / ° / / / / 3 d�3�,63 C� /44 52' / / ( GI D I 449.96'1 GNU 450,�55' _ _ l0. \ \ \ \ \ \ \ • B. CICHOCKI /� / / 449.81' 450.2�' - 0. 451.551 \ ° / / d3j / / / O t\ / / / / r , , , / B 442.4Sr - - GND &-� _ _.-_ \ \ 00°'/ffj , r / , / / / r\ - _ - \ / q5 I Gt,ID 1 G11 ' - '6ND GND ` \ \ • SCALE o / / / Ci CO / / / / / , / ! , \ \ \ / 449.71' 1 I 450125' -� - - , p , / Q !/✓ �O f / , / , / / / z _ I _5 - , , , , apt' ' a5a.5s: °^ / / / / �J J� / / / /Ile B8445'2� - TC \ \ / / _ I - - \ • l i�_ZO' / o ° o o , O •��/ / �° \ 452, 3 STAIR I 2 STAI AI\ � _ ' 4 3 STAIR / 448.50" 6." STAI� STAIR 2 GND\ 4 TAIR @ 6.92"@ 5.92" o6.66" o o 466.64I FE= y TI ." ' Fq.44' F o ° /o o FFE FF =460.94S o /o _ aaSTAIRS I � - ° GND @ 33" • IL W ° /o 330I / SIRS \ I I / o / 2.190/0 4G4NT.D U �� ° 1 o LIM N ° 447/ STAI S 14L6 - TT\ @ 6.34.; / FFE=458.39 /l / / // / // , rr / / / / / , 447.1$' 6 447.05' i \ \ \ G / \ \ \ I 1 I 462.56" / agi�5' / � � � \ \ / S\� / // / / I / // / , , / , s TC / / / / / '\ GND / STA1R3 a / / r r r r /� / rc cP" / ✓ / / /r r r / r r / / / / / r OP 347-.05' - - - @ 6.29" GND FFE=457.74' 456 447.06' / - \ \ \ \ \ 1 \ v� ` \ \ / Z 5Sfi /� a / / // / / / / • / / / / TC / TC P @ 6.19" .03' / 448.1 / y \ \ \ \ cNo \ \ w - u� _ _ - - < 455.f1 ' _ - - - / / \ \ ` \v.. \v'. ` \ \ \ Z 1.86% �° \ ° \ 445.34' /�II�� GND 44,6.31'/� Rh �° r l \ ° \ \\ LL V TAIR / 6.74„Lu Gjp FE=4�.98' 445.00' / / ° - _ - \ \ \ \ \ \ \ 1 1 \ OU LQ 442.71I- / 1FE=455.69\ \ \ \ \ \ a w 1-1.10% 445I F6 STAIR @ 6.3s" QID 443. 0' I / FFk=455.1 01 Tq -2.gQ% \ GN ' / \� \ V 11 I 1\ \\ \\ \\ 1 O \ \ \ \ \ \ 443. I 44J.80' / - 6.50" quo + 443�10' \ 1 \ /FFE�54.1ND 9 11 ys I 52:3�' I ,453 `�7 GNQ 1 1 1 6STAR \ 443f. 11 y @6+�2" FFE=gq54.09' \6 STAIR L4 _ _� �- / / iG ,�: \ : \'. \ 1 1 I o I I / / \ [/ _ _ _ \ - _ _ _ - �3 Gp JOB NO. 47036 �CALE 1"=20' /__- I I � I I 1 1 1 \ \ \ .\•;'1,.'�°° \ \ \ I � / / / / ___ \ \ SHEET NO. ILL.\ - KEY PLAN 0' , -40C5.3 L - 1 - - OLD LYNCHBURG F4OAD // o i i / 1 -/ / I ---- ----- �l f - - - --- ST4tE ROUTE 6 6 \ \ \ TH o (VARYING R/VTHEP/ W - 3CMP W/ENO SEC�-ION L - \ \ \ INV.(1N)=442.\15 \\ I I I 11 \ \ \\\ \\\ \\ \ \` \� \\ _ \ \ \ \ s bran D. Cichocki Z - - - \ 1 \ \ - \ \ - - - r isc. No. 53741 LIGP _ - - � GP SCALE 1"=20' SIONAL o\\l OHP= - HP- - - OHP-� �- - - OHP- - - -` A I - / -/ /- ' �- P� / / '- � � ' ' � � � GB � � �\ � 0 2' ' 40' ^ -oH / / - o�iP-_ i KEY PLAN = - '--oH� o 445 _ TELE i��ULT i ^ c fLECTRCTELE. / _ / / / / A�VAGE _ _ _ _ _ _ _ _ _ - E / L/NES_-'�// G .53' �I / / / / // // / / / / - _ - / - w v- QUM O 3 \ 0 447 V48O 462 445 6i N ry a c9 Lu .. f z f ox U ND / 450.52' _- o h / 3, / / / // / / / / / / / / �S vry Z 2 GND l l l / i i / / /' / /' ' / / / ' / / _ c rn H ND - 450.6 ' _ / / .17' / / / / / / / / ^ / / / / / / /' ' i 472.99' / / /4 �^ ry w GND GND fl / / / / y. / / / / i w asoAu , - ' 450.41' 450.70' ' 4 1.00' - - - - - - - � / M / �' � a m ' ' ' �D / ' /` ' / �� -NEW LEAF DRIVE ' a o - GND G / / / / / / / / / P / a / / / R/ / / / y, v 451.42' o w 2 b a I 2 / W /� / �W Ey150.05' FFE=450.75' FFE=450.95' FFE=451.25' o GND / / / / ' / / ' U 40 FFE=45644' ° _ 454.33 GN 454.89' tq /-' / 46� / / / / ,,off / ' O W GND / / / AG"° / / / TC FFE=474.04' / ' / ' _ d Q / GND / 46 / GND / 470.50' I .FFE=472.98' ,a• g7a.6z' I O 4411' / / ' / I/, FFE=473. TC /s ° FFE=474.04''I / O / 470.27' / 90' / GND - - 457.06 2 r I / / / / STAIRSOP/ �� /' I FFE=474:05' 2 GND _ GND GND ° 451.09' _ - _ FFF=453:9 ` ` 1 6 D / / 472./ GND _ - - 451.25' R - - / 1 I / / 469.30' / I "5' 450.75' _ - - - - tQ`,ND b / ID / 450.95" GND 450.98� GND GND _ _ FFE=454.54' FE=� II l / l � 1.73'O I �E=472.10' / G D / / • FFE=473.00'/ / / / / � ' 1� F 45 . / / 451.25' _ GND _ _ _ - _ _ FE=456. 1 j0. 1 1 1 b / / // I O 469.26'/ / / / / o / / / � w �V N ' 450.45' 450.95' _ > _ - ` �� ° 461.52'rh L LP / / / / 2 Q 1 T 452.22' _ _ _ 459.3 �5 ST IDS @ 6,CG" GNp ZO / GND 51.84' - - _ FE=45 . 4' LP / I / GND ' 471.16' / FFE=473.50' 3 / ) FS474.35' / / U p �V 51.40' _ _ - ' - GND < 459 / I I / 5 S AIRS 41" / / I / / • lqo ¢ r\ _ 1 GN , FFE=473. ' / / FFE-474.34' / 45275' 45395' - _ - / - 46/1.72' 1 W / 46 34' / / STAIR 7" // / ° / Z ~ pO 1 - / 1 GNp I FFE=j 2.12' 4 5' / / O LP GND FFE=4 .65' ND I 1 46 Y 51' 1 I �O • FE=473.50j � I FFE�74,25� • / � DATE 45168' 453.97' / I S I / / 45433'- - \ 2.08' / I w I I GND f /\ n / I / / > 46 54' I I I I � _ FFE=45 .44' S% / W I d' �' I I I I / GNP 9° ° / / / y. 1/1 $/2021 - / I P I FFE-473.98/ '3 / FFE=474 � I U _ GND _ - - - _ FFE=4 0.25 POry / O I I r 471 70' I� j o /7 I / > SAN S GND �� I ^ �' y / o / DRAWN BY \ 1 M FFE=474.06' FFE=474.74' / \ \ �\ \ / _ _ - - _ ° _ 456.75' 1 1 I I / Z I f S- - 455.75' , Z 5 STAIRS 6.53" �N D / ,1. _ - low _ �.. - - - - - / I I 1 �D 1� \ I / �\ / O/ / / RE=474.75' 456.85' ND �� / / I 1 I I 462.001 I FFEL=472.60' 469 ` I 1 STAIRS �7 �O / / / / C. GAYNER I / • FFE74.00' / I/ / \` 457.75' _ / i 'gyp 1 I ND 1 I I 1 1 • DESIGNED BY \ ` \` \ \ _ _ 45 . N - - _ - _ - _ _ GND GND - - I Z ° 1 2.001 I I N 1 W / GND I FFEF474.50' I /k4o / . / FFE 475.25' \ \ \ 457.77' 458.59'� - ' - / I 1 0 / • C. GAYNER 1 I I 47 50' 3 • / � � 1 I I 12' FFE-474.49' FE=475.24' / \ \ \\ \ ° \ \ \ \ / _ _ - _ _ - - _ _ ,1• h GND ` ` I W FFE=475.2 CHECKED BY \ \l T ° _ - TC _ ' (� °I � 458`65` GND ` ` � � I I I 1 I FFEL473.18' :GN I I // 1 .�TAIRS (� R" 1 I I / / ' ° I/ 6' • 4.51.35 / 45 .38 5#.06 b 'h =\ 96 459.45' _ _ 1 I I 1 D 1 7 - 74.50 TT 11 N S I AIRS @ 6.77" 4 0. 6' I // / // • FFEr4 I I I I W b / / /' /I / 7 p. • • B. CICHOCKI ri 'O \ \ \\ ` \` ` ` 1 4j'•' O I° \ 459.46" 460.25' f 1 ` /\ 4GND 3 00' I GJ / / i • SCALE GND TC \ 1 GYJD �I \ ` / a I I °o / 1 b' 462.96' 4G2.5'11% ` \ \ \ \ I I FkE-474.99'00" / FFE= 6.14' XND STAIRS �I6�� i I �aa FFE j176.14' I FFE=476.16' • 1,.=20' 50. 5 .16'- - ' 0. \ 1 1 N oIo O - - / \ \ \ I I > g `l` • FFE=4X3.64' UN 0 � \ 'GND \ • F\FE=475.0 I D I • I 4A0. 3' GND \ \ I I Z HP 1 Gf D 5 ST.AIRS @ 5" • • as3.00' Tn\ \ `a70.9o'\ \ \ \ •cp IV 7 \ \ \ STAIRS �7" ��0 1 GND \ \ \ \ ND FE=475�00' I I i nT TO \ 0 463.W' / / 5 46FFIE=461.44' @,5.. 2 FFA.IRS ; `; _a __W _� � GN Q \ \ 4�ND� N \ ` \i� o•� __ � A \ b96+ \s \ �7qg \ \ \ \ \ \\ \ \ E\ \ \ \ \ \\ 9 \ E\ =476.54' 463FF�75.00C &E=476.55' I I4 3 STAIR 47 5.94P STAY 506 45. 8\ E=461`G E=46 447 \ rF-5-�SaTA�L6R2 \ \ \ \ \ l \A O 56..55ZND 554 45:b6'62.38' 47 GND/ 463.2er \ �7 \ d. \ \ 457!i4' as ps' \ \ ° / a \ o� \ \ \ AN /\\ S N G"4 ` \ ` � �� W \ \ \ D �WbODR D 458/14' \ 6ND� / \ GND 9.48' 1 46 .O6' D • > a. I ° / ° / ^ _ FFE=�6T.1A' �59.1$ � � � � • � O • / / \ \ \ \ \ \ � \ \ \ V / _ - GND I _ 6:48" - - - - - - - / \460.15' 459.15• 1 o G / I I I FFE=46T.ba' - Z�TAiR ��ND ° �(Po ` - d� - ?_ i9c� / \ \ \ \ \ \ \ 60.15' - 0 -o O� \\ ° �7�0 \\\ 970 \?900 \� \ • \ ` \ �� /GND / \ 1 0 \'oo \o ` o _7 STAIR _ � � \ \ •S `/ 1 1 I 1 I q 462.05 GND GND \ \ \ \ �o J \ �'634- - ` _ 464.25' GND GND/ O Q FFE=469.84' -7 5TAIR 6$ 162. 463.15' 46 .46' GND ` \ ` \ / - q 62.05' GND gyp' - - 465.35' QQ GND \ \ 1 1 \ \ \ _ / - _ CQ 6.62 66 14 464.25' GND - - 66. gg�ys b6 C1ND 4�2.06' \ GILD \ \ W i rn Q \ \\ _ r - ¢ _ s 1 463.15' 465.35' / / / I G11D GND \ \GND \ \ 5' a V \ 1 \ E \ / 463.82' n. `-FFE=70.84' \ 466.45' 6ND 47075' \ 473.05' 474.2ffi / _ 1 / GAD 76D \ GND 0 -1 467.55' 7 � 472.b5' \ GND GND \ 475.25' � \ \ \ \ D� � - - - _ 474.25' GND. \ GND 4Z7.71' Z --\ -- ---- / - \ \ 473.05' \ \ \ D �ry - I I 475.25 \ 476�5' \ GN D� Q \ \ \ \ \ \ W N\ \ LLJ SSTAlR `vrSTAIR _--- '/ �? --\-- \ ---- -\ ` co \ \ \ \ R/2pM @ 6.36" 5 STAIR 5 STAIR 13�• - - > - b 1� Q - FFE=472.69' @ 6.46" @G29 - STAIR @ 6.24" / 5 STAIR �4 6 STAIR ` \ \ \ \ 5 465.93' FFE=474.94' @ 6.36" ; / 6 STAIR \ \ \ \ ` I!$ , _ FFE=473.85' FFE=477.14' 6.34" ) 6.52" \ 6 STAIR STAVR `'/ FFE--=482.79'', \ 6 STAIR \ 6 STAGI $ \ \ 6 FFE=478.25' p 6,56" y��w \ 6 STAI�R,,1, ui 0 ` FFE=481.46' FE=485.94' FF'E=4�86.95' '� 686. (n Lu I4/ / FFE=484.97' 6.84" 5 70„ ` V ' \ 466.75_ FRE=483.77' \ J_ ire _ 4�-- 6�.81' \ 97' 470." `. 8 \ 472.05'� 473. / 47 .38' / 476.17 -D 477.97' r - - 480.17 ° D - _ - r GND a_ - - 4.11'- 484.96' - C) Al' - - 483.67,- -- - ' ' - O / HOR/ZONROD 1 0 ------ _ Tc O 17 SEO 61' 485. V OTR/W / / 484.89' 22 4. \ • \I\ \ \ 1' \ I I 1 I / JOB NO. III J--- 47036 \ \ \\\ / / /\\ \� \\ T\ \\ \ \ \ \I I11 ' II 1 I/ / I IIl 11 r i-• I �/ II I / // / / SHEET NO. I NOTE: SLOPES SHALL NOT EXCEED 2:1 IN ANY LOCATION. C5.4 L I I / / I I I I I I I I I I I I I _____ ____________ ____________ ______ I I 1 41 1 I I NOTE: SLOPES SHALL NOT EXCEED 2:1 IN ANY LOCATION. --------t-- �- F-----f----------- ��----------- I�------------------ \------- \------------------II--------II--------r-----------I------------------- 1 I I 1 I I_ 1_ 1 1 I \ --------- ---- - I I I I \ I , I ; I 1 ' ' ` 1 \ \ I I I \r----------------`---------- - \--------- \ --- I 1 \ ` 1 , I I I I 1 1 I I I I 1 , 1 \ \ , \ ' ;\ - = = = I 1 \ \ a--------------------------------t-----------�-- 1 I I 1 I 1 , 1 \ \ \ I C I I \ \ /C - - - ----------------------�--------- I----------- a \ c� \ - L 1 ---Y ---- ----I ----- ----\------------------------------- 1 1 t- - a \ \ \ �----------------------------------------------------\----------------------------------------------- �------------ \ � \ c) 1� an D. Cichocki 'Z \ Isc. No. 53741 OLD LYNCHBURG ROAD \ \ \\ \ \ \\ \ \\ \\ \ \\ \ \ \\ \\ \\ / \ \ \ 7 y \\ \ \ \\ 1\ \ \STATE ROUTE 631 \ \ \\ \\ \ \ \\ \\ \ \ \\ \� \\ ---- \� \ / �O /&�2{ \ - (VARYING �2/V1/ WIDTH \ \ \ _ \ \ \ \ \---------------------------------------------> ----------------------- s G \ \ - - - ;------- ----- `- -- \------------------------ \ \ \ EP \ \ \ \ \ \ - ---- \ \ \ SIONAL \ , _\ \ r\ \ t� \ \ OHTI- i mot_�__ _'/ /------------- �O_HT_-� -/ _-oHf ,// L_OdT--_�OHT�\ _--' i J _ \/ '- 1 1 1 (/ v\ \ --------_-- - G> E _' -- OHS T - �� OHP- _ - _ -= �� i ' ' / JGP _ - _ I _\ I // I - - _ ` - _ _ - - W v E /-___-------' - �' H--' TELEYW-ULT/ _--- -oLL_O.H -_ °. A ' Lu ax Lu a Al2 / / / / G fc / /T / / --- , / �o - - _ _ _ _ __--- ---- Lnv>� O w / / / / x v ry Z Z / / 7a24' 47.16' __ TC /D 74. 1' / / // // / /- _ _' / / OH7' 8 / �- OF --- $ry O 00 I 67 47' -NEW LEAF DRIVE / / / / / / / / / / / / / , / / HT� / ^ , U -W, // // // / / /�/ co �/' /,� // OF \ //' O N /T / b r / 474.61' / / �HT� 1.85' / 1/ / GND GND / 470.50' I .FFE,2,8 �. / FFE=474.04' 472.6' FFE=474.04' / FFE=473. 470.27' / I'„ � TC � 'I / / � / � _ / � ' w N N / STAIRS g / / 6ji /' / ' / / / - _ , / W o 0 / I- / 472.79' FFE=474:05' / / / • FFE=473.00'/ / / _ ' ' / ' /' / / / / / / i ' U 0 N O GND FFE=473.50' :320 0 FB474.35' I / / ' / J / / / 471.16' / FFE=473.50' ' '% FFE=474.34' / ' / / ' 75. 