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Home My WebLink AboutWPO202100004 Plan - VSMP 2022-12-13I � kyan D. Cichocki ' e be. No. 53741 SOUTHWOOD PHASE 1 -BLOCKS 9, 10, & 11 ��00 �� SITE INFORMATION TAX MAP PARCEL, ZONING, AND OWNER INFO: LIMITS OF DISTURBANCE: 7.97 ACRES OVERLAY DISTRICT: ENTRANCE CORRIDOR MAGISTERIAL DISTRICT: SCOTTSVILLE SOURCE OF BOUNDARY AND TOPOGRAPHY: BOUNDARY WILLIAM S ROUDABUSH, JR. 1974 ROUDABUSH, GALE, & ASSOCIATES, INC 2003 ROUDABUSH, GALE, & ASSOCIATES, INC 2015 BENCHMARKS (SPOT ELEVATION) AT THE INTX OF HICKORY & BITTERNUT ELEV=451.0 09000-00-00-001AO PARCEL AREA: 8.83 ACRES DB 3375 PG. 063 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) 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 SUPPLEMENTAL TOPO LOUISA AERIAL SURVEYS, INC. TIMMONS GROUP P.O. BOX 340 28 IMPERIAL DRIVE MINERAL, VA 23117 STAUNTON, VA 24401 DATE OF PHOTOGRAPHY: 03/23/04 TELEPHONE: 540.885.0920 DATE OF COMPILATION: 02/02/07 CONTACT: PAUL HUBER, L.S. PAUL.HU BER@TIM MONS.COM SURVEY CONDUCTED: MARCH 2O19 HORIZONTAL: NAD83(NA2011) VIRGINIA STATE SOUTH GRID VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS DRAINAGE DISTRICT: MOORES CREEK WETLAND IMPACTS: NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT. TOTAL IMPERVIOUS AREA = 4.63 AC WP0202100004 WPO PLAN AMENDMENT COUNTY OF ALBEMARLE, VIRGINIA BURIAL SITES: NO CEMETERIES FOUND ON SITE. BUILDING HEIGHTS: MINIMUM BUILDING HEIGHT PROPOSED IS 2 STORIES (25' REVEALED ON HIGH SIDE OF TUCK UNDER TOWNS) AND MAXIMUM BUILDING HEIGHT PROPOSED IS THREE STORIES (36). STORMWATER: WATER QUALITY REQUIREMENTS AND FLOW ATTENUATION WILL BE ACHIEVED THROUGH THE USE OF A STORMTECH ISOLATOR ROW, A STORAGE PIPE, AND A CONTECH JELLYFISH FILTER. AGRICULTURAUFOREST DISTRICT: NONE SPECIAL FLOOD HAZARD INFORMATION: SPECIAL FLOOD HAZARD AREA (FLOODPLAIN) YES[ ] NO[X] ALL NFPA REGULATIONS REGARDING PLACEMENT AND SETBACKS OF UNDERGROUND PROPANE TANKS SHALL BE ADHERED TO. NOTES: 1. THE STREAM BUFFER(S) HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE. 2. A PORTION OF BUILDING UNITS SHOWN ON THIS PLAN ARE AFFORDABLE UNITS (16 IN TOTAL). 3. SIGNS IDENTIFYING THE NAME OF EACH STREET WITHIN THE SUBDIVISION SHALL BE INSTALLED AND MAINTAINED AS PROVIDED IN CHAPTER 7 OF THE CODE. 4. ALL WATER AND SEWER FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY. CUMULATIVE SITE PLAN TRIP GENERATION WEEKDAY LAND USE ITE AMOUNT UNITS ADT AM PEAK HOUR PM PEAK HOUR CODE IN OUT TOTAL IN OUT TOTAL APARTMENTS/ 220 46 D.U. 341 5 17 22 16 10 26 TOWNHOMES SINGLE 210 34 D.U. 389 8 22 30 23 14 37 FAMILY VILLAGE 1 TOTAL 80 D.U. 730 13 39 52 39 24 63 APARTMENTS/ TOWNHOMES 220 86 D.U. 641 13 34 47 30 17 47 BLOCKS 9 - 11 TOTAL 86 D.U. 641 13 34 47 30 17 47 APARTMENTS/ TOWNHOMES 220 121 D.U. 886 19 49 68 47 34 81 BLOCKS 11 & 12 TOTAL 121 D.U. 886 19 49 68 47 34 81 APARTMENTS/ TOWNHOMES 25 D.U. 185 3 9 12 9 5 14 SINGLE FAMILY 22 D.U. 252 5 14 19 15 9 24 VILLAGE 2 TOTAL 47 D.U. 437 8 23 31 24 14 38 CUMULATIVE TOTAL 334 D.U. 2694 53 145 198 140 89 229 9/20/2022 Oak HMI SITE LOCATION VICINITY MAP 111=10001 DEVELOPER: HABITAT FOR HUMANITY OF GREATER CHARLOTTESVILLE 967 2ND ST SE CHARLOTTESVILLE, VA 22902 OWNER: SOUTHWOOD CHARLOTTESVILLE LLC 919 WEST MAIN STREET CHARLOTTESVILLE, VA 22903 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVE. SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: BRYAN CICHOCKI, P.E. TELEPHONE: (434) 327-5380 SITE PLAN AMENDMENT #1 SUMMARY CODE OF DEVELOPMENT TABLES: 1. PARKING TABLE, OPEN SPACE TABLE, DEVELOPMENT CHART, AND HOUSING MIXTURE PLAN HAVE BEEN UPDATED FOR THE NEW CONDO/TOWNHOUSE LAYOUT IN BLOCK 10. EROSION & SEDIMENT CONTROL PLAN: 1. SEDIMENT TRAP 1 HAS BEEN CONVERTED AND EXPANDED TO A SEDIMENT BASIN (SEDIMENT BASIN 2) & VOLUME OF SEDIMENT BASIN 1 HAS BEEN FURTHER EXPANDED PER FIELD DIRECTION AGREED UPON WITH SITE INSPECTOR. 3. ADDITIONAL CLEAN WATER DIVERSIONS AND DIVERSION DITCHES HAVE BEEN ADDED PER FIELD DIRECTION AGREED UPON WITH SITE INSPECTOR. 4. INTERIM E&S SHEETS HAVE BEEN ADDED TO THE SET. LAYOUT & UTILITIES PLAN: 1. SEWER TIE-INS FOR THE CONDO UNIT IN BLOCK 10 HAVE BEEN UPDATED. 2. STORM SEWER LAYOUT HAS BEEN UPDATED FOR THE TOWNHOUSE AND CONDO UNIT UPDATES IN BLOCK 10. 3. FIRELINE AND DOMESTIC LINE TO THE BLOCK 10 CONDO BUILDING HAVE BEEN UPDATED. OVERALL HOUSING & DENSITY PLAN 1. THE TOTAL NUMBER OF ADU UNITS DID NOT CHANGE. EIGHT (8) PROPOSED ADU UNITS THAT WERE CONDO UNITS ARE NOW TOWNHOUSE UNITS. OPEN SPACE PLAN: 1. AMENITY AREA HAS BEEN UPDATED FROM 23,650 SF TO 22,742 SF (22,700 SF REQUIREMENT). LOT AND EASEMENT PLAN: 1. DRAINAGE EASEMENTS HAVE BEEN UPDATED FOR STORM SEWER UPDATES 2. ACSA WATER EASEMENTS HAVE BEEN UPDATED FOR THE UPDATED CONDO DOMESTIC LINE. GRADING & DRAINAGE PLAN: 1. GRADING HAS BEEN UPDATED FOR THE NEW TOWNHOUSE/CONDO LAYOUT IN BLOCK 10. 2. ROADS HAVE BEEN RAISED BY 1-2 FT TO ACCOUNT FOR ADDITIONAL ON -SITE FILL. GRADES THROUGH THE BLOCKS HAVE BEEN UPDATED ACCORDINGLY. STORMWATER MANAGEMENT PLAN & CALCULATIONS: 1. IMPERVIOUS AREA FOR "POST -DEVELOPED DRAINAGE AREA TO ANALYSIS POINT 1 (1-ON-2, ONSITE, UNDETAINED) HAS BEEN REDUCED BY 0.03 AC. PIPE & INLET CALCULATIONS: 1. PIPE AND INLET CALCS HAVE BEEN UPDATED FOR PIPES NO. 101, 103, 103A, 105, 109, 111, 113,123, 125, 125A, 127, 129, 131 &ASSOCIATED INLETS/MANHOLES. UNDERGROUND DETENTION DETAILS: 1. SWM-B AND ASSOCIATED TIE-IN STRUCTURES HAVE BEEN RAISED BY 0.9 FT. STORM PROFILES: 1. PROFILES HAVE BEEN UPDATED FOR NO. 101, 103, 103A, 105, 109, 111, 113,123, 125, 125A, 127, 129, 131. SANITARY PROFILES: 1. MANHOLE RIM ELEVATIONS HAVE BEEN UPDATED WITH GRADING 2. CLEANOUT LOCATIONS IN BLOCK 10 HAVE BEEN UPDATED WATER PROFILES: 1. FIRELINE AND DOMESTIC LINE IN BLOCK 10 HAVE BEEN UPDATED. ROAD PROFILES: 1. ROAD PROFILES HAVE BEEN RAISED BY 1-2 FT TO ACCOUNT FOR ADDITIONAL ONSITE FILL. LANDSCAPING PLANS: 1. LANDSCAPING PLANTING AND CALCULATIONS HAVE BEEN UPDATED FOR THE BLOCK 10 TOWNHOUSE AND CONDO UPDATES. PHOTOMETRIC PLANS: 1. PHOTOMETRICS HAVE BEEN UPDATED FOR THE NEW PARKING LAYOUT ASSOCIATED WITH THE BLOCK 10 CONDO. 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 NOTES & DETAILS C3.3 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.4 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.5 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.6 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.7 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.8 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.9 EROSION & SEDIMENT CONTROL PLAN PHASE III C3.10 EROSION & SEDIMENT CONTROL PLAN PHASE III C3.11 EROSION & SEDIMENT CONTROL PLAN PHASE III C4.0 LAYOUT & UTILITIES PLAN C4.1 LAYOUT & UTILITIES PLAN C4.2 LAYOUT & UTILITIES PLAN C4.9 LOT & EASEMENT PLAN C4.10 LOT & EASEMENT PLAN C4.11 LOT & EASEMENT PLAN C5.0 GRADING & DRAINAGE PLAN C5.1 GRADING & DRAINAGE PLAN C5.2 GRADING & DRAINAGE PLAN C5.3 DETAILED GRADING PLAN C5.4 DETAILED GRADING PLAN C5.5 DETAILED GRADING PLAN C6.0 STORMWATER MANAGEMENT PLAN C6.1 STORMWATER MANAGEMENT CALCULATIONS C6.2 STORMWATER QUALITY SUMMARY C6.3 STORMWATER SUMMARY PLAN C6.4 PIPE & INLET CALCULATIONS C6.5 PIPE & INLET CALCULATIONS C6.6 UNDERGROUND DETENTION DETAILS C6.7 UNDERGROUND DETENTION DETAILS C6.8 UNDERGROUND DETENTION DETAILS C6.9 UNDERGROUND DETENTION DETAILS C7.O STORM PROFILES C7.1 STORM PROFILES WPO PLAN TOTAL NUMBER OF SHEETS = 45 N z 0 f f Z O r a UU LU w 0 AI w 0 DATE 9/20/2022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 1�1 1� 66 0 l__l T� V , i U 0 .J W w UL Q (i Lu 11 w ] m \ 1-1 Q 0 `L U W °O} L / z O U 0. 0 0 0 0 ]OB NO. 47036 SHEET NO. C0.0 L LEGEND ROADS SEWER TRAFFIC STOP BAR mSTORM EXISTING SANITARY SEWER PIPE & STRUCTURE NO. Fr�® DROP INLET & STRUCTURE NO. S�SANH-OS PROPOSED SANITARY SEWER CURB O PROPOSED SANITARY SEWER LABEL CURB & GUTTER WATER - PROPOSED PAVEMENT EXISTING WATER LINE • • CENTERLINE OF DITCH B• yy PROPOSED WATER LINE BENCH MARK 4 B• yy PROPOSED VALVE . . CLEARING LIMITS - T! g• yy PROPOSED TAPPING SLEEVE T R-1 VDOT STANDARD STOP SIGN PROPOSED FIRE HYDRANT (COMPLETE) L Y - - 200 - -- EXISTING CONTOUR GRADING 200 PROPOSED CONTOUR + 240.5 EXISTING SPOT ELEVATION TC = TOP OF CURB BC = BACK OF CURB TC 240.5 PROPOSED SPOT ELEVATION EP EDGE OF PAVEMENT TW = TOP OF WALL 1Q PARKING COUNT BW = BOTTOM OF WALL TS = TOP OF STAIRS BS = BOTTOM OF STAIRS N/A = NOT APPLICABLE TO THIS PROJECT MANAGEDSLOPES PRESERVED SLOPES ACSA GENERAL WATER & SEWER CONDITIONS GENERALNOTES 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION. 2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A) 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR SEPTEMBER 14, 2021 INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). LINES AND STRUCTURES, AS NECESSARY. 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. SUBGRADE. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF 9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF WAY. (N/A) THE LINE. 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. OF ROAD. (N/A) 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). SLOPE OF 0.004 ft./ft. 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-09. 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. THE END OF THE DAY 16. PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE, ALL BACKFLOW PREVENTION 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS DETAILED IN SECTION 8 OF THE MOST RECENT 34. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED REVISION OF THE ASCA RULES AND REGULATIONS. BY THE BUILDING DEPARTMENT. SEWER AND FIRE LINES IDENTIFIED BUT NOT WATER LINES. 17. A DEED OF EASEMENT AND EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, SHALL BE RECORDED PRIOR TO ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED. Albemarle County Private Road Acceptance Procedure Albemarle County As -built Road Plan Policy This is the procedure developed by the Albemarle County Community Development Department for the completion of private roads. The items in this list must be completed in the order given. As -built drawings shall be prepared for all public and private roadway construction projects within Albemarle County. The following is a list of the minimum information required on the drawings. Additional information may be requested. The County only reviews private road as -built plans. The county does not review or approve public road as-builts. For questions regarding public roads, please consult with VDOT. 1. A signed and dated professional seal of the preparing engineer or surveyor. 2. The name and address of the firm and individual preparing the drawings on the title sheet. 3. "As -built" must be labeled on the drawings with the date of preparation or revision. 4. The constructed location of all items associated with the road construction must be shown. The items include, but are not limited to the following: a. Horizontal Alignment - Show and label measurement points, and an interpreted line between measurements. Show the as -built centerline over the design centerline. Distinguish between the design elevation and as -built by labels and line type. Measurements shall be at each station as a minimum, and at frequent enough intervals to accurately portray the as -built centerline and the position of the roadway q gh Y P Y � P Y within the right-of-way or easement. Any portions outside the right-of-way or easement must be corrected by plat or construction. b. Vertical Alignment - Show and label measurement points, and an interpreted line between measurements. Show the as -built centerline over the design centerline. Distinguish between them by labels and line type. Write the constructed vertical elevations adjacent to the design elevations. Distinguish between the elevations by striking a single line through the design elevation. Measurements shall be at each station as a minimum, and frequent enough intervals to accurately portray the as -built centerline. For alignments which deviate significantly from the design, provide curvature and sight - distances. Corrections may be required for alterations from the design alignment. b. Edge of Pavement - Display the constructed edges of pavement and width measurements at every station, or more frequently if necessary to accurately portray the as -built edges. Show the as -built edges over the design edges. Show and label constructed edge of pavement radii for all intersections and cul- de-sacs. Edges for sidewalk, as well as ramps and curb cuts must be included. c. Culverts, Pipes and Drainage Structures - Display the installed type of drainage structure, culvert/pipe size, material, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. For slopes flatter than design, or inverts shallower than design, provide computations verifying design standards. d. Ditch Lines - Display the constructed location of all ditch lines, including typical section, direction of flow, and linings. e. Drainage Easements - Show all platted easements with dead book references labeled. Drainage must be within platted right-of-way or drainage easements. Provide copies of recorded documents. e. Guardrail - Display the constructed location of guardrail, including the guardrail type, length and applied end treatments, compared to design. f. Right of way and associated easements - Label deed book and page numbers for all dedicated right- of-ways, sight easements, slope easements, etc., and provide copies of recorded documents. g. Pavement Designs - Label the as -built pavement and base on the design typical sections. Strike through any design elements which were not applied. Inspection reports are required for fill compaction, CBR's, and pavement applications. h. Street Trees - if street trees are on the design plan, provide design and as -built locations and species. i. Signs - Show all installed signs and pavement markings. Include any pedestals or other features. 1. Tests and Inspections: Have all necessary tests and inspections performed by a professional engineer or geotech, or VDOT certified inspector. This should include, at a minimum, a. California Bearing Ratio (CBR) tests, b. stone depth inspections, including installation of under -drains and cross -drains, c. fill compaction tests, d. pipe and drainage structure video inspections or equivalent, e. base and surface pavement inspections, documenting materials, thickness and compaction f. concrete tests g. structural and related inspections for any bridges and foundations Compile a report of these tests, certified by a professional engineer, and submit this report with the as -built plans. 2. As -built plans and plats: Provide drawings of the constructed improvements according to the Albemarle CountyAs-built Road Plan Policy. Provide copies of all recorded drainage easements Y P> sight easements, and right-of-way plats. Plats should be copies of the actual recorded documents from the Clerk's office. Before completing as -built drawings, make any corrections necessary to ensure all improvements are within right-of-ways and easements. 3. Bond inspection: Request a bond reduction or release inspection from the County, which will reduce or release your bond, indicating completion or partial completion, or generate a letter indicating items in need of documentation or completion. The following documents will be needed with your bond inspection request; A. Completed Bond Inspection Request form and fee A form and fee are required for each bond, such as for a project with multiple phases and bonds. B. As -built documents per items 1 and 2 above. An as -built plan prepared in accordance with the County's As -Built Road Plan Policy is required. For any releases or reductions, the minimum requirements of this policy must be met, if only to ensure that all improvements are in right-of-way and easements. C. Signed and sealed letter from a professional engineer listed and certifying that completed improvements are built according to plan. Please do not e-mail or fax copies of this letter. An original signature and certifying seal are required. Please do not use qualifying statements such as "it appeared", or "to the best of my knowledge", or "generally in accord". Improvements were either built to plan, or they were not. As -built measurements, construction inspections, and other field verifications should be cited and included. Tolerances should be noted. The items not built according to plan must be listed, with explanations. Deviation in pavement materials and thicknesses must be listed. If street trees or sidewalks, or other items were moved, or added, this should be noted. If drainage changed, by addition or deletion of culverts, inlets, or re -alignments of pipes or grades, this should be verified by revised computations and attached to the letter. If there are outstanding items or omissions, these should be listed. Graphics are helpful. In short, please provide more than a statement of opinion or assurance. Please demonstrate that the improvements and construction have been inspected, investigated and documented, and are certified in detail, and county staff will not be in the position of discovering discrepancies and deficiencies in the field. D. Completed Certificate of Completion This form must be received for release of a bond. It is available on the county website. In the case of reductions, a letter listing the outstanding items that need to be completed before signing the certification is acceptable. It must be signed by the owner. This form says all subdivision improvements have been completed. It also says that all construction conforms to approved plans and any discrepancies have been 35. RETAINING WALLS GREATER THAN TIN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4' IN HEIGHT REQUIRE A STAMPED ENGINEERED DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. 36. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. 37. BUILDINGS OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR A DEMOLITION PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH FROM ALBEMARLE COUNTY AND VDOLI. CONTACT VDOLI FOR THEIR ADDITIONAL REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS AT (540)562-3580 (EXT. 131). 38. WHERE THE FLOOD LEVEL RIMS OF PLUMBING FIXTURES ARE BELOW THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER, THE FIXTURES SHALL BE PROTECTED BY A BACKWATER VALVE INSTALLED IN THE BUILDING DRAIN, BRANCH OF THE BUILDING DRAIN, OR HORIZONTAL BRANCH SERVING SUCH FIXTURES. PLUMBING FIXTURES HAVING FLOOD LEVEL RIMS ABOVE THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER SHALL NOT DISCHARGE THROUGH A BACKWATER VALVE. BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 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) A COUNTY OF ALBEMARLE Department of Community Development Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. Albemarle County Engineering Final Plan General Notes Page 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 Transportation (VDOT). drawn may n t therequirements of raps O .This Ian as dra of accurately reflect P ) P Y Y the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). ryan D. Cichocki Lie. No. 53741 12/9/2022 ,ZONAL m E 0 u N � N C > E w v E H_ w w UM Q V3 0 LL O w 0 m C W L M a_ V00 J -u .. rn Lu N W Z Q IT Z 0 = X oa =LL (n = N Fv> c C' EO1 00 W M a� C� Z ai U w 0 Z V W F 0 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 06 O V 1 U O Q cn MJ > W w Q _1 F- w � 0 w m 1-I a 06 LL o Cn w 'LU^ W Q ° Z 2 0 O O 2 �O V/ JOB NO. 47036 SHEET NO. C1.0 L CD-1 CUT .aenE PAVEMENT UBBASE FILL UBGRADE COMBINATION UNDERDRAIN CD-1 AT LOWER END OF CUTS CENTER LINE SECTION (WITH TYPE 1SELECT MATERIAL) TRENCH PLACEMENT E PAVEMENT SURFACE & BASE 0 0 0 0 .8. 0 0 S S o f SUBBASE E SELECT MATERIAL TYPE I OR I Gam/ 057 AGGREGATE, N6 AGGREGATE OR CRUSHED .... CLASS MEETING NB GRADATION REQUIREMENTS. CEOTEXTILE DRAINAGE FABRIC PLAN VIEW (PLACEMENT OF CD-1 COMBINATION UNDERDRAIN) OR 1 PAVEMENT SURFACE & BASE 0 0 0 000 0 000 0 0 �- SUBBASE OR CEMENT STABILIZED SUBBASE = FSELECT MATERIAL TYPE➢OR SUBGRADE 0 0 00 oho oft(CEMENT OR LIME STABILIZED) GEOTEXTLE N57 AGGREGATE, N8 AGGREGATE OR CRUSHED F GLASSMEETING NB GRADATION REQUIREMENTS. GENERAL NOTES 1. UNLESS SPECIFICALLY INDICATED, COM6NATION UNDERDRAIN WILL NOT BE LOCATED AT THIS POINT WHEN BOTH SUBBASE AND SUBGRADE ME STABLIMD. 2. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. NON -PERFORATED OUTLET PIPE 3. OUTLET PIPE SHA L BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X WIN. (3 X DESIRABLE) GRADE. CRUSHING STRENGTH TYPE OF PIPE )(W.T. 4" MOM. DIAMETER )(W.T. 6" NOM. DIAMETER SMOOTH WALL PVCI M I 10.153 SMOOTH WALL PE 1 1 70 PSI XXX 1 1 70 PSI AAA 4. ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWWSE PROVIDE OUTLETS FOR UNDERDRANS, THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP INLETS OR MANHOLES. 5. ON SUPERELEVATED SECTIONS, TRENCH 6 TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SEE ONLY. 6. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-O" MOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. X WALL THICKNESS (MIN) - INCHES 7. ILL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ME TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. NNN TESTED ACCORDING TO ASTM D-2412 AT 5% DEFLECTION. S. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-120R OTHER DRANAGE STRUCTURE. �VDC3'r STANDARD COMBINATION UNDERDRAIN SPECIFICATION ROAD AND BRIDGE STANDARDS REFERENCE SHEET 1 OF 1 REWSION DATE (AT LOWER END OF CUTS) 232 501 108.04 VIRGINIA DEPARTMENT OF TRANSPORTATION 701 CD-2 r� IVL -UNITS OF PAY FOR TOP OF EDGE OF PAVEMENT COMBINATION UNDERDRAIN CD-2 ON FILLS I��' TRAVEL LAEs CENTER LINE SECTION 1_-€--Li_�------_�-- _ (WITH TYPE 1SELECT MATERIAL) ) I,N EDGE OF PAVEMENT TRENCH PLACEMENT SHOULDER LIE ICALI►�I TOE OF FILL �-PAVEMENT SURFACE M BASE / 0 0 0 0 0 0 0 o SUBBASE LIMITS OF PAY FOR OUTLET PIPE -6-66.6.6-6.6.6-6.6.6-o--SELECT MATERIATYPEIORI PLAN VIEW SHOWING PLACEMENT OF CD-2 UNDERDRAIN ,„ #57 AGGREGATE, N8 AGGREGATE OR CRUSHED GEOTEXRLE ,p GLASS MEETING #8 GRADATION REQUIREMENTS. DRAINAGE NON -PERFORATED OUTLET PIPE FABRC OR SURFACE & BASE TYPE OF PIPE CRUSHING STRENGTH i(W.T. " NOM. DIAMETER A(W,T. 6" MOM. DIAMETER SMOOTH WALL PVC .103 1 1 0.153 SMOOTH WALL PE 1 1 70 PSI SONS( 70 PSI NNN 0 0 0 0 0 0 0 o SUBBASE OR CEMENT STABILIZED SUBBASE _ �- SELECT MATERIAL TYPE R OR SUBGRADE XWALL THICKNESS (MINI -INCHES 6-6.6 0-6 .6 0- .0-0�6•'0 0 (CEMENT OR LINE STABILIZED) XXX TESTED ACCORDING TO ASTM D-2412 AT 5%DEFLECTION. N3] AGGREGATE, NN AGGREGATE OR CRUSHED GEOTEXRLE GLASS MEETING NB GRADATION REQUIREMENTS. GENERAL NOTES 1. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. APPROACH SLAB PAVEMENT 2. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MIN. to DESIRABLE) GRADE. BRIDGE 2 SUBBASE 3. ON CURB AND CUTTER SECRONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR UNDERDRANS, THEY ARE TO BE LOCATED SO AS TO DRAN INTO DROP CD-2 - INLETS OR MANHOLES. 5'-0" S� NOAZIS 01" �T� THD 4. ON SUPERELEVATED SECTIONS, TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. S. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1'-0" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. PLACEMENT OF CD-2 UNDERDRAIN AT 6. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ME TO BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 7. OUTLET PRE TO BE SECURELY CONNECTED TO EW-12OR OTHER DRAINAGE STRUCTURE. SPECIFICATIONSTANDARD COMBINATION UNDERDRAIN XVDOT REFFERENCEERENCE ROAD AD BRIDGE STANDARDS 232 (AT GRADE SAGS AND BRIDGE APPROACHES) REVISION DATE SHEET 1 OF 1 s01 701 VIRGINIA DEPARTMENT OF TRANSPORTATION DB.05 CG-6 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. COMBINATION CURB & GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL BE PIN) FOR AS RADIAL COMBINATION CURB & GUTTER. 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER,THE BOTTOM OF THE CURB & GUTTER SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWABLE CRITERIA FOR THE USE OF CG-6 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SOWN N APPENDIX A OF R THE ROAD DESIGN MMUIL N THE SECTION ON GS URBAN STANDARDS. `D m • • YyT D D D D D A BE CONCRETE OF THE CONTRACTOR ERENCE COMBINATION 6" CURB AND GUTTER ROAD AND BRIDGE STANDARDS 105 REVISION GATE SHEET 1 OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION zD1.o3 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 12B 36 .875 12 12 C 6 15 48 1.25 16 16C 8 20 COLORS: LEGEND - WHRE (RETROREFLECTIVE) BACKGROUND - RED (RETROREFLECTIVE) 1-1 MUTCD STOP SIGN DETAIL No Scale TOP OF CURB 12" \ d d. 9 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 a 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) CDENOTES 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 A� %%STREET APPROACH SAME SURFACING GENERAL NOTES (RADIUS TO BE AS o C AS MAINLINE ROADWAY (SEE NOTE 3) SHOWN ON PLANS) in 1. WHEN USED IN CONJUNCTION WITH STANDARD CG-3 _ _ _ _ _ _ IUS TO BE AS OR CG-7, THE CURB FACE ON THIS STANDARD IS TO OWN ON PLANS) BE ADJUSTED TO MATCH THE MOUNTABLE CURB CG-2 CONFIGURATION. / (SEE - - 2. SEE STANDARD CG-12 FOR CURB RAMP DESIGN TO BE - - - aDEWALK USED WITH THIS STANDARD. SIDEWALK (SEE NiaSIDEWALK - - NOTE5) UNPAVED SPACE 3, MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE R/W LINE (EXCEPT ANY SUBGRADE STABILIZATION REQUIRED FOR MAINLINE PAVEMENT WHICH CAN BE EXPANSIONEXPANSIONOMITTED IN THE ENTRANCE.) JOINT JOINT4. RADIAL CURB OR COMBINATION CURB AND GUTTER SHALL NOT BE CONSTRUCTED BEYOND THE R/W LINE NOTE: WIDTH "B" 2'-0" OR AS MAINLINE ROADWAY E%GMAT FOR REPLACEMENT PURPOSES. SHOWN ON TYPICAL �cH� 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 �,��\ •n. i0 1":1' - CLASS A3 ,p- ,o •e. •e. •n. (H.E.S.) n , e • n. ' �• ' °' - - CONCRETE SECTION C-C ENTRANCE VOLUME GRADE CHANGE 'D" DESIRABLE MAXIMUM HIGH MORE THAN 1500 VPD 0 % 3 % MEDIUM 500-1500 VPD _<3 X 6 % LOW LESS THAN 500 VPD _<6% 8% NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT APPLICABLE TO STREET CONNECTIONS SPECIFICATION XVDOT REFERENCE METHOD OF TREATMENT ROAD AND BRIDGE STANDARDS 502 (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 SWALLOWTAIL LANE CROSS SECTION CG-6 C%L � 1.5" SM-9.5A 22' 2 5' (PAVEMENT WIDTH) f 3% 1 _ _I_ 1 COMPACTED SUBGRADE 2" IM-19.OA 5, 6' 3" BM-25.OA SIDEWALK (PLANTING STRIP) 47' 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 0.5' 6' (PLANTING STRIP) CG-2 5' SIDEV FLORA VIEW DRIVE (WHOLE LENGTH) SWEETBAY STREET (9+85.27 - 17+25 & 19+65 - 20+55.64) C%L 1.5" SM-9.5A 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.) SWEETBAY STREET (17+25 - 19+65) HONEYBEE WAY (WHOLE LENGTH) C%L 1.5" SM-9.5A VARIES 20' MIN (PAVEMENT WIDTH) f2% TYP COMPACTED SUBGRADE \_2" IM-19.0A 3" BM-25.OA r- PRIVATE & EMERGENCY ACCESS EASEMENTS�i NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND ALBEMARLE COUNTY DESIGN STANDARDS. 1' 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) RENEWAL ROAD (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.) 0.5' CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) ryan D. Cichocki Z H Lie. No. 53741 12/9/2022 �4 h/S'IONAL n E CI 0 (n U N Vi N C > E a E w Q UM o 3 0 LL wO `6 ^H V CARD z a - n Iy O Ce T C7(A N� EL O 3: p D< N w (n i 0 ry >m z O Fv C Ui N N n W M W � a � 00 W � H vi M O x LD 0 F 0 w LU W F U 0 < z 0 (n > 0 O DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 1J T 06 O 1--i T\ V i U O > J_ W < Q W ' LLJ 2: C) co 1--i Q 06 LL W w O T� O Z 0 O O 2 O L JOB NO. 47036 SHEET NO. C1.1 WI 1 x 6 CAF 1 x 6 TRIMMEF 2 x 4 RAILS 10'-6 " x 4 METAL POST (TYP. CONC. x 6 METAL POSTS 12'-O" PAD 14'-O" 1 x 6 12 S7 HINGE OUTSIDE ELEVATION 3 SIDES VARIES VARIES 1 I IIIIIIIII N07E• ALL LUMBER SHALL BE PRESSURE 7REA7ED INSIDE ELEVA TION 3 SIDES DUMPSTER ENCLOSURE DETAILS N.T.S. NOTES: 1. FINE BROOM FINISH ALL STAIRS. 2. RAIL ON BOTH SIDES OF STEPS (IF NOTED) 3. SEE PLAN FOR RISER HEIGHT 4. MAX. CENTER TO CENTER SPACING BETWEEN STAIR POST TO BE 6'. ADD CENTER POST IF NECESSARY TO MAINTAIN MAX. SPACING FINISHED 12" MIN (TYP.) 112 R (MAX.) 4p WWI �ti4�1.a�ea�Lc4 l 1 EXTERIOR STAIRS No Scale 1.5"ALUMINUI RAIL (TYP.) 12" (TYP.) 1 x 4^CAP OVER OUTSIDE GATE VIEW J I�AJ I CR YYfICCLJ INSIDE GA TE VIEW 12" MIN (TYP.) (TYP.) EXP. rJOINT IFINISHE FGRADE CONC. STONE 4 x 4 METAL POST UNLESS x I�OuOk"`rPLAN RWISE N07ED YP 1x 6 7RIMMER 3' � 1 x 6 SIDING 3'-0" 3 �i }^ 12" POST ELEVATION CC-3 REV. 9/I 201.02 CONCRETE BUMPER BLOCK ANCHOR WITH 5/8" REBAR IMBEDDED 24" IN GROUND HANDICAP SIGN HANDICAP SIGN LOCATION (VAN) FACE OF LOCATION (TYP.) CURB PER 2% MAX. 18' 1 4„ VDOT SPEC. 8' 5' 8' 8' 8' TYPICAL VAN F ACCESSIBLE ACCESSIBLE HANDICAP SPACES TYPICAL PARKING SPACE DETAI No Scale SIGN SIGN AND POST DETAIL No Scale 1- 4" PAINTED STRIPE 91 (TYPICAL) :7x•I�l�_1:�99eNlq STD. U POST GALVANIZED POST TO BE DRIVEN D VA. SIGN FOR THE DISABLED ON 0.80 GAUGE PAPoUKa P= ALUMINUM. COLORS: GREEN BORDER & LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, WHITE BACKGROUND. µ�1DyD�PB(�I.AWDLyT��Ypp�� y1DVA�PB(�J.AWAL�AT�Y��CC IUD - �JVII RIFE IMAM - $MO FIE AN TOW AWAY ZONE TOW AWAY ZOIE VACCEBBBL.E 6' ABOVE FINISHED GRADE ADA PARKING SIGNS No Scale p 2" R pp 3" 4.. %p.. .. T. R 'p, p p. p' SURFACE p p, • p, SEE Np' NOTE 4 �' • �•• �, o. e, �' BASE p, oo.'o SUBBASE 7" SPACES SHALL BE IDENTIFIED BY ABOVE GRADE SIGNS AS RESERVED FOR PHYSICALLY DISABLED PERSONS. PROVIDE ONE (1) R-7-8 SIGN AT EACH PARKING SPACE INDICATED ON SITE PLAN. SIGN SHALL BE ALUMINUM (PAINTED WHITE) WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL. SIGN SHALL BE PLACED ON STEEL POST 1-1/2" O PAINTED BLACK SET IN MIN. 2' OF CONCRETE. NOTES 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) WILL BE PAID FOR AS RADIAL CURB. 4. THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3" (13" DEPTH) OR INCREASED AS MUCH AS 3" (19" DEPTH) IN ORDER THAT THE BOTTOM OF CURB WILL COINCIDE WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUC OTHERWISE THE DEPTH IS TO BE 16" AS SHOWN. NO ADJUS- IN THE PRICE BID IS TO BE MADE FOR A DECREASE OR AN INCREASE IN DEPTH. 5. CG-3 IS TO BE USED ON ROADWAYS MEETING THE REQUIREM FOR CG-7 AS SHOWN IN APPENDIX A OF THE VDOT ROAD D MANUAL. 6. WHEN THIS STANDARD IS TO BE TIED INTO EXISTING BARRIER CURB, THE TRANSITION IS TO BE MADE WITHIN 10' OR THE CHANGE IN STANDARDS MADE AT REGULAR OPENINGS. STANDARD 4" CURB VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATION REFERENCE 105 502 CG-7 EDGE OF EXISING PAVEMENT (AS DETERMINED IN FIELD) TACK COAT THE PROPOSED CONSTRUCTION JOINT rEM�NGYERS PROPOSED ASPHALT LAYERS SUBBASE------- PROPOSED SUBBASE COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS ® PROPOSED MINIMUM 1�/2 INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) A MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS AS DETERMINED BY CORES (SEE NOTE 3) NOTES: 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT. SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. 3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET MART. 4. THE ADJACENT TRAVEL LANE SHALL BE MI A MINIMUM DEPTH OF 11i INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED BY HE ENGINEER. 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. S. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL BE THE ENGINEER. 7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS AT TIE-N LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(c) OF THE SPECECATIONS. ROAD AND BRIDGE ASPHALT PAVEMENT WIDENING �RECFE�ATEN SHEET 1 OF 1 REVISION DATE FOR WIDENING SUBJECT TO TRAFFIC 3u 30y02 VIRGINIA DEPARTMENT OF TRANSPORTATION TRANSITION BETWEEN PPE DIAMETERS WHEN DIFFERENT SIZES OF PIPES ARE ENCOUNTERED. 2016 ROAD & BRIDGE STANDARDS SHAPE TO ELEVATION OF MID -POINT OF LARGEST PIPE. I SHARE TO OfPIPEI I I I I I I / 9 SLOPE TO DRAIN TO INVERT SECTION A -A OF //�✓// METHOD OF TREATMENT IN DROP INLETS SHARING OF MANHOLE AND INLET INVERTS IN ACCORDANCE WITH THIS DRAWING S TO APPLY TO THOSE STRUCTURES SPECIFIED ON PLANS OR WHERE INVERT OF PPE IS MOVE INVERT OF \ , SLOPE TO DRAIN TO INVERT TO OF STRUCTURE. j PIPE MANHOLE DROP INLET TO BE FORMED PAID CONSTRUCTED NACCORDANCEWITH I STANDARD OR SPECIAL DRAWING. S DETAILED THE INVERT OETNMIX HEREON IS TO CONSIST OF A TINVERTSH B MEAT N D CEMENT CONCRETE MIX CONFORMING TO CLASS AT OR CLASS CI EXCEPT THAT 25X OF COARSE AGGREGATE MAY BE CLASS UP TO YI INREER AND CONSIST OF STONE, BROKEN BRICK, BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE / SHALL BE LEFT SMOOTH BY MEANS OF HAD TROWELLING. NONE OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. ° DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE - PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED - INDIVWALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES. PLAN SECTION B-B METHOD OF TREATMENT IN MANHOLES XvmT SPECIFICATION ROAD AND BRIDGE STANDARDS STANDARD METHOD OF SHAPING REFERENCE SHEET 1 OF 1 REVISION DATE MANHOLE & INLET INVERTS 302 108.08 I VRGNM DEPARTMENT OF TRANSPORTATION I THIS AREA MAY BE CONCRETE AT THE OPTION OF THE CONTRACTOR REV. 9/I 201.04 2016 ROAD & BRIDGE STANDARDS NOTES 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. COMBINATION CURB & GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB)SHALL BE PAD FOR AS RADIAL COMBINATION CURB & GUTTER. 4, FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER, THE BOTTOM OF THE CURB AND GUTTER SHALL BE CONSTRUCTED PARALLEL TO TIRE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWABLE CRITERIA FOR THE USE OF CG-7 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SHOWN IN APPENDIX A OF THE VDOT ROAD DESIGN MANUAL. 6. WHEN THIS STANDARD IS TO BE TIED INTO EXISTING BARRIER CURB, THE TRANSITION IS TO BE MADE WITHIN 10.OR THE CHANGE IN STANDARDS MADE AT REGULAR OPENINGS. 7. WHEN COMBINATION MOUNTABLE CURB AND GUTTER IS USED,THE STANDARD ENTRANCE CUTTERS OR STANDARD CONNECTION FOR STREET INTERSECTIONS ARE TO HAVE THE MOUNTABLE CURB CONFIGURATION INCORPORATED. 2" R 2•• 54 �V R 11" o n o n e 7" D D D = - - - - - - - - THE BOTTOM OF THE CURB AND GUTTER MAY BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A 7" 2'-0" MIN. DEPTH OF 7" IS MAINTAINED COMBINATION 4" CURB & GUTTER VIRGINIA DEPARTMENT OF TRANSQORTATION 105 502 ryCichocki :e Lie. No. 53741 12/9/2022 0 S. ONAL E�O� P7 E CD 0 M U N N C > E a E w 3 w w Q LL 3 p LL 0 wO `6 ^H IJ CARD Z a _ - LE, Iy O Ce 0 Q,�y I- C7w a w v 30'x W o¢ W �LL Ln i c ry Z O Fvam c Uri V) 0 CIO ry W w W M � CDU-1 vi EL M 0 x c� 0 F 0 w w w 2 Q � a Z 0 V_T DATE > 912012022 0 DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE N.A. C6 O1 ' 1 TT� Vl O Q U7 j > W Waf Q cQc ' G W J co ' 1 Q 06 uj O W V)z I. O T< O Z 1� 0 0 O O 2 0 v JOB NO. 47036 SHEET NO. C1.2 L N' MIL G 36" .�. �4 1B MIN. j 37' MIN. MNGNUT LOCKING ASSEMBLY 1 TIN . � 1 NOTES 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. 2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN -PLACE VAULTS SHALL BE 4". MINIMUM WALL THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE 8". 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATER PROOFING COMPOUND. TYPICAL METER VAULT (1 1 /2" METER) NITS FIG. W-7B 4" DIAMETEF AND VALVE WATER ID-15 ON-LINE (TYPE „B") PLUG •^^"" THREADED COUPUNG PVC SLEEVE BRASS NIPPLE AND PVC o CAP i LUBRICATE ALL THREADS THRUST BLOCK 'D METER BOX (SEE FIG. W-7) VALVE NO. 57 STONE M.J. FITTING 2" PIPE SLOPED M DRAIN IF = GRADE ALLOWS VARIES VARIES 2" BRASS PIPE WATER MAIN AND VALVE 2" THREADED TAP ARE SAME 51ZE PLUG DEAD END (TYPE "A") TYPICAL BLOW -OFF ASSEMBLY NTS FIG. W-8 ID-19 NISHED GRADE AIR RELEASE VALVE BRASS OR BRONZE PIPE BRONZE GATE IFRPOSSIBLERADE �F I,. p� SOLID CEMENT BLOCKS K CRUSHED STONE COPPER" SOFT CORPORATION STOP NOTES: 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL, SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER LINES 12 AND LARGER USE 2" A.R.V. AND FITTINGS. 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT THE MANHOLE CONE. AIR RELEASE VALVE (ARV) NTS FIG. W-9 M-20 VARIES BOX TO METER BOX (SEE FIG. THRU W--7E). VARIES 2" COPPER WATER MAIN M.J. FITTING PLUG THREADED FOR 2" COMPRESSION FITTING RESTRAINED JOINT FITTINGS NOTES: • GATE VALVE WILL BE 4' UNLESS OTHERWISE SPECIFIED BYTHE ACSA. • SERVICE LINE TO CONNECTAT MAIN WITH X"x4"TEE. • REFERTOFIG.W-3 FOR THRUST BLOCK DETAILS ON TEE. • REFERTOFIG.W-5 FORTHRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE. • NO CONCRETE SHOULD BE POURED ON ANY PART OF THE RESTRAINED JOINT. USEPIASTICSHEETINGAS PROTECTION FOR BOLTS. ' • USE 25M P.S.I. CONCRETE. 1 PIPE SLOT (2 PLACES) LARGE METER SERVICE LINE NTS FIG. W-6C M-12 [COVER UFT NOTCH 12 3/8" WATER CAST IRON LID 18" METER BOX 6" EXTENSION 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 DIMENSION A DIMENSION B DIMENSION C 1 1/2' 3'1' 3'0' 318, 2' 3'1' S'0' 31 5' MIN. 4' 5' MIN. ia, MIN, TREATER THAN 4' PROPOSALS WILL BE SUBMITTED. i B i DOOR HINGES F_ I I I I I I I I I I I I I I LIFT HANDLE TYPICAL METER VAULT N.T.S. FIG. W-7A TD-14 SIDE VIEW 75' DIAMETER DRILLED IDLE FOR TOUCH READ NITS, TOP VIEW 3" DIAMETER FLAT BEARING SURFACE UNDERNEATH 24' X 36' 1LUMINUM ACCESS 'HATCH NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- 'LLE THREADS WHICH IS THE LOCAL STANDARD. LENGTH OF BRANCH VARIES 6' MIN 2, TD nY (2701 18"-22' VALVE BOX 7 CU. FT. j�-'+ #68 STONE, 6" GATE VALVE 6" I 250E P.S.I. CONCRETE BASE AND THRUST il•��(�e BLOCK AGAINST �•��• UNDISTURBED STABLE SOIL. S.ILq PILE WHEN THE SOIL IS DISTURBED OR 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. A 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 REWIRED 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 M-8 PLACE 5' GALVANIZED " VATNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS AS DIRECTED. MARKER LOCATION MAY BE SUBJECT M HIGHWAY DEPARTMENT APPROVAL FINISHED GRADE ---� 1 � M.J. GATE VALVE WATERM.A E 2500 P.S.I.CONCRETE2x 2' BEARING AREATHRUST BLOCK NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (8) INCHES ABOVE GRADE. TYPICAL GATE VALVE 1' COMPRESSION x 3/4' MALE PIPE COUPLING OR APPROVED EQUAL Y TYPE 'K'--. SOFT COPPER 1'AS NOTE ND SWEATED BTTMGS DUAL SERVICE I' TYPE 'K' SOFT COPPER SINGLE SERVICE NOTE: 1) SADDLES SHALL W USED ON PVC PIPE. NTS FIG. W-5 ID-9 0 FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND R"CATION SERMCES. I� 2' FL '1` COMPRESSION x 31e MAI£ PIPE COUPLING OR APPROVED EQUAL FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERVICE WHENE AN IRRIGATION METER IS NDT PROVIDED. CAST IRON uD FMIRED GRADE 36" MIN. POPPERSETTpt 1/8 am OUFLNIB-\ A� METER ORPORARON STOP!��'4,4:ii BRICK AS NECESSARY SAND OR DUST UNDER r4ix' gx':"'Tt ,.•'•i•1.;�,",I 4' MAMMR GRAIN PIPE, tr BOX AND SETTER (2-INCH DONS SITME POCKET, WOT MINIMUM THICKNESS) ... 4ini Y:,L4 SPEC. 203. NO 57 AGGREGATE TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FM W-6A - FOR BENDS 8" & SMALLER USE STRAP ON BEND WITH ANCHOR BOLT ON CENTER LINE OF BEND. - FOR BENDS 10" THROUGH 12" USE 2 STRAPS ON BENDS ADJACENT TO BELLS. - FOR 18" BEND USE 3 STRAPS AS SHOWN. ELEVATION PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT, BEND PIPE A B C D E F IV V-9 V-3 X-e' 1'-2 f-cr 1 Ile e" r_ s-0 2'-6' 1'-6 2'-B 1 1 4" 11 1/4' ur X- 3'-9 2'-6" 2'-0 S-0 2" 12' 3'- 4'-3' 3'-0' 2'-3" 3'-6' 2" 19' s-6 V-6 3'-T S-If 4'-B' 2 1/2" 4' - 6 V-B 3' -C 2'-6" 1' 11 V-W 1 I V e" X-C 4,-3' 7-B' 7-8" 3'-3" 2" 1/2' 16' r-3 W-D 3'-0'2'-Sr s-e 2' 12' 3'-BID 6'-3 3'-0 3'-6ID 4'-3 2' JW 5'-D 7'-8 3'-3' 4'-0 5'-6 2 7/Y 4" - W s-O" 6'-0 S-O" 3'-3" 3'-3' 2 1 4 6" s-6 W-B S-0' 3'-8' S-9" 2 1 4' 4S 10' V- r-e 3'-V IV 51- 2 Ile 1Y 1 Y-3 9'- S-3. 5'-o 5'-9" 2 I/2" te' e•- tt'- s-9^ s-D r-3' z Iff B `mu m = Ulm. r CKNESS 0 FILLET WELD STRAP = 1/4" ST U 1 4" THICK rPLLATE WASHEF 3" THREAD, iv 1 NOMINAL INSIDE 3 4" ANCHOR DIAMETER EXTRA BOLTS STRONG STEEL PIPE BARS 0 12" IPE B CENTER Fos 2 ' BENDS & 12 CONCRETE C LASS "BID LARGER C CHART FOR UPPER SEC11ON 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 M-4 6" NOTE: RESTRAINED JOINT FITTINGS. Side New 42" Minimum r Qteel Beam, in. size) •--� 3' min. penetration Into undisturbed soil or as approved by the ACSA. TYPICAL THRUST BLOCK IN FILL AREA NTS FIG. W-3B TDTD=5 ASTM A38 AND HEX NUT ASTM A588 (TYP) UNDISTURBED EARTH UNDISTURBED 2 - 3/4" CIA SOIL (TYP) ALL -THREAD ROD a ^ WATER MAIN 3, VALVE VALVE ssa . 24" MIN UNDISTURBED EARTH PLAN +' ">' CRASS A-3 CONCRETE I. n'�:. MEGA -LUG MIN 4;! .+ 16" a MIN 8" ELEVATION UNDISTURBED " TRENCH 1 24" TAN ^WIDTH MIN W � 1 � 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 NIS Fig. W-30 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT DF WAY. VARIES �-lair-•-' 110111 1 5' 1 1 ._. 1 1 5'. 1 F WATER SEWER 3 0 rc � LOCATION OF EITHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, EM) EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM WATER & SEWER 30' MINIMUM 1X SEE PART 3, PARAGRAPH DI SEPARATIDN OF WATER & SEWER SYSTEMS. UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 90" TO THE RIGilHT OF WAY, UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG W-1 TD-1 GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL I UI INITIAL BACKFILL BEDDING 9 STONE * STABLE SOIL ROCK * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE FOUNDATION IN POOR SOIL UNDER -CUT CONDITION 4'MI INITIAL BACKFILL 4 STABLE 8" 5" E" e•' -OIL\ MIN. MIN. = MIN MIN. #68 STONE GRANULAR FILL AS APPROVED BY ACSA /� 'x:<`s-c:'-L<•,::_ __S5A I C� 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 1-1 SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL TEE AND PLUGS VOL SIZE OF (FEET) W.M. FEE (X1.M. BEND L H 1T L H i 90 2.50 2.50 101 0.24 4" & 8• 45 ZOO 2.25 7 So 0.15 200 225 25D 0.15 221/2 1.50 200 2.52 0.1E 111/4 1.50 2.00 2.50 0.10 90 3.60 3.16 3.21 0.48 46 266 280 2.77 0.26 8" 221/2 1.66 2.15 2.69 0.13 3.16 2.91 2.66 0.32 111/4 1.66 216 287 0.13 90 4.83 3.83 3.42 0.83 10" & 12" '�` 3.33 3.58 2-95 0.43 3.83 4.00 283 Q52 221/2 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 M THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS NIS FIG. W-3 TD-3 yan D. Cichocki Z H Lie. No. 53741 12/9/2022' M E 0 rn u N Vi N C > E w a E > i LL tj o 3 U- w O m Ole Mu d U m Z w J4 -Iri O d (Ary N a zH �m K V7 U K Q O (n Q Un C) LL w LE Ln 2 U > LE) W F � ui Ln U)W O „1 cC U a � o -1 uc, I- O N W EL' a 0 0 2 I� (7 Q 0 j x � N W � O U 0 z N O U) DATE > 912012022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE • N.A. • �J T IL C6 O 1� 0 U O > J_ W J cQ J W ,,��(( TI Q 06 LL U) LU O W Ln O Z 0 O O 3: JOB i O JOB NO. 47036 SHEET NO. C1.3 L O� SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE ^�111 AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS -- INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE NOTE, MIN, 60' DIAMETER MANHOLE o REQUIRED. 'Z TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED ,� ryan D. Cichocki TO THE MANHOLE 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL c\f'YMmP DROP MANHOLE PVC CROSS 1 Z - Lie. No. 53741 ZgaU a BE CONNECTED USING A PIPE SADDLE. e USE SETAPPROVED FLEXIBLE RUBBER o5 rQ 12/9/2022 4' 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2R �Q (1/4" PER FOOT 2 ' �� o � 3000 PSI CONC. BASE �SSIONAL [� ROADWAY R. 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN ^ s, DIAMETER OF 4". GASKETOU Ala e STOP COUPLING ° BENCH SLOPED TO FLOW 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER o - 27- 1 CHANNEL 1/4" 1' MIN • • I OF 3 FEET. '..'' ,i.;y DROP PIPE .e PIPE STRAPS -•� �. ~- SALT TREATED (STAINLESS STEED o e SPACED EVERY !n„'+: _ 2' VERTICALLY ,: [N i, .' -� 1`') CD u A FINISHED GROUND MARKER • 90' RESTRAINED BEND '•�, {' *',"';'•" Y `\ • - BRANCH j p = PAVEMENT m SEWER INFLUENT 12 E E _ +.." • PIPE /J W LU 3 y ,•.. A_�MAIN ` I- W N U COATED STEEL BAND OR STAINLESS 42' MIN, • PIPE SEWER - \ q. 2" ¢ LL p LL n 0,25' MIN, THICKNESS STEEL CASING INSULATORS 42' MIN, FLAN Q W 0 f6 y STEEL CASING - I 112' BOTH ENDSFILL ten` _j V 00 Z PLUG END OF PROFILE7 IJ'I o Oi 0 N I z: MAIN LINE SERVICE LATERAL SECTI ON MIN, 6' BEDDING WITH NO. 68 STONE o_ (n N n' c0 Lu EL a 45V'O" 1. HEIGHT OFTHE VERTICAL DROP PIPE WILL BEDETERMINED BYTHE ACSA,BUT SHALLNOTBELESSTHANTWO FLEXIBLE CONNECTION NOTE' Z f L- V v) 2'-D'I 7' OR B' 7' OR B' 2'-0' 2'-0' 12)FEET. WITH STAINLESS STEEL ALL CONNECTIONS TO 3OJ a w O I I 1 T 2. VERTICAL DROP PIPE SHALL BESDR26P.V.C, SIZED THE SAME ASTHE INCOMING PIPE AND CONNECTED TO BAND EXISTING MANHOLES SHALL oa �" Q UCTILE IRON PIPE I� 18' OR 20' JOINT OF DS, THE DROP FITTING WITH STANDARD GASKETJOINT. W BE CORED AND A FLEXIBLE = c ry z h ESTRAINED JOINTS) f 1 3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADE OF CONNECTION BOOT = v > Q O W STAINLESSSTEEL = INSTALLED O u; U) j NOTE 1. STEEL CASING TO EXTEND TO BACK OF CURB, DITCH, SIDEWALK. ETC. OR A MINIMUM OF 5' BEYOND THE EDGE OF10! Q ry PAVEMENT, WHICHEVER IS GREATER. 4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT w Lu O 2. ENDS OF CASING CAN BE SEALED USING A PULL -ON END SEAL GASKET IN LIEU OF CONCRETE FILL. IN LINE WYE-TEE TO SPRING LINE OF MANHOLE INVERT. cl�d u 3, MIDDLE SPACER SHALL HE PLACED AT THE CENTERPIDNT OF PIPE JOINT. PLAN S.DROPCONNECTIONDISCHARGEFITTINGSHALLBEORIENTEDAT45DEGREES,INTDTHEFLOW. TYPICAL MANHOLE PLAN UJI CDI- Z 6.VERTICALDROPPIPESHALLBEINSTALLEDAT90DEGREESFROMTHEACCESSSTEPS.CD WATER VARIES 7. MINIMUM 72' DIAMETER MANHOLE REQUIRED FOR A SINGLE I➢" OU Oft 12" DIAMETER DROP CONNECTION, OR SHOWING BRANCH TIE - IN TYPICAL STEEL SLEEVE INSTALLATION TWO 8" DIAMETER DROP CONNECTIONS. UNDER ROADWAYS R N 0 W a SEWER SERVICE LATERAL CONNECTION STANDARD INTERNAL DROP CONNECTION NTS p N.T.S O N.T.S. S T N... FIG. W-10 FIG. S-I-B (_') Q FIG. S-2 FIG. S-1-C2 O 0 TD-33 1D-30 TD-27 F rN LU F O N Q \ N FRAME & COVER kE E z 0 DATE r E FRAME & COVER (SEE FIG. S-I-DIE) in REMAINING BACKFlLL SHALL` >mE m SEE FIG. S-I-D, E R NoME R 912012022 NOT CONTAIN ROCK MATERIAL LARGER g J pp / PASVE➢FAREA / NONEEPAVEDFAREA p } DRAWN BY 36"MIN THAN 5" IN ANY ``3 SLOPED AREA '":��':;4.�..,^r„. SLOPED AREA -'� DIMENSION I E8 �S*F_9 -,._:;e;ii,P.Cz�_; MI INTIAL BACKFILL* vG1 2-pRUBBER COATED STEEL STEPS24 -D" MAx a CAST IN PLACE 1'-0" MAX M.DENHARD B"MIN 011 LIFTS) ,� EMBEDMENT THOROUGHLY COMPACTED PRECAST REINFORCED CONCRETESPRING DESIGNED BY LINE BYHANDOR APPROVED OF PIPE MECHANICAL TAMPER EsE $ EG o �o F M E,,, • u °E" �"N sEcnoNs mTH "o" RING SEALS eOR APPROVED EQUAL STEEL M.DENHARD N0. 68 STONE _ _ HAUNCHING �$ v3 - Y-O" MIN RUBBER COATED STEPS CAST IN PLACE 3'-0" MIN0� BEDDING 6" max min u x ao \� o5" THE DROP CONNECTION SHALL BE o DUCTILE IRON PIPE (CLASS 50� BACKnLUED IN 6" LAYERS PRECAST REINFORCED �.4" It - CHECKED BY OUNDATION (SHALL BE REQUIRED WHEN SOIL s E E_ECONDITIONS COMPACTED BY HA DTAM µERDs oR 1� BACKFlLLED m7H SELF -COMPACTING CONCRETE SECTIONS 12" MIN "0" RING SEALS • 16"MAX • • 8. CICHOCKI SCALE ARE UNSTABLEcm 1eTMAx STONE. MINIMUM ELEVATION • DIFFERENCE ACROSS M.H. 5" 4'-0" ALL PIPE) S. T " :-N)IU- „E �E �E MINIMUM ELEVATION DIFFERENCE 1YMIN 12"MIN FROM INLET TO OUTLET my .' ACROSS M.H. FROM INLET TO VARI 4 OUTLET SHALL BE 0.20 FEET SHALL BE 0.20 FEET. VARIES • CONCRETE '�' .' A flLLETED INVERT FOR A SMOOTH DEPTH OF FLOW CHANNEL TO BEFILLETS " • G 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 • i�'G PROVIDED. 12 ; 6: i"• :....> �•, �' CONTRIBUTING .a SEWER. TT �••• 12" • J BACKFILLED ENTIRELY WITH NO. 21A FT r A FILLETED INVERT FORA SM00 •',s': STONE. DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED z 3/4 DIA of LARGESTTRANSITION PIPE IN MANHOLE OF FLOW BETWEEN2.FOR INLET & OUTLET PIPE SHALL BE AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED' o E E $ ro E o f3.WHERE MIN. 6" BEDDING NTH NO. 68 STONE PROVIDED. MIN. 6" BEDDING , *Nr, NOTES: NOTE : W/ NO. 68 STONE W ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" 1._6 mPiL w BEDDING OF NO. 68 STONE' R 8" �" 25 a 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE ff SPECIFICALLY DETERMINED TE THE CONSULTANT M FOR THE SOIL CONDITIONS. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE O O O 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. EXTENDED OR NON -EXTENDED BASES. 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED TYPICAL SEWER PIPE DESIGN ON SEWERS NTH STEEP SLOPES. INSIDE AND OUT. \ TYPICAL MANHOLE SECTION INSTALLATION IN TRENCH TYPICAL MANHOLE FRAME & COVER TYPICAL MANHOLE WITH DROP CONNECTION SHOWING BRANCH TIE-IN N.T.S FIGB-I-D 0 /1 NITS N.T.S V 1 FIG. S-3 NTS FIG. S-I-A TD-31 FIG S-I-C � ( , V 7D-34 1T1-28 1D-25 O (� PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE Q - " WITH PART V, SECTION G OF THESE SPECIFICATIONS i J �.. LL J �l SLOPED AREA RUBBER COATED STEEL].. STEPS :.: � ' •'` CAST IN PLACE FRAME & COVER .,,`.•.'- ' •' e • 4 + Q LLI fs) 1. Osmm) uA Raa 1 th- au tt Y (eD,n.n) o" 27 1/2' DN 0 Bur a'/ae [899mm] """] ze 1/4. OW 7• SEE FIG. S-I-D, E PRECAST REINFORCED CONCRETE SET DOGHOUSE RASE '• +,; : ON CONCRETE BLOCKS ; SEWER PIPE SANITARY G ' LU CO Q I� [414 �11 I SECTIONS WITH "0" RING SEALS OR APPROVED EQUAL 'e . ; DOGHOUSE OPENING SHALL '•' ' BE PREFORMED BY ° ' •"" • MIN. 12" CLEARANCE ,' + • BETWEEN EXISTING PIPE MANUFACRER OR "• •'Y ' AND STONE BEDDING'"SAW CUT FITAT PIPE ' •'* ;e: '' -ne � Q LL/� ,,,�( 06 87/16"OR za >/1 B• DN B/6' b22mm7 [tann0 A FITTING MAY BE REQUIRED IA OUTSIDE DIAMATER •". • PLUS B". ta" THICK VDOT Z W 0 o GIB• Dw a 26' p� NTH ACSA APPROVAL No. 68 STONE BEDDING O [914mm] [660mm FRAME SECTION 13/tt)' r [SBmm] a SOLD CO AND 4" LOCK" • SOLID CONCRETE BLOCKS � O 0 Z [20mm� l 2'(slmm)uT1o1S Ooc=D ,CLAM) THE DROP CONNECTION SHALL BE N-O" MIN ,•• DUCTILE IRON PIPE (CLASS 50) CENTER W/RISIOR WALL (4 EACH) DOGHOUSE MANHOLE BASE � BACKFlLLED IN 6" YETIS AND Lamm] NI A 31/e' t/Y- I c>P• �}- I [79mm] [)�:�D,]'I 22 13/18 � COMPACTED BY HAND TAMPERS OR j e 5" S�EILLED WITH SELF -COMPACTING il,nnnnnn nnnn nnnnnmiinnnn,i,nnn,nninunnn nnn nnnn,u„„i,ninuiuninnni FILL DOGHOUSE OPENING 2 1/6' 3 13/IB" �► [97mm] [i723'B] Jam_ 16" MAX MANHOLE ABOVE BASE SHALL BE CONSTRUCTED AS SHOWN AROUND EXISTING PIPE 0 1t/18' 13ro* [63Smm] [�mI 9/16- O.D. OF GKT GROOVE MINIMUM ELEVATION DIFFERENCE p ACROSS M.H. FROM INLET TO 5" a ON FIGURE S-1-A WITH 3000 PSI CONCRETE OR NON -SHRINKING GROUT Q [77mm] cut DOLT [14mm] SECTION VIEW 1/4' (6mm) DIA .. ,e OUTLET SHALL BE 0.20 FEET s...DLr NEOPRENE GASKE( DEua (2) wslB 1/15 X 3/8 X t 1/2 120MIN 12"MIN A FILLETED INVERT FOR A SMOOTH VARIE '. 4 TRANSITION OF FLOW BETWEEN O S R (z) cDREo 1800, t Ste" RUBBER PART# DO IM E W PDXeaes CSmm (2) BLT Roc s/e-11xs t/z ss 2400' Iatmm vAmY •, INLET & DULET PIPE SHALL BE ,,e PROVIDED. ALLOW CONCRETE TO FLOW A MIN. WRAP EXISTING PIPE WITH Wt 5/8so 1/2' ID PLAN VIEW 1 i/B' (2gmm) Du BOSS 16mm 113m OLl 1nANlF55 STEEL ROD PAARTYc"OOgB1Ji6 130 $ G __ FITTING DIMENSION VARIES WITH SLOPE. A JA OF S BEYOND BASE NEOPRENE GASKET MATERIAL OF STRUCNRE BEFORE FILLING THE OPENING • O PICKEiAR sIACIQUG HOLE DETAIL NW NX NOTES: P fY BD9812B�1 11 2R NNIf " t•.Q 12 �. ; C': i "• ..� , e +.. A' NEOPRENE SECURED BY 2 NON - CORROSIVE STRAPS, 1 ON EACH SIDE OF OPENING 1. ALL MANHDEEB SITNM 100 YEAR FIAODPWN OR LDGATEO IN AREDS SUBJECT R1 FL000INB SHALL NA\E MATFRIIGHT FRAME & COVER M NUT HX " S/8-11 IN 3. ALTERNATIVECONSIDERED. WERS SHADESIGN B Fl XSD TOAFRAMES MINWLOOCMNG UE6 0 ASSEMBLY. PARE# D09B122B 3/4 CIA OF LARGEST PIPE IN MANHOLE TMaMIN. 12" MIN. CAST -IN PLACE TYPICAL WATERTIGHT Wont) PAml/ ODUJIG 1IMN 3,000 PSI CONCRETE BASE LOCK LUG ASSEMBLY MANHOLE FRAME &COVER 8" BEDDING WITH NO. 68 STONE FOUNDATION SECTION VIEW N.T.S FIO SHE NOTES: 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE „„„„„„„„ „ „ I....t .......................III.,.,..,,III,.............I..,....... , , ,,,,,,....„...„ NOTES; 1 TD-32 SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES 1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW FLOW TO THE EXISTING O 3. ALL JOINTS, LIFT HOLES TA INLETS, OUTLETS TO BE SLED & 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" ' ^ UJ 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 HOB No. WITH STEEP INCOMING SLOPE SHOWING "DOGHOUSE" INSTALLATION 47036 NTS N.T.S FIG. S-1-CI FIG. S-1-Al SHEET NO. C1.4 m-29 TD-26 L LEGEND ` ` � � LEGEND � \O STEEP SLOPES -MANAGED REMOVE EXISTING VEGETATION STEEP SLOPES -PRESERVED MILL &OVERLAY EXISTING INTERMEDIATE CONTOUR , / - - 3p_ - _ _ /J / \ \ NN EXISTING INDEX CONTOUR - — — — �O I I / l / \, \ EXISTING EDGE OF PAVEMENT _ _ EX. EP_ _ ° i I 1 / / / / / / EXISTING CURB AND GUTTER - — — - l / / / PROPOSED CURB AND GUTTER CG-6 \ \ \ l \ \ \ ) /, i / % / /// �// , / / // ✓ / / / / / / / / / / / / , / / /! 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Y -:��, �, I \\ I I I , / /� / \\ \\ \ \��-/ , / // / IIIII\\) ==)r r_/\,\IIII,II(�I,I,rII,I�,I,,,, /, ,,/II,;I I. ► , ;► \} \\.' -=_--- p t // / / / /i, EXISTING TREE DRIP LINE ' //�. / _-_- rl`I I I II I 11 /r-,) \ \ I ///Itlll111/_!jll%I��IJ�1114111%'ll/ �/ / \ III �� ' \�\\ '/ /�� ///i//�//,�-= ____---_- \I 1 I \II, •^ \ / I / / / / / / /\\ / / . , I / //%/'%!r r / ! / / / / / /l 1 1 a 1 EXISTING TREE 15'OAK r� I / _ "1 lt� / / / \ l i/ / ) J �I 1I \�_�_=r $\\\\\\\\\ L� (c✓r N. \'� /'/' / ///'I////I//��/'%�'�-�'��\\\\\\\ / c ---' P I / / `-�_'' / / /// !/ �_/ • I \\\ I \ \\ii/rr/ /l% // 3 �. 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No. 53741 � 12/9/2022 2&&,n>tnT �� m E 0 Ms N V- N c > E w ai E LL T, 3 0 w O w 0 m -i-i a_j VQM J -m d i 00 N wi L7 FW +wv N V Z 30V) gcc - a; 0 a = v Ln N = U > .1 F Q c m , ry W M O_ v � IL ui u Z) I- 0 w 2 U a z O U) o' O am O cc t9 Lm Z O a V U) w 0 z O N (1J a F a DATE 912012022 DRAWN BY M.DENHARD DESIGNED BY M. DENHARD CHECKED BY e. (ICHOCKI SCALE 1"=100' T 66 O 0) U J O;a W -I V - Z w U) co J J T I //�� LL L L. Vj �: _J// O LL 111 CL O 0 O O (O V / IOB NO. 47036 SHEET NO. C2.2 c a 2 0 c 8 n 2- n c m T' a m a c m = m m 1 c O a� = 3 c a vX n 12In Z 20 o 2 c 2 mw -s0 , H (L V Oc 0 d 3 Z m C) a � d L5 p L 2 '§ d 2 .Z Y c 0 o 016 , c - U E ao U -2 O m a c A , 'a 0 N CO N N U a 2 ,N c p m U n o m N m L EROSION AND SEDIMENT CONTROL NARRATIVE: PROJECT DESCRIPTION THIS PROJECT INCLUDES THE CONSTRUCTION OF A RESIDENTIAL COMMUNITY, PARKING LOTS AND ASSOCIATED SITE WORK,UTILITIES & LANDSCAPING. LIMITS OF CLEARING AND GRADING ARE 7.97 ACRES. ADJACENT PROPERTY THE PROPERTY IS BOUNDED BY A ROUTE 631 ON THE NORTH AND WEST, A RESIDENTIAL COMMUNITY ON THE SOUTH, AND HORIZON ROAD AND A MOBILE HOME PARK ON THE EAST. EXISTING SITE CONDITIONS THE EXISTING SITE IS MOSTLY WOODED. OFF -SITE AREAS NO OFFSITE AREAS WILL BE DISTURBED. ANY OFF -SITE LAND -DISTURBING ACTIVITY ASSOCIATED WITH THE PROJECT SHALL HAVE AN APPROVED ESC PLAN. CRITICAL EROSION AREAS EARLY ESTABLISHMENT AND PROPER MAINTENANCE OF PERIMETER CONTROLS WILL PROVIDE SEDIMENTATION CONTROL. ALL SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITH BLANKET MATTING. EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. STORMWATER RUNOFF CONSIDERATIONS A PORTION OF THE PROPOSED DEVELOPMENT WILL BE CONVEYED TO ONE STORMTECH ARCH DETENTION PIPE WITH ISOLATOR ROW AND ONE DETENTION PIPE WITH A CONTECH JELLYFISH FILTER STRUCTURE. THESE FACILITIES HAVE BEEN DESIGNED TO MEET STORMWATER REQUIREMENTS. UIREMENTS. ALL OTHER AREAS WILL SHEET FLOW INTO THE Q Q SURROUNDING VEGETATED AREAS. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS. STRUCTURAL PRACTICES: 1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. 