5' / ' / / , DATE STAIRS/ a@ I7" / / / / / / o ' / / FFE=474.3� / / / / ' a / O _ _ _ � 111812021 • FE=473.50j O DRAWN BY fn v./ GNP I FFE=473.98/ �90 ° / ' / FFE=474 4'' I / ' / C. GAYNER cn / _ • DESIGNED BY I ^M 1 I FFE=474.Ob' / Cn / / FFE=474.74' I / ' / ' / ' / / / / / / ' l �\� / / Z / o / ' I f�E=474.75' ' / ' ' - / C. GAYNER I • FFE M.00' ^� / / / / / / / / _ / / / ' _ rn / / StAI RS 7 b / ' ' ' / / / / ' / / • CHECKED BY Gl 60' FFEF474.50' I ,3 Rb / . / FFE=475.25' I / / / / / I / / / / . 1. / / / r / / , / / / • ITAIRS b r / / / / • B. CICHOCKI I 12. FFE�474.49' I I Q 7° FE=475.24' / / / / 11 / / / / I 111 FFE=475.26' I I Z // / ,7 '1 1 I / , ,� q I I / / / ' / • • SCALE / / • FFE�474.50' I I W / / I / / N / I I b / // ro I p / `r / / I I I I / /° I I a� / // / • 1'•=20' / I / \ \ 473.00' FILE=474.99' 0� \ I II I FkE=475.00' 3 I)/ FFE=4r76.14' \ \ I STAIRS MI6" I I I ao FFE�176.14' I FFFZ,176.16' p, \ I I / 6� °° / / / • -'GND \ RFE=475.0 ' I \ I I D I 1 I I 1 r I C I / / / • J \ \ I I I I I Z HIP OD \ I • 1 I uy \ \\ \ / I I I I/ \\ \ STAIRS h" \ o \ ND FFE=475,00' \ \ I 1 / I IFFE=476.56' \ \ \ \ \ \ \ Fk-475.00 \ \ Q.i4% I 1 FFE=476.54' II I \ \ 47 \ \ \ \ \ \ \ ..`I \ \ \ IL ob FFE=475.00' C 1 °lo OFE=476.55' \\ \ \ \ \ \ \ \ \ \ 9`\ 8' \ \ \ \ I TC 479.23' \ \ \ \ \ I 47 32' \ \ \ T \ \\\ \\ \ \ \ \T I I \ \\\ 1 4 .25' 48 \\\ \\\ \\\ \ \\\ I 1 I\ (uLC/ I 11 1\ \\\ \ I // SAN�� \\ \ \\ D ^WbODR AD ate\ \\ \ \\co \ AN \ \ \ \ I I I \ \ \ \ \ \ \ \ \ \ \ \ L U Q 4 yc I I \\ \\ crop\ \\ O \ \ \ \ \ J \ 1 / / I / i ` \ \ \ \ J Z qND a G06 \ GtLD \ \ \ W C Q 83 - - - \ 1 I I // /1 / \ \ \ \ CC ' 470 75'p 473.05 GhC - _ - \ \ I I I / / \ \ \ 474.26' \I \ \\\ \ ' W GIfD G11. GND \ \GND \ \ 476.25 \ \ GND \ 0 - � \ \\ I 1 / � / / I I I \ 4�0.75 472.�15' \ GND 474.25'\ GND. \ GAD \ 4ZZ7.71' b� ZO \ \ 1 1 / // ../ /// .°, i I \ \ \ Q \I \\473.05' \ \ 476�5' \ GND p J 0A' \ \ \ 475.25\ \ \ \ \ \ 477.70 � \ / I I \ \ \ W / \ \ \ ` \ I 1 / / 0 r 6STAIR \\ \ \ \\ \\ 5 \ I 4834 d4 // // c // / i \\\ \\ ,\ \ w 6 STAIR 6 88" 6 STAIR 6 STAIR \ \ 6 STAVR d8 \ I Y '^ \ 4 / �° \ \ \ \ V/ z J 6.52 FFE�482.79' 6.56"\ @ G7S" 6STAIR - \ - - \ 8 / / \ \\ \ \ O FFE�81.46' @ 5.70" \ 6STAIR FRE=483.77' FFE=484.97' 6.8Q" \ \ 4 6.3 ' \ / 4$6 U \ f\FE=485,94' FF'E=486.95' \� 6.4\8� 9 \ 1 I 487 w 489139'° 479A6' - - - 480.17 '> - p i - ' ° r GND 4.11' ' a81 48 .41' /-- 483.6T----- - - -- - / / 4B9-15' HORIZONRO D TG- P POSED61'V OTR/W - - - -'' /' - T 185.34' i 484.89' co O - - - - - - - - - - v L7 - _ _ _ - - - - - - - - SCALE 1"=20' SHEET NO. ' \ \\ KEY PLAN --�--- 20' 40' C5.5 L 0 1 423. 1 0 0 11111\i' ,' /124.6 /' /// /'� /,' ,'\\\\l'I \ I I LEGEND �I! 1 I I I I I' PRE -DEVELOPED ONS/TE DRAINAGE - I , �/ 4321 / PRE -DEVELOPED OFFSITE DRAINAGE I I I El IMPERVIOUS AREA AREA TO ANALYSIS POINT 1 (1 ON-1) _ , - , ; 1 AREA TO ANAL YS/S POINT 2 (2 OFF-1) I I I I L 23.0 __----,__--' r ! -- -_- I �anD. Cichocki Z TOTAL: 3.04AC. � TOTAL: 2.83AC. � \ \ \ I I � DETAINED IN WP0201900062 � ri' H ° ° IMPERVIOUS: 0.00 AC. _ _ ' / IMPERVIOUS: 1.53 AC. \ `> \� \ : \ � lie. No. 53741 �° ° TURF.- 0.25AC. - ,_' _ _ _ � / / I 11I' I' r / / I /,'/ TURF: 0.42AC. _ _ _- __ '% ; DIVERTED IN WP0201900062 A / 9L9 WOODS: 2.79 A. C ;� __ _ _'_' -/, I I >'/I//�/%;'/,' FOREST. - , _- __ - _ CN: 61 ,' ,%, i �, ) \``\ ' ;'� T " / I I / CN 82 _c \ _ DISTURBED IN WP0201900062 IONAL i r� 0 \ I TC: 8.6 TC: 8.3 - ___ °0/ /479'0, //[j/ \ \ \ , , / / / / / / / / t _-� - r - r Jam♦ I / I I ! / ( I 1 I I I / / / C�LDILYI�C BUG D I---- \ \ y,,+-- = - _ - �x 0 /' , i�i'' I \ ``\\ ' , /' / // ' '/ /-/ / / ,' / �R / y 's rss' ' __ - --j-1--- - �� #�_ - � __ ___ __- s='l \ �'-'�s �L 49a.(==saw- _'�>- -\ - \�� ( r L I a- - - -- 1 / /- /' / / 0\ 1` / /, if / / / w T I�rl�f� _'L`---�---- ��\� \ ��I�.r - o ° ' ''/i/ \ \ / / / - \ I \ \ \ \ -t- --T--t R y T �1/ Ylt1dG -,r )\ ` - \�. _ __ '� \ , ` e m U o // \ ' ! 4 f �-� / -�1`- it \ \ \ \ \ \ -�� \ \ \ \ \ \ l \ \ \ \ \ \ \ \ \ \ \ O_ �_- , �1� O �\_-___'�---; -\\\ \ N O1 Lu °% / / /1s.3 I 1 %ANALSI6 R ' ��( / '�� ! , _ I _ - _ _ _ __ _a _ 47�� \ \ \ \ -\"`� w " E �, I��' o� ' ' \ 76 IAAOT/ice �,- �_ ^, i \\{1\_498.9 LL III////'EASE C ' ' // / / �\ lh \W/ ' ' /'�-_-_ /\ / / // / / / / /, / -----/ \ ' ' ---- I - \ -_---- LL �ry ME , \\� r / �� _ / \ ! T b I \\ \ \\ / , � PRE -DEVELOPED ONSIT� 6/�AINAGE r / ' ` \\p ' '' / '; - _ _ _ - - - / _ _ 0/ AREA TO ANALYSIS POINT 2 2 ON 1 / , ' - - _ _ - _ _ _ \ \ W _ ' 417.-4/ r / //', // � 0 � 444LLL r / \ _ ' / _ _ _ _ _ _ . � lam`, rr�b TOTAL: 4.27AC. / OD FR6M/IVP® 2019069�2. t- / � \ \�'` � \- � m � a o o• r a _ _ _ _ l / / I 1 IMPERVIOUS: O.00 AC. / I �r _ . v 0 0• , � \/3 /. ._ bIA�F. ?�VDICPyT-ES`�.4REA/6F� - / , / / �� \ \ �.�_ z � B a TURF. 0.63 AC. (WP0201900062) _ / - - - o � 3O�,Q rn \ / / / f I I �4 u , \\ / /. I,O ROM\ 020 0 / // / i / 1 1 \ _ _ _ - _ _ _ \ , ` _ _ FOREST. 3.64 AC. RFREReNCI= o rn 1 \\ \ / �C/ ' / I \-_ _ - I I 1 CN: 61 ' 7�/ _ I \ \\ \ _ HA HIND ,71ES ►n�� , _ \ / ( / ` 1 - - / .--'/rl ->O OLn w ,\ / / / \ , / I - `� - r (dv y4AGEDlTURF) r � - // $IT IS'TU r ' i //Q __� \ ' / / I I I I ` � \`� l �----N--�' TC:14.2 > �/ k eJ \ I /� / ' / / I I I\`� I y, Y / / I '' //i%/ / /' \ / / '/ / _ - I - \�♦ \ \ \ ` \ I I 1 / / ` f _ / / / r i \ of �- / / I �� w / �/N/'/ / l \�`, l --_--- ' -,,/ l l.\"` `\iVr,= w *0 , \ _ Q /o l }}(( r //, / / • ' � PRE -DEVELOPED OFFSITE DRAINAGE �r / ��\ , � � / `.�\. � l�i //L�- _ cn QZ a / O ✓ i ��c / / ' - - ! /F- %�\ \\ ( ) j \\ y, `, "�/%///„ 1 l _ y _ J W / / / h - 1 \ AREA TO ANAL YSIS POINT 2 2 OFF-2 \ ' 0/ l l / \ \ 493:0 �,rri/i%%r% Ox a h , /. /o / , \ I ` DETAINED /N WP0201900062 �\ x r r r _ / 15. 1 / / o / �. / \ .�. \ \ .... �. ie // \ / / . rd 1 � ' I � r /' I I / , I � _ - \ \ \ \ \ \ \ \ / \ . _TOTAL: 3.09 AC. o /'/''' /I I - I' / f m�I / I \ 1 �1 : I I - - _ / \ \ \ \ \ \ \ ,.. 4 ` - ) \, \ _ \ \ _ _ + P /ir r \ �/ / x 9 r \ \ \ \ r \ l IMPERVIOUS: 0.18 AC. 4. r / / I _ _ % \ \ !'� 1 I ..� \ -\ I 1 \ \ \ \ \ ' J - / `_ _ ,TURF.• 0.00 AC. \ /� j j / /- \\I = ' -L>r _ __ •48 0 .� • PRE -DEVELOPED N ITEDRAINAGE \ \1(I _ -- _ _ `� 1 \ \\ \ \ \ _ _ -_- - _ -WOODS: 291 AC. \ ''� > > 0 rN AREA (3ON- 1)(SHEET FLOW `\ \ \ / / r;' ______\__/ \ \ \ T\\ / _ --- p-=--- �R - _ - W F ^ice _/ __� = a N /}LI /' \\\\\ I / --- \- IV \ 1 I I / < .\\ _ _ Ta20.1 ,,, � sue\ - _ � \��,_ Q \n -! I / IMPERVIOUS: O.00 AC. / - - - _ - I� I / 1 _ \' \ _ - - - - \ . _� - \ ` v \ 1 I I 1 I I I 1) 7 \ \ �! _ _ / / _ - = _ y, y�. b' 1 \ \�\ _ c� ��a� �\ \\ O ° 1 \ - _ �- \\ ' DATE TURF.- 0.10 AC. +�188 8 \ - �? ,�� ; 1 - WOODS: 0.34 AC. \ \ � / � ♦/ -��_� - - , I I I � � 1 � � ' % \ �� k - ,�_ �_ � ` \ 4s -a dH�� a ry/ CN=62 Fx \\ a, \ \ \ 1 lc ♦ --- `\� / 1 / �f I 'W ( - \ 7 f \ �I I- _--- - �� \.� \ 9 \ \ �\\\\\ �\�\; \\\C 1182021 \\ \ / / / \ k 1 - I I I - _ _ _ \ f�E DE LO ED O SITE DRAT AGE / �/j \ \ \\ \\, \ \ \\\ \\ \\ o h\\. o )--- I _ '�- �G - --- REATOANALYSISPOINT220FF-3 - r2 \I j \ \ ` \F� \ 17,I\\11\ \\} D2AWNBY / / PRE -DEVELOPED OFFSITE DRAINA E 1 T ♦ / /= ' 2 - - \ ,�. I \ \ I \ \ r - / \ \ \ \ \ \ 1 \ C. GAYNER � •\ \ \ r TTERNUT AN - r-(DIVERTED TO ANALYSIS POINT 1 /N s � _ ,- ] - - �° � 1 1 LrJ \ 1 \,� \ \\ \ _ 14.11 AREA TO ANALYSIS POINT 1 (1 OFF 2) \ I ` '�: - \ \ LI , a I , \ A - \ .tZ 1 % - - r - - WP0201900062) r. o (C \ V I - �y \\ \\\ o0 +� ,>\ DESIGNED BY (DETAINED /N WP0201900062)� � pRR�EVELOPED OFFS/TE DAZ GA 1 I _ t1 TOTAL: 0.76AC. _ c - \ I / \ \\\ \ \\\o • TOTAL 0 81 A J �\ \ T- 12 AC o \ \ \ \ \ \ Z\ I L / _ IMPERVIOUS: 0. - _ _ \/\ l l / ;; ` / T \ \ \\ \ \\I \ AREA TO ANALYSIS POINT 1 (1 OFF-1)- \ \ � I n \ � \ \ \ r ,r \ \ \ \ \ \� p\\ \ C. GAYNER IMPS \ \ RVIOUS' 0 04 AC. 7� \ \ / - k 1� \�\ \ \ \ 11\ \ 1 \ n� • / / ,° , ..;; - - ' �� l \ \ \ I � I r -TURF' 0 00 AC 475 Y / /o, r, / , / r - ' - - TURF.- 0.00 AC. \ \ \ J \ }'- - I o _ \ \ \ \ \� \ \ \ \ 1 i \ y \ I � CHECKED BY e' / IMPERVIOUS: 0.51 AC. V I e WOODS: 0.64 AC. \ \ 0� / \ 1 • / p // r r: WOODS: 0.77 AC. I I \ \ ` \ I _ x I y 47 / , , \ A /\ \ \ \ \ \ \ 1 , \ \ 1 1 I 1 h CN: 66 _ � � \ \ I / ° / .- / •, __ - TURF.• O.00AC.` � a✓ \ � _ �,--,�� - -i- �\ 11 B. CICHOCKI al // CN:62 I I � � / \ \ \ \ 'r /`il[ 128 \ y :. - tr WOODS: 1.65 AC. ,� _ g. r I \ + I I I \ \ • / / I 1 / TC: 9.5 ' \ I - L V L UG\\ SCALE 69 b LOPED bRAI AGE SAS _ _ _ / - - / / \ f / / /-- / 8 I 1 I 180 \ 1 =80 0 1 423.1 / +' /' ' --_ / III q� I I \\ I • 000 11i1 ,' ,' f124.6 ,' /' /' /,, rI \\�l 11\ I I LEGEND F 1 / • �° ° % ; I� 1 i % / / ' ,' /' / / _ __ _ = i ' , ,' I PO T UEVELOPED DRAINAGE AREA I PRE -DEVELOPED OFFSITE DRAINAGE 1I TO ANALYSIS POINT 2 (2 ON-3) I AREA TO ANALYSIS POINT 2 (2 OFF-1) I I PROPOSED - (ONSITE, UNDETAINED) TOTAL: 2.83 AC. I I I IMPERVIOUS AREA 23.0 / /� PEST -DEVELOPED DRAINAGE - - I I - - - ` TOTAL: 0.51 AC. IMPERVIOUS: 1.53 AC. \ \ \ I o o' AREA TO SWM A (1 ON-1) - - IMPERVIOUS: 0.07 AC. I, TURF: 0.42 AC. - - \ `\� \` CONCEPTUAL FUTURE cb / ° ° (ONSITE, DETAINED) - - '_ _ -I c % = 'i > >� , IMPERVIOUS AREA / TURF: 0.44 AC. / FOREST: 0.88 AC __-_-_ _ , ; ; - _ -; _ „ / , ` 9 / / TOTAL: 1.62 AC. - - - - _ o - -/ - / / / / WOODS: 0.00 AC.,'' r / CN: 8 IMPERVIOUS: 1.32 AC. - - - ' - {{ __ _ - 0 / CN: 66 I- Tc: 8.t- '- _ _��= = %- \ / - DETAINED BY HORIZON TURF•030AC/'r(//, -'-- - - \y /� \ r I , r r Tc: 6.Oi > ,) - T / ' / T- - r -' _ ` _ RD DRAINAGE o -� y .- `�''-� `- �° / /4790 // /I , \ \\� ` 1 //WOODS:0.00AC. r1� 'J / i/ / ! /' / // % / / ' / 1 / l / / j�__a'��_� �� 0 / / / I 1 Q - N- - 49Cr -- - - o - - / /// / / --T-- y-- - -- --- - - -� a /Doi' '/i/ +/ 9 \ '1\ /'i4_�� -Icy.-c --1 \ \ \ \ \ \__S__ \ \\ \ \ )-�\��= \ ••�_`\\\\\\\ Z ° POST -DEVELOPED 6RAINAGE AREA( / �% , - _ 1 , \ - \ \ \ _ \ �� - ;;` \ > to °i, i TO ANALYSIS POINT 1 1 ON-2 y�ANALS16 R (ONSITE, UNDETAINED),(f I �9 v \' ' % ? �.�i _ '� \" 'ice / / j r i / �sP� 'r\ -- n \ 498.s ` U Z °/ / ' I TOTAL: 1.10 AC. / / '. n� \ ��'r / : ' , ' , / _ , - - _ - J-`� - ' _ _ // - . -= - _ _ _ ' - - , \ -'-_ zi IMPERVIOUS: 0.29AC� rl / / .,., \ \� un - '' �450 `/hv1'/ / / //% ;'//' , " / i r - /,/// - /�_= �__ri \\ Q W TURF: /' / // T'? i - �`-1, / W GF /'/ ,,r/ / / _ _" -�� \ > w + 417.E ' + /' \\ \ ♦ / '/- WOODS: 0.11 AC., / , / / / / / ' / ' ' ' ' / _/� '� / / I / / I / / _---1= fir/ _ J / / _ 9' Tc: 6.0� / ; / = - _ - , , / - " / , = = / - �j� _ / , f I I tea\ - 1 a \ ° x 16.8 / /' \ ' `' WP0202100022 A EA / Q ' 11 \ \ \\ \\ \ / / / i/ \ \ �6 o�b`+i��D / j / i _ \ / _ _ I I I r / / / / i / / / / ' / ��` \ FI Pam/ / - / - / ' , 1 $0 � FOR TO SWM B 2 ll Fj/ ''' - - -�\\\ \ .