2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. 3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. 4. DIVERSION DIKE - 3.09, 3.11 & 3.12 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA. 5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. 5.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 6. TEMPORARY SEDIMENT BASIN - 3.14 A TEMPORARY DAM WITH A CONTROLLED STORMWATER RELEASE STRUCTURE IS TO BE USED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. 5.1. MAINTENANCE OF SEDIMENT BASIN - INSPECT BASIN EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE BASIN SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 6. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING DEVICES PLACED AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS. 7. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT. VEGETATIVE PRACTICES: 1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION. 2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 14 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. MANAGEMENT STRATEGIES 1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY FOLLOWING INSTALLATION. 2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER CONTROLS. 4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3: 1. FOR SLOPES GREATER THAN 3: 1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK. FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE I (SEE SHEETS C3.3 - C3.5) 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT ALBEMARLE COUNTY COMMUNITY DEVELOPMENT BUILDING. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. INSTALL CONSTRUCTION ENTRANCES, SILT FENCE, DIVERSION DIKES, INLET PROTECTION, AND OTHER PERIMETER MEASURES. 3. CLEAR AND GRADE SEDIMENT TRAPS, BASINS AND INSTALL ASSOCIATED STORMWATER PIPES. 4. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN. 5. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE II (SEE SHEETS C3.6 - C3.8) 1. RAISE SEDIMENT BASINS AND RECONFIGURE OUTLET STRUCTURES AFTER SWEETBAY STREET IS BASE PAVED AND THE CURB IS INSTALLED. ADD INLET PROTECTION ALONG SWEETBAY STREET. 2. INSTALLATION OF STORM SEWER AND SWM A & B UNDERGROUND DETENTION PRACTICES. 3. GRADING OF BUILDING ENVELOPES, TEMPORARY STABILIZATION IF THE GRADED LOTS WAIT LONGER THAN 14 DAYS. PHASE III (SEE SHEETS C3.9 - C3.11) 1. INSTALL ADDITIONAL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT CONTROL PLAN AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL. 2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 3. ALL STORMWATER PIPING & STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. 4. ONCE THE SITE UPHILL FROM A SEDIMENT TRAP OR BASIN HAS BEEN STABILIZED AND APPROVED BY ESC INSPECTOR, REMOVE THE SEDIMENT TRAP OR BASIN. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 5. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E8S INSPECTOR. Culvert Inlet Sediment Trap 113 97 C.Y./.1CRC WET Sx'MOE (RE1nW rLaE DP sroAE) PERSPECTIVE VIEW drainage area (acres) (<3) 0.53 6] C.Y. MRC SfgpCF sGN T ° �P trap volumes: MBRM II~ 14AYIAVW RAo � \ elevation (ft) area (so volume(cy) Accum (cy) 450 515 " xe uRe oAEO fGYI. HI ID. M.) 451 727 23.0 23.0 ti' 452 966 31.4 54.4 453 1480 45.3 99.6 ----�--------- 454 1930 63.1 162.8 aAB I NPW 455 2300 78.3 241.1 ° FA f]• O" TS � coC n 456 3130 100.6 341.7 M,,./: NI eoam ( R`o'" wet storage: ELEVATION wet storage required (cy) (67*DA) 35.5 bottom of stone weir (ft) 453.0 wet storage provided at this elevation (cy) 99.6 **coarse aggregate shall be V DOT #3, #357 of #5 slope of wet storage sides 2-1 weir length (ft) (6xDA) 3.2 dry storage: bottom of trap elevation (ft) 450 dry storage required (cy) (67*DA) 35.5 bottom trap dimensions: 40'X1 T crest of stone weir 456.0 top of stone elevation (ft) 456.0 Try storage provided at this elevation (cy) 242.0 Length of stone (ft) 29 slope of dry storage sides 2-1 top trap dimensions _ 90X50 CIP 3.08 CULVERT INLET SEDIMENT TRAP No Scale MINIMUM STANDARDS: AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS- 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. Sediment Basin #1 Design (Updated 8/30/22) Drainage Area (acres) Basin Volumes: Elevation (ft) Contour Area (so 438 2110 439 2700 _ 440 3381 441 4072 442 4776 443 5506 444 6261 445 7040 446 7845 447 8675 Wet Storage: Wet Storage Required (cy) (67*DA) Dewatering Orifice Elevation (ft) Wet Storage Provided at this Elevation (cy) Available Volume Before Cleanout (cy) (34*DA Cleanout Elevation (ft) Distance from Cleanout to Orifice (ft) (> 1') Dry Storage: Dry Storage Required (cy) (67*DA) Riser Crest Elevation (ft) Dry Storage Provded at this Elevation (cy) Diameter of Dewatering Orifice (in) Diameter of Flexible Tubing (in) (Orifice+2") Runoff. (See Routing in Calc. Book) C (Use 0.45 for Bare Earth) Tc (min) 1 2yr 3.69 Qp 2yr 125yr 7.47 Q 25yr Principle Spillway: Available Head (ft) Diameter Riser (in) Diameter Trash Rack (in) Barrel Length (ft) Diameter of Barrel (in) Barrel Inv. In Elevation (ft) Barrel Inv. Out Elevation (ft) SB1 SEDIMENT BASIN 1 No Scale 3.81 Volume (cy)kccum (cy) 89.1 89.1 112.6 201.7 138.0 339.7 163.9 503.6 190.4 694.0 217.9 721.5 246.3 967.8 275.6 1243.4 305.9 1549.4 255.3 441.0 339.7 129.5 439.20 1.8 255.3 444.0 572.2 3.0 5.0 0.45 5 6.3 12.8 1.0 21 30 69 18 440.69 440.00 DESIGN ELEVATIONS WITH EMERGENCY SPILLWAY DESIGN HIGH WATER . (25-YR. STORM ELN.) MIN. 1& 310 ! ;. DRY • SRIRAG[ HIRER OREST eT a /mac yWT • RAI,E pNYTEIRAO ONCE SEDNRNT CLF.wour DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25-YR. EVENT) Design High Water Top of Dam (ft) Top Width of Dam (ft) Bottom of Basin (ft) Approx. Bottom Dimensions Upstream Face Slope: Downstream Face Slope: Baffles: Length of Flow, L (ft) Effective Width, We (ft) L / We (Baffles required if < 2) Collars: Depth of Water at Spillway Crest (ft) Slope of Upstream Face (Z:1) Slope of Barrel (Sb) Length of Barrel in Saturated Zone (Ls) Number Collars Required Dimension of Collars Emergency Spillway: Bottom Width (ft) Slope of Exit Channel (ft/100ft) Length of Exit Channel (It) Crest of Spillway (ft) 444.84 447.0 6.0 438.0 145'X15' 2:1 2:1 No 135 60 2.3 No 0 0 0 0 0 N/A No 0 0 0 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:B Jiment Trap #1 design Iage area (acres) (<3) 1.28 volumes: _ elevation (ft) area (so volume(cy) 477 523 _ 478 696 22.6 479 893 29.4 _ 480 1113 37.1 _ 481 1357 45.7 482 1625 55.2 190.1 storage storage required (cy) (67*DA) 85.8 om of stone weir (ft) 480.0 storage provided at this elevation (cy) 89.1 1e of wet storage sides 2-1 storage storage required (cy) (67*DA) 85.8 A of stone weir 482.0 storage provided at this elevation (cy) 101.0 Ie of dry storage sides 2-1 ORIGNAL GRGUND ELN. ISLE PATE 3,13-1 r vARMac CREST OF STONE WEIR I ,,.e..ar 1 DRYSTORAGE WET STORAGE (E[ryNARD) 'T j v TARx. ` 1 FLTER CLOTH dRc1xAL cRD CLINN. [GANEF AGGREGATE cl/SS I RPRAP *"coarse aggregate shall be VDOT#3, #357 of#5 weir length (ft) (6xDA) 7.7 bottom of trap elevation (ft) 477 bottom trap dimensions: 26'X22' top of dam elevation (ft) 483.0 top width of dam (ft) 4.5' top trap dimensions _ 49'X43' ST1 3.13 SEDIMENT TRAP 1 No Scale Sediment Basin #2 Design (Updated 8/30/22) Drainage Area (acres) 2.41 Basin Volumes: Elevation (ft) Contour Area (so Volume (cy)Lccum (cy) 424 2389 425 2806 962 962 426 3279 112.7 208.9 427 3779 130.7 339.6 428 4305 149.7 489.3 429 4858 169.7 659.0 430 5437 190.6 849.6 431 6043 212.6 1062.2 432 6675 235.5 1297.7 433 7336 259.5 1557.2 Wet Storage Wet Storage Required (cy) (67*DA) 161.5 Dewatering Orifice Elevation (ft) 426.0 Wet Storage Provided at this Elevation (cy) 208.9 Available Volume Before Cleanout (cy) (34*DA 81.9 Cleanout Elevation (ft) 424.85 Distance from Cleanout to Orifice (ft) (> 1') 1.1 Dry Storage: Dry Storage Required (cy) (67*DA) 161.5 Riser Crest Elevation (ft) 429.0 Dry Storage Provided at this Elevation (cy) 450.1 Diameter of Dewatering Orifice (in) 3.0 Diameter of Flexible Tubing (in) (Orifice+2") 5.0 Runoff. (See Routing in Calc. Book) C (Use 0.45 for Bare Earth) 0.45 Tc (min) 5 1 2yr 3.69 Qp Tyr 4.0 1 25yr 7.47 Q 25yr 8.1 Principle Spillway: Available Head (ft) 1.0 Diameter Riser (in) 30 Diameter Trash Rack (in) 30 Barrel Length (ft) 55 Diameter of Barrel (in) 24 Barrel Inv. In Elevation (ft) 426.50 Barrel Inv. Out Elevation (ft) 426.00 SEDIMENT BASIN 2 No Scale MIN. 1'WI SPILLWRY CI OF MERGENCY 3'WITXOIIT SPILLWAY HIGH WATER STORM P D.S T WSER CREST DRY • SIOR E DEWATEPoNO Dcnce WEI • S I=E SEpMEM TO 34 Design High Water 429.5 Top of Dam (ft) 433.0 Top Width of Dam (ft) &0 Bottom of Basin (ft) 424.0 Approx. Bottom Dimensions: 90' x 35' Upstream Face Slope: 21 Downstream Face Slope: 2:1 Baffles: No Length of Flow, L (ft) 0 Effective Width, We (ft) 0 L / We (Baffles required if < 2) 0.0 Collars: No Depth of Water at Spillway Crest (ft) 0 Slope of Upstream Face (Z1) 0 Slope of Barrel (Sb) 0 Length of Barrel in Saturated Zone (Ls) 0 Number Collars Required 0 Dimension of Collars WA Emergency Spillway: Yes Bottom Width (ft) 20 Slope of Exit Channel (ft/100ft) 50 Length of Exit Channel (ft) 20 Crest of Spillway (ft) 432.0 ryan D. Cichocki Lie. No. 53741 12/9/2022 ,ZONAL M E O 0 rn U N Vi N c > E W a E H_ NWVM W 3 <LL 3 p LL 0 w O `6 0 W L M <�_j U00 W J -N .. rn 0 (A co U W W z0 =X 9W vLL pa =� (n U N =>M F < U. c M 0 N W M a� 00 w Lo H vi M 0 x E� 0 0 x p W w_ x z 0 in 0 0 r z 0 a c I --I E U C 0 E E z F 0� (ten w C C12 Lu 0 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 11� 06 U) 0 1 Q w U Vl 06 w U Q ° O J' m w O J 0./�/ ' w co r-I Q O �U W 0 (� z Z W G\1 O :_ U ^I Q I..L U) 0 06 O z O = LLI �O V/ JOB NO. 47036 SHEET NO. C3.0 m L 3 a Do vX 2 E7 -0z �0 o 2 1a a w ,N D- 0 0 x� ED 3rn z„ 0 2 a 2 g F c, o r �3 a dm 2 Y M, B _" X d16 dh m = �8 d `2 E dM o c � !c a 0 2 a �o nE 00 E L Sediment Trap #1 design (Interim) drainage area (acres) (<3) 1.28 1 �� trap volumes: awcNK CREST OF STONE WEIR VLPoABLE� elevation (ft) area (sf) volume(cy) AND \\Y 472 523 473 696 22.6 DRY STORAGE 474 893 29.4 475 1113 37.1 476 1357 45.7 WETSTORAGE q, LUx 477 1625 55.2 (ExuwiE°) aoTN orarMuu 190.1 1FErER °moo EIEV. -SEE PLATE 114-1 CWRSE ACQtECwiE" CIAS$ I RPRAP wet storage: wet storage required (cy) (67"DA) 85.8 bottom of stone weir (ft) 475.0 wet storage provided at this elevation (cy) 89.1 **coarse aggregate shall be VDOT #3, #357 of #5 slope of wet storage sides 2:1 weir length (ft) (6xDA) 7.7 dry storage: bottom of trap elevation (ft) 472 dry storage required (cy) (67*DA) 85.8 bottom trap dimensions: 26'k22' crest of stone weir 477.0 top of dam elevation (ft) 478.0 dry storage provided at this elevation (cy) 101.0 top width of dam (ft) 4.5' slope of dry storage sides 21 top trap dimensions 497(43' ST1 3.13 SEDIMENT TRAP 1 INTERIM PHASE No Scale Culvert Inlet Sediment Trap TM*^• n�' • SPEC �l= PERSPECTIVE VIEW drainage area (acres) (<3) 0.53 i:�EY�"s.°N ��'*�'°` trap volumes °C 51=NC HSl1I RPE MKA! xniLML QJ1xD elevation (ft) area (sf) volume(cy) Accum (cy) 450 515 451 727 23.0 23.0 ga=Ls ro L¢ wsuvREw "�' w"`w' "" ' S 452 966 31.4 54.4 y. \ „A, 453 1480 45.3 99.6 ___ _ ---------' 454 1930 63.1 162.8 «,u E M.PgP 455 2300 78.3 241.1 ,, R„�, °R E, °°.„sE P.p¢RgIE 456 3130 1 DD.6 341.7 wa.:E°MENI oEPIx larrx wr PwNrI ql 1/$ KIUYL Ci 11Ff TIOPILE Mfq wet storage: ELEVATION wet storage required (cy) (67'DA) 35.5 bottom of stone weir (ft) 453.0 wet storage provided at this elevation (cy) 99.6 *"coarse aggregate shall be VDOT #3, #357 of #5 slope of wet storage sides 2:1 weir length (ft) (6xDA) 3.2 dry storage: bottom of trap elevation (ft) 450 dry storage required (cy) (67*DA) 35.5 bottom trap dimensions: 40'X13' crest of stone weir 456.0 top of stone elevation (ft) 456.0 dry storage provided at this elevation (cy) 242.0 Length of stone (ft) 25' slope of dry storage sides 21 top trap dimensions 90'X50' CIP 3.08 CULVERT INLET SEDIMENT TRAP INTERIM PHASE No Scale Sediment Basin #1 Design (Interim) DESIGN ELEVATIONS WITH Drainage Area (acres) 0.72 EMERGENCY SPILLWAY Basin Volumes: Elevation Contour Area Volume Accum (ft) (so (cy) (cy) DESIGN RICH WATER I�5-M. 51°RY ELEVJ 444 525 YN. 2. MIN. 3.0. 445 742 23.5 23.5 ns "" t0� 446 991 32.1 55.6 E] c.r./ Sediment Basin #2 Design (Interim) MIN.1'WI SPILLWAY z wlYlwuY CREST OF EMERGENCY swuwgY Drainage Area (acres) 0.97 DESIGN HIGH WATER (25-Vit SIwNL Basin Volumes: Elevation (ft) Contour Area (sf) Volume (cy)lccum (cy) --- 433 835 • • � Po5°� °R�7 434 1161 37.0 37.0 oar srow.cE �EEMN° 435 1512 49.5 86.5 �*°^«E 436 1896 63.1 149.6 _ 437 2295 77.6 227.2 SEDIMENT n�wE RP�OIH1� 438 2770 93.8 321.0 '° " `.../ q`"`� 439 3247 111.4 432.4 Wet Storage: Wet Storage Required (cy) (67*DA) 65.0 Design High Water 437.0 Dewatering Orifice Elevation (ft) 435.0 Top of Dam (ft) 439.0 Wet Storage Provided at this Elevation (cy) 86.5 Top Width of Dam (ft) 6.0 Available Volume Before Cleanout (cy) (34*DP 33.0 Bottom of Basin (ft) 433.0 Cleanout Elevation (ft) 434.00 Approx. Bottom Dimensions: 70' x 15' Distance from Cleanout to Orifice (ft) (> 1') 1.0 Upstream Face Slope: 2:1 Downstream Face Slope: 2:1 Dry Storage: Dry Storage Required (cy) (67*DA) 65.0 Baffles: No Riser Crest Elevation (ft) 436.5 Length of Flow, L (ft) 35 Dry Storage Provided at this Elevation (cy) 101.9 Effective Width, We (ft) 15 Diameter of Dewatering Orifice (in) 3.0 L ! We (Baffles required if < 2) 2.3 Diameter of Flexible Tubing (in) (Orifice+2") 5.0 Collars: No Runoff. (See Routing in Cale. Book) Depth of Water at Spillway Crest (ft) 0 C (Use 0.45 for Bare Earth) 0.45 Slope of Upstream Face (Z1) 0 To (min) 5 Slope of Barrel (Sb) 0 12yr 3.69 Op 2yr 1.6 Length of Barrel in Saturated Zone (Ls) 0 125yr 7.47 O 25yr 3.3 Number Collars Required 0 Dimension of Collars N/A Principle Spillway: Available Head (ft) 1.0 Emergency Spillway: No Diameter Riser (in) 30 Bottom Width (ft) 0 Diameter Trash Rack (in) 30 Slope of Exit Channel (ft/100ft) 0 Barrel Length (ft) 55 Length of Exit Channel (ft) 0 Diameter of Barrel (in) 24 Crest of Spillway (ft) 0.0 Barrel Inv. In Elevation (ft) 431.50 Barrel Inv. Out Elevation (ft) 431.00 SB2 3.14 SEDIMENT BASIN 2 INTERIM PHASE No Scale ryan D. Cichocki Z U lie. No. 53741 A 12/9/2022 4' OV �0�,� SSIONAL E� n E O rn °U N N C > E w o E U N �i < LL 3 0 LL wO ¢_j U000 Z a�-ri O .. rn C7w N4 a d w (n i x (� o¢"=LL wUU 0 c h �v< o W c Ln U) �N w O w r�i Lcl�U U 0H O i O x C7 Q a x F w F o N Q \ O in DATE 912012022 O DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE • N.A. rl 06 U) O ,-I Q w O o 0 06 U 0 O<z m W O J ' W �7 m ` ,-I < O WU W z �z z Q0w o U 2 0 w U) 0 C) 06 O z O ° = w D �O V/ JOB NO. 47036 SHEET NO. C3.1 X. rLL o 00 L oF PIPE OUTLET CONDITIONS NTH 70' MIN. 5:1 EXISTING A 3' PAVEMENT 0 'Z A A ryan D. Cichocki FILTER 6" M A MOUNTABLE BERM U Lie. No. 53741 County of Albemarle Conservation Plan Checklist To be Landscape Plans CLOTH (OPTIONAL) SIDE ELEVATION r0 12/9/2022 4' 0�L> - placed on EXISTING GROUND �SSI (Handbook, pp 1I1-284-111-297 for complete specifications) 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO ONAL Ely(yN 3do d 0 TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. 1. The followine items shall be shown on the Plan: ® Trees to be saved; PIPE OUTLET TO FLAT POSTS. Irk 6 70' MIN. WASHRACK T 10' MIN. ® Limits of clearing (outside dripline of trees to be saved); AREA WITH NO �j fX / B OPTIONAL n ® Location and type of protective fencing; ® DEFINED CHANNEL �/// / 10 E N1 Grade changes requiring tree wells or walls; Proposed trenching or tunneling beyond the limits of clearing. PLAN VIEW - _tl� 1 �F F /� 12'MIN.� MIN. PAVEMENT M O - > E 2. Markines: ® All trees to sh saved shall be marked with print or ribbon at a height clearly visible to equipment operators. _ -IIIIII _ _ FLO/II 1= h' VDOT#1 COARSE AGGREGATE B POSITIVE 110'MIN. DRAINAGE TO L ai E w _ > ® No grading shall begin until the tree marking has been inspected and approved by a County Inspector. La _- - m _- - "- - *MUST EXTEND FULL WIDTH OF SEDIMENT H W 3 � U w 3 4" INGRESS AND EGRESS OPERATION TRAPPING DEVICE ¢ LL o 3 3. Pre -Construction Conference: 63 PLAN VIEW LL - w O L M Tree preservation and protection measures shall be reviewed with the contractor on site. oy 0 /o 4. Equipment Operation and Storage: (J 1 12' MIN. ¢�-1V00 ce Z RI Heavy equipment, vehicular traffic and storage of construction materials including soil shall not he permitted within the driplines of aces J- 3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE 3" MIN. ce W N a d obesaved. SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED THE WIRE FENCE AND EXTEND IT INTO EXCAVATED SOIL. THE TRENCH. 3"MIN. z o M ?� '� tr U tr 5. Soil Erosion and Stormwater Detention Devices: ® CLOTH FOR ENTIRE PERIMETER FILTER CLOTH SECTION A -A X Q LL W O Such devices shall not adversely affect trees to be saved. ry p tn 4. Fires feet i v U Q Z O WA® are not permitted within 100 of the dripline of trees to be saved. A / I / 6 7 H- e to ° ry i e�c G 7. Toxic Materials: ® Toxic materials shall not be stored within 100 feet of the dripline of trees to be saved. 3do MIN. ( ) 4ft / / i )lij= �� '. IIIIIP FLOW -I -I a M LU O A / III III 00 8. Protective Fencine: - -ffj 111-- IIr III I I. M � ® 1 rees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing. ® Fencing in be inspected do REINFORCED CONCRETE DRAIN SPACE O U shall be place and shall and approved by a County Inspector prior to grading or construction. SECTION B-B 9. Tree Wells: PIPE OUTLET TO WELL DEFINED Vi W rl ® When the ground level must be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail submitted for approval. CHANNEL EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. CE 3.02 O O O O 10. Tree Walls: ® When the ground level must be lowered within the dripline a tree to be saved, a tree wall shall be provided; and a construction detail PLAN VIEW FILTER FABRIC = c� p 0 Q d STONE CONSTRUCTION ENTRANCE submitted for approval. F No Scale 11. Tmnchine and Tunneline: La 1=I=III _WIR_E-I -III=III=III -III- = III 0 N ® When trenching is required within the limits of clearing, it shall be done as far away from the trunks of trees as possible. Tunneling =III= - -III=III- -III-III-III-• W w under a large tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots. = a 12. Cleanup: 0 % ~ Q 0 ry ® Protective fencing shall be the last items removed during the final cleanup. - Tto O DATE 13. Damaged Trees: la Damaged trees shall be treated immediately by pruning, fertilization or other methods recommended by atree specialist. SECTION A -A FILTER KEY IN 6"-9'; RECOMMENDED SSF 3.05-1 --� _�- GRAVEL CURB INLET SEDIMENT FILTER > 9/20/2022 NOTE: IT IS THE DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION REQUIREMENTS. CLOTH FOR ENTIRE PERIMETER O SILT FENCE (WITH WIRE SUPPORT) DRAWN BY No Scale iQ„�1 9-al -ac NOTES: M. DENHARD OWNER SIGNATURE - (DATE) --- 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR TABLE 3.31-B DESIGNED BY CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" \ / / •• M. DENHARD CONTRACT PURCHASER SIGNATURE (DATE) 5/1/06 Page I of 1 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 PLANTING DATES SPECIES RATE (LBS./ACRE) r / / • CHECKED BY INCHES. SEPT. 1 - FEB. 15 50/50 MIX OF • B. CICHOCKI SCALE N.A. OP 3.18-1 ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) GRAVEL FILTER 12" • • & 50-100 RUNOFF WATER WIRE MESH CEREAL (WINTER) RYE FILTERED WATER • OUTLET PROTECTION (SECALE CEREALE) No Scale 4s • FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100 (LOLIUM MULTI-FLORUM) rr El El El El El 1:1 1MAY I I I I I I I 1 - AUG. 31 GERMAN MILLET 50 (SETARIA ITALICA) SEDIMENT) CONCRETE •"' M GUTTER �J COMPACTED SOIL CVVD TO HAVE 2 STANDARD TS 3.31 O O CURB INLET 12 STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST UP I I MATTING ON UPHILL 18"MIN. SIDE " GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. O J TEMPORARY SEEDING PLANT MATERIALS ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO 40"GREATER GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL FLOW � l� I�� 1 L 111L lL1L 111L SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT \ Q LU W No Scale CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE FENCE AS A TREE PROTECTION FENCE. TP NO SCALE - CURB INLETS WHERE PENDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. T V • Q 06 3 38 4.5' MIN. TABLE 3.32-C IP 3.07- 6 DD CD 3.09-1 CIND SITE SPECIFIC SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN AREA w H PROTECTION STORMWATER INLET PROTECTION No Scale TOTAL LBS. PER ACRE MINIMUM CARE LAWN No Scale O Q Z TEMPORARY DIVERSION DIKE Q No Scale COMMERCIAL OR RESIDENTIAL 200-250 LBS. J 70' MIN. i KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% IMPROVED PERENNIAL RYEGRASS ` 0-10% KENTUCKY BLUEGRASS 0-10% SILT FENCE DROP INLET PROTECTION L O CCNSTRurlo ccNST SILT FENCE CULVERT INLET PROTECTION ACCESS 3" su-2A nsaHALT '01 roLRsr ,-EXIS INc HIGH -MAINTENANCE LAWN 2 X 4" WOOD DROP INLET WITH GRATE � <FRAME m Z ENDWALL % ,� PAVntrNT MINIMUM OF THREE (3) UP TO FIVE (5) P O VARIETIES OF BLUEGRASS FROM 1 5' pd FRAME TI Q U TOE OF FILL CULVERT - e MIN 21A AGGF AI- BASIL APPROVED LIST FOR USE IN VIRGINIA. 125 LBS. MAX. - p 1PROFILE GENERAL SLOPE (3:1 OR LESS) - Z KENTUCKY 31 FESCUE 128 LBS. 3' v J 0 w LL RED TOP GRASS 2 LBS. MIN. GATHER Q OU 7C M-N. sTSE :;oN51-tUCnoN ��rr1,�� ASPIIALT PAvLD ACCESS v RACK SEASONAL NURSE CROP " 20 LBS. 150 LBS. LOW SLOPE THAN 3:1) �^ �- EXCESS -� ^ AT U U CORNERS z Q I WASH I -MAINTENANCE (STEEPER 108 LBS. w TOE OF KENTUCKY 31 FESCUE 2 LBS. PERSPECTIVE VIEWS U) FILL SILT FENCE DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD z� z� EXISTO e N , _ t RED TOP GRASS SEASONAL NURSE CROP " 20 LBS. CROWNVETCH "` 20 LBS. 150 LBS. I Q 06 Z FLOW EMBANKMENT "OPTIONAL STONE COMBINATION I ITVf DRA.INAGf "NUS" EXTLNJ FLL W'DTH -TO To sEUlvEvr A.N, EGRESS Tan=PING c vlcr OF I OPERATION GPEaATIav * PERENNIAL RYEGRASS WILL GERMINATE FASTER AND AT LOWER SOIL STAKE-II,��__ FABRIC O O O TEMPERATURES THAN FESCUE, THEREBY PROVIDING COVER AND '� IIII MIN. M O 1� 1.5 _ PLAN EROSION RESISTANCE FOR SEEDBED. - �/) y„ "w, 'clr ry v. TO S DI uNAINAGL TO SE]IVENT " USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: _ ? `° DETAIL A = '" LJJ FLOW 2.5' _ IRA -PING uEwcE "T` '' - _'' ' -- = 7!� 7FILT[�-� 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 NOVEMBER THROUGH FEBRUARY................................. WINTER RYE SPECIFIC APPLICATION "VDOT #3, #357, #5, #56 OR #57 COARSE CLASS I " SECTION A -A THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET AGGREGATE TO REPLACE SILT FENCE IN RIPRAP *** IF FLATPEA IS USED, INCREASE TO 30 LBS./ACRE. ALL LEGUME SEED DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE HORSESHOE " WHEN HIGH VELOCITY OF FLOW A ululallthll water tap of 1 inch 11111st be installed with a unitunwu 1 inch ballcock MUST BE PROPERLY INOCULATED. WEEPING LLVEGRASS MAY ALSO BE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE IS EXPECTED o S shutoff eah e suppltv>_ a wash hose With a cFianneter of 1._ ruches for 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 coustaltt pressitre. Wash water uR1st be calliecl away frolnn the euhauce to all O approved sertlitLa area reov-e sedunent. All sectnueut shall be prevelnted from O CE eutelilna srolnn chnans, chtcheses or watera�luses. 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. C3.2 No Scale No Scale No Scale No Scale L RWI EROSION CONTROL LEGEND / / ; _ \ \ \ ;;, /ilr� I I I / I °d / /�.� \ \ I / /� ; / _ _ \`� \ — — — i— — \ - _ _ y 1= — i \ ° I I W�OBUF�ER I `� \ / I (\c _ ' 1 \■ / — ! to / �\ \ / _ „� / i `1 LIMITS OF CLEARING AND GRADING - \ /_ _ — // // ✓'� _=�\�y '!`� /1 —' l \ \ \/\� \\ I ice/ I G �� \ �� / / ■' / '/ /' —/�_ > \/' i / ! 7 ' / SOIL TYPE BOUNDARY / / ' \ �`� 11 \o _ — \ R \ i _ 1 \ — / / `� / ! / [ —UGP �U ' \` °_ \ / \ r 1)I' / II \ Q^ `I ✓ \ /' / �/' / e 1 1' l_, TP CE CONSTRUCTION ENTRANCE 3.02 SOIL TYPE: /\�\ ^ /// I' \ \ ��/ /'' / / ' '�'i''�l ,'- / J 43 / \ \-�✓'- /-- /� I I \ ! r / \� l r' r _� / / \ / I \ _ y../ , \ _ / / ' / /_ HP— _ _` OHP T _ SF X X SILT FENCE 3.05 / , > 5�'j \ / 1 1 r / 014P� /� - - - \ \ / ° ) \ S''P—_ H OP OHP1 — h IP ® INLET PROTECTION 3.07 - / ✓ \ ++ ) / ' 1/ / / / ' / _ J / _ ♦ / ' / \ / - / /�\ l' I �/ \ \ ! r > / /� „ , ' /' / ' / / _ / ' ' J \' r-- J — _ ♦♦♦ ' / f r r TP44 CIP ® CULVERT INLET PROTECTION 3.08 / 1 r _ o v I r JI //' \ ( ' L / / I/ / ♦10 1 1 /' / I ' 2 _ I \ `! ' E NTV -' DD DIVERSION DIKE 3.09 1 "'Y ai, / /',� \ (' L /i--------------- -f- I �\ `- _ \��i�CT _� l C - �i \/ \\ -\ _ I ` \ ' A43 �J SEDIMENT TRAP 3.13 ( �o o I \ i 1 1 // \ 1 ( , / \/ \ SB SEDIMENT BASIN 3.14 / t° o o I/ L !/ /I I I / !� / / /1 / // i / \ I \ \ \ \ C 1� r C: 445 OUTLET PROTECTION 3.18 or o ! / \ / �// / / \ / / ' — / O A'�L / / / / / \ _ I / / 00 0/ FEMA,E5YWC7VE ' ^1 % / // ' 'i / /— /' /' ! \\\ _ . , / /) /' ,' \ \ DD / / / /' 441 _ \ _ _ \\ \ ; SB TS TEMPORARY SEEDING 3.31 0 0 n ^ _ ZONEq I / I \ / / ' / ' ' - ' o , 6, x"I�OODPLA/N / I I Iv / / / / / / \ \ \ N I I / / ' — — _. / / - / ' \ / 448 Ps I o _ , / ,' ) \\�\ ��' / /-- ' `/ __ _--------- PERMANENT SEEDING 3.32 , fo \ \ \ / ! / ` ` \ 1 / / / ' / / _ Sg2 \ \ \ \ \ 1 / ' / - - _ ' / ' - DD \ / MU MULCHING 3.35 I� g \ \ \ I / - , , / / / TP / / _ = _ = u �\\ ti \ / / / ' / — _ _ ! — 0 \ \ / \ / o 11 /�q/_ \ / ♦ / / / \ \ \. < TP TP TREE PROTECTION 3.38 /D 014 DC DUST CONTROL 3.39 _ T 1 ' 1 / / �I / / / \ \� \\ \ \ \ , _ _ 51- O fJ 1 / \ \\\ - - --- 00I�Jr///''' l 4 * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER N -' / / ♦ / / / ' \ \ \ \ / \ \\ ` / _ - - IIIIII111111IIII�111 II 1 f/ UNDERfjEV/EW) D }!\ 9 I%.=\I_S'' I// /'' / / /�♦fir /,/ / /�� / I \\ \`\\\\\\ \\\ I I I / I I L / .. ' \ ti\ \ \ \ III ,I.1 .,Ili. ..Ob f / / / ♦ I _ \ \ / 1 o ! / VDOTSI HT / / / '♦ ' / / / g v \ ` \ \ / \ > \\ \\ \\\ 1 SUMMARY OF FIELD CHANGES EXHIBITS C a ° _ _' /'DISTAN� / ' ' 1\::\ \ \ ` ' — 453 ' I OVER THE COURSE OF A FEW WEEKS SEVERAL BACK TO BACK HIGH INTENSITY RAINFALL\� % / EASE NT , ♦♦ >!� J / / ' \I I \ _�\ \ \ — \\ \ \ \\ \ ' EVENTS WERE LOGGED VIA THE ON SITE RAIN GAUGE DROPPING 3.6 - 4 INCHES OF 4 I RAINFALL IN ONE TO THREE HOURS REPLICATING A 100 YEAR RAINFALL EVENT PER " // ♦ / ' r / / / _ _\ \�� \ = \ \ / l\\ \ ' — — — — ' NOAA GAUGE (44-1598) RAINFALL DEPTHS. AFTER EACH OF THESE EVENTS, ALBEMARLE — nob 1 1 \ ' I f COUNTY, THE OWNER, AND TIMMONS GROUP REVIEWED ON SITE THE EFFECTS OF THE —a / (/1� 7 ' ,♦� / ' / ' /� / / •\� \\ \ [ \ \\ \\\ \\ \ \ — — — 5 SEVERE EVENT AND IMMEDIATELY DECIDED TO SIGNIFICANTLY INCREASE PRACTICE J— I1, VOLUMES BEYOND VESCH MINIMUMS TO INCREASE ONSITE ATTENUATION AND PRACTICE , II/ 1// \ EFFICIENCIES AS MUCH AS PRACTICABLE. IT WAS IMPERATIVE TO MOVE QUICKLY TO DD \ ADDRESS DOWNSTREAM CONCERNS AND PREPARE FOR THE NEXT RAINFALL EVENT IN \ \ THIS UNCHARACTERISTICALLY WET SUMMER WITH A HIGH FREQUENCY OF SEVERE— \ STORMS. THESE EXHIBITS DOCUMENT THE COMPLETION OF THESE ENHANCED— \ [ \ PRACTICES VERIFIED BY A FIELD WALK WITH ALBEMARLE COUNTY, THE OWNER, / / — / ✓ / / / _ _ _ — — _ _ _ _ _ �\ \\ ` , CONTRACTOR AND TIMMONS GROUP ON 8/30/2022 AT 10:30 AM. \ c( 11 \ \m\\\\\\'\\\\\`\\\`\\ \\ \ \ 5C'� 1\1111 \ 1\\ ll ,, l0� /J !; 1I / > :� I_>i/ j( _ _ _ \ v/ / / I ' _ °obr/�/i/11�iili��\lilil\I��aPol � o /Ly\lf / /r __ ! , � / ---- -\ ___ \ \ 1 / _ —__\ \O -� �< / r /' /// \\ ' /'// / / 0' \__. 1' ' �IfI f Z/�-.,--1 J \ / \If rS DC 0-4 oQ > l ! / / / / ! / / p i , / , / , / / / / / / _. \ \ \ _ 10 \1 \``�`-Q _ _.O•Lo` r\ o \° I 1 )1\ r d Iv \`� to )_// _/\ \\\', �/ �\ \/} \ ✓// ��' i' !