� / \ / / .o /' /% / / I SWM B\ _ ..°p.0 / ( ON'2) //l �` Y°N ,' ; - ' - 0, z Z i I I \ \�° / / _ / (ONSITE, DETAINED) - _ _' /' jj`\`�\Q 6>,P/ / / /i - \ , I \� \\ - _ .4 I I , \ !' I / TOTAL: 1.34 AC. L- G PIMP)" 11�4// F ` I ` 0 l4'l/ //'hl lI / ' r / // / \. - m - o\ I r IMPERVIOUS:0.83AC. 'T, j _ \ ui N I• TURF: 0.51 AC. ,,/ , �� WOODS: 0.0 AC. //// y,. f _ / \ 1 q s /i W \ \ \ I \ I 1 \\ / ki\`.%' / i / /, ///// 9 /� / , /, . / / I / Y ^, • / / O ,// � / y � / / /N/' �, 90 ,0 / SWIM A /- /,' p l -- '/i/i%/// / /I'� / �i I / / /8/ P DOWNSTREAM STORMTECH & - /rir / ' V 1, `. \.' //iii / / \ 'llli' J / °/ - \ FILTER CREDIT EXCLUDED FROM /o / I I I / / - ,. 1... \ 1 : I / c - - I q ' x ' "\J r/ii / / r / �/ / t/ 15. 1 // • / / o / i I / / \ _ / / II THIS PLAN AND TAKEN ON 1 /, , / / 11 h r 1 \ 2100022AS DOWNSTREAM _ ` \ , \ 20 OF BIORETENTION - - ' f �+ �Q4. /�� ' Jtll llr I ' / I '/\\ \ \ \ \ \ 1 ;e - - \ \ \ \ W 43z23 \ C!) �� V� \ TOTAL: 0.44 AC.- /)6i,%„ %' /III I\\ POT DEV6LO D INAGE A�2 IMPERVIOUS: 0.28 AC. (SHEETFLOW 30N-1) 0.\ \\ - \ PO T-DEVEL PED OFFSITE DRAINAGE r / / / _-'-i"Y`�"Y\ _ _JIr s;_- \ _ 4 `- / TOTAL: 13 AC / _ _ _ _- _ _ / \ _ _ _ �, - i/ IMPERVIOUS:0.02AC.\ !- _ ----------_/ *490. \ \\�� \�` / d - - - _ ./- _ ` - / r TURF: 0.11 AC. - -� , \- 1 \„�� • �� / _ - OST-DEVELt Dl�Aii�AG AREA_ - - - - - - A WOODS: 0.00 AC ` - IMPERVIOUS: 0.56 AC. + 489.5� '\ \\\ f - 1 ( .( \ 1 \ �" - _ - - _ \ \ o / %' /O'/ CN:6 ij��/�LO�E \ \ T►- TOSWMB(2ON1) Tc: 6. DRAINAGE AREA \ O/ \�+ - - _ _ WOODS: 2.35 AC. _ �G _ _ _ _ _/ - \\ (ONSITE, DETAINED) �_ I \ \ \ \\ \\ _- ��_ \� - \ c (SHEETFLOW 4 ON-- \ \ \ - - - - r- X&A�\A%4 Z e \ \ i ' O x 14.1 / o \ c TOTAL: 2.73 AC. \ \ � � \ � 1 !\ 'e \ o \ \ \ \\ \ \� / \\ 1 \� _ - - IMPERVIOUS:2.24AC. _ \\`\U ,a I \ \ \ 1 1 1.\II\�\ \\ A \ -_ - ;. TOTAL: 0.17 AC; � � \6.0 - - � :_ - -fir_= � _ _ � � Y I' ':: - T y� \ \ \ Tom/ y ' s _ - (%1 TURF: 0.49 AC. \ I r \ 1 --\ \ \ \ \\0\ \ \ v -la. 46.3 WOODS: 0.00 AC. _- ; • /\ \ r /� / / ;; / T \ \ �\ \\ \ ` \\\\ \ \\\ \ - 75, 1 1 \\\ _ �y � \ I \ \ \\ \ "'✓' / \ 0`� ` / �\ 11 T�: 6.0 \ \ \ \ 1 Ioe No. o \ it jJ \ \ 1 47036 \ \ 11 11 I I-•: / ' / Cl \ I UG , _� N 1 �1 l / \ \ \ + ' \ 1 I I 1 \\\ SHEET NO. / r \ PO- �VLOPEDISRA1 AGE AK A �- ")��" / - / ! / II A \ - - -� I� \ V / / \(1� f�// //'// /�'-_ \ \ I' II 11�^`\ Ci6.0 � ____�✓�%_� / 1 k � ' l 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 = 1.10 ACRES IMPERVIOUS = 0.29 ACRES TURF = 0.70 ACRES WOODED = 0.11 ACRES Tc=6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 1.45 0.068 10 YEAR 4.76 COMBINED FLOW AT ANALYSIS POINT 1 Q (CFS) 1 YEAR 2.84 10 YEAR 18.61 CHANNEL PROTECTION (ENERGY BALANCE): QDEVELOPED 0.80*(QpRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED + PRE OFFSITE (1 OFF-1&2) QMAX (1-YR) < 0.80*(1.30 CFS * 0.097 AC -FT) / (0.336AC-FT) + 2.24 + 0.40 QMAX (1-YR) = 2.94 CFS QMAX (1-YR) = 2.84 CFS <_ 2.94 CFS OK FLOOD PROTECTION POST -DEVELOPED Q10 <_ PRE -DEVELOPED Q10 18.61 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. = 441.70 - TOP OF 6" TALL 34" WIDE ORIFICE ELEV=438.15' WEIR WALL IN CONTROL STRUCTURE 6" ORIFICE IN WEIR WALL WITH DEBRIS CAGE DEBRIS CAGE INV 435.00' DETAIL PROVIDED ON THIS SHEET 24" OUT 433.50 TOP OF CONTROL STRUCTURE ELEV. = 444.88' 10 YEAR WSE 451.69' 1 YEAR WSE 438.14' ELEV. INV OUT OF STRUCTURE= 433.50' 24" FROM STORMTECH 24" FROM STORMTECH CONTROL STRUCTURE DETAIL FOR SWM A 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 TOP WEIR WALL FOR LARGE TOP OF CONTROL STORM EVENT BYPASS STRUCTURE ELEV. = 456.64' ELEV. = 451.50 TOP OF 30" TALL 10" WIDE ORIFICE 10 YEAR WSE ELEV=448.75' 451.45' LJ- _ _ _ _ _ V 1 YEAR WSE WEIR WALL IN 448.74' CONTROL STRUCTURE ELEV. 446.00; 5.75" ORIFICE IN WEIR WALL WITH DEBRIS CAGE DEBRIS CAGE INV 446.00' DETAIL PROVIDED ON THIS SHEET PRE AREA 2 OFF-1 (OFFSITE, UNDETAINED & UNCHANGED) Q (CFS) 1 YEAR 6.36 10 YEAR 15.96 COMBINED PROPOSED FLOW AT ANALYSIS POINT 2: Q (CFS) 1 YEAR 8.05 10 YEAR 29.60 CHANNEL PROTECTION (ENERGY BALANCE): QDEVELOPED < 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED + PRE OFFSITE (2 OFF-1 ,2,3) QMAX (1-YR) < 0.80*(1.32 CFS * 0.133 AC -FT) / (0.638 AC -FT) + 6.36 + 0.99 + 0.52 QMAX (1-YR) < 8.09 CFS QMAX (1-YR) = 8.03 <_ 8.09 CFS OK FLOOD PROTECTION POST -DEVELOPED Q10 <_ PRE -DEVELOPED Q10 30.55 CFS <_ 31.07 CFS OK STORMWATER NARRATIVE THIS PROJECT INCLUDES THE CONSTRUCTION OF ONE (1) PRIVATE ROAD AND FOUR (4) ALLEYS, A RESIDENTIAL COMMUNITY, AND ASSOCIATED UTILITIES AND LANDSCAPING. ENERGY BALANCE REQUIREMENTS AND FLOOD PROTECTION REQUIREMENTS FOR THE 10-YEAR STORM WILL BE MET THROUGH THE USE OF ONE STORMTECH ISOLATOR ROW AND ONE UNDERGROUND STORAGE PIPE. NOTE THAT ALL STORM DRAIN, STORMWATER QUALITY, AND STORMWATER QUANTITY CALCULATIONS INCLUDE A TOTAL OF 0.82 ACRES OF ADDITIONAL IMPERVIOUS AREA (NOT SHOWN ON THESE PLANS) FOR FUTURE DEVELOPMENT. 24" OUT TOP OF 30" TALL 10" WIDE ORIFICE ELEV=448.75' 12" TO JELLYFISH 24" FROM STORMTECH CONTROL STRUCTURE DETAIL FOR SWM B STORMTECH 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 i� l of Bryan D. Cichocki �Z lac. No. 53741 a� 1/��O/N Ai I V103& N z 0 f f z O K U o W O U w � U 0 w za a� oa w Q) C.) Q N DATE 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE N.A. L IOB NO. 47036 SHEET NO. C6.1 STORMWATER QUALITY ANALYSIS DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 BMP Design SpeciJfcotions List: 2013 Draft Stds & Specs Update Su mmary Shoot 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 LBNR TOTAL LOAD REDUCTION REQUIRED = 8.52 LBNFZ TOTAL LOAD REDUCTION ACHIEVED = 6.67 LBNR REMAINING TP LOAD REDUCTION REQUIRED = 1.85 LBNR *REMAINING TP LOAD REDUCTION TO BE ADDRESSED WITH THE PURCHASE OF NUTRIENT CREDITS. DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 I r 2011 BMP Standards and Specifications O 2013 Draft BMP Standards and Specifications Project Name: Date: Southwood Blocks 9-11 7/15/2021 BMP Design Specifications List: 2013 Draft Stds & Specs Site Information Post -Development Project (Treatment Volume and Loads) Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed, 0.00 protected forest/open space or reforested Managed Turf (acres) -- disturbed, graded for yardsorotherturf tobe 2.71 2.71 Impervious Cover (acres) 4.78 4.78 7.49 Constants Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 Total Phosphorus (TP) EMC (ri 0.26 Total Nitrogen (TN) EMC (mg/L) 1.86 Target TP Load (Ib/acre/yr) 0.41 Pj (unitless correction factor) 0.90 Land Cover Summary Forest/Open Space Cover (acres) 0.00 Weighted Rv (forest) 0.00 % Forest 0% Managed Turf Cover (acres) 2.71 Weighted Rv (turf) 0.20 % Managed Turf 36% Impervious Cover (acres) 4.78 Rv (impervious) 0.95 % Impervious 64% Site Area (acres) 7.49 Site Rv 0.68 Runoff Coefficients (Rv) data input cells 1 constant values 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 Inf Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (ac) IMPERVIOUS COVER (acl IMPERVIOUS COVER TREATED (acl MANAGED TURF AREA (ac) MANAGED TURF AREA TREATED (ac) AREA CHECK calculation cells ®� r It t rt t tt ®� t is r rr r tr �� a a1 1 1F t 11 Site Treatment Volume (ft3) Is,asi 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) D.A. A DA. B D.A. C DA. D DA. E TOTAL 0 0 0 0 0 0 2.83 6.85 0.00 0.00 0.00 9.69 1.47 5.20 0.00 0.01) 0.00 6.67 1.36 1.65 0.00 0.00 0.00 3.01 NITROGEN LOAD REDUCTION ACHIEVED (Ilb/yr)JI 0.00 0.00 0.00 0.00 0.00 1 0.00 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (Ib/yr) 11.59 TP LOAD REDUCTION REQUIRED (lb/yr) 8.52 TP LOAD REDUCTION ACHIEVED (Ib/yr) 6.67 TP LOAD REMAINING (lb/yr): 4.92 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 1.85 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LC )AD(I1b/yr)J 82.93 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 0.00 REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ib/yr) 82.93 Site Summary Project Title: Southwood Blocks 9-21 Date: 44392 Total Rainfall = 43 inches Site Land Cover Summary Print Preview Pdnt A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 2.71 0.00 0.00 2.71 36 Impervious Cover (acres) 0.00 4.78 0.00 0.00 4.78 64 7.49 100 Site Tv and Land Cover N ut ri ent Loads Site Rv 0.68 Treatment Volume its 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 6.67 (lb/yr) Total TN Load Reduction Achieved (lb/yr) 000 Remaining Post Development 7P Load 4.92 (Ib/yr) Remaining TP Load Reduction (lb/yr) 1.85 Required Drainage Area Summary DA. A DA. 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 DA. A DA. B DA. C DA. D DA. E Total 7P Load Reduced (lb/yr) 1 1.47 5.20 0.00 0.00 0.00 6.67 TN Load Reduced (lb/yr) 1 0.00 0.00 0.00 0.00 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 D 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 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) (lbsJ Employed 14.a. Manufactured Treatment Device - 0.27 1.25 4,506.65 0.00 2.83 0.57 2.26 14.b. MTD - Filtering Hydrodynamic 14.1b. Manufactured Treatment Device - 4,506.65 2.26 0.00 0.91 1.36 None Filtering Total Impervious Cover Treated (acres) 1.25 Total Turf Area Treated (acres) 0.27 Total TP Load Reduction Achieved in 1.47 D.A. (Ib/yr) Total TN Load Reduction Achieved in 0.00 D.A. (I b/yr) 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 coo 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 1 0.00 0.00 2.94 74 4.00 BMP Selections Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit a Volume (ft3) 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 20,908.15 0.00 6.85 2.37 5.48 14.b. MTD- Filtering Hydrodynamic 14.1b. 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 21.05 9.82 7.81 2.01 79.53% WP0202100004 7.49 8.25 6.67 1.58 80.85% Offsite WP0202100004 2.91 0.18 0.63 0 350.00% PHA Block 11 1.34 1 1.55 0.61 1 0.94 1 39.35% PHA Block 12 2.82 3.5 2.74 0.76 78.29% Village 2 4.88 4.67 3.19 1.48 68.31% Total 40.49 27.97 21.65 5.29 77.40% y�o3� l rryan D. Cichocld Ise. No. 53741 z O K U U) w 0 z O LU W ti O Q DATE 1/1812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. 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I I I�L1_- - � .�yy-_.r \ \ \��" \ �� ' '' " `\ \ ` / / -- / /N 1 \ ` \ \\-----�'// -/' ,/• I I \ �\ \ \ ` / \ 1 \ \ \ \ , / C •moo 'Z \� o+-0 1 I I 1 � `� \ / /'�'� \\ 4 63) 1 I \ I 1 � 1 JOB No. ' I \ 1 1\ � _/ I� � / / _ _ . \ \ ` \ 47036 4638�� UGti \\ \1 \\%SCi/>,LE SHEET NO. _ It / b, \ - �\ -fir/'- -- /� ��/� _\\�\\ 1 111 0 \\ 1\\\j/i-- C6.3 L ,OUTE PROJECT Southwood Blocks 9-11 DESIGNER: CG DATE 7/15/2021 CHECKED: UNITS:NGLISH Im...F.T Sag Inlets Only Ef a � z �a e h o� �'L g� n5 Fr � f;'= ;� a E;'� �E✓ J � 5 °�' v� � _�_ �^ d �z� 14 DI-3B 6000 0130 090 0A17 PRIG IT 0.020 0.35 0.007 0.124 4 0.496 0 0496 0.0200 00200 1.952 2 W 102459 0.0833 4.165 L0W 3.52 0.1466 O.1K6 5.033 60)0 L192 100) Q496 0.OM 1951. 