/ // /''/'/' /' / TS DC g o f " \ ` TP /' 1p //' >' / \''` —/' 111\ \ \ \\\ 4A0 o l)/D/// r' )' / / < r ! / / \ \>OI fj J / ��--''%J"// 1\` '428.00' / 7// 1- '`> 1 \I / / / '✓ °' / \ W Iw /z3' \ = pis f I I / / I \\ \' I I 1'! 4J[• IP _\ — °.\: yITW / i' ,\ / f/ \ T _ \ ` \ \ 1431. \ / / J /129.23 \ \ 31.0q 1 \ \ \ \ t \ \ \ 1 �' / ( \ R .I BW 1 aD�C), �/ <\, I Nh� r /a \ / t`�2o0`_ >' _^ `� `�i x / I \� `\✓> /I .,\\ '\\ I�� 27.73' / ( //,' \\\\\ \ \\ \ \\\ \\ \ I / \ /° \' \ \ 1 \ <\ —\•>1,53 + 426.50� \ s , / / \ 428.1 \ \ \ \ \ \ \ \ 1 \ / ,. / \ I ) I \ \ \ / — / _ .. \ / — I \ _ _ \ / f — �— \ 1 \ 1 424.'f•A' _ 1 \ r� \ \ \ / i \ \ \' ` n /'\ 426.0P I— \ 1 — / \ , 'BID✓ /TW '�'' I l \ 4 I/ / / 451-< I SOP P�E.,\ A. NZZ-M FF9 z MIN F7 SCALE T KEY PLAN 0' 40' ryan D. Cichocki ' e Lie. No. 53741 12/9/2022 ,�4' its' oT S'IONAL E�O� Lm z O a U) L w p z O N w F 0 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE 1"=20' JOB NO. 47036 SHEET NO. C3.3 L L - ---- / --- , j 111 C'Jlll\\\ �\ \\ f ////i-, �� T'r \/ (` / // EP /'/ --/1 \/ / //\\ \`� \ \\ I -1 \ I 11 lYl I J I \1 + L J '\ l \\ \ l r 30"CMPW/ENOSECTIOAJ INli(IN)=442-15 ryan cki Z - - - - - - - - - - - _ \ — ` — \ c — —.� — ` \_ .-- — I ` \ \ `\ ` \ \!1 \ \ / ------ \ -- i,1C. No. 53741 ' _ - — _ -- / — \ 1 _ \ l \ \ -- 1\ O83 .A 12/9/2022 �Q' \ — / I 1 / / / _ (T _ - - - - i ' _ _ SCALE 1 "=20' SgIONAL EI1 --- OHP OH- - �— — — OHP o _ / ' P P_— _- - - 0 20' 40' / / ' 40 /- - _ - \ I / o P� —�ToH - - -- - _— / P KEY PLAN441 — _ =�riPr o / � / TELE I o I I > E eE w L — \ .. 1` P \ \ / 1 / r 1 \T / ! 1 \/ R [ I / \ 1 — / ' r / _ - �W m'3 L/ TP (TVPICAL�\, \/' -> / / . 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CICHOCKI \ I \ I I \ \ I 1 1 � `b / I -I I\\��\\\� \ — — — \.i`\ \ / I \ / \ 1 1 �\ \ \ 1 \ 1 1 \ \^ / I \ / ' f'J / / ' • SCALE ---_ TSSDC \ \ ! \\\ - -''J \ \ \\ \\ I\ \\ \ \\ \\ \\\ \\ 11 11 / \ I // // // // __'/ // I • N.A. �� / - ---/ \ _ / \ / \ \ \ \ \ l / 1 1 I \ W CL OI7-7 L-TYPE. \` ` \ \ C\ \ \ \ \ '\ \ \ \ \ \\ \ \\ _ _ _ \ _ T w J_ _ LLI Q' EROSION CONTROL LEGEND \(jTj DC —i a OLLJ LIMITS OF CLEARING AND GRADING - s 610. SOIL TYPE BOUNDARY \ \ // ` \�.. I1 \ _ ` ' - - - - - - - , _ — 470 �` _ / / i /"/ 1 / w 0 Z CE CONSTRUCTION ENTRANCE 3.02 ` SF ui X X SILT FENCE 3.05 - - - - ' ' _ - - - - - ' ' $/ / / / / / /- _ = LLJ _ 0 IP � INLET PROTECTION 3.07 - 1 � / _ / \ \ \ =1 a / a�i'C�- °--�_a I -- - - - - - ' _ - _ _ - - � - ' ' / L.L CIP CULVERT INLET PROTECTION 3.08------------------- / 1 / / 1 / ` / �_ a> '� /OD n N P s/r,(p� \ p. \ Q Z DD DIVERSION DIKE 3.09 v. a \ i ty I !/ (/ y / , i / G \ 1 J/ [\ I i 1 \ / / / / O Ip ST ' \ \ _ _ 1 \ `. / HORIZON R AD I P r - o O O�/ SEDIMENT TRAP 3.13 \ 1 I ) I / \ > .' v . \ \ / > W I I\ \ l / PR POSED 61' VD T / /NST. NO. 202 00002884 p�o1 �\ w SB SEDIMENT BASIN 3.14 \ \ \ \ �_ _ _ - _ - _ \ \ \ I L \ \ -, /\/ I OP OUTLET PROTECTION 3.18 `\ - TS TEMPORARY SEEDING 3.31 PS PERMANENT SEEDING 3.32 MU MULCHING 3.35 /I �� -r\1� TP Ta TREE PROTECTION 3.38 \ / \ i \ / �1 \ \ \ /\ I /i l \� J_ \ \ J\ \ '� I \ �1 I I L I // \ — — oe No. ��\rl \1 \I\ \ \ - \•/ /r '-I! �,I —i \J'�'I '� \\\ /'1 \ +' - - "\ — 47036 DC DUST CONTROL 3.39 N _ \ _ 1 \ \ \ 1 -J \ / / 1 L = 1' I I / \ — J �/ q - - - ` \ \ - `I L SHEET NO. !'GT / �C / \ ' ' I �' I I I I ` I I tr •_, _ I i ` ,\ f' 1 , , , f_ / C3.4 * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER / \ — - \ / J / _ I +\ , [ L \ / / \ / \ \ J / i I / / I \ \ I I I _------------- (\-�-----------/ ------- ---- -----------I- /- - ----- ----------------------------------------------- \---- EROSION CONTROL LEGEND r______i_____ /<_________//__________(1__________ TH O ---------- F r---- _ 1 \ \ 1 _ � ]♦ LIMITS OF CLEARING AND GRADING - Q / / I / l I \ \ I I \ 1 I / \ / 1 1 I I \ \ 1 \ \ / C 1---------------- \--------- \ \ \ / \- \ ' SOIL TYPE BOUNDARY / _ ° \ r--------- 1----------\---------\--------------- �------- - ( \ 1 I I \ _ \ \ \ \ l \ \ \ \ \-----------�----------------------/------------/--------------------------`-------------------------'------------ I- 1 \ \ ,) \ \ y \ l \ \ / \ 1_ ��-_________ _ _____________\___-____________- —-----------\__-____-- I _ / \ l \ \ \ an D. Cichocki Z _ I / \ J 1 \ \ / \ I / \ \ \ \ \ I I " / CE CONSTRUCTION ENTRANCE 3.02 U lie. No. 53741 10 12/9/2022 \\ \ ` \ \ \ \ \ \ SF X SILT FENCE 3.05 �O{ �yw ------ - -------- \ \ \ \ \ \ \ \ \ \ \\ \ ,\ \ \\\ \- 1---- ` \ - -- - ` \ \ \ \ \EP \ ` I / I\ \ \\ SIONAL �lyG \ 1 - \------------------- --- \ - , \---------- \ \ \ \ \ \ \ \ \ \-----------\-------------------------\-------- \-- INLET PROTECTION 3.07 CIP ® CULVERT INLET PROTECTION 3.08 __ _ - OHT��__ � � -- \ _ \ � _ - -- -_ --�-- — -- — \ \ \ o 777! -- -- ------'-----_-_ — �__-_--F�--- �p1Yft___ f--0_HT_=s�/�T� _ __/_-------. \ _ _ - \-- \I �� DD DIVERSION DIKE 3.09 ¢o / — — , -- _ - --- _ — — - -_ =BHP=' \_ --- - - _ -- - / ST SEDIMENT TRAP 3.13 �w> 3 �v w 3 ` t TELE VAULT U o 3 71 -- Y a — a - - ' ' SF CTR TEL - - �- �� p4� — _ - - / \� SB SEDIMENT BASIN 3.14 w ILL _ 1 , I� /--- — Tp y _ Lu c'/ // / /// _.' _ /A✓/// l /// l // / /---'!- _ ��/p \ )\i /� DD / //--A86 OP ® OUTLET PROTECTION 3.18 a>on° Q HP U / �, C7W rv� a d TS DC / T _ Ts �� t, 0 OyT , . - - - - / / O TEMPORARY SEEDING 3.31 3 O a N p \ _ - - — - - \ \ I\ \ 1' \ \ PERMANENT SEEDING 3.32 O_ a O O.K ELECTRIC TEL_E & TV \ I \ l+_ ' \ 488 / I MU MULCHING 3.35 > U LINES - J /' `\ ` `�\1 \ I I 1- / I r� TpTREE PROTECTION 3.38 00 �/ / / // // // // / / // // // /// / //i�rf//�v,•\ ` - - - - - \ UFO JT DC DUST CONTROL 3.39 U / / / / / / , / �\ \ \ \ _ _ - - _ \ \ \ \ I / / / * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER O O / /// ! \\ \ / / �/ �/ ,/ / \ \ \ \ \ Q ) lI - gyp°' I�YH U 1 OHT\ // ` �- J // 0nn O 7/1 co m ( / \ // //' //' / /' I /// \ SOIL TYPE`._- \ /// ,'/ / /. //�' I / //�'(II�D\ p\\\/ 1 I\�-�_ / / \ Z ti �� a �I .p/ l/11I �'/rn \\\ \�./ \\ \\�^\ f DATE J \ ' it v vl N - - > / / I I / / / / / , /' / / / / _ _ \ TS DC / \ 1 l \I I ° 0) \\ v 912012022 / /\. / / Jt J I�I /� \ \ \ \ } DRAWN BY // // �; \\ \ / /1 I \ l `\// \ \�/ _ ^\ M.DENHARD ! / — DESIGNED BY / I / , / / / / !• / ti' / 1\`b l\°% ,/ /_-' / // / /// /�\ -� \ ' / / II/ �� / • M. DENHARD / _ / • CHECKED BY ! / \ / / /' ' // I I b' / I I _/ / / / / / / \l ///// // 1 \ / a.' I \ I\\� / �/ �. / -_ __/ /_--\I ^\ • B. CICHOCKI \ I 1 / / 7 / / / I / b• I 1 I l r / I / ' \ 1 / I 1/ ' / / / °N / \S \ \ / // / SCALE \\ / , / .�'° \\ \` _ / ,'/ _ • N.A. 1-1 06 -- \\ / \ / \\ \ / / \ Wr^ eel z TS DC \ ' i // 1/ l \ I \ I II � 0 i Q 1 J O�y `\ `� /'/ \\ / / / ------- I 1 \ \ I / \ / %// 1 ' I I I 1 W LL \ \ - ! 1 \ \ / / I \ ! - I ,a/ Z /\� w O LL 0 Lu --- _ —475 — — _-- /'� /' / ' — �/' 485 J N _ sc /' /—/ / ./ // / // // \ \\ \ U) ��00 - f90RlZONR ADI I W PR O P�ED69'VD TRXW O / �` \ I 1 / / 1 ✓ _ �' // / - INST.I NO. 202 00002884 / w�'j D I \ \ \ 492 O °:�\.1°I .11.1• ��i i� Ill • °I�Ii•• y1 ° .' '• O 1� • 1SCALE 1"=20' KEY • 0 L RWI EROSION CONTROL LEGEND \ / f ` J— ` T -- T\ oo I V�/O BUFYER TSEDIM"TBASIN 2 LIMITS OF CLEARING AND GRADING -\\\ / �/ - / , / ✓ / V / ✓ ' � \ ! _ / � 1 G � 0�. 7 AC DRAYNeG� ARE9- — / / i //✓ % _ _ 1 O�AL ST_jRA6E-REQLh�: 1 ■ / % / — r = ) \ SOIL TYPE BOUNDARY / / �( 1\ \ �y / / \ , 1 \ �O �STO "E �%ID 4 Y.4 C-Y'v / / r `' / —UGP %A, r'� (\\ /� / r I�� II \ �. ' ` -TOP N=ryan D. 43904 '// ■ e 1 TP /1 / CE Cichocki CONSTRUCTION ENTRANCE 3.02 _ 1 / / N n r ' ^ / ' IJ \ \ \ i / - , / , /, ' �� ■ ,_ / _ 43 / 1 r _ U lie. No. 53741 1 / TEMPORARY BASIN \ r _ _ , \ I \ _ ti/ _ `, _/ - / �' / /' HP— SF X X SILT FENCE 3.05 / , `/ ° \ J/I / I / R RAND OUT ICL/ \ I 1 - ' / / _� oblP—� /% �P— ?'/� -1- / _ _ - OHP� - = po /9/2022 \ Y / �—s- — H OP 10 12 ( o o / �� / I ` ' / oHP—'<-/� _ _ r / /� �� 40 < c,S Ott QHa— — - — _ _ / /� // / I \ \ - , / (� �/ \� _ / / 4 SIONAL E11 IP INLET PROTECTION 3.07II `` \� / 1 _ o �/ \ ! • r > // ' / ' / / ' \ / - ♦ /�r - t I \ - L}NpISV L1fBED PRFSERVED CIP ® CULVERT INLET PROTECTION 3.08 J` 'l r o / '/ o I r 11 /' / \ - _ ' / _ -f/ ' / / / / ♦♦♦ 1 , 1 /` / J i I / , \ \ \ ' ` \(/ _ DD DIVERSION DIKE 3.09 1 l I/ r/ /------------f_ / \ \ I' ^ _ _ // _ \ \\ _\ \ \� J' ^ ( \' _t// \`\ / - - L �" 1 \ ¢ o 4473 X.24" HDPEAPPROX-L6 E_ \ �\ j a\=r__ / IiIP O ti �\ J \ 1 ✓r \/ C 1 I TP / E ST SEDIMENT TRAP 3.13 /' di - / \ 44a / O 7 ' ` 1 1 w 3 SB SEDIMENT BASIN 3.14 ' / 0 O o (, L // / 1 I / ' / //// / '/ / , i / ` ` 1 _ / \ \ \I ' \ \ / — — _ _ \ \ \ \\ \ \\ w 0 Lu OP OUTLET PROTECTION 3.18 4 1 , /r ^ \ t //// / \ / / / / - J_ / / / / 450 \ / (D > . ry (L Q 00 O - --./gyp/ r// �i��a'�a'�a: 2 \ \ � - ZO w�-� O 0 0/ FEMA F z f °' a v�i TS TEMPORARY SEEDING 3.31 n^ _ ZONEq I / _ _ _ _ _ , - - O o \ . / , \ M / , // r / ' / • / / DI-1 70P A O to a w 00 O , 6 - ��OODPLA/N / I I / / Iv / ' ' / / \ v (/ / / ,' ' ' / v — / ' 44B - 4a d: aP LL PS I o / \' I / / / / \\ r - ' / ,-- / _--,---1NTERF RIEWIQT \�s vN z ti / / BASIN FUfVCTlO x O W PERMANENT SEEDING 3.32 0 / / / , I \q /0� j\ \� / /'/ / / _ ` �' /\ I / / / /' / r - ^� '�L� \ \ /1.5" l�(PE K ' ' / / - - / ^ / / / /- DRPE}f GE DIVIDE -/ ^ ~ U) Z MULCHING 3.35 o \ I �1 / �/ / / \� // / / - / - - _ / \ G PPER/ / /� 1- (TYP.) - - - _ _ — — w w O MU / 0 1 r / / 0 1 / ' / / , / / P / / ' _ / / W - / 0 1 \ / / �d \ / / / ♦ / ` - _ / - \ \ \ 4" CLASS 53 UCTILE _ - -� / `/ ; a U O o , \ / / / / \ TS DC / ` i 1 \) L t\ 1 / ) — m TP TP TREE PROTECTION 3.38 $ o < \ \ � s/ /// � \ n / , / / / r _ � \ \ � — _ , _ / / \ o w Z AI /' (° \ ;) 7 I tl /r/ / �/ /\.I/' /� / SF 04 / / ,' J /� / ! ) \ \ \ \ \\ IRON FIRE E / /�� / / 23 roH DC aC DUST CONTROL 3.39 0 I h r l / f ! I' 1/ / / , / / / / / / / 127 \\ \ \\ \ ATE ' / / / - - - - - - / 451 , ' - ? \ I - - OU * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER N -' ° �' // / ' / / 3�/ ♦♦ / .° / \ / \ \\\ \\ \ \\ 1 r / ' ' _ / / ' / ` - , _ - - O O NOTE 4\_ �1 1- S I /6y / / / r / / ' / 5" �/ / / ♦ I / \ \ 1. BUILDING ENVELOPE AREAS UNDER , - �r / 1 \ o , / ' VDOT S HT/ / / / ♦♦ , / 6 METE S \\\ \ / ' / ' O d CONSTRUCTION BY BUILDER. PERIMETER / , / ° ° / r \ n a 0 - // /DISTAN E / ' r I \ / / , / ( 1 ` / \ (_ \ \ �\ \� \\ 1 (I - - - - _ - / 463 _ SILT FENCE IS TO BE INSTALLED BY BUILDER o / t ' \o/ i l// / EASEMNT ♦! l I AND SHOWN HEREON FOR COORDINATION / / �� / / / y ♦ I I� 1 \� \\\ \\ \\ ` _ / _ _ - - w tN PURPOSES. SHOULD THE GRADED LOTS / \ o , / q0° ' �/ /, ♦ / / / / / / O , - E K \ �\ \\\ \ I _ _ 454 IP _ w p FN WAIT LONGER THAN 14 DAYS FOR BUILDER / *�0 ' /' /' / _ / / / / / / \ -- -' c/ 0 ACTIVITY, THE CONTRACTOR SHALL ADHERE / % ° 0 _ _ 0 ° /g O /j 1�7 / / / / / / / i / 1 p�ZJ6 `\ " \\\ ___ ' - / ¢ N TO VESCH 3.31 FOR TEMPORARY SEEDING. ° o \ \ \ - 20 �Lr _ / / / / // / / / - / l \ / 1 / / \\ \ \ \ \ \ \ \ \ - _ O ^ o _ I \ n / �� r 7( 1// 1/, / / / / /_�> / ` — — — ` �L 1 1 / \ /SANI \\ \ \ \ AN SA / in DATE \r 111 I' l \ ttir i , \-. �., — 0 0 / '\A,�1� 1 / / ' \ V. \\\I lll�tllll \� ��q = i (\ \ ��YPIEeL)`\6�"X4\ \ \ 9I /' / ' ' '' / /1 / I I__,�((CTPO/ CR��d ALL \ \1 \\ \ \\\ \\\\ �\ `\\ '4k \ — — — — \ 09 / / / / / \ / , / / / , / / , / — — _ _ / r _ 11.25° rWb .-. Rh Q\ \ \ 0 r i // / / \` \ \ o / " .. /� O '\ °\ -/ 0 0 _ 1fl�� — DRAWN BY 8"w M.DENHARD \ \ \ \ 'R3' • DESIGNED BY — \�\ �Y /\1 1� I % / / i r ' / / ' / / — — — \ \ \— — • M. 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J TF�PO Y / tY' . � / / �' r /SLOG LSI / i '.`:.::...... \ _ / _ r / /' \ \ \ / _ \ NGr TEM ' _ .\ / \ - ` ` _ - - N \ N I �� I W \ \ MM wpw LL 426.z3' Q z x //!/ \\ 2�.23 .23 _-\ \\ \ SEE NOTE f � /t� \ \ \ / � / / SHEET LL O O z I > r✓ \ / ' ' \ \ \ I / i / / , ^ee / ( I • CULVERT INLET SEDIMENT TRAP t ° , f / �1 z LL� DIP / V y l / I - \ 0.53AC DRAINAGE AREA — TOTAL STORAGE REQUIRED: 71.1 CY \ _ (_ \ O t \ / U I- -,�'4, 1 ;/ . \ \\ 1 \ \ , , \ 1 TS DC I 1 00 / / — /�-- /\\ .- r \ � 2 TOTAL STORAGE PROVIDED: 341.6 CY \ � - 0 0 BOTTOM OF STONE: 453.00 1 ^` = Lu TOP OF STONE: 456.00 v \ \I i L.L U) T\M/'' 2z�3' / /// \\ \\ rn \ \ \ / \ I I / - \ DU I IRON r , \ \ -. \ / _ 11K�' C \ (J428.1 V 426L I\ \ \) \\ \ 1 �/ I 8" \aw PROP APTER INDER I 424.25' OUD O UO_)S 0 0P VIL O I1 J _-T APPROXCONSTRUCTION FENCE 0 00048 LOCATION I l \ _ �'.\ND ui I `1 , / �/ _ _ 18" TEMPORARY SLOPE DRAIN /a3ofcr i i \ �OQ \ ` 1.10 AC (OFFSITE, UNDISTURBED) STONE CHECK DAM FOR CLEAN URBED) WATER DIVERSION COLLECTION BJJJF ENO F7 p� // � /� \ � /, '/ ^ r " // j/ // ' // 4�3483j' /' \ ✓ / / I i/ Q O / //`/' — / /\\1 , ///-�� r� \\\� JOB NO. / _ Y \ _ 1 \ ' l \ / / i 47036 SC \ SHEET NO. KEY PLAN - - /\ - - - ' �_' I`1- C3.6 40' 0' L iQLD LYNCHBURG ROA I �\ 1 / \ I \ \ — ' — `ESTATE-ROZITE 631 ' \ ' ` \ > SEDIMENT BASIN #1 41 I - / 1 \ � \ � ` \ / " / i / , (VARYING RT WIDTH / I \ + / i / L _ EP - , - _ - _ _ / ' 0.72 AC INTERIM DRAINAGE AREA / / > / \1 \ \ / r TOTAL STORAGE REQUIRED: 96.4 CY \ 31 CMP W/END SECTI TEMPORAR-Y CLEAN WATER 1/ / ` \ I 1 I < < , ( +/ _ / 0 %✓ 1 `TOTAL STORAGE PROVIDED: 289.2 CY 1 /NVk(/A/-qq 15'O VERSIOiN PIPE DURIN�\ ` CQNSTRUICTIOw \ ` I 1_ \ _ 1 \ 1 s ryan D. Cichocki _Z TOP OF DAM ELEVATION: 450.0 \ \ \ -- - - -__ _-` _ \----9F I- N. \ \ I\ \ `\ i \ / \ / \ m U lie. No.53741 — — — — — \ 1/ 1 \ ------------------ / — _ — �RT ' _ _ — ` \ _ ` - \ — c — —1\— _ \ ` \ _ ` Q 83 .A� 12/9/2022 '�V4 CAP GP LIMITS OF _ F DI$TL�RMNCE _/ I 1 / _ (T _ _ - - - _ _ _ - - ' - - -_ - - _° SCALE V=20' SIONAL E11 /OHP---\\ �-/ `_ \ %_ -/ 4-9 ACRES 11 /- /- - > GP_ -f — — H OHP—� <~— >—'� \ OHP� OH _ l .O — i ' �{ / / _ — _ _ P— 0 20' 40' KEY PLAN _ _ _ �riPr o r, - / / i -� rJ/ '^ _ _ TELE VAULT /'¢ 0 / 77=- > E 50 ` / _ / v /4�42 C — < — w I E ` \ Lu \ / I _ _ \ \ _ l ' _ - P (TYP/CAL ' ' v w 3 c / \ ! _ _ \ ° + _ _ - \ \ \ \ 1�?� i �`= rm ! ! 2 / o CTI BYPASS 1 \ r I _ _ / / 465 / / ' _ _ _ - \ / '/ / o LL o 3 / \ 444 N_ / 7 \ I 1 \ \ _ \ 450 / 460 \ / \ I ` \ / / ` , / / / \ `/ / 1 J _ '. - , a _j v 00 z IL 4 _ _ �\ \ < --- — _ 220 28 0' // / 23 / z�°� �vl LL �l�l�! 1 2 \ \ - 20 \\� c _ _ / / w ul O / \ a w p \ J 1 IP ) / / / / IP ems'=N z /aSPIP1 Lu _ _ _ _ _ DI-1 TOP - SB ' / // , 5 IJINST L BYPAE AND / / / / / I 229 \ / ~ E O > 448 451.91, WILL NO - \ - ' < \ 205 / PO R P / / / , / , / w U TE fJRARY PLUG IN OW / / / / � w O \ / 6 P J TURN fN DIS _ ATO � —_ / 6"X6�' ___� 90° BEND FLORA VIEW DRIV a "' - INTERFERE WIT / t�-�_ G--. �--� ---- ---- - - - -- ' / UCTUR€ FOR C EA VVATE�FQ TE€ m / - - _ i VV/ S�QVi 25 o ff BASIN FUNCTIO / / � ow 2 / ^ \ / IK1ST ELATION, TKO U RGROUND 6" GV i / 6' .R18' O DRAE} GE DIVIDE / - y0 - _-- _ / / TS DC _ (TYP.), - - R18' co / / 234 1_-''� 23 236 ' / 2 \ \\ _ \ i I R15' �ji / ,'(t16' ,/ / /// /// /// SF O 451 • - - - / ' 452 /' - - _ ,- - - /' _ , �' � ' \ 4 \ S I I II / / / �' � /' / ' / / / /' � / /� ,' � BRAINAGE DIVIDE '---'/ -- - \ I a co / / % 1 / / 226 > w N FN 453 4S5 \ \ �'- // / SE fIIOT� 1, TH S // ` / I 2 /// I i/ Lu TS C ) �' DIP // / _ - _ ' / 0 _ S EST I / `� -� a //"--�' /' / ___'�` \ \ _ / / ' Ipi I \ ' / / it / I I I / , i / /� /' TS DC / z ti - - - -' 464 IP _ </ \ \ \ / / ' I \ \ / p /' / // /I I I / /' / ,' � DATE 912012022 \\ \ AN '/ SAN _ \ _ ' • \ �_r \\_`- Ii l_ . / / I / J / r\ >\ / /� // / \ I / a h / / / I / S�EµpE fQOTE 1, THIS / �\�- ` \ \� u �_ _ 1 IJr/ �--- 'l `J 7' \ \ --- - - --- _ ____I Ir \ l L-- - --- -\ /I // / //�/\� Z ✓ S EET /'/ /--'/ M.DENHARD \\\\ 3�'�N �` ''I' /-/r'/ / I I/' // • DESIGNED BY <�/ I I ` \ \ \ ` I , !/ / // / I QI I I ,' / • M. 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I / R20' \\ // --\ \ ` \\\ BIBEAL �,• /-- 11 \ ....\.. ..a.\ \._ \\ \ _\\\ \\ \\I\\ Mom/ >->` - _ - __�/ v / ENOTE 1,THIS ` _ SF \ ° ' \ \ I _ ` \ SAN \ \ ` \ \ I 1 s,•••• \ \ ` \\ \\ \. 8�w R9'4`_� 212 \F_\ \\ \ - LLJ \ \ \ E7BAY Q N. 0 \\ _ - / , / \ \ ` : N._ `FHA ��V \6 X8 \ `NI \ \ `\ / Z \ \ I \ 1 \ F r l N IN / 10�LI \ _ __-: _ SEEN T€1 T \ \ \ _'/' // / / i \ \ ` \I AG D SHEET \ \ ` `_ _ /' / / \ ` Q O SEEN\OTE`1 HI `\ \ \ \ _ W Lu -------,,'' i \ \ s�EET `\ `\ -i EROSION CONTROL LEGEND \�-�- A - ` , , - - E / (\\ \\ ` - - - - - - - - - - ' /' / - -' E \ ` ) I \\ \I \ ` \ ` \ \ a Z LIMITS OF CLEARING AND GRADING - \ \\ /ION \ " - - - p \ \ \ - ' _ _ _ _ - _ - -' / 1 / \ \ \ \ ` \ m (� - \ RO a - SOIL TYPE BOUNDARY , \-\ / J ` - ' W LL Z CE CONSTRUCTION ENTRANCE 3.02 ` ' 1 -\ / ` 475 _ - _ _ _ - - _ _ _ - - _ - - ' ' SF �c X SILT FENCE 3.05 / '\ ,' - ,_.� '�� . '� ! _ - _ _ - _ _ _ - / ' _ ' _ U Q Lu IP INLET PROTECTION 3.07 - r / / - / ` I / ��- "�_ l ! _ _ - a U) CIP CULVERT INLET PROTECTION 3.08 � - \ p \ - _ > _ /. , ` DD DIVERSION DIKE 3.09 IP \ 1 ST \_J / \ _ - \ e p ': \ - / \I T/ 1iORIZON R AD P SEDIMENT TRAP 3.13 \I /\\ _ \ ' p. \ PRiED61'VD TRIW SB SEDIMENT BASIN 3.14 \ \ � \ � ' � - � \ � I 1- \ _� �(.� L \\/ I w OP ION FENCE 7-- IN. OUTLET PROTECTION 3.18 TS TEMPORARY SEEDING 3.31 PS PERMANENT SEEDING 3.32 NOTE f 1. BUILDING ENVELOPE AREAS UNDER ` \ \ \ I L CONSTRUCTION BY BUILDER. PERIMETER MU MULCHING 3.35 SILT FENCE IS TO BE INSTALLED BY BUILDER AND SHOWN HEREON FOR COORDINATION \ 1 \ 1 = \ \ / I` \ Yr - \ _ _ _ _ - _ _ _ _� - _ - _ _ _- - _ _- _ _ _ - JOB NO. TP ra TREE PROTECTION 3.38 PURPOSES. SHOULD THE GRADED LOTS ` \ /`' /� I _ _ ` J \ '� I \ l _ I L I \ \ \ - - ; — - _ _ \ _ - - _ _ - - - - - - / WAIT LONGER THAN 14 DAYS FOR BUILDER \1 `\ _ \ _ / \ \ 11 �, \I\ \ \ ^ \ , ^ \ I - �1' I — 47036 DC DUST CONTROL 3.39 ACTIVITY, THE CONTRACTOR SHALL ADHERE j \ \ - //� \ 1 -/ I\ \ / -!r / I-i \ I� I J I / \ _ / - - _ - ` \ _ _ SHEET No. TO VESCH 3.31 FOR TEMPORARY SEEDING. / I 1 / / 7 _ * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER `-�A-x / ' \ �/ 1''' c (- 1 �\ / c / \ I I �� - ' / I _,9( r f /' _ / _, / I ` \ _ ( \ C3. 7 L \ / / I `) / \ \\ _/I I / / I \ \ I I ------------- / I------- / ' ' / I- ------------ ------------------------------------ -----------------------------------------------------�------------ ----------------- ---------_--------------- / r / I + I EROSION CONTROL LEGEND /- �______ _/_ ___----f--- ___ ___---i---- ___ __ l \ I I / 1 / P LIMITS OF CLEARING AND GRADING / l / t t \ =----------- \ ( \ 1 - \ I I \ ;) t SOIL TYPE BOUNDARY \ - _ - - - - \ ------------ \-------- ryan D. Cichocki Z \ \ 1 \ 1 \ \ '.\ I ' \ J \ \ 1 CONSTRUCTION ENTRANCE 3.02 U ~ I OLD LYMCHBURG ROAD \ � \\ \ \ � I / \ — �\ � I \ � \ ` .o biz 9/zozz41 4 STATE ROUTE 631 \ 1 \ \ �> sv \ -- -- (VARYING R/W WIPTH \ \\ \ \ \ \ ' 1 `\ I \` \` > I \ \ \ SF SILT FENCE 3.05 O�� ------- - --------- \ \ \ E \ \ S I G \ - �---------- --- \ \ 1 P I , \ \ ONAL E \ \ \ \-- -- ----\ ---- --- --------------- L-------- \------------<------------ \ INLET PROTECTION 3.07 N. CIP ® CULVERT INLET PROTECTION 3.08 _ --� - _ _ \ — — —\— — — — — \ \ \ o ---_�_ mww_�orfr=_ f__—�OHT_= s_ �_� __------. \ _ - \-- \I // �� DD DIVERSION DIKE 3.09 ¢ o -_� � _---_---__—___----__ — � — -=BHP=\�\ -___- �GP �=______/ yJ � �- / /I c 1 / ' // / w NE GP , / ST SEDIMENT TRAP 3.13 = H_ w > LL SEDIMENT BASIN 3.14 s r )D / OP ® OUTLET PROTECTION 3.18 a > o m 0 ¢ In Lu TS DC °/ypI TEMPORARY SEEDING 3.31 3 O x VU) O N. ' ' ` y� �) - ' ° I Gc - / 1 \I / / PS PERMANENT SEEDING 3.32 v u; 2 ^hi O.K_-`I\ O °rnlC TELE B TV MULCHING 3.35 .. > > lu LINES � TREE PROTECTION 3.38 o w /R5' // ' ///I �'\� , '� \ ----_� / /' > _i �T. y/ \�\ /I ` TP co Z / 611X6" 900 BEND ' — - _ _ L--- --�- FLORA VIEW DRIV / / / / / �� / \ \l , - - - - - - / TE€ - - -�- --- --- - � � - - - � -- 7-- / / /�, ( \ \ � - - - - - - - - - -\ \ ^� i � UFO ( /� DC DUST CONTROL 3.39 U 6�rV� 25 , ,' // ' I / / ST1 `\ \ \ SEDIME T TRAP 1— `\ \ - - / ^\ \ _ / L \ N I ' - \� W 1ND ' 6" GV i / ' 6' /R18' ' ' \ ` \ \ ` ` 1,28 AG R9INf{�E AR — \ ` \ \ _ / \ // ( * „ VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER p O FH/j / / / / / R18' / \/) \ / / \' / x ti \ _TOTALS RAGE REQU RED: 171.5 Y I \ 1 W / _ / TOTALS ORAGf-'PROVI ED:190. CY \ \ \ _ I NOTES: c� Q TOP OF RAPS 478.00 / ` ` \ y II / I� ¢y 1. BUILDING ENVELOPE AREAS UNDER p a 228 / I \ ` / '// /r / / I I C I / I \\ \ , / / _ 1 CONSTRUCTION BY BUILDER. PERIMETER = Ill SILT FENCE IS TO BE INSTALLED BY BUILDER I- / IP \ \ \ \ `/ �/ '/ / \_ ^ I _ / / , / �j / AND SHOWN HEREON FOR COORDINATION �w N / \ // II \ > N \ - II I / PURPOSES. SHOULD THE GRADED LOTS w F N DRAINAGE DIVIDE / / / / ( - �/ / \ / ' / l ,' I = a \ \ _ _ / r , I) WAIT LONGER THAN 14 DAYS FOR BUILDER w 1 \ _/ v I u o (TYP.) / / 226 z I' ' \ - - / \ /' / / / /' ' I / /� �I�� \ \` \ ACTIVITY, THE CONTRACTOR SHALL ADHERE ¢ N - ( /� / Iv / r TO VESCH 3.31 FOR TEMPORARY SEEDING. I / I F Ci / 6" DIP ' / _ - l / / / 1 ` / / \ 1 t / / I l / 111 I V6 of V) ~DATE / I / - \�� / TS DC / \ ( \I I `\ — /\ _ , 912012022 / I I I I / / / , / /O / / \ ' \ ` / ' \ \ ' \ \ ` >� \ , , C DRAWN BY cn M. DENHARD / / / / / _ - / _ / ^ \ / \ / / ) \ / / 1 XI DESIGNED BY cn / SEFAOTE 1, THIS J 1 / \ / SHEET / / / I ' 76,AC DRAINA IAF CUR NTLY / / 1 ' / I \ rn / ' • M. DENHARD ti / �/ (�y // //-- / I-� � // 9RAINING/TOT Ri1-\ ___/' r - - / / _ 1, ( C �(/ \ _ l / ) 1 \ 1 / (( I - _ , /' / • CHECKED BY p / 1 / / / / / �� / // / r ) \ v ` l t \ / \' / _ - \ I \ • B. CICHOCKI SCALE of, I 1 I / I I _ 1 \ \ / / / / 1 \ - / / N.A. I 1 , 11 \ // / II /, J // 1 / � �\ /p/\\I \\� \ //J/ / \ // I l / ® o: / -- `\ 1 •� J DRAIN E ¢IVIDE / 06 (TYP.) W I \ \ \ \ \ \ I \I \ \ 1 I \ \ ^ ` - - - - \ \ 0.52 AC DRAINAGE AR CURRENT \ \//1 I I \) \` \ 1" Lu \ / DRAINING TO BASK # - ^ ` / PLC/ / I/ �/ I I \ \ (n SAN ' \ ` y i \ INCLUDED IN TRAP 18' 1 1 R18' \ R15' 15' — TO S A1� WILL DRAIN TOIT P I / Cq / / 1 \ \ N - \ , \ / ^ \ _ ITHCQNTINUED EARTHWORK N SITE \\ - - _8W \ \ VC VAU ` \ \ \ — - — - \ I \ /1 I 1 / / / 6 // 7 8"W ` - 90 BEND I TS DC \ / / / / / / U / ! ,/ I ' -\ \/' \ f I L Q \ / ' \ 'INI AG DF E / 1 \ :. .:. 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I J / \ F9CINDATION DY&IDAYLIGHTIP 460 J / -\ I > J� \ \ ) SCR LEr1'_ �/ KEY PLAN— i 0' 40' ryan D. Cichocki ' e Lie. No. 53741 12/9/2022 ,�4' Sty 02'TONAL E�O� M E 0 rn u N � N C > E w v E w w 3 Q LL 3 p LL o w0 Y W L M QLL_j U00 J — uj 00 C7w rvv w MI. 3 W V) oa =LL ti = N =v>� F Q c Y � N W M a� � H Lm z O a c., In w 0 z O V) W tz F 0 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE 1"=20' T 06 0 Iv T� Ic)) V / � a U O' 0 Lu ' W Z co ,-I a U LL W z Lu Q 0 — O ^2 U 0 I..L 06 C) 0 0 0 0 Lu 2 (0 V / JOB NO. 47036 SHEET NO. C3.9 L 'C'I1 \PTATE `O, • SEC T101V ffirmiOO r.%r •iari•r1= l •.• .rr•♦ . •r•• . GIE j _ • r SCALE 1"=20' KEY •.1 ` -- .� II�i 1, ,. - \C:•;� �..� � • • — —'' -- ----- -J ' .J-- . •- — _ F �► . 1�� _ 1 MONSOON ,®-- - MEMO@ '1■■■■'MEME■■■■I ■■■IAi■■Flo I,.,I MEN 0 - - , - ICI■■■■■■■I■III�,I ,►, - ,� / ®• � ,■■■■■■■III. 1 ` � _ /iii III ryan D. Cichocki ' e Lie. No. 53741 12/9/2022 /� S ZONAL ,i M E O � U N � N C > E v E w Lu Q LL o 3 p LL ¢ j LJ OMo Z .. rn C7 ry Lu � a w � J LL W ur)i ry Z O Fv> U) 0 > W M � a� 00 0 L, 0 p W w a Z 0 ' 4 ` - � I \ \ I I / rr , / I ' - / , � to DATE 912012022 O DRAWN BY \� \ AN ' SAN S - _\ I - \\\�� -r \-_ _\ — - -��/ -\-/ - LJi l - / J I J , / J\b' J\h / / / /' / Z / ' I / M. DENHARD Al3' • DESIGNED BY \ z ` \ \\ , Q ro •• M. DENHARD R33MO - SEWER A D WATR EASEMEN CHECKED BY w J I - - IL 1 I ! ro I • B. CICHOCKI SCALE 3r �ONQBIN�D A��SA SEWER AND INATER \ \ \ I I / - } ' • 1,•-20' EASItIVIEWNJ R20' -�/ -\ \ \\IJ\\\ ��\` !\ / \�\\ \\\ \\ Ill \I\ \\ \ l\ J I I , .�. \ _ \ I \ \ \ ! 1 I I N. \\ `\\ SAN\I\ \ W / / \/--- _ // ` — _--• ——_ _� \J ll \\\\\\ � ` —\\ \\° ♦ \ \\ \ $" \ \\ \ y/`�\ 1 \\ p \ I \\ ET.BAY S\f \) \ \ \ \ \ $ \\ \\ \\ $ N \e. 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C3. 10 * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER \ — - \ \ / / / / I' / r ! 1 �\ ' </ 1 I I ' _ ' / I I ,� ` /° _ 0 m 0 3 a 9 0 o cD O .z 20 o� c m �- a c m a- O O 3 0 In 0 � a o r 2 n d m 2 Y �N X C 0.0 m c d `o E m 06 a c 2c 10 a 00.o m a c m N 0 0 c o m nE L F E L \ I / I ` / \ \\ -/I I / / I \ \ I I ------------- / I------- / / ' / I- ------------ ------------------------------------ -----------------------------------------------------�------------- ----------------- ---------_--------------- 1 r / I + > / I EROSION CONTROL LEGEND LIMITS OF CLEARING AND GRADING / l / \ t \ \----------- \ c \ 1 \ — \ I I n \ SOIL TYPE BOUNDARY \ - _ - - - - \ ------------ \-------- \ I ryan D. Cichocki Z \ \ I / \ 1 \ \ '.\ I ' \ J \ \ I CONSTRUCTION ENTRANCE 3.02 U ~ I OLD LYMCHBURG ROAD \ � \\ \ \ � I / \ ' ' \ � I \ � \ , .o biz 9/zozz41 4 STATE ROUTE 631 \ 1 \ \ P sv \ \ I \ \ \ \ -- (VARYING R/W WIPTH \ \\ \ \ \ \ I \\ I \\ \\ II \ \ SF SILT FENCE 3.05 ------- - --- ------ \ \ \ E , \ S IONAL G \ \ \ \ \-- -- ----\ ---- --- --------------- \--------\------------ <--------------- INLET PROTECTION 3.07 '�\ \ \ \ \_----1--i--\1-- \ \ \\ \ \\ \ \ \\ \ \\ \ \\ \ CIP ® CULVERT INLET PROTECTION 3.08 -\_ �- \ \ \ \ rn u _/---- _- -_- ___ _ -\ i _ _ _ --__ --_ -___ -_ \ \ \ C \ -----_- ----------_-_ L�hF�-'-�\ _ - --_ I \ \ // \DIVERSION DIKE 3.09 ¢ o w v E GP ' � ST SEDIMENT TRAP 3.13 � w 'N 3 LL SEDIMENT BASIN 3.14 L M OUTLET PROTECTION 3.18 c7 w w 4 (L In - / _ - / / _ I p - - - - - / / TEMPORARY SEEDING 3.31 3 0 x N Lu - 1l J CF y _ / f \ t I / - PS PERMANENT SEEDING x z m IP IP ,' / \ (' - '\ , \� _ - -' _ _ '' \ 11 \ \ \ OH / I MU MULCHING 3.35 , r� w O ' \ _ _ i / \ _ > ` \ � . .. iil I I / I 1p TREE PROTECTION 3.38 o w � R5' ////rl� ---'- </. -\ l I/Hr\�/I TP 00 j FLORA VIEW DRIVE / / / / / / / (f \\ 1 U _ _ _ _ _ _ _ _ _\ \ ^/ I / � I1F0 � DC DUST CONTROL 3.39 R18' Ryy / r / / I �\ \ \ _ - - \ \ - \ I / / * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER O O R18' OHT�- OrN d / % l `wPS MU No FN // / / ,.i' `\\� / / \ ♦' / I �I / / DATE / v , _ ; _ , j 912012022 , O J ' \ L \ _ ^\ - - -' ' ' \\ 1 / / / I I \ / \ } DRAWN BY '\^ \ ,-__ 1 �. 1, 11�/ / \\ \ rn / � ' I / - - � / I , � \ ` \ / rn \ \ � _ ^ �__� M. DENHARD , \ / \ I DESIGNED BY ' I ^ , / Z / / / I / / / _\ I lr = \ / / / / / I / 'IJ1\ / / / ' • M. DENHARD , / _ \ CHECKED BY co 31' COMBIM ED AC A / / / / / I / \ \ \ 1 - \ — — ! / \ / rr , Q I a $ / � / r /, / J \ \\/�----' -— ,_''�I ^\ • B.CICHOCKI ( SEWER Af�D WAT R I _ ' I / / / ' \ 'i i _ _ _' / \ / /� ' \ I I \` ` - / .� / - - - - - - - - - -' • • SCALE EASEMEN w I 1 \ ' / / / \ \ ' I ofro I a ' 1 / I , ' \ '_ _ I "=20' °' \ • 71 06 RT III- 1 \ \ SAN ' \ \ \ �218'\ II 11 \ / \ \ \ / Y / �� I_ \\\ \ Q \ IP \ 1\ R18' S,•,•,• \ \ R15' 15' _ I I / co ' / \ \ \ ,, ` N \ \Sy ET.BAY ST, \ \ \ \ \ S Z E o \ \ \ 8"W \ _ _ a7W — PS MU ' !' / U L_�3(FFCOMIINEDACSA / TER/ --_I ! 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TV ' / / ♦ LINES 0 0IIN / / // / //� / ♦I♦ /\ // / ¢LL o 3 �o ° o / / R,4,PPEOTER, / \ DECK COLUMNS, / / w O° / / / / SEARCH PLANS) SEE NOTE 5 / v o�'o z o °0 0/ 000z P y° 4. 8:5 d a'IoQo°o° 3O�Q tell O0 °, 0 ZONE EFF/ / ♦♦�d,—de.° .. °d,' ..QQOo / 0 00 a FLOODPLA/ /' \ Q000000 9 Fx vLL o/ / = \° ° / / / / ♦♦♦♦ -------A I oQQo°QooQoo a U I e m°Q000000Q o z100YRFLOODPLA/NPER 0°0 , 0 0 ' // ♦da CONDO#j I QQo°Qo°QQ m m N0 0 1 5" TYPE K ° � `" wLOMRCASEN0. 21 REVI29P0 (S UJ�IITS) \ COPPER I I,a °°Q(UNDER REV/EWj ° ° / / / PEI� RI@N0 0 ° / Q 2CG-7 CURB 20' 4'X FCONCRETE 0 o /CO:N1f0 ' -��'d OT 9 I 4" CLASS 53 DUCTILE ALONG PAD FOR (1) 16 DOOR I Id o°Qo o 8 $F �� 46.6' 500YR FLOODPLA/N PER° ° ° . e \ MAILBOX � H IRON FIRE LINE DRIVEWAY 40� CLUSTER 4I° o oQ°oQ°QQQ o w j o�ooQ00000°000 / \ ACS — FTRANCES. Q o°QOQQOQ°�OOO U� A / / ♦ d� ° 1' TRANSITIONS LOMRCASEN0.21-03-00� ° T� / WP 5'SETBACK (UNDER REVIEW) , 0 ' / ♦ / SEME T EITHER SIDE. 8 TH - 2 20' TYP. ° oQ° QO° y ° �a / / / 100YRFLOODWAypER o ° ° / 30' (MIN.) / / �♦♦♦♦ \ /' ^\ i LOT 8 L T 1 LOT 20 o O O LOT 21 L 2 LOT 23 LOT 24 LOT 25 I �' _ LOMR CASE NO. 21-03_(gp o ° ° / TRAIL BUFFER / �♦♦ j �: \ BUILDIN �� e ! 