16 DI-3B 6.000 0.260 0.90 0.2M Back/Lt. 0.000RICHI 0080 035 0.028 Back/Lt. 0.262 4 LM 0.363 O.W20 0.0208 9.>36 2AW R20973 0.Cf333 4.(XW211 3.50 Backdt. 0 4 0 0 Ahcad/I 141I i 0.0020 6 L411 1 1 1,916 1 0.166 1 0.333 10.4984981 3.9I6 1 7.678 ITISOP 128 DI-1 1 2000 1 0.030 1 0.90 1 0.027 Back(Lt. 0.000RIGHJ 0.010 0.35 0.0035 Back/Lt. 0.031 4 0.124 0 0.0100 00208 1,322 2.0W 1,51286 0,0833 4,00481 3.50 Back/IA. 0 4 0 0 Ahead/R[. 0.124 0.0100 2000. 2 0.124 0,491 0166 4,490 1965. WehFlow 130 DGI 2.WO 0.006 0.90 0.0054 Bsck/1t. 0,00MCUI 0,004 0.35 0.0014 Back/Lt. 0007 4 OD28 0 0D100 0,0205 0.757 2000 164201 0DR33 400481 350 Back/Lt. 0 4 0 0 Ahcad/Rt. 0.028 0.0100 2000 2 0.028 0.182 0.166 4.181 0.729 Wen-Flow 132 DI-1 2(XJO 0.040 0.90 Q036 Back/Lt. 0000?1 0.030 035 00105 Back/Lt. 0.047 4 0. 188 0 0.0100 OD203 L545 2000 L2945 QC833 4048 01 3.50 Back/lt. 0 4 0 0 Ahead/Rt. 0.188 0.0100 2,(W 2 0188 0647 0.166 4647 2.5;W Weir Flow 208 DI-3C 1 6000 1 02tX) 1 090 1 OAS 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Back/Lt. O.WRICHJ 0.050 0.35 R0175 Back/Lt. 0.198 4 0.792 0 0.0300 0.0200 2.639 10W 035786 01)833 4.165 3.52 Back/Lt. O 4 0 O Ahead/Rt. 0792 OW00 6 0.792 1.304 0A60 0333 048048 3304 5432 WcirFlow 210 DI-3B 4000 0030 090 0027 Back/1A 0.0WRI 0.010 0.35 0.W35 Back/Lt. 0.031 4 0.124 O O.W20 0.0201 1.787 2,000 1,11919 0,0833 400481 3,50 Back/Lt. 0 4 0 0 Ahcad7Rt. OA24 00020 4 0124 0442 O. 166 0333 0498498 2442 1.772 WerFlow 212 DI-3B 9000 0.210 0.90 0.199 0AWRIGH1 0.080 0.35 0.028 0217 4 0.8M 0079 0.947 00600 O02)0 2101 20(X) 0.95193 0A 33 4.165 1(M 352 0.1466 0_16(6 9,182 8000 0871 0975 0.923 0024 1023 214 D43B 6,OW 0.2W 0.90 0.18 URIGIT 0..090 0,35 0.028 0208 4 0832 0 0.832 00500 0.0200 1995 2000 1W251 00833 4.165 19(l0 352 0.1466 0.1666 9233 6000 0729 0.904 0.753 0079 1995 216 DI-3B 8.000 0.190 0.90 0.171 ORICiflT 0.030 0.35 0.0105 0182 4 0728 0141 0.869 00500 0.0200 2117 20M 0.94471 0.0833 4.165 1(0) 352 01466 0.1666 8386 8000 0954 0.996 0.866 0003 2027 218 DG3B 6.(W 0.060 0.90 0.054 ORIGIII 0020 0.35 QW7 0061 4 0244 0015 0.259 000) 0-02(X) 1344 2OW 1.4881 00833 4.165 10W 352 0.1466 01(66 4717 60W 1272 10) 0259 0(X)) 1343 220 DI-3B 4 000 0.070 090 0.063 (TRI(HT 0.010 0,35 0.0035 0067 4 0268 0025 0.293 000) Q0200 1.407 2.000 142146[0,M 4,165 1AW 352 01466 01666 4968 4JW 08)5 0947 0.278 0015 1407 222 D41 1250 0070 0.90 0.063 Back/Lt. 0-0(X)R10H1 0080 0,35 0,028 Back/Lt.0091 4 0364 0 00211 00509 1721 200)116212 1606 2@0 t875O Back(LL 0 4 0 0 Ahead/RL 0,364 00211 L250 1,25 0.364 5,124 3. 124 War Flow 223B DI-3I3 40W 1 0.060 1 WX) 1 0.054 ORICAIT 0,010 035 00035 0058 4 0232 0.101 0.333 00400 0.0208 1476 2000 L35501 O.0033 4.!)Ml 1000 3,50 0A458 01666 5,242 4AW 0763 0.925 0308 0,025 1476 224 D13B 6.000 0.190 090 0.171 0(WRIGFII 0050 0,35 0,0175 0,189 4 0756 0,357 L113 00300 0.020D 1757 2000 053234 O.W3 4.165 0.962 352 0.1466 01611 8147 6000 0,736 0.909 L012 0.101 2421 226 Dl-313 6.0W 0.240 0.% 0.216 0'R1a4T 0140 035 0.049 0265 4 L06 0731 1791 00300 A04W 1828 2.000 0.52247 0.0833 20825 0916 304 O1266 01560 10A39 6A00 0.592 0801 L434 0.357 2.877 228 DI -I 2.SW 1.020 0.73 0.7446 0_(WRIGHT 0,745 4 298 0 2980 0-030.0 00200 7.238 2000 027632 00833 4.165 0737 352 01466 0,1281 14,132 2.5W O177 0,755 2,249 0731 3.256 230 DI-313 21X10 0.140 0.90 0.126 0.000'12I(r1-I'I 0.040 0.35 0.014 0.14 4 056 0 0.560 00100 00208 3.251 20W 061463 0,0833 4.00181 0981 350 0.1458 0.1639 4345 2000 04F0 )981 0.551 0W9 2.312 8.wo 0570 090 0.513 Back/Lt. OBORWIT 0.120 035 0.012 BacknA. 0.555 4 222 0.003 0,0200 0,0250 6A72 2000 0,32938 00033 3,332 340 Bwk(Lt. 0 4 0 0 Ahead/R 2.223 0.0200 8 =3 2.287 0.200 0.333 0600601 4.287 7,6224 Wer Fla L000 0A)2 090 0.0018 Hacm t. 0DWRIGHI 0008 0.35 0.0028 BecVLL 0.005 4 0.02 0 Back/Ll. 0 4 O 1 0 Ahead/R 0.020 0.001 1.000 1 0020 0.315 T>8.00 1.000 0010 090 0.009 Back/Lt. 0.000RICER 0030 0.35 0.0105 Back/Lt. 0.02 4 0.08 0 Back 1A. 0 4 0 0 Ahcad/R A080 0.001 L000 1 Itow 0.793 T>80ft 1,010 0.020 0.90 0.018 Back/Lt. 0.(WR1 0.050 0.35 0.0175 Back/I.t. 0.036 4 0.144 0 Back JA. 0 4 0 0 Ahead/R 0.144 0.001 LODO I O. 144 1.166 WerFlo LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: Southwood 9-11 LOCATION: Albemarle County COUNTY: CharlottesNlle Designed by: CG Checked by: UNITS r ENGLISH PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. C. (4) CA INLET TIME Minutes (7) RAIN FALL ImHr (8) RUNOFF INVERT ELEVATION LENGTH of Pipe Ft. (12) SLOPE FL/Ft, (13) SIZE (Dia. Or SpanAtise) In. (14) SHAPE Number of Pipes Capacity CFS (15) Friction Slope FUR. NORMAL FLOW FLOW TIME INCRE- CCUMU MINT -LATED REMARKS Minmes Minutes (17) (17) (I8) INCRE-ACCUM MENT (5) ULATED (6) Lateral CFS Taal CFS (9) UPPER END (10) LOWER END (I1) Depthof Flow,dn Ft. Armor Flow, An SgFt Hill Ft, Me FVSec (16) En Ft. REFERENCE (1) STA. REFERENCE (2) STA. 101 102 100 0.00 0.00 0.00 5.69 6.54 0.00 14.77 426.34 426.25 18.27 0,00493 24 CacWar 1 1721 0.00380 1.43 2.40 0.60 6.16 2.02 0.05 5.74 103 104 102 0.00 0.00 0.00 5.65 6.33 0.00 14.77 426.52 426.44 15.46 0.00517 24 Circular 1 17.62 0.00380 1.40 2.35 0.59 6.28 201 0.04 5.69 105 1106 104 0.00 0.00 0.00 5.23 6.47 0.00 14.77 427.42 426.62 159.08 0.00503 24 Circular 1 1738 0.00380 1.42 238 0.60 611 202 0.43 5.65 107 108 106 0.00 1 0.00 0.00 1 5.02 6.M 0.00 14.77 429.92 427.52 126,46 0.01898 24 Circular 1 33.76 0.00380 0.93 1 1.42 1 0.48 10.391 2.60 1 0.20 5.23 109 SN'MA_OU 108 0.00 0.00 0.00 5.00 0.00 1477 434.00 431.38 26.17 0.10011 24 Circular 1 77.54 0.00380 0.59 0.78 0.34 19.01 6.20 0.02 5.02 111 112 SWMA IN 0.00 0.00 0.98 7.11 5.9-1 0.00 16.23 435.48 435.00 24,24 0,01980 21 Circular 1 24,15 0.00930 1.05 1.51 0.49 10.77 2.85 0.04 7.14 113 114 112 0.15 0.83 0.12 0.98 7.04 5.94 1 0.00 1 16.23 436.46 435.58 44.03 0.01999 21 Circular I 1 1 24.27 0.00930 1.05 1.50 0.49 10.81 2.86 0.07 7.11 115 116 114 0.34 0.77 016 0.86 6.91 5.97 0.00 15.49 438.16 436.56 80.09 0.01998 21 Circular 1 2426 0.00850 1.02 1.45 0.48 10.70 2.79 0.13 7.04 117 118 116 0.63 0.81 0.51 0.60 6.77 6.01 0.00 13.93 440.15 438.26 89.65 0.02108 18 Circular 1 16.52 0.01560 1.06 1.33 0.45 10.48 2,76 0.14 6.91 121 1122 1 SWMA IN 0.42 0.80 0.33 0.33 5.00 6.54 0.00 2.19 437.97 437.36 7.01 0.07-175 12 Circular 1 10.41 0.00340 0.31 0.21 0.18 10.49 2.02 0.01 5.01 123 124 118 0.00 0.00 0.00 5.04 6.53 0.00 10.97 443.42 44025 90.46 0.03504 15 Circular 1 13.10 0.02560 0.88 1 0.92 0.37 11.95 1 3.09 0.13 5.17 125 EX 1 124 0.00 0.00 0.00 5.00 0.00 0.00 10.97 448.80 446.47 38.91 0,05988 15 Circular 1 17.13 0.02560 0.73 0.74 0.34 14.81 4.13 0.04 5.04 127 128 118 0.04 0.78 0.03 0.09 6.53 6.08 0.00 0.54 441.73 441.54 38.12 0.00498 12 Circular 1 2.72 0.00020 0.30 0.20 0.17 2.70 0.42 0.24 6.77 129 130 128 0.01 0.70 0.01 0.05 1 5.98 1 6.24 0.00 1 0.35 442.22 441.83 78,93 0.004941 12 CaT 1 2.71 0.00010 0.24 0.15 0.14 2.39 0.33 0.55 6.53 131 132 130 0.07 0.67 0.05 0.05 5.00 6.54 0.00 0.31 446.75 444.94 180.82 0.01001 8 Circular 1 1.31 0.00060 0.22 0.10 0.12 3.07 0.37 0.98 5.98 201 202 200 0.00 0.00 0.00 5.19 6.48 0.00 14.08 445.00 444.93 13.04 0.00537 30 Circular 1 32.56 0.00100 1.15 2.20 0.59 6.39 1.78 0.03 5.23 203 1204 202 0.00 0.00 0.00 5.02 6.54 0.00 14.09 445.86 445.10 91.65 0.00931 30 Circular 1 42.89 0.00100 0.99 1.90 0.53 7.93 1.94 0.17 5.19 205 SWM[B-OUI 204 0.00 0.00 0.00 5.00 0.00 14.08 446.00 445.96 7.38 0.00542 24 Circular 1 18.04 0.00340 1.33 2.22 0.58 6.35 1.96 0.02 5.02 206A 206B SWMB IN 0.00 1 0.00 2.45 5.62 6.35 0.00 15.63 449.59 449.00 5,96 030068 15 Circular 1 22.21 0.05210 0.77 0.90 0.35 19.60 6.74 0.01 5.63 207 208 200 0.25 0.79 0.20 1 0.84 5.52 6.37 1 0.00 5.39 454.86 454.00 42.95 0.02002 15 Circular 1 9.90 0.00620 0.66 0.65 0.32 8.24 1.71 0.09 5.61 209 210 208 0.04 0.78 0.03 0.64 1 5.41 6.41 0.00 4.13 455.90 454.96 1 50.50 0-018611 15 Cacuk 1 1 9.55 0.00360 0.57 0.55 0.30 7.50 1.45 0.11 5.52 211 212 210 0.29 0.75 0.22 0.43 5.25 6.46 0.00 276 457.38 456.00 66.49 0.02076 15 Circular 1 10.09 0.00160 0.45 0.39 0.25 7.01 1.21 0.16 5.41 213 214 212 0.28 0.74 0.21 0.21 5m 6.54 0.00 1.36 466.70 460,58 12140 0,05000 12 Circular 1 8.63 0.00130 017 0.17 0.16 8.02 1.27 0.25 5.25 215 216 210 0.22 0.83 0.18 0.18 5.00 6.54 0.00 1.19 456.89 456.00 42.01 0.02119 12 Circular 1 5.62 0.00100 0.31 0.21 0.18 5.69 0.81 0.12 5.12 217 218 1206B 0.08 0.76 0.06 1.62 5.56 6.36 0.00 10.56 455.83 453.34 49.77 0.05003 15 Circular 1 15.65 0.02380 0.75 0.77 0.35 13.69 3.66 0.06 5.62 219 220 218 0.08 0.84 0.07 1.56 5AS 6.54 0.00 10.17 459.15 455.93 54.36 0.05003 15 Circe 1 15.65 0.02210 0.73 0.75 0.34 13.58 3.60 0.08 5.56 221 222 220 0.15 0.61 0.09 0.09 5.00 6.54 0.00 0.60 461.11 459.25 6112 0.02994 12 Circular 1 6.69 0.00020 020 0.11 0.12 5.26 0.63 0.20 5.20 223A 223B 220 0.07 0.83 0.06 1 1.40 1 5.30 6.45 0.00 9.10 464.50 461.71 1 111.42 0.02504 IS Circular 1 1 11.07 0.01770 0.86 0.90 0.37 10.07 2.44 0.18 5.48 223C 224 223B 0.24 0.79 0.19 1.20 5.22 6.47 0.00 7.82 465.44 464.60 4188 0.02006 15 Circular 1 9.91 0.01300 0.84 0.87 0.37 8.95 2.08 0.08 5.30 225 226 224 0.38 0.70 0.27 1.01 5.08 6.52 0.00 6.60 466.98 465.54 71.90 0,02003 15 Circular 1 9.90 0.00930 0.75 0.76 0.35 9.64 1.91 0.14 5.22 227 229 226 1.02 0.73 0.75 0.75 5.00 &M 0.00 4.87 467.85 467.08 3&37 0.02007 15 Circular 1 9.91 0.00510 0.62 0.61 0.31 8.05 1.62 0.08 5.08 229 1230 223B 0.18 0.78 0.14 0.14 5.00 6.54 0.00 0.92 465.66 465.00 37.97 0.01738 12 Circular 1 5.09 0.00060 0.29 0.19 0.17 4.91 0.66 0.13 5.13 233 234 SWMB_IN 1 1 0.69 1 0.80 0.56 0.56 5.00 6.54 0.00 3.63 447.38 447.00 75.81 0,00501 15 Circular 1 4.95 0.00280 0.80 0.82 0.36 4.41 1.10 0.29 1 5.29 235 236 SWMB IN 1 0.01 1 0.50 0.01 0.06 5.28 6.45 0.00 0,40 449.24 448,98 11 90 0.02016 8 Circus 1 1,86 0.00100 0.21 0.09 0.12 4.24 0.49 0.05 5.33 237 236 236 0.04 0.50 0.02 0.06 5.22 6.47 0.00 0.37 449.62 449.34 14.04 0.01994 8 Circular 1 1.85 0.00080 0.20 0.09 0.11 4.13 0.47 0.06 518 239 240 238 0.07 0.31 0.04 0.04 5.00 6.54 0.00 0.24 451.89 449.72 60.28 0.03600 6 Circular 1 2.48 0.00030 0.14 0.05 0.08 4.49 0.45 0.22 5.22 LD347 PROJECT: Southwood 9-11 DESIGNED 6Y: CG HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA, NV9R EL OUTFLOW PIPE OB'TH OF FLOW OUTFLOW PPE OUTLET WATER SURFACE EU94. 