51WA1 SF 1 50 $F 350 SF 1350 $F 1350 S 1350 SF 1350 SF 1749 SF II p o (UNDER REVIEW 0 , o ado / / ADA P�P1K G MOUNTED FDC o , �D� 0 / / VDOT SIGHT/ / ''♦� \ \ i SI A METE O d 0 ° 0 ° 0 ° / DISTANPE / / /' \ \ & SETBACK o , 0 �� o EASEML'NT e :5' : 16.5• ' o 0 0° i� PV L I °0 , 0 0� / ♦ / / p` 9 2 E. 20' P_ 4 I CG-6 j LU w N o� 0 0'''*0� 0 0 p/ ' ♦ ♦ / ' \\ 11IR DED I — — — E— — — — I f ' ° ° ° a� / ♦ / / j \ \ 3 9 PLUG ;ava°e R3' \® 18 z 0 rn ° / / / / / /� 4" FOUN ° \ \ AN `SAN 9' o MANAGED ° o d' �.;� SAN SAN I s O in DATE 0 STEEP ((TYPI AL ° ° o �d�� / S IFe'7 / / , 8„X6„ I 041 0 ° 0 0 ° / / / / // / '' \\ 11.25°REDUCER CGOS I 3' 0 9/20/2022 0 0 o 0 ° / / / / / ; `' /' �`�\ 8' BEND MJ "W 8" R106' `SA } DRAWN BY �0 0 ° o / / / / / 8' 4" GV 8' g" M. DENHARD ° ° °°/ / \` LOT 78 — — — — — G R3 W °° �dd/a / / 40' / �; / 1927 SF \ 8' / / R3 DESIGNED BY 0 0 ! o° / /' / /' LOT 77 2 \ 0 Ed„ O M. DENHARD 0 0 ° ° 1400 SF / : FHA I18!/f • 0 0 / / / / ,,. 9' I I • CHECKED BY 0° 0 ° ° ° o / PO / / / / / / 7 LOT 76 \-.r•-•'�; I 9 / / • B. CICHOCKI 0 ° Od��a / �O / / ;'`� e 4 SF 1400 SF �•'� .--. - II 20' TYP. 22 I ° ��00 0 00 / �O�^ �� / // / / /°.' / . 4' OUNDA ON: 36' COMBINED I 8" DIP • • SCALE 0 ° Q- !Lj / /,.'' / 32' COMBINED g " ' `\ ; \' DRAINS TIE O ACSA SEWER I I • 1 "=20' / �`� J< S\ / / / d / ;ND SEWER �. ' — — — 5' SET AC 0°0 0°0 O/ / G•r O / �/ 4'RETAI G / '�'�••'•' '; \ ORM SE R;� LOTH — — AND WATER ---�� — ---- �, ND WATER a� / Q Q� / / / / WAL / .' . ' :. \ 2354 SF LO 12 — 7 TH - 22' — — — —1 0 � !(j SEMENT " ' � . � I �' T 5 OT 16 o ° / '\ �� / / / 9- d LOT 74/ / d \ '� 1780 LOT 13 LOT 14 77 $F I / �� O �P�\ / / j� / / /: \ 1591 1599 SF 4' x 5' CON RETE d�` . AT N 1400 SF 8' \ 4' X 8' CONCRETE PAD 1162 SF 16� $F— PAD FOR ) T6-DQO 11� 0 0 / / C\/ / / / /," TO °a, \ \ \ CLUSTE MAILBOX +i \ FOR (1) 16 DOOR 0 0 / / / / M WER LOT 73�� a LOST 10 :� \ \y. CLUSTER MAI LOT 26 o ° / / / / / 1400 SF /. ' ' • 2274 SF \\ .; '`�\ DOOR C UST R MAILBO J 5 M4 0. cb °0° ap� / / / // / / 9�� 5'17' COORDI WITH USP I I o � , LOT 72 / . y / T 9 0° / / // /' • / F SETBACK 1752 SF / / ;e a �: e, o / / / 5' SETBACK UC R �• ' .% / MODIFIED CG-3 CURB. 1" HEIGHT < / / f 8" CLASS 53 p / / / \ \w, LOT 71 6 TH - zz' \ ALONG DRIVEWAY ENTRANCES. ° o / / o DUCTILE IRON/ T o a� / / / / \ 1901 SF R15' WATERMA1N� LOT 1' TRANSITIONS EITHER SIDE. V , / / / / , • / TYPICAL ALONG SOUTH AND EAST LOT 6 16 � \, ; = ' � SIDE OF SWEETBAY STREET. TEE MAX.25'SETBACK Z R15' STOP A \ 9.0$ 2161 SF/ �°j OADIA 33'COMBINE W v J A SEWF�R 51 MODIFIED CG-3 CURB. 1" HEIGHT a AND WA yER ALONG DRIVEWAY ENTRANCES. w O 1' TRANSITIONS EITHER SIDE. N 9 y TYPICAL ALONG SOUTH AND EAST v v SIDE OF SWEETBAY STREET. v / / \ TR9AL B FFER LOT 5 �•. \ 9' m IJ—I 2190 $F / SAN 1� ¢ �— / 'NO PARKBVG \ FH p FIR /FiANF' 9.84' \ S N 0Z SIGNS / .'.j!f•1'' \'. NOTES: �f) / 6" DIPLOT 4 / / \ \ — , A . 1. MAILBOX LOCATIONS TO BR COORDINATED O 1604 ,5� / �'• 25 g8 N \ MANHOLE PROPOSED\ \ \ 2. WITH REFER THE PLAN SHEETS C4.9 - C4.11 -LOT & POST MASTER. U 0 22, /STOP AND 6 02200 UNDER SOUTTHHWOOD 8" CLASS 52 \ \ EASEMENT PLAN FOR INFORMATION ON / ROAD N O VILLAGE 1 DUCTILE IRON \ \ PROPOSED EASEMENTS. SIGNffYP.) ? (� o C SDP202000048 YVATERMAIN \ \ 3. ALL WATER/SEWER SERVICES CANNOT BE JJ 6" G / / �OP�C� / \ \ ESTABLISHED IN BLOCKS 9-11 UNTIL THE Q / 5,TH - 22' \J MILL D OVERLAY \ VILLAGE 1 INFRASTRUCTURE IS INSTALLED, FHA LOT 3/ \ \ti 8" WATER MAIN IN AC O CE / LOT 2 16 $F O� \v� PROPOSED UNDER/ \ j \ TESTED, AND ACCEPTED. O 17.5' PRESCRIPTIVE 1640,4F 2 � �p SOUTHWOOD V T�SFD\ 2 \ \ \ A HANDRAIL, AS SHOWN ON SHEET C1.2. 4. ALL EXTERIOR STAIRCASES SHALL INCLUDE / EASEMENT 20' \ \ O VILLAGE 1 / O (TYP) / ETBACK \ pPQ` a�SDP202000048 \I \ \ �/ \ \ I 5. TOP OF FOOTERS FOR DECK COLUMNS 1giSHALL BE SETA MIN. OF 2' BELOW THE �, 0PO �E� �y6 / \ \ INVERT OF THE STORM PIPE. / 19.0 LOT 1 �� JV0 NO PARKING- 61 v / \ 5.25' \' 2129 SI/ SIGN �O - v /� g„X8„ Tq& •. Q0 J 1 e / INT 10 5' a MODIFIED CG-3 CURB. 1" LEGEND \ \ / \ GA GE ( ) HEIGHT ALONG DRIVEWAY CONCRETE SIDEWALK — O } \ 4" FOUNDATION DRAIN TO 7 0 ENTRANCES. / DAYLIGHT 1 77' 1' TRANSITIONS EITHER SIDE. j / / HEAVY DUTY CONCRETE �+ \\ TYPICAL ALONG SOUTH AND / EAST SIDE OF SWEETBAY / � � / � LIGHT DUTY ASPHALT — \ ' v. STREET. \ HEAVY DUTY ASPHALT PO93 oe No. 5.25 CLASS B TYPE II TRAIL SCALE 1"=20' 47036 II� lI SHEET No. RUBBER I KEY PLAN 0 20' 40' C4.0 L LEGEND OLD LYNCHBURG ROAD I I NOTES: o I I STATE ROUTE 631 1. MAILBOX LOCATIONS TO BR COORDINATED WITH THE POST `' i � l-VIVVRCIC JIVCVVF1Lf� HEAVY DUTY CONCRETE ell LIGHT DUTY ASPHALT cki HEAVY DUTY ASPHALTQ• • • . . /-`��:.a• .ter. : •lie. No. 2/9/2022 hocki 74 • • .IL �11 wRUBBER AONTAT KEY PLAN E • � t�1 / ..� - • \\\\\\�\ CC �— LL wo Lu ui ►y♦♦♦♦♦♦�♦♦ �' 1 OLn --———— — — — — ————---—�i♦♦♦♦♦♦♦♦�♦�♦►► — ,e�eeeeeeeeee 1 _��I ® �� u♦ee♦ee �e �e♦fie♦fie♦♦e♦ I _j % i • r, i / / - FIRE LANE"• 1 . FLORA . - `�` i.l ♦ ♦ ♦ ♦ ♦ ♦ ♦ s, 'O 'GI/%jjjj. . �jjI�;.".p�,;f .... :, a% 1 100 TEE • .. e�. e♦ a♦tee♦ ♦♦ ♦♦ ♦♦ ♦♦ IP� i . �� . _... 71I • • j ee ee.A�V yr�♦fie ♦,�♦`e�`■�I14 kNOMINEES PAD •• ..••- �eee♦ey�Ce♦e♦��►�. 1� ; - e �® \ r •� • Nam'• • ON 1 MAILBOXCLUSTER e♦♦e♦♦e♦ eeeeeeeeee, ` /■■■■■■■■ ._......... I 1 • r , �I� • � �f ♦♦ a ♦♦ O♦ ♦� ��y ♦♦ 5' SETBACK MEN1 1 43 SF MAP 20' TYP.--] ��♦♦♦ ♦ ♦. 1LOTI 58 1�i LOT 23•♦.e:.!:�` ® Ali►�� 1 „ . • III► Ilia_ _;.�II� INTERIOR��° i�<a> _ LOf IIR a69 A-1 9 ,� 1� INS 485 SF ►'� "== `-'��= _`� � Q • , 1 ® 1 • , l c011 • •. 1912012022 Cow SO 'I'TRANSITIONS wom —4 1�1 --- 5' SETIAACK EITHER SIDE. I was gummm;.'A V 5 -ON, of DESIGNED BY NMI �® 1 EWER Al I WATER CHECKED BY i,�i 1 f�► �' l� �1384 SF I III '• —I ME • •- EFA 66 , 1314 SF lc 2"(=/ �7 FUR. • .NO PARII FIRE I . 1 I VIA 1 - _ • •• —� —� � • � 1 � � vv �� boo• �� • Jim tj SIGN . J .. 1 e �� _ �� • . • • . 1 STOP AND1LLJ 1 • 1613 SF•co • ' SF ILL �1 ' `'�`I a i■ —_ --. � • o a . � 1 •3 DRIVEWAY ENT A ES.► 1 111Ell1 - •. NO. • • L ------------------------- I-------- ---- ---- --- --- -- -- --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ti ----------------------------------------------------------------------------------------------------------------------------------------------------- OLDLYNCHBURG ROAD STATE ROUTE 631 (VARYING R/W WIDTH ------------------------------------------------------ - ------------- ------------------------------------------------------------------------------------------- -- —OHT — — — ----------- — — (;pp --OHP----- �OHT _ '�--OHT-----OHT-----OyT\ -- P--- P—OHP--_--OHP— = RIA P GP GP GP ION #3 — -- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —-w-T"IL- — -I r — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — <— — OyT\ BUFFER I PEDESTRIAN \ .. — .. .. .. .. .. .. ,< CONNECTION #4 �� \ OyT\ 1 1 30' 1 I • / • • './ • , • PARKING •' , 1 FLORA DRIVE {� !�NM 1 Y , 1 1840 SF now INTERI •. a I�<o)] GARAG !� , 9 �I • 384 SF ., ��(c), i�� .40'- ALONG LoT162• 1319 SF V84 SF R1 W z g J J O "NO PARKING FIRE LANIE" SIGN SIDE. Q I 5' SEjrBACK J Q 31' COMBI ED ACSA w SEWER AID WATER I a T 61 i' w EASEMENT LOT 67 II 1TF 3 F 1384 SF l i OPEN I LOT I L& 66 a. 1 SPACE 88'I 4,434 SF 131) SF 1314 SF ;/ I 4' X 8' CONC ETE PAD z I e. FOR (2) 1 20' j e lb CLUSTER . I. PARFQING 1 N OT 5919.83' i6:5: ;.L 6:5' FIRE LANIf "NO PARKING r---- 20' TYP.974 : •;,. :. �' SIGN LOt65 1 FIRE LANE" SF 2314 S 1 < SIGN G✓ ', _ I R3' STOP AND ROAD 6" i _---- I 8.1 Q `5. — — — SAN.. 0 PARKIN SAN R18' R18' — — R15 R15I FIRE LANE" v S S N 1 GNS SWEETBAY STREET 8„W fl 6"X8" E 20 1 of I :URB. 1" HEIGHT AY ENTRANCES. i EITHER SIDE. 'OUTH AND EAST TBAY STREET. PROPOSED 61' VDOT RIW INS NO. 202200002884 STORMWATER FACILITY CESS AND PUBLIC AINAGE EASEMENT 30.5' COMBINED ACSA SEWER AND WATER EASEMENT 8"X6" TEE 6" GV FHA CORPSTOP AIR RELEASE VALVE 1" TYPE K NO PARKING COPPER IRE LANE" IGNSMANHOLE PROPOSED UNDER SOUTHWOOD SAN ILLAGE 1 SDP202000048 s a ZZ PA I G \ \ SIGNS \ \ •�`11 t176' TO HICKORY STREET 8"X8" D v D b D D v v 8" WATERMAIN PR()P()SFfl I INnFR 8" DIP WATER MAIN PROPOSED UNDER SOUTHWOOD -VI GE 1 SDP202000048 TRAIL BUFFER 7/ co :D J�SAN� / S C G) 1 II-----------------------------------� --------------------------/ I II I�I--------------------------------------------------------- ----- \ KEY PLAN \ UFO \ -4. - �\ o \ °yT\ \ \ OyT\ \ \ OyT\ i ryCichocki Z Lie. No. 53741 12/9/2022 O� S'IONAL M E 0 u N � N C > E v E w �.Wv.w3 Q U.o 3 p LL — w � V20 z o — n O > o C7w a w 30 )x UOi w i c ry z O F(�a� c U) ry > W M Lu Lu 00 � H 0 x (D 0 0 w w a z 0 DATE 0 912012022 } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE • 1"=20' 06 0 0 TT� Y ce � U Q NOTES: Q 1. MAILBOX LOCATIONS TO BR COORDINATED 1 > (n WITH THE POST MASTER. �J w Lu 2. REFER TO PLAN SHEETS C4.9 - C4.11 - LOT & EASEMENT PLAN FOR INFORMATION ON Q I~ -I PROPOSED EASEMENTS. 3. ALL WATER/SEWER SERVICES CANNOT BE m ESTABLISHED IN BLOCKS 9-11 UNTIL THE Q VILLAGE 1 INFRASTRUCTURE IS INSTALLED, LL TESTED, AND ACCEPTED. O 4. ALL EXTERIOR STAIRCASES SHALL INCLUDE W 06 A HANDRAIL, AS SHOWN ON SHEET C1.2. ( n LEGEND < OU 0 CONCRETE SIDEWALK ^ } HEAVY DUTY CONCRETE LL JQ LIGHT DUTY ASPHALT C) HEAVY DUTY ASPHALT 0 0 CLASS B TYPE II TRAIL 0 RUBBER 2 D � 0^, v NPO a3 JOB NO. 47036 SCALE V=20' rm SHEET NO. 0 20' 40' C4.2 L LEGEND 171 STORMWATER FACILITY EASEMENT PUBLIC DRAINAGE EASEMENT ® PRIVATE DRAINAGE EASEMENT ❑ PRIVATE & EMERGENCY ACCESS EASEMENT ACSA SEWER & WATER EASEMENT ■ PUBLIC ACCESS EASEMENT WATER MAIN ACSA EASEMENT /SCUIT RUN 0 \ � ■ ---------------- \ ■ OF CENTERLINE , o ■ TH — — — ° ° WPO BUFFER 0o \ \ \ \ / / �IGP r rGP Io \ i ■ —UGP— o — — — — — — — — — — — — ryan D. Cichocki Z U lie. No. 53741 � 0HP— — — — —Cr,, �12/9/2022 Q. ° OHPd— — OHP— — — S _ — —— % — `---- o / / / \� '—� ZONAL E ° _ 10' PUBLIC O.H ELECTRCTELE. TV ° ° / / ACCESS LINES °°I / / \ i . EASEMENT rn E / / _ IN — ' ►j N = ------- E--f-- / 1�1 10' PUBLIC / v E X.24"HDPEAPPROX LOC _- f I ACCESS w At_a�----- _ / �I 0 8 / / . f /I — / 1 •• / \ EASEMENT .Wv. w 3 „yr ,+� � it •-- - -- -------------- -M7 ---------- -- � DRAINAGE EASEMENT ' �� ::�� '%ice i �► ' • • •II•. - ��LOT 18 LOT• 1 LOT 21 LOT• • •�� • • • , 1 ' ' �e �,� � �,� I I �I �:.`J:C�� it (.;,-_= i1 O i0,__--_- I ♦ svj�MWi�wil MA MAIf rWAIIII�AlllAiOviMAMllAIFiAvii%iNiAV ;, 1 ` G `� , �!� V, '� 111 d/�I . al ►//II�dN,I� d,Ndd�ll d /�Id�/dIOINA . �/y/f/�IDATE 912012022 �•e ► ;:-ADRAWN BY N ��r:q•� �aNadN --�►�d��daa dd/�Nad ! _aadll�d ---�-A -. �,'' • l��4:J 1;e.--�/��iri „1., ��:��---��e.�/1 r�ry�� ee �.:.i i�-- ��• l A �, �� . �, ,,,..:> ►j f, DESIGNED BY \lCHECKED BY i i - B. CICHOCKI m, SCALE 1682 SF 1619 SF . . • �� i / �� I ON b,� . ,� . • e ® s - , •;ail+ �`��'��..q� ��' I�� \ �✓ . \1\ V� ON FAN`�• Ail / �v I II ag arpt j. I •1 '� • /�/ • • JOB NO. �. ., . O,. . • . - ...7CC ,. / ,' • 147036 INS -mm ------ a m KEY PLAN PUBLIC :CESS SEMENT OLD LYNCHBURG ROAD STATE ROUTE 631 NOTE THIS SHEET IS PROVIDED FOR INFORMATION ONLY TO ENHANCE (VARYING R/W WIDTH EliCLARITY OF EASEMENT AND PROPERTY LINES. THIS PLAN IS NOT EP — — — — — — — — — — — — — — — — — 3o'•CMP WjEND SECTION I I I I INTENDED TO BE A PLAT. SEPARATE SUBDIVISION AND EASEMENT PLATS WILL BE SUBMITTED FOR APPROVAL AT A LATER TIME AND — — — — — — — — INV. (IIIII .15 FOR USE IN RECORDATIONS. ryan D. Cichocki — — — — U lie. No. 53741 G1r 1,1♦ —I— IIIIIIIIII�HI • • p • •- i• J 1 11 40' • — ��,w<�i •• n• ••r? CH E - INC 1-,;,TIr*rmrtn-nm-mr��It�1RrTlmllmty 1 'PUBLIC•• • 1 ,•. UBLIC CCESS ACCESS 4,41 ACCESS EASEM17NTS' EASEMENT G� \ EASEMENT•• .�G FACE OF CURB Lr; lk - - AGE , 1 II %%/IINI-//%/I-I/II/EMllEI/I MN �' ..� \ 1 �� N0_%I_/IAJAEE' FI %%%%% %%%//,0%II ,�� ,�1� tea'' 1 �� :. • ®�® %il _ O1�/�/�/I18i�� o A / -- 1 ;- ;--ilrffF �L®�I/ a--- ,, _�. RON- 11111111111\ / y olf 1 1 IrAl Ill �\ 1 .. he li - \\EASEMENT LOf 63 11 Jim .e \I �u <) I/1/l11d MEMBIdINA . I �/yNdl �' � � tis;�; • , . 1 � � DRAWN I © '� • l� I11 1 i •. I FillIIN�� • , . .BY �� I ,�31'COMBII • ACSA .. SEWER A� D WATER -+ '` •'; �•.,�,� LOT 40�� !\� I Ill® II Cc)7� 1 1384 SFEASEMEK 5 1 /'I Illl. Ili � II _�1 -�.;.� ,� I� : , ,��• III NMI . j j ``r.. 1 7" _ . II � � o �-_•-,;; ,-=N�I/1Npoll----Ny�N/� I / ,�� I�i� �1 �� `� Ld LLJ LL �� it lil fil f�l fil . . �� ` y • • • �� • • wt • ui . ® w �•. s w w s I s •w® - s_ � � _a w s — m - • . LEGEND • ..•.• I. •• �,STORMINATER PUBLIC DRAINAGE IN DRAINAGE iiiiiiiiiijill PRIVATE & EMERGENCY ACCESS EASEMENT 1, • NIACSA SEWER & WATER EASEMENT •. NO. PUBLIC ACCESS EASEMENT / • M�l _ / L - - - -- - - - - - - ---- ------------------------------------------------------------------------------------------------------------------------------------------------------- --------------------------------/ � � ----------------------------------- - - TH of G,-- o ,✓ ----------------------------------------------------------------------------------------------------------------------------------------------------- --- ryan D. Cichocki Z ---- II /moo --------- U --------- __ ---------------------------- OLD LYNCHBURG ROAD lie. No. 53741 � / / ozz STATE ROUTE 631 i --- / I / / -------------- (VARYING RAN WIDTH /' / / /�. X / - - -- ---------- --- - -- ------ IONAL E� --------------------- _-------------- a��/ / //- f�\ \ ---��—— w MoN=v ,EUNOHT---—OHT— ---y--------- -- OHT OHT--O r — — P�—OHP — — — — OHPGP GP \ E� �\. \ GP a a � 3 \ a� GP �� oLL °� / w o m , V oMo z FAR— C I 31' STORMWATER PRIVATE & EMERGENCY 10' PUBLIC 10' PUBLIC Oyr\ \ r a > N a S FACILITY ACCESS AND ACCESS EASECLI MENTS ACCESS ACCESS w (L v� T I PUBLIC DRAINAGE EASEMENT ALONG FACE OF CURB EASEMENT EASEMENT \ \ \ oyr \ / X N \ '�< _71 Ar-O C_ LL w LL O OF oa c� 0 z ;.""' ;,; �;;�;, ;�,•'; ,, , , •, ; ; •; •� F4 W. I DRAINAGE EASEMENT BL•IC PRIVATE &EMERGENCY W; ; ; ;'; ; .......... ACCES ACCESS EASEMENTS " " " ";8' EASEMENT TO COVER ENTIRE .-'.......... ;......... . PRIVATE ROAD PARCEL 4 / L T 64 17,43 SF I / 20' PUBLIC I...... 20' WATER MAIN / /I LOT 70 DRAINAGE ACSAIEASEMENT / / / / 1840 SF EASEMENT 10' PRIVA E DRAINAGE / EASEMENT I / / / LOf 69 I�OT 63 / / / / 138 4 SF I ` 11310SF I I LOTI62 / / / / / OT 68 131q SF / / / / 11384 SF / T 31' COMBI IMMED ACSA SEWER AN D WATER I 4' STORMWATER FACILITY LdT 61 / / / / EASEMEN-- LOT 67 IACCESS AND PUBLIC 1A0 SF 1384 SF DRAINAGE EASEMENT 10' PUBLIC LO# 60 / / / / / LOt 66 ACCESS 1319 SF / / / 1354 SFEASEME T V TE & I EMERGENCY SEMENTS OFCURB SOT 59 1974 SF / / / LOt 23�4 SF 20' STORMWATER FACILITY ACCESS EASEMENT / / g LLJ / / / / / � / / � / � ,� � � � / � / � / /7 / MT / / / / / / � / / / /• 20' ACSA SEWER EASEMENT ° l / / / / / / . / / / / / / / 2 • / / 30.5' COMBINED ACSA / / / • SEWER AND WATER EASEMENT / 20' ACSA WATER / -9 / EASEMENT LOT 47 LOT 48 LOT 49 LOT 50 — — — 51PRIVATE & EMERGENCY LOT / / ACCESS EASEMENTS 2181 SF -L-OT-53 1670 SF I 1683 SF 1696 SF 1708 SF LOT 52 / 2710 SF = � TO COVER ENTIRE 1696 SFUNDER / / PRIVATFANPi(3LE-PFTDPIOSED� 0 OD ..VILLAGE VI LAGE 11 SDP 0 .20 0048 s \ \ jd d R25' SqN\ �— HORIZON ROAD HORIZON ROAD _W / PROPOSED 61' VDOT R/LV W INST, NO. 202200002884 W W -NN ° 20' DOMINION POWER IL O W UFp ° ^ Ui O w \ r�i C1200 U yr\ a v lip OF \ � W o Oyr\ " O \ \ \ 0 v \ O/yr\ _ F / ° w F O v r V Q 0 \ z r / O DATE 'a• / { ; 0 912012022 DRAWN BY } " M. DENHARD f •°. DESIGNED BY • • M. DENHARD CHECKED BY • B. CICHOCKI d e/ • • SCALE a 1 "=20' obd ° / e Z� / /y c co v ° / O a LEGEND U Z C / Q STORMWATER FACILITY EASEMENT 0 Q >a / w H • ., / � `j � PUBLIC DRAINAGE EASEMENT � z Q LU PRIVATE DRAINAGE EASEMENT mLu d / ° <LL V / / ❑ PRIVATE & EMERGENCY ACCESS EASEMENT O w Q Lu ACSA SEWER & WATER EASEMENT U) � p16 / O v U / PUBLIC ACCESS EASEMENT = 0 WATER MAIN ACSA EASEMENT C) 0 0 L N TE$: d ^\�i —7 f / __' ---/ �_ - ^— — — -- --`4-- 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS I / I 0 1 1 / I \^ \ \ I '/ \ - J - / _ \ _ AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND / , o / \ / I _ ` / , 1 _ + -� / / ' / - — - / TH o I I W�OBUF)"ER I\\ L\< -- �� i r`-- — ---- �i�tT DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING ` I IO \ / I / TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY ��t t / I I \ C \ ) L / I G� \ / _ / ' \ TREE./ GP / r ✓- NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE. ° , - l \ �/ I _ I _ /�T� / _ \ / / r r O 2. CONTRACTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE 1\ � ,J> - - / ' (/ /- ` \ 111 / \ \ y 1 - ' \ — PROTECTION / / / ` I / / ' ' r J �JGP DOWNS. \ o - ♦ / \ �` ` II` \ OP1 ` \\ % (SEE E&$ - / / �r / Qr \ '� \ \ ryan D. Cichocki 3. WALL HEIGHTS OVER 30 INCHES WITH PEDESTRIAN FACILITIES WITHIN 36 INCHES OF THE HIGH SIDE OF THE WALL SHALL HAVE \ ° -( _ r ` /' / P I C\ / _ ' / II \ LENGTH: 27' - \ - / SHEETS FOR 1 `-' U - FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING WIDTH 1: 6' / - / / DETAILS) l �' lie. No. 53741 PERMIT TO BE PROCURED BY THE CONTRACTOR. _ J / _ IV1 \) (\ / \/ J l r� j /" ` " \ \ J ' I �' WIDTH 2: 9.6' � � � '� P= T'�-�"� OHr \\ / OHp— — - — — dH �q ` —r — OHP� —/ — � Apo 12/9/2022 4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH , / / J / \ / I 1 RIPRAP CLASS I TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT ° ° / , \ I ` / / OFIP / - - " / / ' / / `_ / - - \ 40 ASS SOS /\ / / ` %- / \ ZONAL NECESSARY TO INSTALL NEW IMPROVEMENTS. CONTRACTOR SHALL PROVIDE SMOOTH SAW CUT OF EXISTING CURB, PAVEMENT, AND SIDEWALKS AND FOLLOW VDOT WP-2 FOR WORK ADJACENT TO EXISTING PAVEMENTS. \ \ / / / / / / / - - _ - r > + / / / / \ / - r- \ r _ _ _ UNDISTURBED I l S. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, ` r „ / / / / / r- ♦ /�� - I / ' _ - / �l zFfECTRC TES / _ o I 1 y \ v , / \ - - / _ _/� / / / - / ' ♦ / - €SERV�D 'TREE ' c - - r E TV SHALL COMPLY WITH THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND THE CURRENT USBC. ON THIS PLAN SEVERAL / r 1 / \ ( L / - - / / / / / ✓ , , / `♦♦ 1 _ / ^ / / / ` , t " L/NES - \ CURB RAMPS ARE PROVIDED WHICH ARE NOT INTENDED TO BE ACCESSIBILITY COMPLIANT RAMPS AND ROUTES. TO THIS END _ / \ / / r / / , / i / l'P fs / / 1 g n / - ' \ - ' 4f12 - r / 1 / \ o E I / _ IF SPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING ---_-___ SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN / / _ \ f _ - f _ _ \ ( c - / _ / / I t _ / / . TREE / EX.24"HDp �L----_f--------------� / / ° - _ 1 1 \ \ _ \ '' ll �\ \ `\> /rr `/ J - - .` / / `�I - -\ PROTECTION _ - - `\ > E ADDED AT THE BEQUEST OF THE COUNTY THOUGH THE REVIEW PROCESS TO ALLOW FOR DIFFERENT ACCESS SUCH AS t\ I / EAPPROX-L6C �0;1-- / vy STROLLERS OR BIKES. ( I / / \ / \ - - _ -\f a, _ / \ \ \ `, ` ` /` \ -1 �� C ^ 1 / - - (SEE E&S ` w - E o u_z' - 1 ♦^� \ \� // �'`_ 1/ dl -� 4.4Q' ` / _ _ % SHEETS FOR �Lu d r \ t �/ / - I 1 / / // / - ♦ \ \ \ / _ v - dl� / DETAILS i ` Q a w �' 11 j/ // / % / %/ /i ri ! / / r '/ / o o \ i /r / / / ' j �l \ / - \ - - ) / LL o 3 I///�///%//// /// I / �0 ° ° 1/ L/ll I I /� /_ i'I - 1 ♦♦I /� \ II /`\ ' ---- \ \ \ ` ^�\\ ° �// \ 1' / / /' 'AD,O J / 445 W s M 0 Q J / /r \ /t //,// / \ / /' --J 50 450 ` \\ ago° P Q / A / CL o/ a LU , Etc lYE _ 1 , / ♦ \ J r o FEMA / - / / / / / \ _ _ . _ 4 _ -_ z F ° LL /� ZONE q / / a / r / Lu ell �\ _ - r / x-/ OODPL / J�l I / / / / \ r I / v \ _ - \ v Jl o ° I 6 \ T A/N 1 ' L ^ 4. , \ O Q v 48 / o 111 /lihh \\\ \\ \ 16"RFLOODPLAII o , to ° n \ / ,/ , /� / \ \� 1 / / / / _ / ♦ / \ 1 > \\\ ; / , , - / - _ _ / `/ - - O LOMiiCASENO. 21-03-0029P ° \q /O` I i `\ / / / / _ / i\ I / / / / ^ _ - !sr �\\ / \ \ / / / i - / ^ / /- I 1 I I 1I\ \\\\ \ o I / 0 1 r \ / I / // I \ v / / - / / _ \\\ Y / / 1-„ / ^ ° N IIII IIIIIII \\ \ / (UNDER REV/E , ° \ 0 I / / / ' / I - V J / - ` \� / /� s \\ 1 / , / / - Wi \ 1 \ / /- 1 1 / . / / / _ _ - / \ \\ _ \ / / _ - - I o / / / I / / l \ I °o° io 1 0(/;\ \> �rl / / 1 " t� // / // , / '/ \ 128 ` \ 10 - i\ 1 \III IIIII I \ \ \ \ \ \ \ 500YR FLOODPLA/N PER0 AI / / / ° \ \ �\ / \ / I I/ �/ . ` / \ \ I v / / ' r/ r / / / / _ -_ _ / _ / \ 1\ \ \1 \ \ I LOMRCAS , o / �1 " 7 t/ / / / / / // �� ^\\ \\J\`J \\\\ \` `\\\ --�/ - ---- //// / 234 1 1 ENO.21-03-00 I / / p �_ T \/i 1 / / / / / / /� �127 \\ \ \ �� / ----- __ ---- / _ _- U \ I I \ (UNDER ,` / C / a _ 11 \ \ \ 1 \ REVIEW o / / r / - I / � / / O � 1 II\\ \ I111\ \ \1 100Y o ) \ o / �"t I ✓/ I II / !!` / / /%^ / IIII II IIII IIIII\\�\j II 111 I RFL2JpLjWjkyP€R( 0 1 N0 -/ - 1/ / / ' /+.♦1, F / -/ \ / \\\ \ / \� \ / /' - _ / / - - M I I III I 1 1 40MRCAS o /-// ♦ l / / / 1 /_� \\ \- \\ `\\ \\\ I ; / /- / - _ ' / _ I I11 III I \ III IIII I1 I NO. 2J-03-C1gp r 9 _ _\ / /// 452 w I l I11 Il I l lli l 111 iI ILI 11I I I i I I 1 1 i i (UNDER f3EVlEWJ �' \ / l \ I o6 // / / HT / r / / / / / / // \ r I \ > \\ \ \\\ \ / / ' J I 11 I I I I 1 I I I I I o ,- r / VDOT S/ / i♦. / , I L\ \\ .' o (IIIII IIIIIIIII IIIIIIII�II�11 IIIII r� o° I / o° / /\ n a° _ /,/// / DISTAN E r / / I \ / /\ / I l r 1 \\ \ \ _ \ \ \`\� /1 --- - _ III �III1111IIIIII II I III11 ` / 0 /� </'\o/ /� / EA9EM �/ IIII IIIII III (IIIII I 1 0 / o , �a //,// / / / / NT / / / I♦' / / \ ) _ \ I \ \ / \\\\ \ \` ` .. / r] I I I 111 I I L I I I IIII o / o d�' - w N II IIII IIIIIIII II IIII ° l ° / / Q �/' / / / / / 454 - w w O I III IIIII IIII IIIII/ I I /I/r < ° / \ p0\ / / 6 �! / // ♦ , r // / / / / D�` / - _ , I \ \ \ \ l I I \\ \ I - � N I I 11 IIII If/ / / * // / 'w// ) / \ \ \ \ \ _ _ x Q \ III III IIIII I I / /I /' / /'/��\ ` \\ - -' U 0� I II II III II/// yo \ ° / / ♦ / / i r 1 O= \ \ \ O^ _ IIIIit1I11IIIIIIIIIIIIIIIIIIIIyIIr�1/' p1�/�_\ ,/ /0° \ '-' 0°`i /-aN // (/)'� ' , / / /// // t / \ I' // J ` / z ti IIIII"IIIIIIIIIIIII111 IT` /9"ir.�PAN67G'D`_�' o -1 / 2 /'�I-r 1 / \`\ \\\\ \ /�- O U\L�III I1 1\\\\\\` v/// ° /_I`/'/ �- r 1/ / / / �� :_'% I' s SAN AN SAN s 1 1 I \ \ /� >�TEE a ( 1// ' / I > DATE i 1 \ I 11 I \ \ ` \`yi// ��OPE$ � ° \ � � r � / D IE T r \ 1 �I 1 IIII\\\ \ \��2 / \ \ - / \ \ \- / \1 \ \ \ I \\\ \ \\� \\ \ 00 9/20 2022 \ IIIII \\ \4 / 0 \ o , / ^ .. /� / (, ,� / / ,\ / / / / / / /�i / / , - 7 - _ _ _ J� \ r / _ _ _ _ 1 / / / '�J \ \ �� \\ \ \ - - -8' _ - - - �A" } DRAWN BY \ \ \\b\ \ \ \ \ \ d// 1 f , - - - _ - _ ` \ - -. - - r 81_ _ I - , - - M. DENHARD \o / - ° '/ J / / / //�ri / / / / , - to I - - - / \ \\ \ \ / \ \ \ \ \ o\ / II I \ / / / ( \\ / / .J �Q /'• /1 1 Yjr/ I / / 5 / / / // - - _ r JI // / ♦ 1(/ �si _ v \� \ /I - �� \ \ \ \ o 0 I I R� I I / / / �� / / ---_ \ / �/ / / // \ \ _ _ I• \ b \ 1 / \\Ib�IIIII11Illll IIII`\\\\ \\\\III1010' \ ° /%i / / // ( 01I/Il//1///IIIII j1/// CHECKED BY I / // , / / M DENHARD 1 I a \ of \ 1�_^ /r///-l!. •' \ /I_ / , /, / / 1/ ` \� // \ \. /-_ _ ___ ��` / • 0 :`i//il ///�// //IIII/1� 1 / �i�- -�1 1 \ / I/ice /' / 1 \\`/ , /// /r I / �/ �/ - \ \ I / _ l� 1 I II / ...T•• / �` ��\\ // / t �\` r / �\\� \\ • B. CICHOCKI SCALE \QJTIETO �/1 \\,/ �I\ \ \ \ - \ - / �G� • In-20' ( �Ri 11) 'O \'---- d I�1I \ V�- a \ go° AR+',fi BIKE YEIwT N / I o / \ \E WITH _ \ \ ` % \ / / �i \ \ / �/ r ' \ \ - I ' I \ J ^ \ T A T� r \ ( \ r to )- // �_ / \ \ I O�r,l,7K Bc0V1T \ \ \/ ✓I / / J / / / / I r ` ` r '/ J \ \ \ @ \ ` ✓ \ /, 0/ JL 06 00 / r 1'o'14r I a`TO f \_' /,%^ //If (> l / / / / / // // I /' , l I. \ / I I / II� \ - \ \ l G� / j J Jr �// •1.1 11 \\I( \ \\ /\/ - _-�_� _ 10 / 4\ RACUDA ' \I1 \ ��/�/ \ \ \I I / // /_// ✓ -�/ I / // ,SYSTEM 8' DIAMETER \ 1 1 / I I r ( \ _ Civ \ If 'SO \ / ^ \ / / / a / \ S \ W t / r \ _ \ _� \� \ LLJ LL Q Z LLJ `1� Q 20' DOMINION LL ,�maxx Lu 7 rn I of �� i \ I / 7 ` ,yam / r _ v '_ �+ • Z / •/i II //,'/ � / \\\ \\ \\\ \\\\ `\ \\ , / 1 I � \/^ I / _ /ram .- /1 `2�._ � � � ` � L\ l \ � / I � � ` / / � \ \ I ^ /Q/ J O� / � t' I / / / /f I 1 1 I I I I 1'•. ` \ I \ \ / _ I 1 / ' / / � / j � - � 1 - / ^ \ 71 / _ u \ r � \ ` _ / � / �, I / /\ / / \ I F9CINDATION ' �' - i JOB NO. q C_\ 70 / / '- , _ _ � // / / / /' , / ✓ e - / \ v / / / / \ f / \ / % �f \ / \ f > SCALET=2,0'J 45 SHEET NO. i y ' ---' / / / / , // / i �',. / I i / / ' / 1 I / J / /' �� 1 � \v � � � i• it i.e-u� , \/\ \ /` r �x �/ J \ \ KEY PLAN1— L l:(LD LYNCMBURG RO"A \------ /- \ ESTATE-RCIbTE 631 (VARYING RTWIDTH \ 30"CMPW/ END SECTIO\ 1�\ /:- 1/// I \ 1 \\� I < </ </ O !✓ INl�(IN)=442.15 I I \ \ / \ \ I/ \ ` \ `\ ,� / Jam— /, /\'. �✓ — / y / J / / —— — — —— — —— - \ U c.No.53741 _ GP P ' ' / / \ , ; ��\ ' / G '( \ l \ _ =� TREE \ NPO g3 A�o� > z/9/zoz2 LENGTH: 11' 1 / / ' ' - _ - _ - = _ _ PROTECTION - ` > �SSIO EEC' 43 i / - I _ / N \ / WIDTH 1: t.5' P _ _ - _ - _ - _ - _ SCALE 1"=20' NAL WIDTH 2: 10.5' (SEE E&S — — HP ' - / `_ = _ - J / / _ - - _GP-- SHEETS FOR - - -- -- ` �A ! — OHP—� = oHP� —- — — OHP RIPRAP CLAS� II �� i - / - — _ ' - DETAILS) JFP_- 0 20' 40' 40 - / ' / - - - ' - - \ - -\SWM B FSTORMTECH/AIRCH PIPEAETENTION r / f 0 P� - - - - - - - _ — j SYSTEM uVITFI lb'OLA\TOf�r W / I ADS P-FLO FI //' / / KEY PLAN °u \ /\ / \ \/ / / r r, iTURBED ^ / ' - - ` - , / 1L tFfECTRCT E. TV / - - / / ' - - - - / - - _ - ' IVDTREE / \ - _ /r/ _> S _\ '-_ �fP _ - / ---- v w a E I / LINES _ - + _ ? TP Y- \ \ / > 1 TP / 1 \/ (%yPIC J / / 1 ( I /' _ / - r / H Lu Lu 3 J L_ / TREE _ /----- '�\ ( 0 ` / / 465 / / -\ r'/ / oLL o _ + - Q `I - -\ PROTECTION \ ^ w O (SEE E&S ` \ \ _ 450 - _ / I \ / ! \' / 1 ` J / _ Q cJ cb z \ 444 / — J 7 r SHEETS FOR \ - \ / / _ _ '\ _ _ ! w N - O DETAILS) \ \\ _ \ \ _ \ _ '` / / \ t C7 w [� a d R 30 �Q uLu Lu O FLORA VIEW DRIVE / / o LY u _\ 449 234 123 / / / �� I I l al / // / / // / /' / O / ___-/ O O ---- —f-- /-- _ 3 / / - - - / ADS BARRACU / / I / / - / / / I / I O a I SYSTEM 8' DIAM TER 452 /' — — /` ��/ // \\ 2 — _ I 1 I ( / ,I/ co Lu FN zz 454 _ ✓\ i \ \ / / / i 1 1 I / / / / I I / / / / / I / [n DATE LLI 1 \ \ \ \ d' / / J / / / / I/ j X /' D 9/20/2022 � I I ( I // / / I // O} DRAWN BY SAN s _ \ _ r / J \ \ \ \� \ _ r l \ ` _ \ — _ J / - ,20 _ LJL l Z / / / / I / / / M. DENHARD DESIGNED BY y I I \ \\ \ I •• M.DENHARD If ' � - \ \ � � �� I � ' h _ _ _ \ ` � - � \ \ � ` ' / ' / \ I ( / � 7 / I I / I 1 • CHECKED BY o - 1 co j • B. CICHOCKI / — _ \ \ _ , \ `I 1 I \ \ \ \ I I II \ \ I / I \ / I / / / / ' R • • SCALE \� v\\ -- // \_\\\\\�\ \ // \\ \� \ \ \ \ I\ \ 1 1 / \ Z I 1\ \ I\ \ \ 1 I I I I �� TI f _ \ 1 I I l co TI / i J ( _ / J ` - _ = _- _�� __- ` T I \ \ 1 \ \ \ .•� y ` \ \ \ `t\ 8'V1( 8"W\ �y ETBAY —165 LLJ J _ _ pS\ / /QUN Al \ \\� \ \\ ��--_ - �'� / / ( </ I \ ` \ \ \ \ \ \ J W rn < \ DRAINS O� - - - \ -� - - - - - ` - 4' OUDIDATiON 1 I \\ \ ` \ \ Q STORM EWE�i \ \ \ \ - - - - _ ' INS TIE T9 \ l \ , -- ` \ \ < z \ \ i S M SEWER Q P 1 \ v ,.._ \ _ — ✓ to \ RIZLu t�A. R / \ °..n . S / /_ — — — i (1 \ \ ` _ _ — — — — ' / / / 11 I '� \ / \ — s \ \ \ Q [� \ /VV ^^ _ — \� \ �\ I-. Vv If FVORIZON \ NOTES: R A - 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS PR POSED 61' VD TRryy AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND \ J \ ' - _\ 1 a N I W `\ \ /NST,I NO. 202 DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING _ _ _ \ _ \ 20' ION PO RI a \ r \ I L. TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY ✓ I / �\ ; ' _ _ - - a \ a \ \ c W \ I \ NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE. , L - ' t J - - ° / T ` \ a \ I a \ W \ \ \ W Fes\ 2. CONTRACTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE DOWNS. 3. WALL HEIGHTS OVER 30 INCHES WITH PEDESTRIAN FACILITIES WITHIN 36 INCHES OF THE HIGH SIDE OF THE WALL SHALL HAVE FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING \ J PERMIT TO BE PROCURED BY THE CONTRACTOR. 