01A. PPE Do In/mm) DESIGN DISCH. Oo (CFS/CMS) LBNGIH PPE Lo (FUM) FRICTION SLOPE, Sfo (FT/FF) (MMQ FRICTION LOSS Hf (RMf) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (FVM) hlet Shaping? YM 0.5 R (FVM) FINAL H (PtIMI Inlet Water Surface Elevation Tap of "i Topofhlet Bev. APPROX- djushrtent? Vo Cony. Ho (FVM Vi Vi"22g H(Fxpn) 0.35"MAX. (V ) SKEW Angle K Bend H FVM) Sum HL (F (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) SWMA IN I 1 1441.690 112 435.000 1.75 441.690 21 16.231 24.24 0.00935 0.227 10.769 0.450 10.810 1.815 1 0.635 0.0 0.00 0.000 1.085 0.000 1.085 YES 0.543 0.769 442.459 445.800 O.K. 114 435.580 1 1.75 442.459 21 16.231 44.03 0.00935 0.412 10.810 0.454 10.697 1.777 0.622 0.0 0.00 0.000 1.076 0.737 1.076 YES 0.538 0.949 443.408 447.150 O.K. 116 436.560 1.75 443.408 21 15.494 80.09 0.00852 0.682 10.697 0.444 10.481 1.706 0.597 0.0 0.00 0.000 1.041 1.565 1.041 YES 0.521 1.203 444.611 44T700 O.K. 118 1 438.260 1.50 444.611 18 13.929 89.65 0.01566 1.404 1 10.481 1 0.426 11.954 2.219 0.777 0.0 1 0.00 0.000 1.203 3.079 1.564 YES 0.782 2.186 446.797 448.630 O.K. 124 440.250 1.25 446.797 15 10.970 90.46 0.02569 2.324 11.954 0.555 14.806 3.404 1.191 0.0 0.00 0.000 1.746 0.000 1.746 YES 0.873 3.197 449.994 456.010 O.K. EX 446A70 1.25 449.994 1 15 1 10.970 38.91 0.02569 0.999 14.806 0.851 0.000 0.000 0.000 0.0 0.00 0.000 0.851 0.000 0.851 YES 0.426 1.425 451.419 456.640 O.K. 122 437.360 1.00 441.690 12 2.185 7.01 0.00335 0.023 10.494 0.428 0.000 0.000 0.000 0.0 0.00 0.000 0.428 2.185 0.556 YES 0.278 0.301 441,991 442,390 O.K. 128 441.540 1.00 446.797 12 0.539 38.12 0.00020 0.008 2.702 0.028 2.385 0.088 0.031 0.0 0.00 0.000 0.059 0.188 0.077 YES 0.039 0.046 446.644 448.200 O.K. 130 441.830 1.00 446.844 12 0.351 78.93 0.00009 0.007 2.385 0.022 3.069 0.146 0.051 0.0 0.00 0.000 0.073 0.044 0.073 YES 0.037 0.043 446.887 448.900 O.K. 132 444.940 0.67 446.887 8 0.307 1 180.82 0.00057 0.104 1 3.069 0.037 0.000 0.000 0.000 0.0 1 0.00 0.000 0.037 0.307 0.048 YES 0.024 0.128 447.015 450.660 O.K. LD347 PROJECT: Southwood 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PPE DEF H OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE E EV. D14. PPE Do (In/mm) DESIGN OISCH. tb (CFS/CMS) LENGTH PPE Lo ft" FRICTION SLOPE, Sfo (FT/Fr) (MMp FRICTION LOSS Hf (FtMp JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 H (RM1 hlet Shaping? Y/N 0.5 Ht (FM FINAL H (Ft" Inlet Water Surface Elevation Top of MM Top of Inlet Bev. APPROX Adjustment? Vo Contr. Ho (FtMt) Vi Vi'22g H(Espn) 0.35MAX. (V¢2g) SKEW Angle K Bend H (Ft/M) Sum HL (Ft/M) (1) 12) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) r (13) (14) (15) (16) (16) (17) (18) (19) 100 427.850 102 426.250 2.00 427.850 24 14.770 18.27 0.00380 0.069 6.158 0.147 6.282 0.613 0.214 0.0 0.00 0.000 0.362 0.000 0.362 YES 0.181 0.250 428.100 430.240 O.K. 104 426.440 2.00 428.100 24 14.770 15.46 0.00380 0.059 6.282 0.153 6.210 0.599 0.210 0.0 0.00 0.000 0.363 0.000 0.363 YES 0.181 0.240 428.340 433.430 O.K. 106 426.620 2.00 428.340 24 14.770 159.08 0.00380 0.604 6.210 0.150 10.387 1.675 0.586 0.0 0.00 0.000 0.736 0.000 0.736 YES 0.368 0.972 429.312 433.060 O.K. 108 427.520 2.00 429.312 1432.980 24 14.770 126.46 0.00380 0.480 10.387 0.419 19.006 5.609 1.90 0.0 0.00 0.000 2.382 0.000 2.382 YES 1A91 1.671 430.983 434.420 O.K. WMA OU 431.380 2.00 24 14.770 26.17 0.00380 0.099 19.006 1.402 0.000 0.000 0.000 1 0.0 0.On 0.000 1.402 0.000 1.402 YES 0.701 0.801 1 434.591 O.K. ov- /I /irr an D. Cichocki Z )Sc. No. 53741 �71101 _I '�i� m E 0 0 ON U rN N 0 > E w v E Lu w w 3 Q LL 3 p LL w 0 m ¢_j U00 Z a - ui O w r- rn (7 W QL N 4 CL w 30'x UU)) n oatLU en= A Z 0 ry Z 2 =v>� O w ~ c u7 U) CN > O w M LU V a_ coH 0 W O ud Q O Q. 2 F ti ti w w N N 2 Q t 1 U 0 rV a Z O in DATE j 111812021 O DRAWN BY C. GAYNER • DESIGNED BY • C. GAYNER • CHECKED BY B. CICHOCKI • • SCALE N/A • �J T ob 00 ' 1 T\ V , ' ^ (z,/ J w/ U o_ Ii 0>Q L Q U ' W tY) a U LL I _ O w � J (� z Z 0 O U 06 ^2 ^w 1 . LL a 0 0 0 0 �T i 0 U) JOB NO. 47036 SHEET NO. C6.4 L r SH OF "'Bryan D. Cichocki_ LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG 11c. No. 53741 -c;- HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year SSIONAL �/9o3Cn M E 0 0 M U N ut N 0 > ;_ w a E Q LL 0 3 0 i n wO m,ti Q j U m z w J -� O N d O N v zt- o2 M� cC t- U X K K V w W o Q O ti v= C N z uJ ~ "' � 00 N i Q Ln N M � U ti W J Zi O W � Z � OUri Q O x H Q ti ti w O O w F- N N S Q N U N a z 0 U) DATE 111812021 0 } DRAWN BY C. GAYNER • DESIGNED BY LDJ47 PROJECT: Southwood 9-11 DESIGNED BY: CG • C. GAYNER HYDRAULIC GRADE LINE ANALYSIS Checked: • CHECKED BY INCIDENCE PROBABILITY 10 Year B. CICHOCKI • • SCALE N/A • �J J 06 0 l� V / `^ Z U o Ii � 00>a m�� a U w Q m U rl a LL o w Lu J Lf)z Z Q � - 0 U 06 ^T w I. 0- 0 M 0 0 2 0 V/ IOB NO. 47036 SHEET NO. C6.5 INVERT DEPTH INLET OR STA. �. OUTFLOW OF FLOW OUTFLOW OUTLET WATER SURFACE D14. PPE Do DESIGN D6CH. Do LENGTH PPE Lo FRICTION SLOPE Sto (FT)FT) FRICTION LOSS Hf JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 HI filet Shaping? 0.5 Ht FNJP,L H filet Water Su Tap of MH Top of filet Adjustrnent? Vo Contr. Ho Vi Vi•22g Hi(Expn) 0.35'M4X. SKE+N Angle K Bend H Sum HL INLET OR JUNCTION STA. INVERT EL. OUTFLOW PPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE aLV. DIA. PPE Do (h/mm) DESIGN DISCH. Oo (CFS/CMS) LENGTH PPE Lo (FUM) FRICTION SLOPE Sfo (Fr/FT) (M'h�0 FRICTION LOSS Hi (FVM) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (FVM) filet Shaping? VM 0.5 Ht (FVM) FNAL H (FVM) filet Water Surface Elevation Top of Phi Top of filet Bev. APPROX. Adjustment? Vo Con tr. Ho (FVM) Vi Vi'22g Hi(Ezpn) 0.35'MAX. (Vi2@g) SKEW Angle K Bend H (FVM) Sum HL (Ft/M) (1) i2) (3) i4) (5) (6) (7) i6) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) 200 446.930 202 444.930 2.50 446.930 30 14.080 13.04 0.00105 0.014 6.392 0.159 7.825 0.951 0.333 0.0 0.00 0.000 0.491 0.000 0.491 YES 0.246 0.259 447.189 450.420 O.K. 204 445.100 2.50 447.189 30 14.080 81.65 0.00105 0.086 7.825 0.238 6.352 0.627 0.219 0.0 0.00 0.000 0.457 0.000 0.457 YES 0.228 0.314 447.504 456.700 O.K. WMB OU 445.960 2.00 447.560 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 0.104 447.664 O.K. L PROJECT INFORMATION ENGINEERED JIM CLARK PRODUCT 24D-463-0124 MANAGER: JAMES.CLARK@AADSPIPE.COM MICHAEL GREEN ADS SALES REP: 3D4-240-OD82 MICHAEL.GREEN®ADS-PIPE.COM PROJECT NO: S244525 Advanced Drainage Systems, Inc. SOUTHWOOD BLOCKS 9-11 CHARLOTTESVILLE, VA MC-7200 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MC-7200. 2. CHAMBERS SHALL BE ARCH -SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT -MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS THE STRUCTURAL BACKFILL AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR 1) LONG -DURATION DEAD LOADS AND 2) SHORT -DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, 'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<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 560 LBS/INAN. THE ASC IS DEFINED IN SECTION 8.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73" F 12Y C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • THE STRUCTURAL EVALUATION SHALL BE SEALED BY REGISTERED PROFESSIONAL ENGINEER • THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. 11,410 "TOD 442.5D 442AD 442AD "ZOD 441.OD 440.OD 437.45 436.92 435.19 435.19 435.OD 434.OD 432.25 24' ISOLATOR ROW 24' BOTTOM CONNE BOTTOM OF MC-72C UNDERDRAIN INVEF BOTTOM OF STONE SiteASSIST" SiteASSIST �■ �■ f of " a Q FOR STORMTECH FOR STORMTECH a'Z INSTRUCTIONS, INSTRUCTIONS, �-, Q 1I'}'n D. Cichocki DOWNLOAD THE • DOWNLOAD THE H INSTALLATION APP a INSTALLATION APP Q 1a0. No. 53741 IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-7200 CHAMBER SYSTEM 1. STORMTECH MC-7200 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S 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 ALONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM - 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9. STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVER DIFFER BY MORE THAN IT (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 "STORMTECH MC-72DO CONSTRUCTION GUIDE'. 2. THE USE OF EQUIPMENT OVER MC-7200 CHAMBERS IS LIMITED: • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-7200 CONSTRUCTION GUIDE". • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-7200 CONSTRUCTION GUIDE". 3. FULL 36" (9W 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. - SWM A NOTES • • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. AND DESIGN COUPLE ADDITIONAL DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE G CONSTRAINTS IT MAY BE NECESSARY TO CUT AND CO 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. 0 CHAMBERS 0 END CAPS • 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 VOLUME (CF) (PERIMETER STONE INCLUDED) 135.00 • 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. (ft) • NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE DNS - SWM A ACHIEVED ON SITE. WITH 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER I SOLID OUTSIDE PERIMETER STONE) PLACE MINIMUM 17.5' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 18" PARTIAL CUT END CAP, PART# MC72001EPP18T OR MC72DOIEPP18TW TYP OF ALL MC-720018' TOP CONNECTIONS 18' X 18" ADS N-12 TOP MANIFOLD INVERT 29.36" ABOVE CHAMBER BASE (SEE NOTES) PROPOSED STRUCTURE W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 5.5 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) INSTALL FLAMP ON 24" ACCESS PIPE PART# MC720024RAMP (TYP 2 PLACES) ISOLATOR ROW PLUS (SEE DETAIL) INSPECTION PORT 5 I-- 13.18' 32.50 24" ADS N-12 BOTTOM CONNECTION INVERT 2.26" ABOVE CHAMBER BASE STRUCTURE PER PLAN W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 18 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 24" PARTAL CUT END CAP,PART# MC72001EPP24B OR MC72001EPP24BW TYP OF ALL MC-7200 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS 0 U °a Piz ® s g € � U E � I1' W y � o SBAB E N �G rt0+ E n W of ZE s W 6 8 m Op CK o� r g pl b x u 13 m� !\ 0 gg"o 5 3 SHEET 1 OF SOUTHWOOD BLOCKS 9-11 CHARLOTTESVILLE, VA MC-3500 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MC3500. 2. CHAMBERS SHALL BE ARCH -SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT -MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-1 Sa, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR 1) LONG -DURATION DEAD LOADS AND 2) SHORT -DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, 'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<l MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3)ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/I WIN. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73- F / 23- C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • THE STRUCTURAL EVALUATION SHALL BE SEALED BY 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. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM 1. STORMTECH MC35DO CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE -CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC35W CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC35DO/MC4500 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. • BACKFILL FROM OUTSIDE THE EXCAVATION USING ALONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM -6' (150 MM) SPACING BETWEEN THE CHAMBER ROWS. 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE 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 MC35DOIMC4500 CONSTRUCTION GUIDE". 2. THE USE OF EQUIPMENT OVER MC3500 CHAMBERS IS LIMITED: • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • NO RUBBERTIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC3500IMC4500 CONSTRUCTION GUIDE". • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE'STORMTECH MC-9500/MC4500 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_ PROPOSED LAYOUT - SWM B NOTES 110 STORMTECH MC-3500 CHAMBERS • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. ADDITIONAL DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS IT MAY BE NECESSARY TO CUT AND COUPLE 18 STORMTECH MC3500 END CAPS • 12 STONE ABOVE (in) PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. 30 STONE BELOW (in) • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. 40 %STONE VOID • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE -SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY 22,2BB BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. ABOVE ELEVATION 418.00 THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE SLOPE AND CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON 430 SYSTEM PERIMETER (It)SYSTEM AREA (ET THE SLOPE'S INTEGRITY. 30 PROPOSED ELEVATIONS - SWM B 458.75 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENTIUNPAVED) 452.75 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 452.25 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 452.25 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 452.25 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 451.75 TOP OF STONE 450.75 TOP OF MC %W CHAMBER 448.67 18' TOP MANIFOLD INVERT 447.17 24" ISOLATOR ROW PLUS CONNECTION INVERT 447.15 18- BOTTOM MANIFOLD INVERT 447.D0 BOTTOM OF MC-3500 CHAMBER 446.D0 I UNDERDRAIN INVERT 444.50 1 BOTTOM OF STONE WADS N-12 DUAL WALL PERFORATED HOPE UNDERDRAIN 150.70' (SIZE TBD BY ENGINEER / SOLID 132 58' 18 11' OUTSIDE PERIMETER STONE) PLACE MINIMUM 17.5' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDING 4 OUTLET STRUCTURE PER PLAN STONE AND UNDERNEATH CHAMBER MAXIMUM OUTLET FLOW 4 CFS FEET FOR SCOUR PROTECTION AT (DESIGN BY ENGINEER/ ALL CHAMBER INLET ROWS PROVIDED BY OTHERS) MC35001EPP18TW 18' PARTIAL CUT END CAP, a PART# MC35001EPP18TC OR I L 18" X ADS N-12 BOTTOM MANIFOLD TYP OF ALL MC-35W 18, TOP INVERTT 1.77" ABOVE CHAMBER BASE CONNECTIONS (SEE NOTES) I 18" PARTIAL CUT END CAP, 18" X 1 S' ADS N-12 TOP MANIFOLD I PART# MC35001EPP18BC OR INVERT 20.03" ABOVE CHAMBER BASE MC31001EPP18BW (SEE NOTES) TYP OF ALL MC 9500 18" BOTTOM CONNECTIONS PROPOSEDSTRUCTURE W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 11 CFS (DESIGN BY ENGINEER/ PROVIDED BY OTHERS) 24' PARTIAL CUT END CAP, PART# MC35001EPP24BC OR 4 MC35001EPP24BW STRUCTURE PER PLAN WIWEIR TYP OF ALL MC-3500 24" ISOR MAXIMUM INLET FLOW 11 CFS LATO BOTTOM CONNECTIONS AND ROW PLUS (24" SUMP MIN) ISOLATOR PLUS ROWS (SEE DETAIL) INSTALL FLAMP ON 24" INSPECTION ACCESS PIPE PORT PART# MC350024RAMP I 18' X 18' ADS N-12 TOP MANIFOLD (TYP 2 PLACES) INVERT 20.03" ABOVE CHAMBER BASE - (SEE NOTES) 21.60' 14.33'. 2 38AZ' W Y U -J O F- H- O V) 4 SHEET OF Z O a_ u V LU O W U) W u O U Cr W 2 a dU) UU CL DATE 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE 1 "=50' T ob O J_ w U 0 0 > O LLI � Z Lu W Lu QLL Lu Q O V/ Z Q ° O ^ U W 0 0 O z O O U) L JOB NO. 47036 SHEET NO. C6.6 _ VARIABLE INLET LOCATIONS m 72' MANHOLE \ a \ \ 30' FRAME &COVER 24"OUTLET PIPE \� \, I VARIABLE OUTLE 24" INLET PIPE LOCATIONS a-./- \�., " FIN ARRAY ` \ / (TYP 4 PLACES) \ \ / INTEGRATED \ \f INTERNAL WEIR TYPICAL PLAN VIEW NTS BARRACUDA SS 30" FRAME & COVER ASPHALT INSTALLATION TURF INSTALLATION Id/ l� .... - <YV.OV RIM INTEGRATED INTERNAL WEIR a a 124' 24' INLET PIPE 30" FRAME & COVER f? 7- WQU 1 BARRACUDA S6 UNIT 24' OUTLET PIPE (72" MANHOLE PROVIDED BY BAYSAVER) SITE SPECIFIC PLAN VIEW NTS INTEGRATED INTERNAL WEIR 24" INLET PIPE — (24- OUTLET PIPE NOT SHOWN FOR CLARITY) ACCEPTABLE FILL MATERIALS: STORMTECH MC-7200 CHAMBER SYSTEMS �T IT(MIN) 114.1" (43" MIN) g. e. 16.59' [199.11 85" AASHTO MATERIAL MATERIAL LOCATION DESCRIPTION COMPACTION / DENSITY REQUIREMENT CLASSIFICATIONS FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE PREPARE PER SITE DESIGN ENGINEERS PLANS. PAVED D TOP OF THE'C' LAYER THE BOTTOM OF FLEXIBLE ANY SCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PAVEMENT OR UNPAVEDD FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. CHECK PREPARATION REQUIREMENTS. PAVEMENT SUBBASE MAY BE PART OF THE'D' LAYER AASHTO M145' INITL4L FILL: FILL MATERIAL FOR LAYER'C' STARTS FROM THE GRANULAR WELL -GRADED SOILIAGGREGATE MIXTURES, <35% FINES OR A-1, A-2-4, A-3 BEGIN COMPACTIONS AFTER 24" (6W mm) OF MATERIAL OVER TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24' (800 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 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 M431 PROCESSED AGGREGATE MATERIALS. 3, 357, 4, 487, 5, 58, 57, 8, 87, 88, 7, 78, 8, 89, 9, 10 6, EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS AASHTO M43' B FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER CLEAN, CRUSHED, ANGULAR STONE 3 4 NO COMPACTION REQUIRED. ABOVE. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE CLEAN, CRUSHED, ANGULAR STONE AASHTO M431 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE33 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 FORA' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR 3. WHERE INFILTRATION SURFACES MAYBE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAYBE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAVER'C IS PLACED, ANY SOIL/MATERLAL CAN BE PLACED IN LAVER'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 & B LAYERS / PAVEMENT LAYER (DESIGNED PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN MG-7200 END CAP SUBGRADE SOILS (SEE NOTE 3) BY SITE DESIGN ENGINEER) •�:.a:r wrtuzr�vEo 7.0' FROM VEMf1E8 WYOCCl1R 24" ro m'03�•MI l; 4 (2.1 m) (600 mm) MIN' MAX 12' (300 mm) MIN ��. "THIS CROSS SECTION DETAIL REPRESENTS (1524 mm) MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. 1. DEPTH OF STONE TO BE DETERMINED �Ilr�irueaiK - BY SITE DESIGN ENGINEER 9'(230 mm)MIN ' (2540 mm) � 12' (300 mm) MIN NOTES: 1. CHAMBERS SHALL MEETTHE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION 60x101 2. MC-7200 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM FZ787'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING CHAMBERS SHALL HAVE INTEGRAL INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3'. • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUALTO 500 LBSIIWIN. 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. � � d) Q Y O J m LU ❑ Y 3 c t3 w O F 5 t i£ O O N ¢8 O O IM N o IN w z:Q 2 H co W W lag im z N i .a a 3 m L m I L 3 m h I i 0w I i NNp m N �¢V W Wo J � qgd Q I 0 , Z' SHEET 5 OF 1; N0 ? Y p C3 t Y O J co y O O Q a3a O U z 8 i N m0 �yyy a w j U # 0 = wa o� W -3 U E 1 61 �o w DF �De m fn 0 o �M AF'k 0 KK zp a� Q o— v= 0 S 8a® �o %o 3 a a IF 7 SHEET 121 OF 96"MANHOLE t VARIABLE INLET T LOCATIONS 18"OUTLET PIPE \ 30' FRAME & COVER I l a a I \ \ 18' INLET PIPE FIN ARRAY (TYP 4 PLACES) INTEGRATED \ INTERNAL WEIR VARIABLE OUTLET LOCATIONS i W TYPICAL PLAN VIEW NTS 30" FRAME & Cr"'^^ ASPHALT INSTALL) INTEGF INTERNAL 447.27 OUTLET — — FIN A RYP4 PL SECTION VIEW A A Nr FRAME & CC--- WOU. BARRACUDA (96' MANHOLE PROVIDE BY BAYSAVEF 1 B" OUTLET PIPE BARRACUDA SB SITE SPECIFIC PLAN VIEW NTS INTEGRATED INTERNAL WEIR 18" INLET PIPE (18- OUTLET PIPE NOT SHOWN FOR CLARITY) ��, BOWL FIN ARRAY CTYP4 PLACES) SECTION VIEW B-B NTS ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS 18' INLET PIPE 12"(MIN) 152.8" (44"MIN) 134" F w t Y9 O w 3 c m w ❑O 0 O aa o O H R N _ F- w %i a way o a z o € M T t6 z 0 2 3 u) d L 3 =5 m i0 Bw 23.9V € [287"] p o J� m OW g3y,C �� ffi Mo �d J Q GO s o �j (S O wW w€ Z a rrc 6 SHEET 1 1 OF 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 SOILIROCK 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 SOIL/AGGREGATE MIXTURES, <35%FINES OR A-1, A-24, A-3 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER TOP OF THE EMBEDMENT STONE (IT 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, 487, 5, 56, 57, 6, 67, 88, 7, 78, 8, 89, 9, 10 EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS AASHTO M4W B FROM THE FOUNDATION STONE CA' LAYER) TO THE `C? LAYER CLEAN, CRUSHED, ANGULAR STONE 21,4 NO COMPACTION REQUIRED. ABOVE. ASUBGRADE FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.3'3 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" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAYBE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAYBE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER'C' IS PLACED, ANY SOIL)MATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR D' AT THE SITE DESIGN ENGINEER'S DISCRETION. ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL', 6' (15C MC-3500 END CAP SUBGRADE SOILS (SEE NOTE 3) 6" (150 mm) MIN I B' i 1S'(450 mm) (2.4 m) I_ MIN' MAX 12" (300 mm) MIN 4W '"THIS CROSS SECTION DETAIL REPRESENTS (1143 mm) MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN 12" (300 mm) MIN NOTES: 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a "STANDARD SPECIFICATION FOR POLYPROPYLENE P CORRUGATED WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. ) 2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION a THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBSIINAN. 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. 06 06 ? Y O t3 t Y O 3 yc i3 co - m ❑ W O O 0 '= Q 2 F U w O ¢8 O a o N m o M w # 0 II o � pa a f�F5 qoq ® 0 I= S u E p ur In fl d D F T a@ L .0 m o *0 W a) U 2 2 8 0� mil zg �m ze s_ O o W w WOJ ¢ a= mz �o mE Z� �a k9m, i a 8 SHEET 1 A 1 OF i� l of Bryan D. Cichocki �Z lac. No. 53741 IlILr1� M E 0 rn N � N > E w a E .V< ° 3 ly o 3 LL w O L M Q j U m Z w_—L', O d > O N v z H .