4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH I ` - < . / / \ / / / - ° \ . / \ \ / 20' �(/tlNION PO R TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT \ , \ - , n ' I L I ` / v / / _ _ / \ v a . a ° / T NECESSARY TO INSTALL NEW IMPROVEMENTS. CONTRACTOR SHALL PROVIDE SMOOTH SAW CUT OF EXISTING CURB, \ \ �\ ��\ PAVEMENT, AND SIDEWALKS AND FOLLOW VDOT WP-2 FOR WORK ADJACENT TO EXISTING PAVEMENTS. \- 5. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, - SHALL COMPLY WITH THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND THE CURRENT USBC. ON THIS PLAN SEVERAL L Joe NO. CURB RAMPS ARE PROVIDED WHICH ARE NOT INTENDED TO BE ACCESSIBILITY COMPLIANT RAMPS AND ROUTES. TO THIS END �\ \, \ 1 / 1 - `/ \ I — \ \ /1 r - IF SPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING \� \ - I � — � / \ � / � \ C' �, 1 - ` . _ � - "' � / / I - � \ I ��= � `/ I I � � / ' 1 _ _ � _ � — — — 47036 SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN _ \ - ' / / ` 1 / \ \ / / Li = = 1' I / \ ��\\\ / -� \ - , \ ADDEDATTHE BEQUESTOFTHE COUNTYTHOUGH THE REVIEW PROCESSTO ALLOW FOR DIFFERENTACCESS SUCH AS 1 l Ir - SHEET NO. STROLLERS OR BIKES.r_ / - ' CJr.1 i - / L \ / / l I I I �--------------------------------- —---------- l IF / / __ I I --- - ---- ---)-- \ --------�------- ---- _------------ \ I �1 j�------ \� l --- \I ) / \ \ J / / / /---------- --- / T------------7--------- / i�---------- - --I----------- \ J------------/--- / /_ y I I I I / �_ r------------ / l I 1 f-----�- - - - -------a------------- -----------\-------- \ \ \ 1 I \ _ O 1 \ \ \ \-- I------------ `------------------- I - `, I \ \ 1 1 \ I / c \ c o�\ \ , _ _ \ / , ryan D. Cichocki \ \ \ \ \ \ \ / 1--------- _ - - - - - 1, I \ \ I / \ \ \ \ \ I I I / \ I ; — _ _ = L� Lie. No. 53741 1 \ ' < I ` \ \\° \ \ I 1 OLD LYNCHBURG ROAD \ \\ \\ \I 1 \ \-'-%\-------� ------ ------ —1 \ \— _� \ 12/9/2022 \ STATE ROUTE\631 V (VARYINGR/WWIPTH \ \\ \ \\ ' 1 \1 I \`\\ � \ \\------y------------- �-- �-- ----------------- ------ ------------- \ \ \ \ \ \\ \ --- ---- / \ \ SS G 1 \NAL --------- - \ TREE \ I \ 'l / It IO $11 \ \ \ \ \ \ --- - - \NAL -- -- \ PROTECTION---------� \ SEE E&S 1 / — — \ \ \ \ _ — —\i — — \ \ SHEETS FOR \ \ \ \ \ \ ` \ \ I ` ------------------`-1 ' OH.F--- �� — \ \ — �_ --� — \�_ DETAILS)---\\ \� E z� — — Q o c� — _-----—\ ~W N 3 v w 3 _ GP / LL wo Lu �_ J —/`CHELEC \ =__ — __ —> \—' gO1 Lu /l /' / /✓ / fli/ / \\(�—� LINES — ICTELE.BTV \ I \\ I \\ \/ I / I /jr w O If FLORA VIEW DRIVE OF '1\01y7_\ 228 Tlo �1 p It r4 FN / I i I I / / / / , _ I- — ' 1 // ./ / / ' / l \ ` \ / / 1 ♦ ' / I �I as / / J l l l l G �1 _ \ \ \ `/ 1\ \ \ > I ` L O DATE \i/ / / /// \\I!\�� %\I I\`\ \\ c ;_, j 912012022 /O / �— \_ / \ \ L \ _ ' ^\ \ \ / \ ( / �/ ill, > \ \ \ \ \ O} 1 It/> / \ J� \— DRAWN BY ` / _ ^ _\ M. DENHARD (n _ i \ l \ I • DESIGNED BY l � / / • M. DENHARD l \ / i � l / ) ! \ / //'// _— /' / CHECKED BY / / \ / / / I P 1 , / / � / / ' ) e;. I 1\I\\ \ —� ,^v ��_____ — ---'/ '_\I A • • SCALE B. CICHOCKI uJ I ; / , ( ' ro I 1 p / — 1 / I , 1 I \ / , < / / \ , 11 \\ � ` /� ' - • 1 "=20' °' \ a • CL / 1 J W I \ T — 8„W \ Sy ETBAY S'T^ EET I \ L) / / , / IL 0 z a_ yl w /NOTES CO Q 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS T Q N \ ( / / - - - - - /' / / / I, , AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND Q II 1 1\ \ - ' _ ' / / ' / / / / // DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING p �x LL - - TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY w W NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE. ' ^ r f� 2. CONTRACTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE V / z v DOWNS. /r 0 Z 3. WALL HEIGHTS OVER 30 INCHES WITH PEDESTRIAN FACILITIES WITHIN 36 INCHES OF THE HIGH SIDE OF THE WALL SHALL HAVE \L U Q FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING PERMIT TO BE PROCURED BY THE CONTRACTOR. Q 4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH a TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT / 11 NECESSARY TO INSTALL NEW IMPROVEMENTS. CONTRACTOR SHALL PROVIDE SMOOTH SAW CUT OF EXISTING CURB, V PAVEMENT, AND SIDEWALKS AND FOLLOW VDOT WP-2 FOR WORK ADJACENT TO EXISTING PAVEMENTS. Q j °> - - - - i - �a w / \\ / / - _ _ d !. �\ . �, \ / / $. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, SHALL COMPLY WITH THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND THE CURRENT USBC. ON THIS PLAN SEVERAL O CURB RAMPS ARE PROVIDED WHICH ARE NOT INTENDED TO BE ACCESSIBILITY COMPLIANT RAMPS AND ROUTES. TO THIS END O IF SPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN ADDED ATTHE BEQUEST OF THE COUNTY THOUGH THE REVIEW PROCESS TO ALLOW FOR DIFFERENT ACCESS SUCH AS I I / fi'ORIZONR ADI - \ 1 1 \ _ _ TROLLER R BIKES. PR POSED 69' VD T RYLI/ I \ \ n 4 1 \ - - - - - INST.I NO. 202 00002884 I I ` ' / / �� / I SAN \ ' ' ✓ W \ J Q N)m FYI v i 20' NIONPO R / /------_ `_ _ - — _ \ I \/ I \ _ ` i _ 1 \- � \ I I / r•" \ POY�3 JOB NO. 47036 SCALE 1"=20' SHEET No. KEY PLAN 0 20' 40' C5.2 L \\ 1 111 1 / / %/R'({A/ \\iliS�='! i / l \ / / \ /_i \ii 1 // `� \ \ \� 1 01 / \\ / / 1, /' ` \\ U I '' I / - - - - NOTE: SLOPES SHALL NOT EXCEED 2:1 IN ANY LOCATION. ffRLII/t/�, / \ \ \\� //r�'+ I I I / / /\�\ \ I \ "/- - / \ IIIIIIIIIIIIL'r'I///, / \ \\`�\`\\\r 1 , I, ool I / r /\i.\� \\ / 1 i \l I �/ ��"1 `/ \/ 1 \■ `r..'�; �' / / / / - `� \\\\\\\\\\\ 1\ 11\ 1l1 IIII IIII I I l//j �'/`\\\� :_�C-.`�"1/.�} I Io I I WtOBUFER I\,�\ \ / I \`�--_ ■' / _ -- /- \ \ \ 1 _ _ \ \ \ 6 I 1 IIIII (IIII ,/r // \ �'1 1 / \ l _ / / I G \ = ._�> / /''- , \ /\/ r III / / ✓ _ ) �t - \ / > I _ / 1 / / \ II III II III11 I / / r _�\\� / ° / / \\\� \\\\ \\\ \\\ 1 IIL I III I II/I// / // /// �'` ii'�- �`� 11 \ / \ - ! 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Y. ._ 74. e \ \ \ \ \ Il \ I \ 4Y6.15,�o d78.17' I I \\ d S'TAI I T AIRS\ / . _ a5>�6$ \ _\ ° _ _ \ \ \ \ \ \ 3q a66. , \ \ �\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ 106 E=462.74' @ 7J=463.5 ' @ g` \ \ \h 456. 456.FF�462• ' _ \ \ rFJ _i \ 1 \ o \ \ \ \ \ \\ \ \476. 1 \ 1 \ _ 47 STAIR \ Z., -\ 458.�'` \\ \ \ � _ o \ • / 46 \ a � \ \ \ 7 \ \ \ � \ °°\ 1 1 °' 78.49 \ \ � 48 4' _ o \ o \ \ \ \ \ \ SAiV\� TC �t18' 1 1 I R18' p� 158 ' 58.44' \d'5�.45\ _ \ � \ \ ° w� - \ 3 \ \ \ \ 1 \ \ 47 .17' \ \ \ \ \ \ \ \ \ .S' N \ a59.45 \ ` ; \ �.>� _ \ \ \ 8" \ \ r $„� \ \ \ \ Sy E'�BAY S\fyEET J \ \ \ \ \ T tea\ 459.49' L 460.07>_ 4ti0.69' °, a� _ _�_ \ 8.^�l'•AFF2 _. !� / 460A' \ �46-1 45' �j \ I I \ \ W - 461.64' • � L \ \ - _ _ Q'�6:8" `' __ _ � / 1 ` � \ \ • \ � \ 11 I I I I � \ \ \ \ \ � \ \ \ \ \ $\ \ S-TAIR / _ 461. 5' / '. o _ Cb `\-� 1 • \ \ \ f - • \ o \ o • }t \ \ \ t i /� ^ o J � � • �o \ \ \ \\ \ \ \ � Z / / \ 9 STAIR - _ r 464.50' \ _ \ / • / / o J \ o \ \ tPd. \ Q 6.i' - \ 465.40' \ \466.52' \ 468. 0' / / / \ \ o \ o o _ J STAIRS - - • \ 484,$0_ - \ - - \ \ 4 50' \ 467.60' - ' 479.13' / / i 473�6;, 1 \ \ \ \ \ \ _ O Q / \ 465.38' / / ¢74.86' 475}86 1 \ \ J J \ bt ` / 463.8 /_ n. \ FFE=471.36' • - - _ \ \ - 470A� / / / 473.86' / 47�.86' l k\6.86' \ \ \ 478.86' \ 479.86' _ LL.I \ • ; JQUN ATION \ \ \ \ _ _ _ _ - - - ' ' - / / < 474.86' I , a77�86' \ \ \ TTtf \ p ! / / ' •I \ ' a \ _ \ i - \ \ \ i \ \ \ 47686' 477.86' \ \ \ J lZJ W / ^ 4' OUDIDATiON 1 \ \479.86, � DRAINS O� - - - \ -\ \ ` _ _ _ - ; \ \ - �17g.8s' \ / STORM EWq) \\-------, INS LETS \ 0 I S _ M-SEWE7 R - -J/T _ J \ ww 9STAIR 9 STAI STAIR JQ Q ' - 9 STR STAIR ^ - - - - - 1STAI 9< A SOR/2oNR @7, \49 STAIR 10 STAFFE-475.206.7" - @ 9 STAIRA19 STAI 11Q -V/_ @ 6.9" tJ FFE=479.39 _ \ _ _ ' d• \ \ 466.76' FFE 485.66' f�E=485.61 / / / FFEz490.65' _ - _ _ - > _ -I c ' I / / \ \ 475 _ _ ' _ _ - _ -- - F�=4865 ' FFE�8.85' / , - z w - _ � \ 'I\ ° ' < uU LQ > \ \ _"\ C / \ I ! • . _ J Y rl / - _ •9 \ \ 470.9p 472.0 r �- \ � - _ - _ _ - ^ l l_ \�'_a1174.2T - °. 1 - - / -/ -a ?\i \ , I/ �\ p.. ° % Q / // / `-4753i'- 4�/6.1T l 477.98'°\a \ `\ 479.Q8.. C) v/ / / / ! \ \ / 0 1 / 1 \ / 4812T / `i / � /\ � � 482. 3' �_ / ' K'ORIZON R A ( _ TC O W \ Q PR(N TAU. 202 00002884 \ t _ /\ I 11 TC a85. / / I / / �\ / I 4i84.75' W Ll \\4- //\r\ \ -- - - --- ,.�- 1 \ -fit -_-_`_- --�- \ JOB NO. \I J �'I ___\ - - - 47036 SHEET NO. - - \ \ - / ` �� - _ _ / T \ /! �\ Gcr / _ _� \ / / I /' I/ / /' l _ ` I , I I iI / •-, A _ I it f _ \ ` ' NOTE: SLOPES SHALL NOT EXCEED 2:1 IN ANY LOCATION. C5.4 L ----- '--------- / / / I_ __ _________/------------------------------------t------------- / I i / NOTE: SLOPES SHALL NOT EXCEED 2:1 IN ANY LOCATION. +---------- + r J _ - 0 - - - a ------------ -------------- ----------- 1--------- `-------\ \ ------------ \ \------C ---- ---- --- ---- ----- --\- ---- ---� ---- ---- >--- ---- - ( \ 1 1 \ ♦ 1 I I \ ;) 1) \ \ C \ \ \ /------------------ - ` - _ _ _ , _ _ \ an D. 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No. 53741 � \ \ \ \ I STATE ROUTE 631 \ I sv ) (VARYING _RMWI^PTH \ a `--- \ \ \ \\ \ ---------------------- --------- - - - -t�'\ --------------- ------------- \ ` ---------- p�rn sZONAL --- \ \---------- EP ------ -- --- -- \ u E1Sc�ysv -------------- OHT- - = = OIYfr T o lr w N E ( - _----- `-\ �W N 3 U w 3 GP / a \ w O m a�N a 0 OW z Z V) W _47 .25' /' / TC / / / / / \ (/ _ '\ -^\` -�'_ _ - // \ I \ I' \\ \ / OHT / I / `�=) - _ _-\ _ r inry W O 474.3k' / /<l / \-\` `-• _ / \ `\_ �>U .22ggv / 4731 - - i > \ I h'T / \ - 00 473.49'/ /I�\\\`\\\\ - \ -- - / J/`� 11/ FLORA VIEW DRIVE sE 474.13' // / ///// //ref/// \`\\\\` \� - ,-' ----- --- ' I� ( '1 / 11 111/irl / ^\>/ / / / / / / , / J /4'/4.46' / / / I /// // / / \ \ \`` ♦` `\----------1 \> ^/L \ I 7 OF �`� /II III\(\ \ \ \ i _\ u 0/ / _ _ >• cA W TC - / \ \ \'L / \ \ / \ < _ I p RJ5 7 // a I1 \ / N. I O _ l I l ( CyT\ , ` l (D Q / / / / / 473.97' / _ _ / / / / / \ \ \ \ / / / / / , / \ ♦ \ h I - III ') 1 / �� / I d p O / - ll IV/ .55' / // ./ ./ /�'// __ � STAIRS@.9"/ _I Lu ° 5.48 / / ` \\��__- //// / \' ) �'� I '/ / \/IIII�/ / // /- _ ' �' \`\,� Lu x Q / FFE �173.65' FN jr/ 473.65' / / / / / 474.87� '/\ I / < _ _ U p 470.04 / / / / N O / I / / Z I \ / \ / I / / / ' / / ' Q I /� / II I r \ \ _ '� I I \ � - _ _ N ( \ / � _ Z ti / 473.65' / / _ I- - ' g 1 I C/ / / ' l \ \ / 1 t / _ /I J / I /III - \ \ \ `/ t \ \ - > L 0 DATE / .J / 475.53' / I / .i / \ / / I / 1 I \ \ - I - / 75.2' \ / / / t // it r l \ �- -\ � -,•- > ' STAIRS 1 /�7„ 1 'i/FFE=47678/ \ / / 912012022 E=473.65' II 473.6 Q _ O DRAWN BY pLf p / / rn / I - / I / \ ` / _ ^ _ M. DENHARD N / I / 474.65' I / / / - - I I 1 \ / a) 1 t\ 472). ff / o�o , 476.19' / / I / I / / \` \ / / c I / / ( \ v 1 / C/) •2 / I / / / / I / J \ / \ o.,. / / \ 1 • DESIGNED BY Z / / 6' I FFE=N76.85' - , / // / I / r / 1\ Ill \ l // 1 / / \ / I I If 1 N -\ / FFE=474.W, I 4.65' / / , / 7s.1s' I ' / / / _ \ / / / / 1 / I��I / ' l , / / / • M. DENHARD / STAIRS @ 60 !V / / / / / r _ _ ' ' / ' / _ / \ _ / / ) 1 \ / // ri ( - - - ' _ - _\ / / / / / / / CHECKED BY /474.65' ( 1 / - -% / / I • / / /r , °� I �°� / / / / / / / / �� // // / / ) \ v . I ` \\ Ill\ \ / \ / ♦ \ ^ `. / _ - - _ i / - _ - \ I \ : • 8. CICA OCKI --- / 7 FFE=477.50' \I i FFE=475.15'1 474.85' / I 1 476.85'of ll� cli 1 I \ 473.01Y I / 475,65' \ / / _ I , / / ' R / I / -Z/ // / / / / ` - - - - ' - 7 1 1 477.50' / 1 II , STAI@ RS I6.2" \ /b• / 6 -472.18' 1 FFE=4751.65' I 475.95 \ Z 477.51' I / _FFEY477.94' / 1 / \,1` 1 / / / / / / / / / / I o / \ \ • 51STAIR @r/" 4h8.16' I FFE=47�.83' �Z FPE=476.15 \ \476.15'\ 06 479.77'47 If \ 1 •e°, o SAN � 1 \ ° • \ 1 1 "° 78.49 \ \ � 48 4' ` / \ a y 1 ��/ / I / I /1 \ \ \ \� SA rC �C218' 1 1 I R18' \,•,°°v 15' S \ \ \ \ \ R15' 481.36' ETBAY S'T^ EET \ \ \ \ \ P UV ,ram \ \ \ \ \ \ / \ 1// "VI/ \ / V /L z R20' \ R20' A$3.09'11 / /l \ I I I / // /- ---1 / C ' / I cs I //`\_`� -I / / / O < o) a \ \ as Z / 1 / / Y / / / 1 00 //'` ` I l r J > \ rn / -/ / l \ I / 1 • V LJ 47 I86' � z / 474.86" I 7 I I/_ _>\ 1 / 473.86' ' 47�.Ss' \ \ 477.`86' \ \ \ \ / / / / �\ �/ 1 - - - < 1176.86' \ . 479.86' C C/l / . / / / I / \ I I \ < 474.86' \ 477.86' \ \ -a6.r z /J �(\__/ -- / /V / / I / ' ' \ 1` `-_\ J-` CO Q \ \ \ \ 476,86' \ \ 479.86' 1 - , - / / / / / I \ _ - / /_ \CO cl)�� V - - . / 9 STAIR 10 STAIFj / - - _ _ - - - / / / / / \ / \ \ W 0 / ,@ 7 / 10 STAfEF 9 STAI 9 ST/AIR I SS ' / Aa51 1 \ / ' - / / / / / / 1 8 / / / / / I l l/ ' \ \ \ \ \ } LL� 9 STA1 g ~ FFE_=484.65'_FF.485.66'- _ _ -FFE=48i:65 ' \ \ I O FFE�8.66 FFEs465 FFE,F499.64' .17' l 477.98' . 8�..^\a i.. .�,d�..l..° l\p�/ a TC ..�/`C �/ 1- 25' 479// I \\ I P as R25 .n' \ /,. _ .1r I 481.27' / 483.68' 1 - 489.15' I / _ / \ / / /// / /^ 482.¢3 j -?_ , 488.601 - - - _ _ 1 -1 l / ` I / / - / /�/_ _ _ _ _ _j 190RlZONR Aq � rC \ I W / I / ( _''-- - - - - -- - -_- - -_ -_ -- - - - PR POSED 69' VD T l / rC \ 485.34' \ rcp I I / - - - - - - - - - - - RYW I "Vol, ------ ----- / I / a\ W -- - - - -// JOB NO. r' / /'/ \ \\\ 1\\II \-\ -\ ( I / C\� SCALE L 47036 w L SHEET NO. KEY PLAN CS. Jr' L o 423.1 ' - - - I - \ /' ll /i �c _-\��. \ 1 )II Il 1 rrr\ \( -•F`�� \� l `rrny� �� :.\` \\� //IIII\\ \ I LEGEND 0 424.6 �� =-_---\\�\\`''/ o - i -' _/ems--si'/'_ \\\� �' ��' //1> Z��\�\\`1111j1`\/�j/IIIIIIIIIII \ \\\tllll \=�� `\`` \•``'' \\ \\\\ o '-- _ it I ` f/(( ` //� '/ /\\\\ �/_ /�J% a��\IIIIIIII/�'�//,//jf111t�I. I�111111V, i� �- �.r_ �'7 `t'- / PRE-DEVELOPEDONS`ITEDRAlNAGE c� \` \\ \# ll I / /i r lI PRE-DEVELOPEDOFFSITEDRAINAGE _ =%J / - / / I / / lu IMPERVIOUS AREA /', �/\\\\\� \ /'//// IIII JJ>�..� - /�/////////\� /� // , , r / /, / / // + - AREA TO ANALYSIS POINT 1 (1 ON-1) - 1 \ _, /i, / /, / / AREA TO ANAL YS/S POINT 2 (2 OFF-1) \ \� i� - - , ' / / , ' ' 23.0 // �`)C1 \ i `i' //' `''/ / / TOTAL:2.83AC \\ I� ' /� / / / / IIII I DETAINED IN WP0201900062 /o / , � i ,',�-! / TOTAL:3.04AC. /c, \ 1\ /l !Jn� �i,�'/ / �`\p ��''%' -__ / / I Ez _ _ / / / ) 1 I \ \ -_ / / / IMPERVIOUS: 1.53 AC.. / \\ \\` ' - - _- / / / , / I a%i, IMPERVIOUS:TURF:0.25AC.AC. , J \\\\\ \_ - \ ��\, > i:.'Jl;'/%�"��/i'. TURF0.42AC.- (r � DIVERTED IN WP0201900062 '_ -�. �w a r4 nl FOREST.-0.88AC. WOODS: 2.79 A. C - \ ,,.� - \ - •/, , / _ 1. t / - - 9-. u - .� -� `\ \ , / •�-_ '=-,- ,�`ii/' ,% IIp r �! f CN:61 _•r /� =• ,�,--;/ ��//1/,•. % J / CN:82"- -_ _- '_--_ _ ','- __---__�=_'\/ ---/ r/r/ Tc: 8.6 LL �_ DISTURBED IN WP0201900062 \ /I Tc: 8.3 /^`a \�\\\\ \\ \� / l - \ ' w < ✓ ( 1 \ \ \ - ��i. -i L.�11 , .' ; " l -r \, f f J I_ Y '- ` '- w \\\��\ " \\�- II \ \ I \ \ \ \ - - -i ' < T�� ' i • i''.o r .i J rl I J / / r ) / )-' J ----MIJA lAl 1 _ \ a=cam s '=3 \� �_ `___ �Ulllq - \\�\\\�11I111111�//��,:\\�•• p'I I / / ) { i _�v✓i "yn' - l� y- r•,�- - \ l > \ \\\,�- --- -fin--- ter`-�'_ rj��\\�\\ �_�= _ , II ! i�� \'i n,✓ � / / 1, „ J�\, /i ' � / i / �� - --_ - � _ �` - _ ��" - -\ �\- \ � ` tom_ � ..`„y i.L l C. �,` �=` _ \ \ I I \ ` �-- p� i!•7 \\ Ji\^Vrr°LT 1"��-r�4>� r Xr�\,\ �J�- \ 1 < <1 �.- \mow � � ,11\ J r'sr. , < vt t/y.\49B.9 \ _ q\\p\�\\\\\\\1\111\1\\\_/�'/%//%r / J1JI 1\I/) I/ll�ii'/' ryQ /n•/ rJs.�\ % J-� ,-'�:. �a,lll1lV'//J\/`i��\-�'��*=a, ��\�< > 1�\� <'=c:� I / I l r )� /I jt\�'�;4-_ �, \n f. - r`f \ �'i '- \\ \ 1 \\ \ DRAINAGE _ `\ _. _ sa - ` _ /+ , J _ _ _ = \\ \ I \ \ TOANALYSIS POINT 2 (2 ON 1) ' (Y.,d�YIN�' /f i�\� \�^ _ �. _ � = < - // / ' l�l � �/�^ •/ l q , \ 1j f\� ,- „� - \\ !!!/d/I d / j / /�f/ !IIII III I� /• ` b ,. t \ ///� s.( i 1i , i ' , _ = J a ^ ,p•.n _ / \I\111IIIIIIIIIII//%/ /: 'i \ \\ ulli /' //J.�// II II \ 0 1. • f ri w !. r J .> - .,� , _ �,laro�`)`'� TOTAL: 4.27AC. ;It/1N /r li\(/ / \ // / I k ,1�`_ � / /�=t / _ /J m-\r �. ✓�- \vim\\ % %r/ / / - / /1 fl\1 IYI) I�, \\ III I -.it // - \„ /�� i-/'�'^,, r_ f 1 J 8. n '�11'411�IIIIOII1111I1��%/,i�/� \ \\Illllllll\\ �� /��'//151 + \1\I\I� �B�Oo �� a C�. i4 / / ' - i - - l _ - - ' 1 p�� :�- \ ,� \ - / I I `� / , , I�P_ O >220190046'� / ' _ J r r - t J I r o ,..vj \ \\ MP \ \ /%JJIll llllllllf / /� ��\ 1111� 1\\\� = 3 /'iii �ii/i� rIl 6f'`�� , r i ., i / ' ' - -r ' ., , ' / J� \ \,. r I f I I IMPERVIOUS: 0.00 AC, a,,y-�/,�r,. f,� / I y/`rIII ` \\\< - ", / '�H� CH fYVUKi��€�' ARErA)l.1 Fj //J h 'O' ' i /' ` '�', -_' - _ v ✓ a \ \ ` - _ / TURF., 0. 63 AC. (WPO201900062) / ( f / \ t ( a ♦ �Hw�\ \ \ / II I 9 i \� / o. // / /..� r , ', J �•- •./ i / r ti / I ° � � /. _ � � ",1�/ � �� . /_, �- FOREST.•3.64 AC. l,S{1��i��E[��(j�)i I< / ��lllll Irl Ir1J%` ( / Z PZOM WP�� _ �� J) 1, \r S \ / / v _ = i v \c \\ 4 r / -S(EFiERCC��''C€�PLA�1v yll lllll�lll�llllllr�ll 1v41V "\ �' �l \-yam - �iq r� �` > ( Jr� r// - r�C t yV vlfryY\ U y.r b INDI s('iAT`� / - - -` --- a , , - / ' \ . \ I , CN: 61 I r I t ., \ •� /. ^ \ \ /_� •l'A ram/ / i-• \\ lJl\ , - r �' - / -' '�` \ \ \ _ �~ ' \��111�\\� 3�SYTE,L ISTumtm6h� J, r✓/ _ \ yr)r IIF ^ _f ! \ 1 TC: Y14.2 J \ 1 \ \ \ \ REFERENCED \ (t I I f cv 1j11\I\\I\� �111�111u1pI�1111119•�\" - Il�lih_�/��/ 'r///G%y,. '.� ��\�`` V(\riwl/ J i� t � � .- \\-�C- _ I)\ \ 1 \ \ (MAN \ TU 10 P,\� r �' �:i �\ \ \ \ ` \ �` '� �, \ .1 ♦ % / < �'\IIIIIII""IIIr��'f••Y.e\\\l iy C�jr/�JJ�\ w�- }`�/- �0 y_ \\\ \\`,\ ^� 1_,�t i-��_ \ \ IIII/ �. �\,y;.�`` r�%_.t.- - = \ \\ \ \ \ _ \ J / I r \ � /i � fro��\\\\\ ' `ll/ {//\�'J��'/�''/y, \r�u,1.�. 1�1 7"= � \\ ,\tell //j.✓� �� \ %/� �( /¢ IIII' .i IIII/� / ♦ / / f / i\I\I ` ` z='� �> _ \\ !/_-1 fit, ( C nPRE-DEVELOPED OFFSITE DRAINAGE /i r,'A REA TO ANALYSIS POINT 2 (2 OFF-2) � �4i)fllllll�llllq' 1111111p1\I\\\\\ r�JS ,j c; r / �. �11wf� 11 �"Z.i<c J+ r/ .. \ .0 , 1 QII Il 1 III I) P \ 1 \ S' o / A - - , / l DETAINED /N WPO201900062 49 ^,If/!' / r( :' �`\\\\\\l�\\\\\\\1I\III III •" �•t P<�t i I`� �..��\�0 71 /// �� `TOTAL:3.09AC. \l /_- /� T � �' •)r`\@ \ \\�� \ 101 4 � � °, / / r-° \ \ �'. ) ERVIOU$: 0.18 AC. ~ TURF: \ 1 .,� `° \\ \>� . ) ' - . Z. S \ \\• c. >s \ � t �oae � r47 .5 I � / ` \ , L �`i�«TURF.• O.00AC. PRE -DEVELOPED N ITEDRAINAGEI \ _ WOODS: 2.91 AC. AREA (3 ON-1) (SHEET FLOW) ,) \ / - r/r.'s�� >^ ! - - �� TOTAL: 0.44 AC. "') f / - - '. ti J \ �, _ - ; - _ CN: 62 - - IIII \ \ r /J .. / / / ,. , l >.` ._r y _ - f , \ e" ty �, `II 11 ' st IMPERVIOUS: 0.00 AC. /; / / =� . - . r _ _ `) \ 1 \f - , \ i�C��TC: 2 . - ,/ r�vl/nov/•�/ Ypq,,• ,o`�� y-` \'3)`-i 13 / /•� I Y/ ,Is ✓i ' a TURF. 0.10AC. /i' J ( r lN1 /� JI � I ,\• IIII \III tr �'Io -/ / / `<^/l 1 1 r - J \ \ (1 f \ Jam_/ l'�. 1 S / t , / J a f r `../• n •� \ _ r t % ` ` 1 1 l ,< 48 i - _ ' - / o (� a \ \ / WOODS: 0.34 AC _ /I r r L s°' / I �y / �^ tin ti \' L/ 11� '� dam°' '6 '- // / \�'\ 2 I mo\.. y :..c\\^,� _ '\ % �.1 r '> - �I\ r) c f ' J,,1lc�-\ = �� r, .,+r IkIW n P�� r. / <./ •C r `. �- e .1 ,, / I / I f \ - / J V �T y- `%� �.""111TTT \ 1 lam` r CN = 62 , l s> •- A - T �• - �" / \ I \J .° J\ J \ , O � r 1�^ (\ "" �: _ i I ` � I�E dE L� ED b SITE RAl AGE � )i= r � -,t' n •) !_C / - , / '/ . / / _ J TC = 6.0 (�(^ it � I I o'- `f:' � �� / ..a / X ; I l ( � \ `\ \ L` � C I. �'�7r \ t _ v \I I \\ \I rj I A -�• ' ",;. � } 1 `\ �1► .� 4 �.\ - �/ � ' -. /^ � = uG � - _ _.� � � REA TO ANALYSIS POINT 2 2 OFF-3 _ - � t `I ` r � o r r / oDEVELOPED dFFS/TE DRA/NA E I \ ( ,v�° j / . /I / w r / >' - - (DIVERTED TO ANAL YS/S POINT 1 IN _ ; r - \y ��] - rnl \ \I I �� I IIII I \ \ 1 \\\\ \ I � L / n r ° t\ ' j \ / GT- m r` t•--r Y 9 / IIII AREA TO ANALYSIS POINT 1 (1 OFF 2) r,L < l �a� '•: r ' f - - _ �6�' I 1 0 ( ) - - -r - WP0201900062) _ ` c� , �` (\ r I ' / DETAINED /N WPO201900062 f^ ` T r \/ \ \ - PK�- �l%�TdPEb OF,&S/TtD7NAGE•t . - \ , 1 .TOTAL: 0.76AC. TOTAL: 0.81 AC. \ J ° \ A l 9 r h \ > \ < \ _ ` q • ' 1 IMPERVIOUS: 0.12 AC. _ s ✓ \ , ".1 r \ Z \ \ 1 \ / \ t\ \ ,r ��+� AREA TO ANALYSIS POINT 1 (1 OFF- � � ?I ' TURF O.00 AC. IMPERVIOUS: 0.04 AC. \ 1 r ` �\ TOTAL: 2.16 AC.. ` I>r(-mow �� /1 (Nl I ��\ ^, r.\ I v\. 14,61 TURF: 0.00 AC. IMPERVIOUS: 0.51 AC. 1 `� � ,, 47 WOODS: 0.64 AC. � WOODS:0.77AC.1 �: a(^A �t Cs "`%`i l,/\\�\ /J \I ��>�. v r I CN:66 \, TURF. 0.00 AC. 4 , \� f ° - \t��- , _ �t - \/ , , n d f�� - - , , `' „ �^ ✓ / < i i ° \ ( itI WOODS: 1. 65 AC. ! _' -DEVELOPED y : ^ { 1 ^ i$ j ' ) \ A 1 © rI CN: 62, �`'`� ��-DRAI�AG �,��,5 rC: 12.8 3 , r ,,>-� \ , � 1 / /' \lC \ -•1 ;tgg ��c 9'i IIII • t / P �J�'1TC: 9.5 \ : 69`�,6G r I f % N3'to /iTc: 9.7\<` \ - / /.,/ N ! ,T).. fl//I / ' / /lJI ti< /" ^� / \�\��C \ p'•..' ... \\ 0 8 r if 0u 1! 1 _ -•F � \ / '/ - - \`\`�, Jh t \III 1 1 rrr t , t f o i�'s/ � \ % �1r1111u z�-�t=r �:\'\ 424.6=y--=_Ill--/ \\�\�/,\-�IIII.\r"' �' ` \ \ \ �6 - VLOPPP/ II PRE -DEVELOPED OFFSITE DRAINAGE \ > ' / J \ \ / PROPOSED rlllllll I Kr-�� JI TO ANALYSIS POINT 2 (2 ON-3 ) l IMPERVIOUS AREA i �� r.l 1\1\ III \ \ \ /' / III I rl .�\AREATOANALYSIS POINT (2OFF-1) - , _ \ I r , . ' - " \ /'' (ONSITE, UNDETAINED TOTAL: 2.83 AC. + 28.0 Ji' / hr) 11 Il //, )' )/! 1 �� -'I, / // , , / I / / / _ _ COST -DEVELOPED D1�2AINAGE , �, C \ 1 \ r TOTAL: 0.51 AC: / JII r I �I IMPERVIOUS: 1.53 AC..�� %'/' ' % / ' / / / 7 / / ' CONCEPTUAL FUTURE _ / / 'AREA TO SWIM A (1 ON-1) I \ r, I /` ` \ / _ _ -_- , , ' ' I ' / IMPERVIOUS AREA o / / / / � � I \\ \ - \ IMPERVIOUS: 0.07 AC., , /I �- I\ TURF: 0.42 AC. 1� \\h // '- � _ _ _ / , / , � / / ? _ j r F1' , , / - _(O TOTAL: 1 DETAINED) \ _ TURF: 0.44 AC. /, f FOREST: 0.88 ��-_ 1/i ii I >'!Q °r/ / / , / / I ° n� , / TOTAL: 1.65 AC. / // I DETAINED BY HORIZON \ \_ ` , ^I �j / / \ / r / / r', r \ WOODS: 0.00 AC r/ / s CN: RD DRAINAGE IMPERVIOUS: 1.32 AC. r _ - -- _ _ _ -�•c _ > = _ _\ _ _ /`a $\�l\�l`�/\iiL� % _O " \: rfir TURF: 0.30 AC. S//1 �( i.� Tc: 6.0c ` 1/ f' l`� 'y- ^ ' r (L e a.TC. 8' _ J'\\yt _j -� \\ IIIIq// ;_ \\\\ \> - \ ( -, ✓ WOODS:0.00AC. r/_ _ \��` /.� -1/-' I 1 1� ✓/ r f D `OLDLY <i - 'T $ 45r- __j__\\_ -_ ,\r //~ III IIWyr _ \ o\- \ I _ 1_ _ _ -„1,. ( r I J / \ _ J \ 1 "J 1 ^�.�" - 7 $ OFF SITE DRAINAGE J%�� 11 Il�llllllllq\\\>\ n \ CN. - - �� - - -- TOWARDS TP >n \ ` \ \` 1 \ 91 �'<r H / « 1 \< I ° +/ .� a ! J I / - --- {7 COUNTED -_-�� \��(/f/ "\\�Ihll'll I I ram%= \`�� \\\\\\\� J / a Oi • \ r ' ,Tc: 6.0 , J 1.I ------ ---- ism --- - - - - -- - _ s- \\ / \ ( r d ` , i hid' =y 'vh _ J ./ i < f \ f \ I ..S "<r ; i / 1 > LD \ \ _+__'_ `__ N \ B�\ 1 )I \\ 1\411 I IIII // r r -�- - - - 1 l / \ ! / / CREDIT °t Il�li Io J --30 LOPED DRAINAGE AREA > �, (, „ Jx ,l-�_ - - = = CFiBUF�= C v , d / sr/i J w _r _ 1 - - _ = - - ROAD - �- - _ \ \ v. \ •-y a,✓� �\ - \�� TOANALYSIS POINT 1 (1 ON-2) MAPYS16 \\\�`\I \ � __ l / ` < /r /t , 7r.�- /: _ - >>r/ /' �lI __�• Ira,\\I I �\ \ \ \ ? (ONSITE, UNDETAINED °� r/ o. - t ��rr r ♦ , \ _,�� < _ \ \ / \l 4 \ q\\ ot\\\\\\ 1 \ 11 1\ 1 \ \ TOTAL: 1 .07 AC. '1� n . r s / \� 1\ 1 // �` \� ° ��z = , l \ _ =L- 11 / // / �\ � 1� /i /t�J\' z' > SIC � r<�- `,I I / ° )^\/�:\ /`` � .. f r __ rf /ice � IMPERVIOUS: 0.26 AC.,'/'� � r / .�•{a`/��r' '�/� I I f J , i f � � .�• \ r� _. / ,;�(�f \\ 1 I I /r ♦ f fl/!!/// /%, °'\ ( / \� Actlt / / ' //J' \\\\ _ _ - - / /r 1 <J �� / l 11 ' - _ \\ \ r \ 1 TURF: 0.70 AC.b �e�\/ / ., _ " >��`�\ i- ' /IIII > _ \ r \\ � \ ' 1\t ) 1 l 1 \\ � j _ \ pI\\111j111111111//%/ /�'i \\ \1 III�IIJ � �` ply IIITIII IIIIIIIIIII�//%/,�p/�=j\\�111111�1�\ WOODS: 0.11 AC., C _4 / ..-!^/ \ - Jc / / ��i'� / / ( \'�- -Ji, r- J r 1 v\� \ \ /%A/!)/1/Illlljll�% /i 1,\1111�1\\\�= � CN: 71•: �S / r i ,� , \ - 1 \ _ � � \ - - � � - _ \ \ / \ �rr/�l vio�l WP0202100022 AREA AGC U111 ��_,,\\^�_��_�� - Dt�R 3I \\ \\\ r///\ ltlgL\\7r , J \\\ ° - °� j, / �, , „ . 1 < o / / �/ ) \�� (ONSITE, DETAINED) `\II II A11\\\I\ •,\\\ �\\\ \� \ f \\ ) ,\ \\\ l� / .> / /✓ ' \/ ' y > \ i° I I I \�� 1r ��\\\�\\ a > \ 111\ ` \ , ' \ ( - • ' \ -- TOTAL: 1.34 AC. Idll \� p : \\ \ I( ' I r/1111 / s r• 2 • IIII / ^\ ) \ IMPERVIOUS: 0.83 AC. \ =,/ I / �' a ' r / t- _ 1 1• �.. I,...° ,.1 -'16 \11\\\ll \ I\11 �II A; _ r-��'• f J \ _\\\ ° / '///1 \ \�`�1 u\ I o ` • hl>' ,��- ,rilil i ✓ - ° d'J� . �e -� ./!,'r .��, -•� rns ,� .r � TURF: 0.51 AC. \\\ \\ . \ / , ) IIuJ.I�wI VELOPED DRAINAGE AR SHEETFLOW 3 ON-1 "J) TOTAL: 0.13 AC.�l IMPERVIOUS: TURF: 0.11 AC., ' WOODS: 0.00 AC. CN: 6 Tc: 6. / �^�/•^ ,.%'e , , LG ~yam LaLC L ��1�+1111A! small ' L_L L AREA TO SWM A (1 OFF-1) III.I.Lv TOTAL: 2.91 AC. �L tL IMPERVIOUS: 0.56 AC. k L TURF: 0.00 AC. \ L DRAINAGE AREA /° <` ° "•/ ;� ��' L WOODS: 2.35 AC. / (SHEETFLOW 4 ON-1), C 1 �r r a \ j ±LY L. JL� CN: 67 TOTAL: 0.17 AC.\ IMPERVIOUS: 0.01 TURF: 0.16AC. l�I\cq•Y\<am�. \ \`P\bN `�' ` \;I" o . \� / 'I f >^, IC 46 WOODS: 0.00 AC. ra��_ ' • ! 6v CN: 6(.1�+��1J\'\\ Tc: 6.0 1�'1'rC T I /\ C` \ J >c cl / 1 Cs\/r ��`f %ct- I i/I 'V '/POI EVELIO AINAG I r `ev a t III �/ ✓ Jn �,/ yl./ �)=l/)rrr �C / 71 �r r�r� ('7��r�t \ I� WOODS: 0.00 AC. \,\t\\ CN: 84 \ \\�\\\\� - rr \� •�`�YX�\ _`/Gl''%i.\•nyiP\`\Tc: 6.0 \ \�tIt I�II- r; \\ -\ _��/, . / /_ �� I �/' I DOWNSTREAM STORMTECH 1 ul` i;�S ' FILTER CREDIT EXCLUDED FROM ` `I�gill <,� 493.0\ THIS PLAN AND TAKEN ON / WP0202100022 AS DOWNSTREAM III It-, OF BIORETENTION ` \ �i, v I I , < cl r �. TOTAL: 0.44 AC. � I \ , _\�''`'r°"r\ IMPERVIOUS: 0.28 AC. \ yr _< 1 T RF 01,6 AC -�- L 11 �% �1 C i /'^ - _) r° `• ' / ) r I ^ \ 490�� hJ • I � � IJ \`�)`IIIIIII\\IMo�a\F�a'rr<-__ L��LtL• �Lr� �\J./ 'I\` POST-DEVELOPED DRAINAGE O'� r� ° � \��\� 4�11 . s \ AREA.- _ r r - _ 0I. \ \\ n TO SWM B (2 ON-1)C n f y \\ 11 \ \ � I (ONSITE,DETAINED) �^"\tom-C I �'a I \Upll\\\\\;\\�-- I TOTAL: 2.73 AC. �a�y`rnl \, Q1,Aw F - TURF: 0.49 AC. IMPERVIOUS: 2.24 AC. �/ q+ 10� _; J/1 \\\\ IF _ - < \ `q' '"\ LO 46931 WOODS: 0.00 AC. CN: 91 T0: 6.0 \ , ' / r -' • ��/\ Ic c �/ f�\ `\ �g�`�\ \� DG r'\ \ 0 n 8 160'C ryan D. Cichocki' e Lie. No. 53741 12/9/2022 /� S'ION, E�O� M E O � U N � N C > E v E uJ Lu Q LL o 3 p LL wo _j V oMo Z W w -u O rn aMry W (L w 30�,x VV) w 0 Ln i ry Z O Fva� °, V) i N > W M Lu Lu a� 00 � H M x (D 0 0 W Lu F a Z O W 0 0 CL O ce c9 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE 1 "=80' T ob IIII m Q un 1 - U O Q Lu J' 2i _ w I..LJ (r Lu Z co 1-ILL Q C W LLJ V ) z Q 0 Q 2 U n/ Q O O U) O I �O V/ JOB NO. 47036 SHEET NO. C6.0 L WATER QUANTITY ANALYSIS POINT 2 WATER QUANTITY ANALYSIS POINT 1 DRAINAGE AREA ANALYSIS (PRE -DEVELOPED PRE AREA 1 ON-1 (ONSITE) AREA = 3.04 ACRES IMPERVIOUS = 0.00 ACRES TURF = 0.25 ACRES WOODED = 2.79 ACRES Tc= 8.6 MIN. Q (CFS) V (AC -FT) 1 YEAR 1.30 0.097 10 YEAR 8.21 PRE AREA 1 OFF-1 (OFFSITE) AREA = 2.16 ACRES IMPERVIOUS = 0.51 ACRES TURF = 0.00 ACRES WOODED = 1.65 ACRES Tc=9.7 MIN. Q (CFS) 1 YEAR 2.24 10 YEAR 8.18 PRE AREA 1 OFF-2 (OFFSITE, DETAINED BY WP0201900062) AREA = 0.81 ACRES IMPERVIOUS = 0.04 ACRES TURF = 0.00 ACRES WOODED = 0.77 ACRES Tc= 9.5 MIN. Q (CFS) 1 YEAR 0.40 10 YEAR 2.30 COMBINED FLOW AT ANALYSIS POINT 1 Q (CFS) 1 YEAR 3.94 10 YEAR 18.70 DRAINAGE AREA ANALYSIS (POST -DEVELOPED POST AREA 1 ON-1 TO SWM A (ONSITE, DETAINED) AREA = 1.62 ACRES IMPERVIOUS = 1.32 ACRES TURF = 0.30 ACRES WOODED = 0.00 ACRES Tc=6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 5.60 0.268 10 YEAR 11.48 POST AREA 1 OFF-1 TO SWM A (OFFSITE, DETAINED) AREA = 2.91 ACRES IMPERVIOUS = 0.56 ACRES TURF = 0.00 ACRES WOODED = 2.35 ACRES Tc=6.0 MIN. Q (CFS) 1 YEAR 2.84 10 YEAR 10.97 POST AREA 1 ON-2 (ONSITE, UNDETAINED) AREA = 1.07 ACRES IMPERVIOUS = 0.26 ACRES TURF = 0.70 ACRES WOODED = 0.11 ACRES Tc=6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 1.31 0.062 10 YEAR 4.48 COMBINED FLOW AT ANALYSIS POINT 1 Q (CFS) 1 YEAR 2.75 10 YEAR 18.31 CHANNEL PROTECTION (ENERGY BALANCE): QDEVELOPED < 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED + PRE OFFSITE (1 OFF-1 &2) QMAX (1-YR) < 0.80*(1.30 CFS * 0.097 AC -FT) / (0.336AC-FT) + 2.24 + 0.40 QMAX (1-YR) - 2.94 CFS = 2.75 CFS <_ 2.94 CFS OK QMAx (1-YR) FLOOD PROTECTION POST -DEVELOPED Q10 <_ PRE -DEVELOPED Q10 18.31 CFS <_ 18.70 CFS OK DRAINAGE AREA ANALYSIS (PRE -DEVELOPED PRE AREA 2 ON-1 (ONSITE) AREA = 4.27 ACRES IMPERVIOUS = 0.00 ACRES TURF = 0.63 ACRES WOODED = 3.64 ACRES Tc = 14.2 MIN. Q (CFS) V (AC -FT) 1 YEAR 1.32 0.133 10 YEAR 8.87 PRE AREA 2 OFF-1 (OFFSITE) AREA = 2.83 ACRES IMPERVIOUS = 1.53 ACRES TURF = 0.42 ACRES WOODED = 0.88 ACRES Tc = 8.3 MIN. Q (CFS) 1 YEAR 6.36 10 YEAR 15.96 PRE AREA 2 OFF-2 (OFFSITE, DETAINED BY WP0201900062) AREA = 3.09 ACRES IMPERVIOUS = 0.18 ACRES TURF = 0.00 ACRES WOODED = 2.91 ACRES Tc = 20.1 MIN. Q (CFS) 1 YEAR 0.99 10 YEAR 6.16 PRE AREA 2 OFF-3 (OFFSITE, DIVERTED BY WP0201900062) AREA = 0.76 ACRES IMPERVIOUS = 0.12 ACRES TURF = 0.00 ACRES WOODED = 0.64 ACRES Tc = 12.8 MIN. Q (CFS) 1 YEAR 0.52 10 YEAR 2.31 COMBINED FLOW AT ANALYSIS POINT 2: Q (CFS) 1 YEAR 8.35 10 YEAR 31.07 TOP WEIR WALL FOR LARGE STORM EVENT BYPASS ELEV. = 441.50 TOP OF CONTROL STRUCTURE ELEV. = 445.40' WEIR WALL IN CONTROL STRUCTURE _ _ _ _ _ _ _ _ _ _ �_10_YEAR WSE 441.44' TOP OF 6" TALL 33" WIDE ORIFICE ELEV=437.65' 1 YEAR WSE 437.57' 5.5" ORIFICE IN WEIR WALL WITH DEBRIS CAGE INV 433.25' DEBRIS CAGE ELEV. DETAIL PROVIDED Ad ° 433.25' ON SHEET6.2 a a BOTTOM OF STRUCTURE= 430.65' a FILL STRUCTURE BEHIND ° d' WEIR WALL WITH CONCRETE UP TO ELEVATION 433.25 (WITH SHAPING) STRUCTURE LID LOCATION WITH DUAL STEPS TO ACCESS BOTH SIDES OF WEIR WALL 24" OUT I 1 6 I STORMTOECH 430.65 WEIR WALL FILL STRUCTURE BEHIND WEIR WALL WITH CONCRETE UP TO ELEVATION 433.25 (WITH SHAPING) 6" UNDERDRAIN 24" FROM STORMTECH CONTROL STRUCTURE DETAIL DRAINAGE AREA ANALYSIS (POST -DEVELOPED POST AREA 2 ON-1 TO SWM B (ONSITE, DETAINED) AREA = 2.73 ACRES IMPERVIOUS = 2.24 ACRES TURF = 0.49 ACRES WOODED = 0.00 ACRES Tc=6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 9.43 0.452 10 YEAR 19.34 POST AREA 2 ON-2 TO SWM B (ONSITE, DETAINED FOR WP0202100022) AREA = 1.34 ACRES IMPERVIOUS = 0.83 ACRES TURF = 0.51 ACRES WOODED = 0.00 ACRES Tc=6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 3.52 0.163 10 YEAR 8.35 COMBINED INFLOW TO SWM B Q (CFS) V (AC -FT) 1 YEAR 12.95 0.615 10 YEAR 27.69 POST AREA 2 ON-3 (ONSITE, UNDETAINED) AREA = 0.51 ACRES IMPERVIOUS = 0.07 ACRES TURF = 0.44 ACRES WOODED = 0.00 ACRES Tc=6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 0.46 0.023 10 YEAR 1.85 PRE AREA 2 OFF-1 (OFFSITE, UNDETAINED & UNCHANGED) TOP WEIR WALL FOR LARGE TOP OF CONTROL STORM EVENT BYPASS STRUCTURE ELEV. = 457.86' ELEV. = 452.40 TOP OF 30" TALL 10" WIDE ORIFICE 10 YEAR WSE ELEV=449.65' 452.35' ___N_ _11 _ �1YEAR WSE WEIR WALL IN 449.64' CONTROL STRUCTURE ELEV. DEBRIS CAGE DETAIL PROVIDED ON SHEET 6.2 STRUCTURE LID LOCATION WITH DUAL -PS TO ACCESS BOTH SIDES OF WIER WALL Q (CFS) 1 YEAR 6.36 10 YEAR 15.96 COMBINED PROPOSED FLOW AT ANALYSIS POINT 2: Q (CFS) 1 YEAR 8.05 10 YEAR 29.60 CHANNEL PROTECTION (ENERGY BALANCE): QDEVELOPED < 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED + PRE OFFSITE (2 OFF-1 ,2,3) QMAX (1-YR) < 0.80*(1.32 CFS * 0.133 AC -FT) / (0.638 AC -FT) + 6.36 + 0.99 + 0.52 QMAX (1-YR) < 8.09 CFS = 8.03 <_ 8.09 CFS OK QMAX (1-vR) 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. 