= U 3: o* -i UJ LL ai ❑ Ul o¢ �� (f). N Z Z U > M _O W ~ � "' N N W W M cl� d W 0 H w � CII O W W O ti Q Q 0 S ti H 0 0 w F- N N \ \ U ❑ N Q Z O U) DATE > 111812021 O } DRAWN BY C. GAYNER • DESIGNED BY • C. GAYNER • CHECKED BY B. CICHOCKI • • SCALE • N/A • T Cb O TI 0 J L LI U o Z J> o L7Lu ' ui W ui TI Q Q LL ce Ln � Q O U V ui 0 Z O O O JOB NO. 47036 SHEET NO. C6.7 L COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD SUMP DEPTH TBD BY CATCH BASIN SITE DESIGN ENGINEER OR MANHOLE (24" [600 mm] MIN RECOMMENDED) INSPECTION $ MAINTENANCE STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT INSTALL FLAMP ON 24" (600 mm)ACCESS PIPE PART MC720024RAMP r MC-7200 CHAMBER 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART #. MC72001EPP24B OR MC72001EPP24BW MC-7200 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. USINGA FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS ( OPTIONAL) 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.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE 1) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRY 11) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3' (00 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. STORMTECH UNDERDRAIN DETAIL STORMTECH CHAMBER UTLET MANIFOLD FOUNDATION, STONE BENEATH CHAMBERS ADS GEOSYNTHETIGS 601T NON -WOVEN GEOTEXTILE STORMTECH END CAP FOUNDATION, STONE BENEATH CHAMBERS ADS GEOSYNTHETIi CS 001T NON -WOVEN GEOTEXTILE - „� DESIGN ENGINEER 4" (100 mm) TYP FOR SC310 8 SG-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 8 MC-4500 SYSTEMS MC -SERIES END CAP INSERTION DETAIL NTS T STORMTECH END CAP 12" (300 mm) MIN INSERTION MANIFOLD STUB MANIFOLD HEADER . . . . . . . . . . . . q.-� lim NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. SECTION A -A DUAL WALL PERFORATED HDPE UNDERDRAIN SECTION B-13 NTS CONCRETE( PAVEN CONCRETE SLAB 8" (150 mm) MIN THICKNE STORMTECH CHAMBER OPTIONAL INSPECTION PORT r 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 ^7NCRETE COLLAR NOT REQUIRED )R UNPAVED APPLICATIONS W NYLOPLAST INSPECTION PORT BODY (PART# 270SAG41PKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER 4' (100 mm) SDR 35 PIPE 4' (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION VALLEY NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS MC-7200 TECHNICAL SPECIFICATION NTS VALLEY T STIFFENING RIB t SLOWER JOINT CORRUGATION 1 79.1" 83 4" (2010 mm) (2120 mm� INSTALLED 0 jC II� (IIIIIIII�) �I1 !i i I1BI!�ili I) i ►� 111 1 •II NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 100.0" X 60.0-X 79.1" (2540 mm X 1524 mm X 2010 mm) CHAMBER STORAGE 175.9 CUBIC FEET (4.98 m-) MINIMUM INSTALLED STORAGE* 267.3 CUBIC FEET (7.56 m3) WEIGHT (NOMINAL) 2051bs. (92.9 k9) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 90.0" X 61.0" X 32.8" (22S6 mm X 1549 mm X 833 mm) END CAP STORAGE 39.5 CUBIC FEET (1.12 m-) MINIMUM INSTALLED STORAGE` 115.3 CUBIC FEET (3.26 m3) WEIGHT (NOMINAL) 901bs. (40.8 k9) 'ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (3D5 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. 12" (300 mm) MIN SEPARATION 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 MANIFOLD HEADER MANIFOLD STUB PART # STUB B C MC72DOIEPP06T 8' (150 mm) 42.54" (1081 mm) MC72001EPPOOB - 0.88' (22 mm) MC72001EPP0ST W (200 mm) 40.50" (1029 mm) MC72001EPPoBB - 1.01' (28 mm) MC72001EPP10T 10"(250 mm) 38.3T (975 mm) - MC72001EPP10B - 1.33" (34 mm) MC720CIEPP12T 12"(300 mm) 35.69" (907 mm) - MC72001EPP12B - 1.55' (39 mm) MC72DOIEPP15T IW (375 mm) 32.72" (831 mm) MC72001EPPI58 - 1.70" (43 mm) MC72001EPP18T 18' (450 mm) 29.36' (746 mm) - MC72001EPP18TW MC72001EPP18B - 1.97' (50 mm) MC72001EPP18BW MC72001EPP24T 24' (600 mm) 23.05" (585 mm) - MC72001EPP24TW MC72001EPP24B - 2.28" (57 mm) MC72001EPP24BW MC72001EPP30BW 30' (750 mm) - 2.95" (75 mm) MC72001EPP36BW 36' (900 mm) - 3.25" (83 mm) MC720DIEPP42BW 42" (1050 mm) - 3.55' (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL ST WEB UPPER JOINT �11�I1I� CORRUGATION CREST STIFFENING RIB FOOT 32.8" (833 mm) INSTALLED WO' (965 mm) CUSTOM PREFABRICATED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-12DO 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. Q Y � O J Do LU � 1mL 3 t3 W U t € OO N ¢E O ��II Q o W = 2 � U # o N o a z u�� .10 lag IN Q' 33 U) YLU c O Lei J _ 00 V) m U W O O � N 3:= o w U dF O 00 L A b a H SEQ" F � �zg 3 aa3�3� gg5 6 % 6 E 4� U w go F wg ® .c I- O U) 0 T U) N a N U 0 �� cq I W. € § Iy o aS RRF �S W F 9� JO v = � W° O o zW ow oz w �= z u �o WF gmgWF 36 zlii� SHEET 11 12 OF COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD SUMP DEPTH TBD BY CATCH BASIN SITE DESIGN ENGINEER OR MANHOLE (24" [SW mm] MIN RECOMMENDED) INSPECTION S MAINTENANCE STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT Ins I ALL rLAMF UN z4- (WU n PART #: MG350024RAMP r MC3500 CHAMBER 24' (500 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART M MC35001EPP24BC OR MC35001EPP24BW MC-3500 ISOLATOR ROW PLUS DETAIL A. INSPECTION PORTS (IF PRESENT) A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR PLUS ROWS B.I. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE 1) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRY 11) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45(1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. ,",....-...-^ "ORT AC35DO END CAP �.. GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 8.26 (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CONCRETE COLLAR PAVEMENT CONCRETE SLAB T 8' (150 m) MIN THICKNESS STORMTECH CHAMBER 12' (300 mm) MIN WIDTH CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS W NYLOPLAST INSPECTION PORT BODY (PART# 2708AG41PKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION VALLEY NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS MC3500 TECHNICAL SPECIFICATION NTS VALLEY STIFFENING RIB CREST STIFFENING RIB 0 R JOINT CORRLKiATKN4 FOOT UPPER JOINT CORRUGATION BUILD ROW IN THIS DIRECTION b (1956 MM) 75.0' (1905 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 77.0"X45.0"X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m2) MINIMUM INSTALLED STORAGE' 175.0 CUBIC FEET (4.96 m3) WEIGHT 1341bs. (60.8 k9) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 75.0"X45.0'X22.2" (19D5 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 m3) WEIGHT 491bs. (22.2 k9) 'ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 8' (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 *r END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" END CAPS WITH A WELDED CROWN PLATE END WITH'C" PART # STUB B C MC35001EPPOST 8"(150 mmj 3321" (844 mm) - MC35001EPP068 - 0.88" (17 mm) MG35001EPPOST 8" (200 mmj 31.16" (791 mm) - MC35001EPP088 - 0.81"(21 mm) MC36001EPP10T I (r (250 mm) 29.04' (738 mm) - MG35001EPP10B - 0.83" (24 mm) MC35001EPP12T 12" (300 mm) 26.36' (970 mm) - MC35001EPPI28 - 1.35(34 mm) MG36001EPP15T IV (375 mm) 23.39' (594 mm) - MC35001EPP15B - 1.50' (38 mm) MC35001EPP78TC I (450 mm) 20.03' (509 mm) - MC35001EPP18TW MC35DOIEPP18BC - 1.77"(45 mm) MC35001EPP18BW MC35001EPP24TC y1• (SOD mm) 14.48' (388 mm) - MC35001EPP24TW MC350DIEPP24BC - 2.08" (52 mm) MC35001EPP24BW MC35DOIEPP30BC 30' (750 mm) 2.75" (70 mm) NOTE: ALL DIMENSIONS ARE NOMINAL 86.0"(2184 mm) INSTALLED 90.0" (2286 mm) ACTUALLENGTH' 22.2 (564 mm) INSTALLED (653 m) CUSTOM PARTIAL GUT INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-W (30D-600 mm) SIZE ON SIZE AND 1548' (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC3500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10' 1250 mm). THE INVERT LOCATION IN COLUMN'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. c3 (n Y 5 0 U UJI O J W 00 W O U W U u O U) tii :% L b7 E U) n� EG L U E - m C 8 �� y P1 gg TgO.mryry o W mE �6 as Es o� \ 10 SHEET 1 OF w 0 ° y 9 3 t Y c O W Do O U o °" O� U) o a 6 q W� y Woq� g$ aaH Me 111 �S 2 .S U 2 C w go C € U E N d 0 E m 0A o JN O� = zo O �K 6z ~z J_ 30 Z. 30 a 12 1 SHEET OF 1 i� l of /I > rryan D. Cichocki �Z lac. No. 53741 a� �711ol�1 Fvw� 91 3& m E o O M U N � N Q O > E W a E Q v- 0 3 U LL i n OleO L M d j U m W J -ui M (A N N v ¢:O x K K N LL U)Q v _ N N =v>� �� o ry W M a � Z O a of U U) LU O U O W n z W � U O W aQ. C) Coo O Q O DL ti (N W O O Q N O rN rN n DATE 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE N/A J� T C6 JO l� J i Q U z O> o Z ' W LLI Q Q LL W Z) Q ° O ^^ U W 0 O Z) O I- O L IOB NO. 47036 SHEET NO. C6.8 n r A ) C Gi ✓ 0 s'f�d r r' #Fif}.3 r _ - r - -~0•. �, &WO ' , �I 3 /10: d - ' VAo' , 9` a r r \ Ovd1 e �-sr J£� ' Qy 4 '3 %-�4. � �5! �4� ✓• / � � � _ �F _ ,uVN 'Y, 4� #"� '7q � 9 Y ir! P CJ ' 'j ip 7 `�� dy � I _ y i� � �`� �4� I \ � 3 J' � . r• '� i� H � � L ' 'r5 f � �,�� I Ip _a�' r a� 4K �°S'�:?r` . o � �d f�, Fs la .r :�✓3 ^ .. .g �,.f'�F�.'�".�.JL"A� - i' T :`'�" � � . RAMM f:-��• 7 et - a#� �;8 ,''�-- � ' (y �n i'�M I � � i � J+� 1� � II ' a r'' 3y+}a' ,�'� is �s , 4%' Z' J�.I nx Y .ti'` t.. 4$ 1�i� r , � 'y. _�. 'I `rf .�� t%^�=N -,✓'� d*r •�'. " gyp$ �� . _ _S� y s� `� At 11 t" 9dtl I � i� � �• '� - fj I• ' . �': "--t .I `.p"'7" J .- �. .'.. i � ,� Y"fir-'�' II � '. ti- 1 , t,✓+ F° �; 4y r, c !. 1. �,.. I a 1 ' !y _ _ G p J w, 6 � � �.a K - - - � `�I1' � �_� � I � .. 13 � d' �.✓ a .a y 'k- d' s' _ems T �I"--J- : r- � r `q`�- -• a � __ a� • ' �--�� ._ � � 1l� a y L 1 „L� ry` ADS - �. FI' 4 F. r J r� 41r 40.0 in 222.0 in 210.0 in 12 5.5 in 176.0 in 8 15 13 15.0 in 12 12 45.0 in 4.0 in 24.0 in �F7 k_ A �J 11 11 5 �� 24.0 in- __ \� L MOUNTING BRACKET 7 LAYOUT PRECAST DETAIL 6.0 in 84.0 in 72.0 in 63.0 in 49.7 in 23.8 in 15.0 in 3.0 in 12"x3E CONVEYANCE 21.0 in SECTION C-C SCALE 1:60 017.3 in 31 24.0 017.3 in in In 1. STRUCTURE WALL AND SLAB 72.0 In THICKNESSES ARE NOT TO �96.0 in SCALE. 2. CONTACT HYDRO INTERNATIONAL FOR A BOTTOM OF STRUCTURE ELEVATION PRIOR TO SETTING THE STRUCTURE 3. CONTRACTOR IS RESPONSIBLE FOR MATERIALS AND LABOR TO BRING CASTINGS TO FINISHED GRADE PROJECTION IF IN DOUBT ASK DATE: SCALE: 6/29/2021 1:60 DM MAV By- CHECKED BV: APPROVED BY KS; - + - J PARTS LIST T"° UP-FLO FILTER (285R) 8ftx18.5ft 42 MODULES UFF-1 SOUTHWOOD 9 & 11 RICHMOND, VA ITEM QTY DESCRIPTION SIZE (in) 1 1 PRECAST VAULT 8 fl x 18.5 ft 2 1 UFF INLET PIPE 24 3 1 UFF OUTLET PIPE 24 5.0 in 4 42 MODULE LID 3.0 in 5 2 SUPPORT FRAME 8 1 2 COVER 30 IN 7 4 WEDGE WALL MOUNT 8 2 COVER 24 IN SECTION D-D 9 2 BYPASS HOOD SCALE 1:60 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 488OK173 17 1 MCMASTER-CARR 48925K27 18 1 FERNCO 1056-1515 & 15.2-10.6 EB Hydro International hydro-intcom 02021 HYDRO INTERNATIONAL V GHT: I MATERIAL STOCKNUMBER: 1 DMVANO NO.: 21_12_2433-UFF-1 SHEET$ME: I SHEET: Rev: B 2OF3 A A 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 n RIM: 452.00+/- ft TOS: 451.00 ft WEIR: 448.14 ft INLET: 446.00 ft OUTLET: 446.00 ft PARTS LIST SUMP: 444.00 ft 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 COVER 30 IN 7 4 WEDGE WALL MOUNT CAPACITIES: 1. Minimum performance: 80% removal. NJDEP - NJDEP Blend; NJCAT, Sil-CoSil 106 (d50 = 22 microns) at the peak treatment flow. 2. Maximum number of modules per outlet module: 38 •. 3. NJDEP peak treatment flow:.033 cis (15 gpm) per module, Ribbons 4. WA DOE peak treatment flow:.022 cis (10 gpm) per module, Ribbons ADDITIONAL DESIGN INFORMATION: 1. 'Normal operating W.S.E. is 2.14' above the outlet invert at the peak treatment flow of .033 cf(15 gpm) per module. For 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 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 ACUTEs 16 1 MCMASTER-CARR 4880K173 17 1 MCMASTER-CARR 489251<27 18 1 FERNCO 1056-1515 & 15.2-10.6 EB 1. STRUCTURE WALL AND SLAB THICKNESSES ARE NOT TO SCALE. 2. CONTACT HYDRO INTERNATIONAL FORA BOTTOM OF STRUCTURE ELEVATION PRIOR TO SETTING THE STRUCTURE 3. CONTRACTOR IS RESPONSIBLE FOR MATERIALS AND LABOR TO BRING CASTINGS TO FINISHED GRADE REVISION HIS. REV BY DESCRIPTION DATE B '7 MOOUIE COUNT TN82021 A IKSM FIRSTRELEASE 1 8/2 W21 PROJECTION '(�§) E3 IF IN DOUBT ASK 6/29/2021 61 0 DMVM BY. CHECKED BY: APPROVED BY KSM TM. UP-FLO FILTER (285R) TYPE SIZE (In) Oft 18.5ft 8 fl x 18.5 ft 42 MODULES HOPE 24 UFF-1 HOPE 24 SOUTHWOOD 9 & 11 RICHMOND VA Patent: w .hydro-int.DDm/Patents 30 Hydro 24 International hydro-inLcom 02021 HYDRO INTERNATIONAL 285R WEIGHT: MATERIAL STOCKNUMBER: 1 DMWNO NO.: 21_12_2433-UFF-1 SHEET SIZE: SHEET: Rev: B 1 OF 3 A ov- /gryan D. Cichocki Z lac. No. 53741 AVF 0- ^� E 0 � o N � N C > E w a E Q LL o 3 p LL wO `m^ _j V oMo Z o -u O M � a{n 2) d U LU v M IS X U) aLU Ln Z 2 U i 0 ry > O wM LU U 00 � � 0 U W a O O 0 F ti ti w F r*4r U 0 N Z O in DATE 111812021 0 DRAWN BY C. GAYNER • DESIGNED BY • C. GAYNER • CHECKED BY B. CICHOCKI • • SCALE N/A 11_N1 06 0 J_ Vl Q LU U 0 Z J > O LLJ C2 Z Q III g w Lu r-I aILL 0 0(W 0 o Q ° 0 ^ U W 0 0 0 0 z 0 2 � 0^, v / JOB NO. 47036 SHEET NO. C6.9 L TH of � M Lo O> j/ L 0 o o �i lrryan D. Cichocki 'Z O N �..O �y N N LL7 0 `� � W O � M W 102: MH-1 M o N Co o04 N 108: MH-1 o N r M 00 Isc. No. 53741 STA10+22.27 �MMN F �rnoN v STA13+23.31 �va0� apNMv _ + M H + F fM + N H 0 TOP430.24 ��az ��az TOP434.42 �� oo�S Oti11 INV IN426.44(103) ¢a» �¢a-O INV IN431.38(109) (5 N¢a0 � SI INV OUT426.34(101) ��? z o�Oz z INV OUT429.92(107) ��z C4 t � ONAL dV 450 450 455 455 M E 0 0 u N � N 0 > E w a E H_ w w 3 Q a o 3 p U. 0 wO `mom j V 2 Z w - ui O rn C7 W N V d w 3O'x U) 0 oa 6=Lu 0 I-rt �= vry Z 2 =v>� O W F �� U E� > O W MLu a� 00 DETENTION IS � ~ U W Nif in vi a 0 DE O ISt - o 3 iffl_ 17 w w N N U 0 N t . z O in DATE 111812021 0 } DRAWN BY C. GAYNER • DESIGNED BY 5 • C. GAYNER • CHECKED BY 9+50 10+00 11+00 12+00 13+00 14+00 14+50 9+50 10+00 11+00 9+50 10+00 11+00 12+00 13+00 14+00 14+50 B. CICHOCKI STR 100 - SWM A SWM A - STR 122 SWM A - STR EX.1 • SCALE 205B: MHA 0 AS SHOWN HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' VERT SCALE: V=5 STA 10+62.36 202: MH-1 VERT SCALE: 1"=5 VERT SCALE: V=5 0 50 TOP 454.35 STA 10+24.80 PROFILE SCALE INV IN 445.94 (205C) TOP 452.86 M INV OUT 445.44 (205A) INV IN 445.10 (203) • 202: MH-1 204: MHA INV IN 445.05 (205A) 204: MHA 118: DI-3B 6 ft Throat 128: 18" Basin - Circular Grate _ n STA 10+01.14 STA 10+74.12 INV OUT 445.00 (201) STA 10+85.48 STA 10+01.73 STA 10+39.90 130: 18" Basin - Circular Grate `O o v TOP 452.86 TOP 456.80 200: ES-1 for 30 inch Pipe TOP 456.80 TOP 448.63 TOP 448.20 STA 11+18.79 °i o H_ Cb INV IN 445.10 (203) INV IN 445.96 (205) STA 10+06.64 INV IN 445.96 (205) INV IN 440.25 (123) INV IN 441.83 (129) TOP 448.90 p v O= INV IN 445.05 (205A) INV OUT 446.00 (205C) TOP 447.52 INV OUT 446.00 (205C) INV IN 441.54 (127) INV OUT 441.73 (127) INV IN 444.94 (131) C�i ¢ a > INV OUT 445.00 (201) INV OUT 445.86 (203) INV IN 444.77 (201) INV OUT 445.86 (203) INV OUT 440.15 (117) INV OUT 442.22 (129) ce)U) HF z 470 470 465 465 460 460 O 1� TT� Vl U - L", 0 Q U) J> w M u; J LLJ J of LL w O Co Law 1� QLL a }Uj O (� z nF Q O U) I..L 0 0 0 2 D 0 9+50 10+00 11+00 11+50 9+50 10+00 11+00 12+00 9+50 10+00 11+00 12+00 13+00 14+00 - STR 202 - STR 204 STR 200 - SWM B STR. 118 - STR. 132 HORIZ SCALE: 1"=50' HORIZ SCALE: V=50' HORIZ SCALE: 1"=50' JOB NO. VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1"=5 47036 SHEET NO. C7.0 445 445 440 440 T = 440.00 SWM A: EXISTING STORMTECH PROPOSED GRADE DETENTION WITH GRADE / ISOLATOR ROW 435 435 109 3' MIN. 26.17' OF 24" HDPE 430 430 107 46' OF 105 2g 24„ HpPE 425 159.08' OF 1.g0% 425 24 'HDPE 18.27' OF 103 o @ 0.50 /o 24" HDPE 15.46' OF 0.50% 24" DPE 0 50% 420 420 415 415 R R R tl• V tl tl R 465 465 460 460 PROPOSED GRADE EXISTING 455 GRADE 455 450 / 450 6. O 445 445 2 205 61.27' OF 11.7 ' OF 12" PVC 12" VC 0.63°k @ 0. 0% 440 440 435 435 450 OLATOR 450 PROPOS D GRADE EXISTIN 445 GRADE 445 2.4' 3'5 440 = 440.000 SWM A: STORMTECH WITH ROW 121 435 T. = 435.00 _ � 12" HDPE 430 _ INV 434.000 430 425 425 420 420 M R C PROP SED 460 G DE 460 EXIS ING G DE 455 / 455 T P = 450.750 450 5 SWM B: 450 STORMTECH / DETENTION WITH ISOLATOR ROW B T. = 447.000 445 I V = 446.000 445 2 6 69' OF 05 201 3 "HDPE .38' OF 18.26' OF 1.25% 4" RCP 30" HDPE 0.50% 440 @ 1.25% 440 435 435 430 430 V R 7 � 7 h N � M � u7 N � M � °O H � (O H N N `••' �� N 00� M o0�(O �oui W � W � M(00 � °ooco v rp �} u�M H M�rM V m F M+�M [p H M+°�� v �~ H ��z p o�az p o�az � o��z =N(O� z_ � O ��az N�o» o» ono» °ono»> z z z aFo» ��H? ? �(��? ? �NH? ��Fz ��Fz z 460 460 � 455 455 PROPOSED GRADE STING 450 G DE � 450 ^ ` 'L5,6F / PROP SED � WAT R ` r �Q� 445 LINE "� 0°�O 445 WATE� LINE \ } 2.2' 2. ' 3�7' O1 q5 440 = 440.000 SWM A: °)o STORMTECH 8g6FD OLATOR ROW 1� E SANITARY 0 09' OF .11% PIPE 3-1 . = 435.000 E 435 4 OF � INV. = 434.000 24.2 21" HpPo -SANITARY �2.00% PIPE 11- 113 430 44.03' OF 430 21" HDPE 2.00°k 425 425 455 455 PROPOSED GRADE 450 450 3' MIN. 445 445 3' MIN. OF / "HDPE 1.00% 127 440 78.93' OF � 440 1n}1DPE 12 � O�o� (CD 0.50% 1 ' EXISTING 435 � GRADE 435 CONTRACTOR TO COMPA T I FILL TO AT L AST 95% 1 � STANDARD PROCTOR DEN ITY 430 430 425 425 R V R R V 7 V V 7 R V L roa STA 11+19.93 TOP 466.22 �TH OF 224: DI 3B 6 ft Throat n rn O% f m uY O O O 0 ce)V m m j/ i t cli t o - v o ° O �ryan D. Cichocki Z t 210: DI-3B 4 ft Throat 4 m °°'o, 206B: MH-1 � uo m °o° co o ro m o ° r� ,° Dic. No. 53741 STA 10+00.45 00 V: M umi STA 10+00.30 m N v °' Lo v ' °' ° o N o v co ce) �O N �� U M O't V m m r'. (° a m m (° Nam TOP462.71 ma�F TOP460.13 �?}N� F M°1N07 H- �?+(�°� m00 .p0 INV IN455.94(211) oo(D� INV IN453.34(217) p�az0 p�azzp �Qa;O> p�v�SSI INV IN 456.00 (215) is F > INV IN 454.00 (207) o H 0» o H 0 >> > N O z z H a0 > ONAL 7) INV OUT 455.84 (209) N to F ? INV OUT 449.59 (206A) N rn F ? ? N O H ? ? ? N O F z xI 480 480 480 480 ^� E o ° u N � N C > E W a E H- w w 3 ¢ LL i 3 pU. W 0 N ^i -i V oMo z a -M O .. rn C7 LU �M a w 30'x cU!) �i �ry z zt =v>� O W F C m H °� > O wM U 00 �~ o U w vi a O tu O 3 w W N N \\ U 0 N z ~^ O in DATE 0 111812021 } DRAWN BY C. GAYNER DE IS DESIGNED BY • • C. GAYNER • CHECKED BY 9+50 STR. 210 -STR. 2160+00 11+00 9+50 10+00 STR 206B -STR 214 13+00 13+50 : • B. CICHOCKI SCALE HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' • AS SHOWN VERT SCALE: 1"=5 VERT SCALE: 1"=5 • 9+50 10+00 11+00 12+00 13+00 14+00 14+50 0, SWM B - STR 228 N vM • ,-i HORIZ SCALE: 1"=50' 223B: DI-3B 4 ft Throat 1 _ 00 VERT SCALE: 1 "=5 STA 10+00.14 (o m v ° N n M ui 236: 12" Basin -Circular Grate TOP 471.53 cn �i H- Co o (6 238: 12" Basin Circular Grate o r- p �? + m v 222: 15" Basin -Circular Grate 06 INV IN 464.04 (223C) p � v O o p O o � v z z STA 10+62.12 INV IN 464.04 (229) o ¢ EL o- _ > O INV OUT 463.94 (223A) Cl) OF z N t~n ? ? NOP 469.27 V OUT 460.79 (221) 5 LO W o IN 485 485 480 480 O N N 234 DI 3B 8 ft Throat Circular Grate INV I 239) 0 INV I 0 50 T PROFILE SCALE 11 Vl U 0 Q U) J> w M u; J LLJ J LL tY w O EbA 0 m 1� Q a LL O Uj (n z 0 DE p IS DETENTION U ^2 -1-6 HEME I..f_ 0 0 0 �T i 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+50 10+00 11+00 11+50 SWM B - STR 234 STR 223B - STR 230 STR 220 - STR 222 D HORIZSCALE:1"=50' SWM B -STR 240 HORIZSCALE:1"=50' HORIZSCALE:1"=50' O VERT SCALE: 1"=5 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1 "=5 U) JOB NO. 47036 SHEET NO. C7.1 ISOLATOR INV IN 461.71 (223A) TENTION INV IN 458.93 (221) STA 12+73.23 INV OUT 458.83 (219) TOP 472.40 226: DI-3B 6 ft Throat INV IN 464.98 (225) STA 13+45.13 ^ o � _ n ° INV OUT 464.88 (223C) TOP 474.15 o � t � 223B: DI-3B 4 ft Throat INV IN 466.52 (227) ,°°' � � � STA 12+31.35 INV OUT 466.42 225 M M O o rn ,' � "� v � "' TOP 471.53 228:(DI-1) � ri m � � v M � o � o � � � INV IN 464.04 (223C) STA 13+83.46 vzzOo�vzO INV IN 464.04 (229) INV OUT 463.94 (223A) TOP 475.04 INV OUT 467.29 o � O > > > °r° H O > > (22 485 �,mFz z z NmFz z 485 / 480 / 480 PROPOSED / 475 GRADE 475 i EXISTING GRADE 1.8' 470 470 / 1.6' 465 / 227 465 / 38.37' F / 23C 88 PROPOS D 15" HD 2.00% E / 41 PE WATER @ 223A 42 OF 15 2p0% LINE 460 / 111 15" F1DPE 225 460 / (� 2• 15" HDPE 2.00% / 219 pF 455 455 15 0°�O 5 �i 450 TOP = 450.750 Sys g: STORMTECH WITH 2O6A OLATOR ROW 5.86' OF 15" HDPE BOT. = 447.00 445 @ 10.00% 445 INV. = 446.000 R R V R R <t R R TENTION = O u° � � STA 10+78.16 � � v z z TOP 451.76 N � O z z INV OUT 447.38 (233 465 465 460 460 PROPOSED GRADE EXISTING 455 GRADE 455 / � 450 TOP = 450.75 SWM B: � 3' M N. STORMTECH WITH OLATOR ROW BOT. = 447.00 233 445 75.81' F 445 INV. = 446.000 � 0 5 0� 440 440 N �o h b C V 475 475 470 470 PROPOSED 465 GRADE 465 EXISTING GRADE 460 460 / _ 3.2' 215 455 455 12� 2D3% 450 450 445 445 v STA 10+15.12 � - TOP 453.64 STA 10+29.14 INV IN 449.34 (237) TOP 453.70 V OUT 449.24 (235) INV IN 449.72 (239) INV OUT 449.62 (237) 232: MH-1 240: 12" Basin - STA 10+02.22 STA 10+89.42 TOP 453.24 TOP 456.00 N 448.98 (235) INV OUT 451.89 N 447.00 (233) 465 465 460 460 PRO OSED RADE EXI TING RADE 455 455 3' / MIN., 0 450 TOP = 450.750 SWM B: 602a PE STORMTECH WITH $(�H 475 475 PROPOSED / GRADE EXISTING 470 GRADE 470 / 465 3'S 465 O F / ao 1`L2; NOe� I 12 00 5� 460 � 460 / 2 PROPOSED WATER � LINE 455 455 � 50.50� OF 66.49' OF 9bOF 15" HDPo 15" HDPE 42 HpPE 1�200% � 1.75 /o @ 1.75% SANITARY 450 PIPE 7- 450 445 445 v v v v v a 480 480 ISTING G DE P OPOSED G DE 475 475 470 470 PROPOSED .g' WATER LINE 465 465 g 3�29 pE 1 � 3 DOo)o 460 460 455 455 h R 475 475 PROPOSED GRADE EXISTING GRADE 470 470 465 465 1.4' 5.5' PROPOSED WATER 460 LINE 460 221 6212 P 1�3p0b 455 455 450 450 N N 7 R L