30" OUT 446.66 TOP OF 30" TALL 10" WIDE ORIFICE ELEV=449.65' 446.90' 12" TO FILTERING SYSTEM 446.90 ORIFICE PLATE SEE DETAIL ON THIS SHEET 24" FROM 6' I.D. STORMTECH 6" UNDERDRAIN CONTROL STRUCTURE DETAIL FOR SWM B STORMTECH STEEL PLATE BOLTED TO STRUCTURE OVER 12" PIPE WITH WATER TIGHT MASTIC SEAL AROUND EDGES AND JOINTS 12" PIPE STEEL PLATE WITH RUST / RESISTANT FINISH 5.75" ORIFICE WITH DEBRIS CAGE INV 446.90' ORIFICE PLATE SECTION DETAIL - SWMB WATER QUANTITY ANALYSIS POINT 3 SHEETFLOW DRAINAGE AREA ANALYSIS (PRE -DEVELOPED) PRE AREA 3 ON-1 (ONSITE) AREA = 0.44 ACRES IMPERVIOUS = 0.00 ACRES TURF = 0.10 ACRES WOODED = 0.34 ACRES Tc=6.0 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 yan D. Cichocki Z be. No. 53741 12/9/2022 SIllnrnT N z 0 f f z O H a c ce I U W z F O W C c[ W a 0 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 1� W O rl � Z p V / Q U U Q ;C) O J cow ~ o J z a W 2: 2 w m W LL 1� Q ui z L Ca \` /r = G O T U i w Q 0 O O O U) Z O V/ IOB NO. 47036 SHEET NO. C6.1 L FOR SWM A STORMTECH STORMWATER QUALITY ANALYSIS SITE DATA POST -DEVELOPED PROJECT AREA FOREST/OPEN SPACE = 0.00 ACRES MANAGED TURF = 2.71 ACRES IMPERVIOUS COVER = 4.78 ACRES POST DEVELOPMENT LOAD (TP) = 11.59 LB/YR TOTAL LOAD REDUCTION REQUIRED = 8.52 LB/YR TOTAL LOAD REDUCTION ACHIEVED = 6.67 LB/YR REMAINING TP LOAD REDUCTION REQUIRED = 1.85 LB/YR *OFFSITE AREAS ARE BEING TREATED BY SWM A, PROVIDING AN ADDITIONAL TP LOAD REDUCTION OF 0.63 LB/YR. 1010001 FINAL TP LOAD REDUCTION REQUIRED = 1.22 LB/YR *REMAINING TP LOAD REDUCTION TO BE ADDRESSED WITH THE PURCHASE OF NUTRIENT CREDITS. REFER TO THE CALCULATION BOOK FOR FURTHER INFORMATION. ECOSYSTEM SERVICES, LLC 1739 Allied Street, Suite A Charlottesville, VA 22903 )' yiiL�/Pk�j 540.578.4296 www ecosysteroservices us ionralecosystemservices.us September 21, 2021 Matt Denhard I' m Project Engineer i4 Timmons Group )4 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 RE: Nutrient Offset Credit -Credit Availability Letter Southwood Redevelopment Blocks 9-11 Project ProjectAddress: 538 HickoryStreet, Charlottesville VA 22902 Project TMP: 090A1-00-00-001DO II, Project HUC: 02080204 Bank HUC: 02090204 uY Bank Address: 1705 Lambs Road, Charlottesville, VA 22901 Dear Matt, ,Sli I We appreciate the opportunity to provide a credit availability letter for 1.22 pounds of phosplL''orusJr �¢,; the above referenced project. This letter is to certify that as of today, September 21, 2021, IVLL�r CreP,k Nutrient Bank has 127.11 pounds of phosphorus (TP), 195.71 pounds of nitrogen4µ082. pounds ofT55 available for transfer to those entities requiring offsets in accordance with the Chesapeake r,`d Bay Watershed Nutrient Credit Exchange Program (VA Code § 62.1-44.19:14 et seq.). Those offsets are also transferable in accordance with the Virginia stomwater offset program (VA Code § 62.1-44.15.35) and the Virginia Soil and Water,bonservation Board's Guidance Document on Stormwater Nonpoint Nutrient Offsets approved on July 23, 2009, to those regulated entities qualifying for nutrient credits j We can certainly accommodate your needs and could offer to fulfil the order of 1.22 pounds of ' r phosphorus. r Please feel free to contact us with any questions. I hope we have the opportunity to work together on this project. y P Sincerely, Ecosystem Serwces, LLC , I M i) Y mm �,11 Jonathan R. Roller, AC SE P55 CNMP �, ," J , Manager -Authorized Representative removed for clarity (See T� tabIs below for mesh details) Top 45"\ n ao( Side ° �1"+1 9o. See Plate :45B-6 " for Concrete 1 0 Apron 6" 7 V-6' 6' thick concre apron extending •° �s entire width oY the structure --mI 1'-6' 5' (min) Trash Rack - Riser Mesh Details Isometric View Component � Trash Rack width+ Frame Angle Iron Bottom Flat Steel Woven/Welded Wire Mesh Steel Rod for Grate up to 36" l%"Xlt/8"Xt/4" 1WXt/4" t/4" between 36"-60" 2"X2"X1/4" 2"XS/4" e/a" 60" and larger 3"X3"X%" 3"X%" " :el Min. Mesh Opening Size Low Flow -See BMP-See 6-1604.8B, 8C 6-1604.BB, Be 4" 1" Trash Rack General Notes: Additional Notes - 3' minimum trash rack width is required where available. Trash Racks 60" and wider: - Trash rack/mounting components to be - large trash racks may be painted with Hot -dip galvanized. dark anti -corrosive paint, in lieu of - All mounting hardware to be stainless steel galvanizing. and threads to be coated in anti-sieze. - Additional structural reinforcements to be - Minimum % " x 3 " mounting bolts to be added to trash rack frame as deemed used for trash rack. necessary to support all anticipated loads. - Trash racks to be mounted using top hinge or - A 3' x 3' (min) access door with locking side pin connection as per details shown inflate mechanism to be installed on front face. 45B-6. All hinged/pinned trash racks to have locking mechanism. Mechanism to be installed Trash Racks mounted on Headwalls: on the upper half to minimize potential to _ In case of apace restrictions at headwalls, become inaccessible due to submergence under water/sediment. use 2' min width of trash rack. - Mesh opening size to be % of the - Add wire mesh on the back of trash rack diameter/width of orifice being protected, but to the top of headwall as shown in Plate 45B-6. not smaller than minimum mesh opening size provided in table above. LOW FLOW ORIFICE DEBRIS CAGE DETAIL NO SCALE DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 2011 BMP Standards and Specifications 2013 Draft BMP Standards and Specifications Project Name: Date: Southwood Blocks 9-11 7/15/2021 BMP Design Specifications List: 2013 Draft Stds & Specs Site Information Post -Development Project (Treatment Volume and Loads) Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed, 0.00 protected forest/open sace or reforested Managed Turf (acres) -- disturbed, graded for yardsorother turf tobe 2.71 2.71 Impervious Cover (acres) 4.78 4.78 7.49 Constants Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 Total Phosphorus (TP) EMC (mg/L) 0.26 Total Nitrogen (TN) EMC (mg/L) 1.86 Target TP Load (Ib/acre/yr) 0.41 Pj (unitless correction factor) 0.90 Land Cover Summary Forest/Open Space Cover (acres) 0.00 Weighted Rv (forest) 0.00 % Forest 0% Managed Turf Cover (acres) 2.71 Weighted Rv (turf) 0.20 % Managed Turf 36% Impervious Cover (acres) 4.78 Rv (impervious) 0.9S % Impervious 64% Site Area (acres) 7.49 Site Rv 0.68 Runoff Coefficients (Rv) A Soils B Soils C Soils D Soils Forest/Open Space 0.02 0.03 0.04 O.OS Managed Turf OAS 0.20 0.22 0.2S Impervious Cover 0.9S 0.9S 0.9S 0.9S Treatment Volume and Nutrient Loads Treatment Volume 0.4236 (acre-ft) Treatment Volume (cubic feet) 18,4S1 TP Load (lb/yr) 11.89 TN Load (lb/yr) 82.93 Informational Pur oses Onl Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (ac IMPERVIOUS COVER (ac IMPERVIOUS COVER TREATED (ac MANAGED TURF AREA (ac MANAGED TURF AREA TREATED (ac AREA CHECK D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK 0.00 0.00 0.00 0.00 0.00 OK. 1.25 2.94 0.00 0.00 0.00 OK. 1.25 2.94 0.00 0.00 0.00 OK. 0.27 1.06 0.00 0.00 0.00 OK. 0.27 1.06 0.00 0.00 0.00 OK. OK. OK. OK. OK. OK. Site Treatment Volume (ft3) 1s,as1 Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (ft3 TP LOAD AVAILABLE FOR REMOVAL (lb/yr TP LOAD REDUCTION ACHIEVED (lb/yr TP LOAD REMAINING (lb/yr D.A. A D.A. B D.A. C D.A. D D.A. E TOTAL 0 1 0 0 0 0 0 2.83 1 6.85 1 0.00 0.00 0.00 1 9.69 1.47 5.20 0.00 0.00 0.00 6.67 1.36 1.65 0.00 0.00 0.00 3.01 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr)ll 0.00 0.00 0.00J 0.00 11 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 (lb/yr) 6.67 TP LOAD REMAINING (lb/yr): 4.92 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 1.85 OFF -SITE TP REDUCTION (Iblyr): 0.63 Total Nitrogen (For Information Purposes) 1.22 (REFER TO CALCULATION BOOK FOR FURTHER DETAILS) POST -DEVELOPMENT LOAD (lb/yr)l 82.93 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 0.00 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 82.93 data input cells constant values calculation cells DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: Southwood Blocks 9-11 Date: 44392 Total Rainfall = 43 inches Site Land Cover Summary Update Summary Sheet Pdn}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 Nutrient Loads Site Rv 0.68 Treatment Volume (ft3) 18,451 TP Load (lb/yr) 11.59 TN Load (lb/yr) 82.93 Total TP Load Reduction Required Ib r 8.52 Site Compliance Summary Total Runoff Volume Reduction (ft3) 0 Total TP Load Reduction Achieved (lb/yr) 6.67 Total TN Load Reduction Achieved (lb/yr) 0.00 Remaining Post Development TP Load (lb/yr) 4.92 Remaining TP Load Reduction (lb/yr) 1 8' Req u i red Drainage Area Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf (acres) 0.27 1.06 0.00 0.00 0.00 1.33 Impervious Cover (acres) 1.25 2.94 0.00 0.00 0.00 4.19 Total Area (acres) 1.52 4.00 0.00 0.00 0.00 5.52 Drainage Area Compliance Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total TP Load Reduced (Ib/yr) 1.47 5.20 0.00 0.00 0.00 6.67 TN Load Reduced (lb/yr) 0.00 0.00 0.00 0.00 0.00 0.00 Drainage Area A Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.27 0.00 0.00 0.27 18 Impervious Cover (acres) 0.00 1.25 0.00 0.00 1.25 82 1.52 BMP Selections Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit 3 Volume (ft ) Upstream Load to Practice (Ib/yr) (Ib/yr) Treatment to be (acres) Area (acres) Practices (Ibs) (Ibs) Employed 14.a. Manufactured Treatment Device - 0.27 1.25 4,506.65 0.00 2.83 0.57 2.26 14.b. MTD - Filtering Hydrodynamic 14.b. 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 D.A. (lb/yr) 1.47 Total TN Load Reduction Achieved in D.A. (Ib/yr) 0.00 Drainage Area B Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 1.06 0.00 0.00 1.06 27 Impervious Cover (acres) 0.00 2.94 0.00 0.00 2.94 74 4.00 BMP Selections Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit 3 Volume (ft ) Upstream Load to Practice (Ib/yr) (Ib/yr) Treatment to be (acres) Area (acres) Practices (Ibs) (Ibs) Employed 14.a. Manufactured Treatment Device - 1.06 2.94 10,908.15 0.00 6.85 1.37 5.48 14.b. MTD - Filtering Hydrodynamic 14.b. Manufactured Treatment Device- 10,908.15 5.48 0.00 2.19 3.29 14.c. MTD -Generic Filtering 14.c. Manufactured Treatment Device- 10,908.15 3.29 0.00 1.64 1.64 Generic Total Impervious Cover Treated (acres) 2.94 Total Turf Area Treated (acres) 1.06 Total TP Load Reduction Achieved in D.A. (lb/yr) 5.20 Total TN Load Reduction Achieved in D.A. (lb/yr) 0.00 Plan Number VRRM Total Area Phosphorus Reduction Required Phosphorus Reduction Provided Credits Purchased % Phosphorus Treated onsite W P0201900062 21.58 9.77 8.52 1.25 87.21 % WP0202100004* 7.49 8.52 6.67 1.22 78.29% Offsite WP0202100004 2.91 0.18 0.63 0 350.W WP0202100022 (Block 11) 1.27 1.5 0.66 0.84 44.00% WP0202100022 (Block 12) 2.84 3.48 2.7 0.79 77.59% WP0202100038 4.88 4.5 3.07 1.43 68.22% Village 3, 4 & 5 24.57 22.72 17.98 4.74 79.14% Total 65.54 50.67 40.23 4.1 79.40% `NOTE: WP0202100004 REQUIRES 1.85 TP CREDITS. HOWEVER, OFFSITE TREATMENT WPP0202100004 PROVIDES 0.63 OF TP REDUCTION, WHICH RESULTS IN A TOTAL CREDIT PURCHASE OF 1.22 FOR WP0202100004. REFER TO THE CALCULATION BOOK FOR FURTHER INFORMATION. yan D. Cichocki be. No. 53741 12/9/2022 N Z 0 f f z O a Of U to w t7 V) , Of DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 3013 NO. 47036 SHEET NO. C6.2 L 0 \ ) / / // / / / LEGEND T O ° - - - - - - - - - _ _ \ _ _ / `_ -� �� \\ T J /1 ' / EXISTING AND PROPOSED Tl o° -- \ ---`- _=,� i_'�,_ _%�=J-=- �, > \t(\��\�\\\)r - ---i <'��/f_;__-- _ _/' / f / IMPERVIOUS AREA 0 / \ // T\ 1 \ \ l\__ - - - - - , - _ - -_i r i - -( / ////�y _= _ _ _-_- \ \\� �;I\\�(Il� I )�I\Il �� k IN. J l \ I - - -' - - -) I\ CONCEPTUAL FUTURE ryan D. Cichocki Z o 423.1 / i _ - - \ / / - /� I f " / i / - -_ _ _ \�\ \ I l 1 1 I I 1 1 o I \\ \ \\ 't r' \ ti °° -� /,,' ,'/ �4 �;-\` J J/ /I r((��l\V //v/' �//I \\$(\ I 1 J �\1 1 \` c 11\ IMPERVIOUS AREA U lie. 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No. 53741 Is LD-229 PROJECT: Southwood 9-11 Designed by: MD 12/9/2022 4 STORM SEWER DESIGN COMPUTATIONS LOCATION: Albemarle County �oIONAL ��O��sv COUNTY: Charlottesville Checked by: STORM FREQUENCY 10 UNITS ENGLISH n E o O rn u N N C > E w a E w w 3 Q LL o 3 p LL 0 Q� U000 Z J -N O N (7W N d w r VI 30�x U) p Q J LL w 0 c h F`JaM uo o LU n U) w O wM a U a v 00 �H G O 24.1 0 Q F W LU O N Q \ N O VI DATE 9/20/2022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE • N/A LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS • Checked: INCIDENCE PROBABILITY 10 Year J� T O T\ V 0 U) z U o Ii � O j Q W J Q U w Q m U 1� Q LL O w UJ J Z 7 O T U 06 ^i /-w O O �T i O JOB NO. 47036 SHEET NO. C6.4 ]19[.EL `�' �¢ � W z a O� a� �S �� ri�E ��.S��' �(✓ r'i�� xE✓ � 3� 3 �s � 6 LL gz �� s �� a" a� & Sag Inlets Only � F z a 8, A �Gg � �� 122 DI-3H 8.000 0.650 0.90 0.585 Back/Lt. O.000RI 0.180 0.35 0.063 Back/Lt. 0.648 4 2.592 0 0.0020 0.0208 12.476 2.000 0.16031 0.0833 4.00481 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 2.592 0.0020 8 2592 2534 0.166 0.333 0.498498 4.534 ]0.152 T>8.Oft 126 DI-3H 8.000 0.630 0.90 0.567 Back/Lt. O.000RI 0.120 0.35 0.042 Back/Lt. 0609 4 2.436 0 0.0100 0.0208 8.437 2.000 0.23705 0.0833 4.00481 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 2.436 O.OIOD 8 2436 2431 0.166 0.333 0.498498 4.431 9.741 T > 8.0 ft 128 DI-1 2.000 0.010 0.90 0.009 Back/Lt. O.000RI 0.010 0.35 0.0035 Back/Lt. 0.013 4 0.052 0 0.0100 0.0208 0.955 2.000 2.09424 0.0833 4.00481 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 0.052 0.0100 2.000 2 0.052 0.275 0.166 4.274 1.101 Weir Flow 130 DI-1 2.000 0.010 0.90 0.009 Back/Lt. O.000RI 0.010 0.35 0.0035 Back/Lt. 0.013 4 0.052 0 0.0100 0.0208 0.955 2.000 2.09424 0.0833 4.00481 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 0.052 0.0100 2.000 2 0.052 0.275 0.166 4.274 1.101 WBff Flow 132 DI-1 2.000 0.010 0.90 0.036 Back/Lt. O.000RI 0.030 0.35 0.0105 Back/Lt. 0.047 4 0.188 0 0.0100 0.0208 1.545 2.000 1.2945 0.0833 4.00181 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 0.188 0.0100 2.000 2 0.188 0.647 0.166 4.647 2.594 Weir Flow 208 DI-3C 6.000 0.200 0.90 0.18 Back/Lt. O.000RI 0.050 0.35 0.0175 Back/Lt. 0.198 4 0.792 0 0.0300 0.0200 2.639 2.000 0.75786 0.0833 4.165 3.52 Back/Lt. 0 4 0 0 Ahead/Rt. 0.792 0.0300 6 0.792 1.304 0.160 0.333 0.48048 3.304 5.432 Weir Flow 210 DI-3B 4.000 0.030 0.90 0.027 Back/Lt. O.000RI 0.010 0.35 0.0035 Back/Lt. 0.031 4 O.124 0 0.0020 0.0208 1.787 2.000 1.11919 0.0833 4.00481 3.50 BacldLt. 0 4 0 0 Ahead/Rt. 0. 124 0.0020 4 0.124 0.442 0.166 0.333 0.498498 2.442 1.772 Wei Flow 212 DI-3B 8.000 0.210 0.90 0.189 O.000RI 0.080 0.35 0.028 0.217 4 0.868 0.079 0.947 0.0600 0.0200 2.101 2.000 0.95193 0.0833 4.165 1.000 3.52 0.1466 0.1666 9.182 8.000 0.871 0.975 0.923 0.024 2.023 214 DI-3B 6.000 0.200 0.90 0.18 ORIQ-IT 0.080 0.35 0.028 0.208 4 0.832 0 0.832 0.0500 0.0200 1.995 2.000 1.00251 0.0833 4.165 1.000 3.52 0.1466 0.1666 8.233 6.000 0.729 0.904 0.753 0.079 1.995 216 DI-3B 8.000 0.190 0.90 0.171 ORIQ-IT 0.030 0.35 0.0105 0.182 4 0.728 0. 141 0.869 0.0500 0.0200 2.117 2.000 0.94473 0.0833 4.165 10(q 3.52 0.1466 0.1666 8.386 8.000 0.954 0.996 0866 0.003 2.027 218 DI-3B 6.000 0.060 0.90 0.054 o'luc;<-rr a.aza oss a.ao7 0.061 4 0.244 0.015 0.259 0.0400 0.0200 1.344 2.000 1.4881 0.0833 4.165 1.000 3.52 0.1466 0.1666 4.717 6.000 1.272 1.000 0.259 0.000 1.343 220 DI-3B 4.000 0.070 0.90 0.063 ORIGHT 0.010 0.35 0.0035 0.067 4 0.268 0.025 0.293 0.0400 0.0200 1.407 2.000 1.42146 0.0833 4.165 10(q 3.52 0.1466 0.1666 4.968 4.000 0.805 0.947 0.278 0.015 1.407 222 DI-1 1.250 0.070 0.90 0.063 Back/Lt. O.000RI 0.080 0.35 0.028 Back/Lt, 0.091 4 0.364 0 0.0211 0.0500 1.721 2.000 1.16212 0.0833 L666 2.80 Back/Lt, 0 4 0 0 Ahead/Rt. 0.364 0.0211 L250 1.25 0.364 1.875 0.400 5.124 3.121 Weir Flow 223B DI-3B 4.000 0.060 0.90 0.054 ORIQ-TT 0.010 0.35 0.0035 0.058 4 0.232 0.101 0.333 0.0400 0.0208 1.476 2.000 1.35501 0.0833 4.00481 10(q 3.50 0.1458 0.1666 5.242 4.000 0.763 0.925 0.308 0.025 1.476 224 DI-3B 6.000 0.190 0.90 0.171 O.000RI 0.050 0.35 0.0175 O.189 4 0.756 0.357 l.113 0.0300 0.0200 3757 2000 0.53234 0.0833 4165 0.962 3.52 0.1466 0.1611 8.147 6.000 0.736 0.909 1.012 0.101 2.421 226 DI-3B 6.000 0.240 0.90 0.216 ORIGIiT 0.140 0.35 0.049 0.265 4 L06 0.731 L791 0.0300 0.0400 3.828 2.000 0.52247 0.0833 2.0825 0.916 3.04 0.1266 0.1560 10.139 6.000 0.592 0.801 1.434 0.357 2.877 228 DI-1 2.500 1.020 0.73 0.7446 O.000RIQIT 0.745 4 2.98 0 2.980 0.030D 0.0200 7.238 2.000 0.27632 0.0833 4.165 0.737 3.52 0.1466 0.1281 14.132 2.500 0.177 0.755 2.249 0.731 3.256 230 DI-3B 2.000 0.140 0.90 0.126 O.000RI 0.040 0.35 0.014 0.14 4 0.56 0 0.560 0.0100 0.0208 3.254 2.000 0.61463 0.0833 4.00481 0.981 3.50 0.1458 0.1639 4.345 2.000 0.460 0.983 0.551 0.009 2.312 234 DI-3B 8.000 0.570 0.90 0.513 Back/Lt. O.000RI 0.120 0.35 0.042 Back/Lt. 0.555 4 2.22 0.003 0.020D 0.0250 6.072 2.000 0.32938 0.0833 3.332 3.40 Back/Lt. 0 4 0 0 Ahead/Rt. 2.223 0.0200 8 2223 2.287 0.200 0.333 0.600601 4.287 7.624 Weir Flow 236 DI-1 1.000 0.002 0.90 0.0018 Back/Lt. O.000RI 0.008 0.35 0.0028 Back/Lt. 0.005 4 0.02 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.020 0.001 1.000 1 0.020 0.315 T > 8.0 ft 238 DI-1 1.000 0.010 0.90 0.009 Back/Lt. O.000RI 0.030 0.35 0.0105 Back/Lt. 0.02 4 O.C4t 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.080 0.001 1.000 1 0.080 0.793 T > 8.0 ft 240 DI-1 1.000 0.020 0.90 0.018 Back/Lt. O.000RI 0.050 0.35 0.0175 Back/Lt. 0.036 4 0.144 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.144 0.001 L000 1 0.144 1.166 Weir Flow PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA INLET TIME Minutes (7) RAIN FALL Iv/I-Ir (8) RUNOFF INVERT ELEVATION LENGTH of Pipe Ft. (12) SLOPE Ft./Ft (13) SIZE (Dia Or Span/Rise) In. (14) SHAPE Number of Pipes Capacity CFS (15) Friction Slope Ft./Ft. NORMALFLOW FLOW TIME INCRE- CCUMIJ MINT -LATED REMARKS Minutes Minutes (17) (17) (IS) INCRE- MENT (5) ACCUM- HEATED (6) Lateral CFS Total Q CFS (9) UPPER END (10) LOWER END (LI) Depth of Flow, do Ft Area of Flow, An SgFt Hm Ft. Vn Ft/Sec (16) Fa Ft. REFERENCE (I) STA. REFERENCE (2) STA. 101 102 100 0.00 0.00 0.00 5.69 6.54 0.00 14.77 426.08 426.01 12.70 0.00551 24 Circular 1 18.19 0.00380 1.37 2.29 0.59 6.45 2.01 0.03 5.73 103 104 102 0.00 0.00 0.00 5.52 6.33 0.00 14.77 426.31 426.18 25.72 0.00505 24 Circular 1 17.42 0.00380 1.41 2.37 0.59 6.22 2.02 0.07 5.59 103A 104A 104 0.00 0.00 0.00 5.41 0.00 0.00 14.77 427.76 426.31 67.86 0.02137 24 Circular 1 33.07 OA0440 0.94 1.44 0.48 10.23 2.56 0.11 5.52 105 108 104A 0.00 0.00 0.00 5.02 6.54 0.00 14.77 429.77 427.86 191.16 0.00999 24 Circular 1 24.50 0.00380 1.12 1.81 0.54 8.16 2.15 039 5.41 109 SWMA OU 108 0.00 0.00 0.00 5.00 0.00 14.77 430.65 427.79 23.46 0.12191 24 Circular I 85.57 0.00380 0.56 0.72 0.32 20.40 7.02 0.02 5.02 111 112 SWMA_IN 0.00 0.00 0.98 7.11 5.92 0.00 16.23 436.63 436.46 15.14 0.00937 21 Circular 1 16.62 0.00930 1.40 2.06 0.53 7.87 2.36 0.04 7.14 113 114 112 0.00 0.00 0.66 6.44 0.00 0.00 13.62 438.63 436.63 200.31 0.00998 21 Circular 1 17.15 0.00660 1.18 1.72 0.51 7.91 2.15 0.42 6.86 121 122 SWMA_IN 0.42 0.80 0.33 0.33 5.00 6.54 0.00 2.19 438.00 437.72 5.58 0.05018 12 Circular I 8.65 0.00340 0.34 0.24 0.19 9.18 1.65 0.01 5.01 123 124 114 0.00 0.00 0.00 5.04 6.53 0.00 10.97 445.26 439.49 96.20 0.05998 15 Circular I 17.14 0.02560 0.73 0.74 0.34 14.82 4.14 0.11 5.15 125 EX 1 124 0.00 0.00 0.00 5.00 0.00 0.00 10.97 448.80 446.69 38.91 0.05423 IS Circular 1 16.30 0.02560 075 0.77 0.35 14.25 3.90 0.05 5.05 125A 126 114 0.75 0.81 0.61 0.66 6.31 0.00 0.00 3.29 441.15 440.06 54.68 0.01993 IS Circular 1 ]6.07 0.00090 0.46 0.46 0.26 7.14 1.25 0.13 6.44 127 128 126 0.00 0.00 0.05 6.19 0.00 0.00 035 441.67 441.38 23.07 0.01257 12 Circular I 4.33 0.00010 0.19 0.17 0.12 3.32 0.36 0.12 6.31 129 130 128 0.01 0.70 0.01 0.05 5.98 6.24 0.00 0.35 442.30 441.77 42.15 0.01257 12 Circular 1 4.33 0.00010 0.19 0.11 0.12 3.32 0.36 0.21 6.19 131 132 130 0.07 0.67 0.05 0.05 5.00 6.54 0.00 0.00 445.82 442.73 191.51 0.03175 8 Circular 1 233 0.00060 0.16 0.07 0.10 4.64 0.50 0.69 5.69 201 202 200 0.00 0.00 0.00 5.19 6.48 0.00 14.08 445.00 444.77 18.26 0.01260 30 Circular 1 49.88 0.00100 0.91 1.67 0.50 8.74 2.09 0.04 5.23 203 203A 202 0.00 0.00 0.00 5.05 6.52 0.00 14.08 445.58 445.10 48.15 0.00997 30 Circular 1 44.37 0.00100 0.97 1.76 0.52 8.02 1.97 0.10 5.15 203B 204 203A 0.00 0.00 0.00 5.02 5.04 0.00 14.08 445.86 445.69 16.72 0.01017 30 Circular 1 44.81 0.00100 0.96 7.74 0.52 8.08 1.98 0.03 5.05 205 SWMB OU 204 0.00 0.00 0.00 5.00 0.00 14.08 446.00 445.96 7.38 0.00542 24 Circular 1 18.04 0.00340 133 2.22 0.58 6.35 1.96 0.02 5.02 206A 206B SWMB_IN 0.00 0.00 2.45 5.62 6.35 0.00 15.63 449.59 449.00 5.86 0.10068 IS Circular 1 22.21 0.05210 077 0.80 035 19.60 6.74 0.01 5.63 207 208 206B 0.25 0.79 0.20 0.84 5.52 6.37 0.00 5.39 454.86 454.00 42.95 0.02002 IS 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 5.41 6.41 0.00 4.13 455.84 454.96 50.50 0.01743 15 Circular I 9.24 0.00360 0.59 0.56 0.30 7.32 1.42 0.12 5.53 211 212 210 0.29 0.75 022 0.43 5.25 6.46 0.00 2.76 457.10 455.94 66.49 0.01745 IS Cawh 1 924 0.00160 0.47 0.42 0.26 6.58 1.14 0.17 5.42 213 214 212 0.28 0.74 0.21 0.21 5.00 6.54 0.00 1.36 466.70 460.58 122.40 0.05000 12 Circular 1 8.63 0.00130 0.27 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 031 0.21 0.18 5.68 0.81 0.12 5.12 217 218 206B 0.08 076 0.06 1.62 5.56 6.36 0.00 10.56 455.83 453.34 49.77 0.05003 IS Circular 1 15.65 0.02380 075 0.77 035 13.69 3.66 0.06 5.62 219 220 218 0.08 0.84 0.07 1.56 5.48 6.54 0.00 10.17 458.83 455.93 64.36 0.04506 15 Cawh 1 14.86 0.02210 076 0.78 0.35 13.04 3.40 0.08 5.56 221 222 220 0.15 0.61 0.09 0.09 5.00 6.54 0.00 0.60 460.79 458.93 62.12 0.02994 12 Circular 1 6.68 0.00020 020 0.11 0.12 5.26 0.63 0.20 5.20 223A 223B 220 0.07 0.83 0.06 1.40 5.30 6.45 0.00 9.10 463.94 461.71 111.42 0.02001 IS Circular I 9.90 0.01770 0.94 0.99 0.38 9.15 2.25 0.20 5.50 223C 224 223B 0.24 079 0.19 1.20 5.22 6.47 0.00 7.82 464.88 464.04 41.88 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 0.38 070 027 1.01 5.08 6.52 0.00 6.60 466.50 464.98 75.93 0.02002 IS Circular 1 9.90 0.00930 075 0.76 0.35 8.64 1.91 0.15 5.23 227 228 226 1.02 0.73 0.75 0.75 5.00 6.54 0.00 4.87 467.32 466.60 41.06 0.01754 IS Circular I 9.27 0.00510 0.64 0.64 0.32 7.65 1.55 0.09 5.09 229 230 223B 0.18 078 0.14 0.14 5.00 6.54 0.00 0.92 465.18 464.04 37.97 0.03002 IZ Circular 1 6.69 0.00060 0.25 0.15 0.15 5.97 0.80 0.11 5.11 233 234 SWMB_IN 0.69 0.80 0.56 0.56 5.00 6.54 0.00 3.63 447.38 447.00 75.81 0.00501 IS Circular 1 4.95 0.00280 0.80 0.82 0.36 4.41 1.10 029 5.29 235 236 SWMB_IN 0.01 0.50 0.01 0.06 5.28 6.45 0.00 0.40 449.24 448.98 12.90 0.02016 8 Cawh 1 1.86 0.00100 0.21 0.09 0.12 4.24 0.49 0.05 5.33 237 238 236 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 020 0.09 0.11 4.13 0.47 0.06 5.28 239 240 238 0.07 0.51 0.04 Q04 5.00 6.54 0.00 0.24 451.89 449.72 60.28 0.03600 8 Circular 1 2.48 0.00030 0.14 0.05 0.08 4.49 0.45 022 5.22 INLET OR JUNCTION STA. INVf32T EL. OUTFLOW RPE DEPTH OF FLOW OUTFLOW RPE OUTLET WATER SURFACE ELEV. DUI. RPE Do (h/nm) DESIGN gSCFi. Qo (CFS/CMS) Lf3JGTH RPE Lo (FUfuT) FRICTION SLOPE, Sfo (FT/Ff) (NYNTj FRICTION LOSS FIF (FUM7 JUNCTION LOSS SURFACE FLOW Adj. FH 1.3 Flt (Ft/NTj Inlet Shaping? YIN 0.5 Ht (Ft/NTj FINAL H (RIM Inlet Water Surface Elevation Top of M-I Top of Inlet Bev. APPROX. Adjustment? Vo Contr. Ho (FUk�j VI Vi 212g Hi (Ezpn) 0.35'AMX (Vi2/2g) SKEW Angle K fiend H (FUNTj Sum HL (FUNTj SWMA IN 441.690 112 436.460 1.75 441.690 21 16.231 18.14 0.00935 0.170 7.874 0.241 7.911 0.972 0.340 0.0 0.00 0.000 0.581 0.000 0.581 YES 0.290 0.460 442.150 445.710 O.K. 114 436.630 1.75 442.150 21 13.624 200.31 0.00659 1.319 7.911 0.243 14.816 3.409 1.193 0.0 0.00 0.000 1.436 0.000 1.436 YES 0.718 2.037 444.187 449.250 O.K. 124 439.490 125 444.187 15 10.970 9620 0.02569 2.471 14.816 0.852 14246 3.151 1.103 0.0 0.00 0.000 1.955 0.000 1.955 YES 0.978 3.449 447.636 456.010 O.K. EX1 446.690 125 447.690 15 10.970 38.91 0.02569 0.999 14246 0.788 0.000 0.000 0.000 0.0 0.00 0.000 0.788 0.000 0.788 YES 0.394 1.393 449.551 456.640 O.K. 122 437.720 1.00 441.690 12 2.185 5.58 0.00335 0.019 9.179 0.327 0.000 0.000 0.000 0.0 0.00 0.000 0.327 2.185 0.425 YES 0.213 0.231 441.921 442.370 O.K. 126 440.060 1.50 444.187 18 3286 54.68 0.00087 0.048 7.144 0.198 3.318 0.171 0.060 0.0 0.00 0.000 0.258 0.000 0.258 YES 0.129 0.177 444.364 449.290 O.K. 128 441.380 1.00 444.364 12 0.351 23.07 0.00009 0.002 3.318 0.043 3.318 0.171 0.060 0.0 0.00 0.000 0.103 0.000 0.103 YES 0.051 0.053 444.417 448.200 O.K. 130 441.770 1.00 444.417 12 0.351 42.15 0.00009 0.004 3.318 0.043 0.000 0.000 0.000 0.0 0.00 0.000 0.043 0.044 0.043 YES 0.021 0.025 444.442 448.900 O.K. 132 442.730 0.67 444.442 8 0.000 191.81 0.00000 0.000 4.638 0.084 0.000 0.000 0.000 0.0 0.00 0.000 0.084 0.307 0.109 YES 0.054 0.054 448.983 450.660 O.K. L Iyan D. Cichocki 'Z LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG U - HYDRAULIC GRADE LINE ANALYSIS lie. No. 53741 Checked: 0 12/9/2022 4 INCIDENCE PROBABILITY 10 Year �0� G� SSIONAL E� M E O 0 U N � N 0 > E w v E w w 3 Q LL o 3 p LL 0 w0 `mom Q� U0M0 Z a -u O ce .. rn C7w �� a d w M VI 30�x rn p o&6= wLL 0 c I` M > 0 Lu w O w� a U 00 �H z O i O x cD Q 0 a x F w F o N Q \ N O M DATE 912012022 O DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG • • SCALE HYDRAULIC GRADE LINE ANALYSIS • NIA Checked: • INCIDENCE PROBABILITY 10 Year �J T Cb 1� TT� 0 Vl U) z ce U oO HYDRAULIC GRADE LINE ANALYSIS J Checked: LU J INCIDENCE PROBABILITY 10 Year Q U w Q m U Q LL O UJ w � J Z z U O U 06 T. w a 0 O O 2 �O V/ JOB NO. 47036 SHEET NO. C6.5 INVERT INLET OR JUNCTION STA. d. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. qA. R� Do (In/mm) DESIGN gSCH. Qo (CFS/CMS) LENGTH PIPE Lo (FUM) FRICTION SLOPE, Sfo (FT/FT) (M'M) FPoCTION LOSS HF (FUM) JUNCTION LOSS SURFACE FLOW Adj. H 1.3 H (FUM) Inlet Shaping? Y/N 0.5 H[ (Fl/M) FINAL H (FVM) Inlet Water Surface Bevation Top of M1 Top of Inlet Elev. APPROX. Adjustment? Vo Contr. Ho (Fl/M) Vi"7J2g H (Expo) 0.35M4X. (Vi2/2g) SKEW Angle K Bend H (RIM) Sum HL (Ft/M) Vi (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) SWMB_IN 452.350 206B 449.000 1.25 452.350 15 15.628 5.86 0.05213 0.305 19.600 1.491 13.691 2.911 1.019 0.0 0.00 0.000 2.510 0.000 2.510 YES 1255 1.561 453.911 460.130 O.K. 218 453.340 1.25 454.340 15 10.561 49.77 0.02381 1.185 13.691 0.728 13.035 2.638 0.923 0.0 0.00 0.000 1.651 0.388 1.651 YES 0.826 2.010 456.582 463.160 O.K. 220 455.930 1.25 456.930 15 10.173 64.36 0.02209 1.422 13.035 0.660 9.152 1.301 0.455 0.0 0.00 0.000 1.115 0.438 1.115 YES 0.557 1.979 459.589 466220 O.K. 223B 461.710 1.25 462.710 15 9.100 111.42 0.01768 1.969 9.152 0.325 8.952 1.244 0.436 0.0 0.00 0.000 0.761 0.374 0.761 YES 0.380 2.350 465.060 471.530 O.K. 224 464.040 1.25 465.060 15 7.824 41.88 0.01307 0.547 8.952 0.311 8.638 1.159 0.406 0.0 0.00 0.000 0.717 1.223 0.717 YES 0.358 0.906 465.965 472.400 O.K. 226 464.980 1.25 465.980 15 6.601 75.93 0.00930 0.706 8.638 0.290 7.647 0.908 0.318 0.0 0.00 0.000 0.607 1.727 0.790 YES 0.395 1.101 467.246 474.300 O.K. 228 466.600 1.25 467.600 15 4.874 41.06 0.00507 0.208 7.647 0227 0.000 0.000 0.000 0.0 0.00 0.000 0227 4.874 0.295 YES 0.148 0.356 467.964 474.990 O.K. 236 448.980 0.67 452.350 8 0.397 12.90 0.00096 0.012 4.241 0.070 4.127 0.264 0.093 0.0 0.00 0.000 0.162 0.032 0.162 YES 0.081 0.094 452.444 453.640 O.K. 238 449.340 0.67 452.444 8 0.365 14.04 0.00081 0.011 4.127 0.066 4.493 0.313 0.110 0.0 0.00 0.000 0.176 0.129 0.229 YES 0.114 0.126 452.569 453.700 O.K. 240 449.720 0.67 452.569 8 0236 6028 0.00034 0.020 4.493 0.078 0.000 0.000 0.000 0.0 0.00 0.000 0.078 0.236 0.102 YES 0.051 0.071 452.641 456.000 O.K. 234 447.000 1.25 452.350 15 3.631 75.81 0.00281 0.213 4.410 0.075 0.000 0.000 0.000 0.0 0.00 0.000 0.075 3.631 0.098 YES 0.049 0262 452.612 452.800 O.K. 208 454.000 1.25 455.000 15 5.390 42.95 0.00620 0.266 8.241 0.264 7.318 0.832 0291 0.0 0.00 0.000 0.555 1.262 0.721 YES 0.361 0.627 455.627 462.040 O.K. 210 454.960 1.25 455.960 15 4.128 50.50 0.00364 0.184 7.318 0208 6.578 0.672 0235 0.0 0.00 0.000 0.443 0.199 0.443 YES 0222 0.405 456.425 462.710 O.K. 212 455.940 1.25 456.940 15 2.763 66.49 0.00163 0.108 6.578 0.168 8.021 0.999 0.350 0.0 0.00 0.000 0.518 1.402 0.673 YES 0.336 0.445 457.568 465260 O.K. 214 460.580 1.00 461.380 12 1.361 122.40 0.00130 0.159 8.021 0250 0.000 0.000 0.000 0.0 0.00 0.000 0250 1.361 0.325 YES 0.162 0.321 466.968 472.650 O.K. 222 458.930 1.00 459.730 12 0.595 62.12 0.00025 0.015 5261 0.107 0.000 0.000 0.000 0.0 0.00 0.000 0.107 0.595 0.140 YES 0.070 0.085 460.992 469270 O.K. 230 464.040 1.00 465.060 12 0.916 37.97 0.00059 0.022 5.969 0.138 0.000 0.000 0.000 0.0 0.00 0.000 0.138 0.916 0.180 YES 0.090 0.112 465.430 472.060 O.K. 216 456.000 1.00 456.800 12 1.191 42.01 0.00100 0.042 5.680 0.125 0.000 0.000 0.000 0.0 0.00 0.000 0.125 1.191 0.163 YES 0.081 0.123 457.202 461.130 O.K. INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE D�IH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. qA. PIPE Do (hlmm) DESIGN gSCN. Qo (CFS/CMS) LENGTH PIPE Lo (RIM) FRICTION SLOPE, Sfo (FT/Ff) (ANM) FRICTION LOSS Hf (FVM) JUNCTION LOSS SURFACE FLOW Adj. H 1.3 H (FUM) Inlet Shaping? Y/N 0.5 H FIN4L H Inlet Water Surface eva on Top of M� Top of Inlet Bev. Adjustment? Vo Contr. Fb (Ft/4 Vi Vi'Z2g H (Expo) 0.35'M4X (ViZ2g) SKEW Angle K Bend H (R/M) Sum HL (FUM) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) 100 428.420 102 426.010 2.00 428.420 24 14.770 12.70 0.00380 0.048 6.450 0.162 6221 0.601 0210 0.0 0.00 0.000 0.372 0.000 0.372 YES 0.186 0.234 428.654 429.710 O.K. 104 426.180 2.00 428.654 24 14.770 25.72 0.00380 0.098 6.221 0.150 10229 1.625 0.569 0.0 0.00 0.000 0.719 0.000 0.719 YES 0.359 0.457 429.111 431.570 O.K. 104A 426.310 2.00 429.111 24 14.770 67.86 0.00446 0.302 10229 0.406 8.159 1.034 0.362 0.0 0.00 0.000 0.768 0.000 0.768 NO 0.768 1.070 430.182 434.060 O.K. 108 427.860 2.00 430.182 24 14.770 191.16 0.00380 0.726 8.159 0.258 20.395 6.459 2261 0.0 0.00 0.000 2.519 0.000 2.519 YES 1.260 1.985 432.167 432.410 O.K. WMA_OU 427.790 2.00 432.167 24 14.770 23.46 0.00380 0.089 20.395 1.615 0.000 0.000 0.000 0.0 0.00 0.000 1.615 0.000 1.615 YES 0.807 0.896 433.063 ADJUST INLET OR JUNCTION STA. INVERT d. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. IXA. PIPE Do (h/mm) DESIGN gSCH Qo (CFS/CMS) LENGTH PIPE Lo (FVM) FRICTION SLOPE, Sfo (FT/Ff) (M'M) FRICTION LOSS HF (FUM) JUNCTION LOSS SURFACE FLOW Adj. H 1.3 Ht (R/M) Inlet Shaping? Y/N 0.5 Ht (R/M) FINAL H (FUM) Inlet Water Surface Bevatbn Tap of MH Top of Inlet Bev. APPROX. Adjustment? Vo I(F Vi Vi'2/2g Hi (Expo) 0.35'AMX. (Vi2/2g) SKEW Angle K Bend H (R/M) Sum HL (FUM) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) 200 447.170 202 444.770 2.50 447.170 30 14.080 18.26 0.00105 0.019 8.735 0296 8.023 1.000 0.350 0.0 0.00 0.000 0.646 0.000 0.646 YES 0.323 0.342 447.512 452.860 O.K. 203A 445.100 2.50 447.512 30 14.080 48.15 0.00105 0.051 8.023 0250 8.082 1.014 0.355 0.0 0.00 0.000 0.605 0.000 0.605 YES 0.302 0.353 447.865 454.170 O.K. 204 445.690 2.50 447.865 30 14.080 16.72 0.00105 0.018 8.082 0254 6.352 0.627 0219 0.0 0.00 0.000 0.473 0.000 0.473 NO 0.473 0.490 448.356 456.800 O.K. WMB_OU 445.960 2.00 448.356 24 14.080 7.38 0.00345 0.025 6.352 0.157 0.000 0.000 0.000 0.0 0.00 0.000 0.157 0.000 0.157 YES 0.078 0.104 448.459 L PROJECT INFORMATION ENGINEERED JIM CLARK PRODUCT 24D463-0124 MANAGER: JAMES.CLARK@ADS-PIPE.COM MICHAEL GREEN ADS SALES REP: 304-240-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 MG-7200. 2. CHAMBERS SHALL BE ARCH -SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT -MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-168, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60xl01. 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 LBSIINAN. THE ABC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73" F /23- C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • THE STRUCTURAL EVALUATION SHALL BE SEALED BY 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. 225 448.00 443.50 443.DO 443.D0 443.DO 442.D0 441.DO 438.45 437.92 436.19 435.19 SiteASSIST" a D FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE RT INSTALLATION APP Q •!5✓- IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-7200 CHAMBER SYSTEM 1. STORMTECH MC-7200 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURERS REPRESENTATIVE HAS COMPLETED A PRE -CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-72DO CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. • BACKFILL FROM OUTSIDE THE EXCAVATION USING 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" (3DO mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9. STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVER DIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS. 10. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 11. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 12. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH MG-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH 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" (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. - SWM A NOTES • • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. Y Q > Y o ` t3 0 CHAMBERS D END CAPS • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE -SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR w O E DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. Q J w j 3 I W VOLUME (CF) (PERIMETER STONE INCLUDED) • • • THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE SLOPE AND CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON THE SLOPE'S INTEGRITY. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. DO ❑ O _ OTn W K 2 U 00 m 9' o w n ; w i w i DNS - SWM A .E GRADE (TOP OF PAVEMENT/UNPAVED) E GRADE (UNPAVED WITH TRAFFIC) E GRADE (UNPAVED NO TRAFFIC) E GRADE (BASE OF FLEXIBLE PAVEMENT) E GRADE (TOP OF RIGID PAVEMENT) TOP OF MC-7200 CHAMBER 18" TOP MANIFOLD INVERT 24" TOP MANIFOLD INVERT 24" ISOLATOR ROW PLUS G 24" BOTTOM CONNECTION 1 N Cm 18' PARTIAL CUT END CAP, PART# MC72DOIEPP18T OR MC72DOIEPP4li4 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 2.7 CFS (DESIGN BY ENGINEER I PROVIDED BY OTHERS) 10.9T - 25.91' 5.99' 13.iB' ON ....... .- h INSPECTION PORT !! ISOLATOR ROW PLUS (SEE DETAIL) INSTALL FLAMP ON 24" ACCESS PIPE PART# MC720024RAMP (TYP 2 PLACES) 45.02' 56.06' 6' ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN 4 (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) OUTLET STRUCTURE PER PLAN MAXIMUM OUTLET FLOW 14 CFS (DESIGN BY ENGINEER I PROVIDED BY OTHERS) 24"ADS N-12 BOTTOM CONNECTION INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) PLACE MINIMUM 17.6 OF ADSPLUS176 WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 2C X 24" ADS N-12 TOP MANIFOLD INVERT 23.05' ABOVE CHAMBER BASE (SEE NOTES) 24" PARTIAL CUT END CAP, PART# MC72DOIEPP24T OR MC72001EPP24TW TYP OF ALL MC-7200 24" TOP CONNECTIONS 24" PARTIAL CUT END CAP,PART# MC72DOIEPP24B OR MC720DIEPP24BW TYP OF ALL MC-7200 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS STRUCTURE PER PLAN WIELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 28.5 CFS (DESIGN BY ENGINEER I PROVIDED BY OTHERS) THERMOPLASTIC LINER (30 mm) (SEE TECHNICAL NOTE 6.50 / PROVIDED BY OTHERS I DESIGN BY OTHERS) 10- tl o � pa a f qoq �C ® K Ooc € o Q E q Y Z5 2 0 a ,a to B'dB G I` i OE a H o� (i U ms� 2 al o m 20 CK ool r3 g gl b a = 13 gm� 3o Mo 3 SHEET 1 21 OF SOUTHWOOD BLOCKS 9-11 CHARLOTTESVILLE, VA MC-3500 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MC-3500. 2. CHAMBERS SHALL BE ARCH -SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT -MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. S. 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. 22,288 Z�VE ELEVATION 4 6,465 SYSTEM AREA(ft-) 430 SYSTEM PERIMETER 459.65 _ 453.65 453.15 453.15 453.15 452.65 451.65 449.57 44a.07 448.05 447.90 446.90 445.40 INVERT IS- PARTIAL CUT END CAP, PART# MC35001EPP18TC OR MC35001EPP18TW N TYP OF ALL MC3600 18' TOP CONNECTIONS N N 18' X 18" ADS N-12 TOP MANIFOLD INVERT 20.03" ABOVE CHAMBER BASE (SEE NOTES) SiteASSIST" RIP FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE a INSTALLATION APP 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 MC-3500/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 IT (3DO mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 11. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH MC35DO CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MG-35DDIMC4500 CONSTRUCTION GUIDE". 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC3500/MC-4500 CONSTRUCTION GUIDE". • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/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 1-88"92-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. NOTES • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. • DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE -SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. • THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE SLOPE AND CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON THE SLOPE'S INTEGRITY. 150.70' - 139.94' - 132.58' 125.60' PLACE MINIMUM 17S OF ADSPLUS175 WOVEN INSPECTION PORT GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR ISOLATOR ROW PLUS PROTECTION AT ALL CHAMBER INLET ROWS (SEE DETAIL) S" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER! SOLID m OUTSIDE PERIMETER STONE) tOJ PROPOSED STRUCTURE MW W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 11 CFS T (DESIGN BY ENGINEER! PROVIDED BY OTHERS) m T F�L3 n33.05' aim 14.33' 2150' 215D'38.82' 18. O) C0 Y O J m O F- H- O Tn 53 OUTLET STRUCTURE PER PLAN ,O„ MAXIMUM OUTLET FLOW 4 CFS (DESIGN BY ENGINEER I PROVIDED BY OTHERS) C E - 18" PARTIAL CUT END CAP, d T PART# MC35001EPP18BC OR MC35001EPP188W F C0 TYP OF ALL MC-3500 18" BOTTOM CONNECTIONS 18" X 18- ADS N-12 BOTTOM MANIFOLD m VINVERT! 1.77" ABOVE CHAMBER BASE C E m (SEE NOTES) *0 L 24' PARTIAL CUT END CAP, PART# N V MC35001EPP24BC OR MC35001EPP24BW TYP OF ALL MG-3500 24" BOTTOMEll CONNECTIONS AND ISOLATOR PLUS ROWS n STRUCTURE PER PLAN WMEIR MAXIMUM INLET FLOW 11 CFS 20 (24- SUMP MIN) w INSTALL FLAMP ON 24" ACCESS PIPE M 4 PART# MC350024RAMP gg (TYP 2 PLACES) ,D V = N 18" X 18' ADS N-12 TOP MANIFOLD INVERT 20.03" ABOVE CHAMBER BASE (SEE NOTES) tom 4 SHEET w OF 1 OR APPROVED EQUAL v ryan D. Cichocki Lie. No. 53741 12/9/2022 ,ZONAL m E O O M U N � N C > E w ai E >: w w 3 Q LL o 3 p LL - wO `mom 0 W L M Qom_ Voo W J -N N rn 0 IA N W z w � ~ = x U) oC=LL I n = -11 =v>� F Q c Y � N W M a � o w � H DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE I "=So' J� T 06 O JOB NO. 47036 SHEET NO. C6.6 L � _ VARIABLE INLET LOCATIONS � m 72"MANHOLE \ \ 30' FRAME &COVER 24"OUTLET PIPE VARIABLE OUTLE 24" INLET PIPE LOCATIONS <'- FIN ARRAY "'� ° \ / (TYP 4 PLACES) \ \ / INTEGRATED INTERNAL WEIR TYPICAL PLAN VIEW NTS 30" FRAME & COVER ASPHALT INSTALLATION /r TURF INSTALLATION � � I � .... 1 1 9YV.OV RIM INTEGRATED INTERNAL WEIR a a 43829 INLET BOWL FIN ARRAY (TYP 4 PLACES) '124° q 24' INLET PIPE � 3D" FRAME & COVER / WQU4 BARRACUDA S6 UNIT 24' OUTLET PIPE (72" MANHOLE PROVIDED BY BAYSAVER) SITE SPECIFIC PLAN VIEW NTS I BARRACUDAS6 I INTEGRATED INTERNAL WEIR 24" INLET PIPE - (24- OUTLET PIPE NOT SHOWN FOR CLARITY) 15.43't BOWL FIN ARRAY (TYP 4 PLACES) SECTION VIEW B-B NTS 12" (MIN) 114.1" (43"MIN) 16.59' [199.1� 85" � � C Q Y > O � J j m W ❑ Yul 3 c (3 w O F 5 t 0 O N ¢8 ° J 1(0y� a it n Y o ww i 2 U ❑ � IS O € w W W II u�W E Q � tl tl ® -O o a cn 3 ° Za EI l0 m 0 v) o S? 6 E 0 J pNO mO O g V �Bill � 3A o CK J z° oa r g U)J_ 0 f Is O-° Z SHEE 5T 1 OF ACCEPTABLE FILL MATERIALS: STORMTECH MC-7200 CHAMBER SYSTEMS 0 AASHTO MATERIAL N > Y Y t MATERIAL LOCATION DESCRIPTION COMPACTION /DENSITY REQUIREMENT 0 LU CLASSIFICATIONS _I 3 FINAL FILL: FILL MATERIAL FOR LHYER'D` STARTS FROM THE PREPARE PER SITE DESIGN ENGINEERS PLANS. PAVED _J j Im V) w U D ' L TOP OF THE'CAYER TO THE BOTTOM OF FLEXIBLE ANY SOIUROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. NIA INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND m n PAVEMENT UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. 0 R PAVEMENT SUBBASE MAY BE PART OF THE'D' LAYER SUBBASE O O `X Is AASHTO M145' K N INITIAL FILL: FILL MATERIAL FOR LAYER'C' STARTS FROM THE GRANULAR WELL -GRADED SOIUAGGREGATE MIXTURES, <35% FINES OR A-1, A-2A, A-3 BEGIN COMPACTIONS AFTER 24" (6W mm) OF MATERIAL OVER 2 Q o w TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (800 mm) PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN F U M C ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT OR 12• (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR 0 SUBBASE MAY BE A PART OF THE'CAYER. ' L PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS AASHTO M43' WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR BIB a LAYER. 3, 357, 4, 467, 5, 56, 57, 6, 67, 58, 7, 78, 8, B9, 9,10 PROCESSED AGGREGATE MATERIALS. o a EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS AASHTO MI B FROM THE FOUNDATION STONE CA' LAYER) TO THE 'C' LAYER CLEAN, CRUSHED, ANGULAR STONE 3 4 NO COMPACTION REQUIRED. ABOVE. _ A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVER FLAT SURFACE xs ° E o SUBGRADE UP TO THE FOOT (BOTTOM)OF THE CHAMBER 3,4 � Qo PLEASE NOTE: E S 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 6 6 ° 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR 3 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. ° B 1 LAYER OF ADS GEOSYNTHETICS NON -WOVEN GEOTEXTILE ON BOTH SIDES OF 1 LAYER OF ADS GEOSYNTHETICS NON -WOVEN GEOTEXTILE BETWEEN COVER STONE AND C LAYER 33 # 5 THERMOPLASTIC LINER ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS. H 3 SEE ADS TECHNICAL NOTE 6.50 FOR NON -WOVEN WEIGHT RECOMMENDATIONS. PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER a w J �O- p \ a 9 s 2 ad 0 \ ' \ \ 'TO BOTTOM OF FLEXIBLE PHVEMENT. FOR UNPAVED \ \ D \ y IY \l \ \\ T. X,„ ..L INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR PERIMETER STONE ��<.R ; F ! r^: G. INcaeasE coven To sa'osa mml. 24' (2.1 m) gw (SEE NOTE 4) "� ' "`-`' " - - (600 mm) MIN' MAX 2 $ 1IT (300 mm) MIN OVRt © w \ 3 - EXCAVATION WALL "'THIS CROSS SECTION DETAIL REPRESENTS 80" ® € (CAN BE SLOPED OR VERTICAL) (1524 mm) MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE THE LAYOUT FOR SEE SHEETS) - E � PROJECT SPECIFIC REQUIREMENTS. IUD 9 ° ll °3 _ DEPTH OF STONE TO BE DETERMINED _ Ilr-I K �GITI- _I dll- -.„� r I- ,, ITI� �I=III OI ii i= = 1-.-_ .III-� I, I11,11-If�,I, �I BY SITE DESIGN ENGINEER 9" (230 mm) MIN 12" (300 mm) MIN 9" - V N 0 E }4 m t m MG7200 100' (2540 mm) 12' (300 mm) MIN SUBGRADE SOILS (230 mm) MIN di U Q END CAP OVERLAP ON TOP (SEE NOTE 3) SEVERAL INCHES TO ANCHOR (PER p MANUFACTURER'S c b� RECOMMENDATIONS) O0 g �O z NON -WOVEN EARTH - SIR NOTES: GEOTEXTILE �3I NON -WOVEN 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION 60x101 ANGULAR GEOTEXTILE -9 '" 6 BE STONE _ 8a® 2. MG7200 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. THERMOPLASTIC 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION LINER' FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. THERMOPLASTIC LINER DETAIL m € 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. I o 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING CHAMBERS SHALL HAVE INTEGRAL INTERLOCKING STACKING LUGS. 5 a • 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 EOUALTO 500 LBSAWIN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD ORYELLOW COLORS. 7 SHEET 1 A 1 OF 96"MANHOLE a / \ \� VARIABLE INLET \ LOCATIONS 18" OUTLET PIPE \ 30' FRAME & COVER a a I 11 \ 1W INLET PIPE FIN ARRAY \ / / (TYP 4 PLACES) INTEGRATED \. \ INTERNAL WEIR VARIABLE OUTLET LOCATIONS r W TYPICAL PLAN VIEW NTS 30" FRAME & ASPHALT INSTALL/ INTEGF INTERNAL 447.27 OUTLET — — FIN A (TVP 4 PL SECTION VIEW A A 30" FRAME & WQU° BARRACUDAS (96" MANHOLE PROVIDE BY BAYSAVEF 1 B" OUTLET PIPE SITE SPECIFIC PLAN VIEW NTS I BARRACUDA SO I INTEGRATED INTERNAL WEIR 18" INLET PIPE (18- OUTLET PIPE NOT SHOWN FOR CLARITY) 2200, BOWL FIN ARRAY (TYP 4 PLACES) SECTION VIEW B-B NITS 18" INLET PIPE IT (MIN) 1 152.8" (44'MIN) 134' F � w Y w O 3 w � co LU C o O O O N N Tn w a a � � o a fi - (Q o a _ N p� u Lo_o pV 3 E 9G mno� 23.90' aw � € [287�1 m J LX � 0Lu �V = o J i0 �O a o12 z a Oo zW O 1'o Z€ 6 SHEET 12 OF ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS C6 Y 0 AASHTO MATERIALCLASSIFICATIONS ? t3 t MATERIAL LOCATION DESCRIPTION COMPACTION /DENSITY REQUIREMENT o w € 3 FINAL FILL: FILL MATERIAL FOR LAVER'D' STARTS FROM THE PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED J4d m U D TOP OF THE'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIUROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND w ❑ m PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. ER PAVEMENT SUBBASE MAYBE PART OF THE'D' LAYER O N AASHTO M145' 0' m a g INITIAL FILL: FILL MATERIAL FOR LAYER'C' STARTS FROM THE GRANULAR WELL -GRADED SOIUAGGREGATE MIXTURES, <35%FINES OR A-1, A-2A, A-3 BEGIN COMPACTIONS AFTER 24' (600 mm) OF MATERIAL OVER = Q x o m DM TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (800 mm) S PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN F U 4i o C HETOPOF ETHAT PAVEMENT OR 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR O G € SUBBASABOVE OFMBE'C'LAR. PARTTHE SUBBASE MAY BE A PART OF THE'C' UAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS AASHTO M43' WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR Tn w �' LAYER PROCESSED AGGREGATE MATERIALS. < 3, 357. 4, 467. 5, 56. 57. 6, 67, 68, 7, 78, 8, 89, 9, 10 m EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS AASHTO M4W B FROM THE FOUNDATION STONE (A' LAYER) TO THE 'C' LAYER CLEAN, CRUSHED, ANGULAR STONE 3 4 NO COMPACTION REQUIRED. rc ABOVE. - 3 d9L A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.�a SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. 3.4 � PLEASE NOTE: g 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 MI STONE". 3 € 3 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. 5 m 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR <� COMPACTION REQUIREMENTS. 'C' IIIIT w "+ 4. ONCE LAYER'C' IS PLACED, ANY SOIUMATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER OR TY AT THE SITE DESIGN ENGINEER'S DISCRETION. F � g 9 a " ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL 3 AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS ff :d if a 4 \ \ \A \ \ lY \ \ } \ \ \ \ 'TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED \ l t % \ \\ % \ �\ \\) i l \ 1 \� Z h � \ \ 1 \ \\ INSTALLATIONS WHERE RUTTING FRGM VEHICLES MAY OCCUR \ ii� ?\ h\ r\i`\. t\ r\ D\ 2 1r\\.i _ , PERIMETER STONE hr\=<\ yl\ \ . /(l f/ter/ /ETA/c/T if _ll{/f_, I ",I INLREABE COVER T02G"I600 mm1. � 16" � � V�� (2MAX (SEE NQTE 4) (.!�//(h�-�I �� _ MIN* 12"(300 mm)MIN °-ga 0 EXCAVATION WALL € (CAN BE SLOPED OR VERTICAL) ! ( 45" "'THIS CROSS SECTION DETAIL REPRESENTS ® m �1 (1143 mm) MINIMUM REQUIREMENTS FOR INSTALLATION. i Z PLEASE SEE THE LAYOUT SHEET(5) FOR U w GR ( PROJECT SPECIFIC REQUIREMENTS. MIX N § S@ 7 Illdl III II=11 DEPTH OF STONE TO BE DETERMINED T L H II III "I 11- II_ =11f=1 II IIf=11 II III_- - - I- I I -I - -. BY SITE DESIGN ENGINEER 9' (230 mm) MIN Q E m .K S 6" 150 mm MIN �. _. _ r� ( ) II I I II IJIL-Iuu-ulJlf-I r�lf- Q �� 6" 77 12" MIN ND CAP (150 mm) MIN (1956 mm) (300 mm) END CAP SUBGRADE SOILS J 8 o (SEE NOTE 3) F ° JO m 0� z NOTES: w o :W p mo C_ 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418.1 Sa, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION ~ 5 W 4SX76 DESIGNATION SS. = w 3 2. MC3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FORSTRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". aw ww 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 I m FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. w € m 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. o 5. REQUIREMENTS FORHANDDNGAND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING CHAMBERS SHALL HAVE INTEGRAL INTERLOCKING STACKING LUGS. � a TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". \ a• 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. 8 SHEET 12 OF OR APPROVED EQUAL ryan D. Cichocki' e Lie. No. 53741 12/9/2022 /&;SI0 L M E 0 u N � N C > E a E w Q U. o 3 p U. wO `mom �� UOMo Z w —N O a LO w ENJ a m IT 30 )x Url w Ln i c ry Z O Fv> c El U) o N W N W M � I= H O x 0 0 F p w w LU ❑ Q Z O DATE 0 912012022 } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE NA • T 06 O 0 LU U 0 z OQ J > O mLu Qz ' < Lu LU LU 1� QLu Q O z Q ° U O W O0 z O 0 v 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) A.I. REMOVEIOPEN LID ON NYLOPLAST INLINE DRAIN A2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER 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.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" 80 mm PROCEED TO STEP 2. IF NOT PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. 79.1" (2010 mm) INSTALLED MC-7200 TECHNICAL SPECIFICATION NTS VALLEY STIFFENING RIB LOWER JOINT CORRUGATION 83.4' (2120 mm) 60.0" 1 (1524 mm) 61.0" (1549 mm) I100.0" (2540 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 100.0-X60.0•X79.1- (2540 mm X 1524 mm X 2010 mm) CHAMBER STORAGE 175.9 CUBIC FEET (4.98 m-) MINIMUM INSTALLED STORAGE" 267.3 CUBIC FEET (7.56 m") WEIGHT (NOMINAL) 2051bs. (92.9 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 90.0" X 61.0- X 32.8" (2286 mm X 1549 mm X 833 mm) END CAP STORAGE 39.5 CUBIC FEET (1.12 m-) MINIMUM INSTALLED STORAGE' 115.3 CUBIC FEET (3.26 m3) WEIGHT (NOMINAL) 901bs. (40.8 kg) 'ASSUMES 12" (305 mm) STONE ABOVE, W (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLESAT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH'W PARTIAL CUT HOLES AT TOP OF END GAP FOR PART NUMBERS ENDING WITH T END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" PART # STUB B C MC720DIEPPOBT 6' (150 mm) 42.54" (1081 mm) - MC72001EPPDOB - 0.96" (22 mm) MC72001EPPOBT 8' (200 mm) 40.50" (1029 mm) - MC72001EPP08B _ 1.01" (28 mm) MC72001EPP10T 10" (250 mm) 38.37' (975 mm) - MC72DOIEPP10B - 1.33" (34 mm) MC72DOIEPP12T 12" (300 mm) 35.69' (907 mm) - MC72001EPP12B - 1.55" (39 mm) MC72001EPP15T 15"(375 mm) 32.72' (831 mm) - MC720DIEPP16B - 1.70' (43 mm) MC72DOIEPPIST 18'(450 mm) 29.36' (746 mm) - MC72001EPPIBTW MC72001EPP18B - 1.9T (50 mm) MC72001EPP18BW MC72001EPP24T 24"(BOO mm) 23.05"(585 mm) - MC72001EPP24TW MC72001EPP24B - 2.28" (57 mm) MC72001EPP24BW MC72001EPP30BW W' (750 mm) - 2.95" (75 mm) MC72001EPP36BW 36" (900 mm) - 3.25" (83 mm) MC72001EPP42BW 42' (1050 mm) - 3.55" (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL CREST WEB UPPER JOINT CORRUGATION CREST STIFFENING RIB FOOT 32.8" (833 mm) INSTALLED 38.0" (965 mm) I` CUSTOM PREFABRICATED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24' (300-600 mm) SIZE ON SIZE AND 1648" (375-12D0 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MG-7200 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. NTS CONCRETE( PAVEN CONCRETE SLAB 6" (150 mm) MIN THICKNE STORMTECH CHAMBER OPTIONAL INSPECTION PORT MC-7200 END CAP ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS �( I� 12" (300 mm) MIN WIDTH ^7NCRETE COLLAR NOT REQUIRED )R UNPAVED APPLICATIONS 8•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 MAYBE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS MC-3500 TECHNICAL SPECIFICATION NTS VALLEY STIFFENING RIB CREST CREST WEB STIFFENING RIB LOWER JOINT CORRUGATION FOOTI UPPER JOINT CORRUGATION W IN THIS DIRECTIW b 77.0" 75.0' (1956 mm) (1905 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m-) MINIMUM INSTALLED STORAGE' 175.0 CUBIC FEET (4.96 m-) WEIGHT 1341bs. (00.8 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 75.0' X 45.0" X 22.2' (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 m-) WEIGHT 491bs. (222 kg) "ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6' (152 mm) STONE BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T' END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W' END CAPS WITH A WELDED CROWN PLATE END WITH "C' PART # STUB B C MC350DIEPP06T 8" (150 mm) 3321• (844 mm) MC35001EPP06B - 0.88" (17 mm) MC35001EPPOBT 8" (200 mm) 31.16' (791 mm) - MC35001EPP08B - 0.81•(21 mm) MC35001EPPIOT 10"(250 mm) 29.04" (738 mm) - Mp5001EPP10B - 0.93" (24 mm) MC35DOIEPP72T 12"(300 mm) 26.35" (670 mm) MC35001EPP128 - 1.35" (34 mm) MC350DIEPP15T 15' (375 mm) 23.39' (594 mm) MC35001EPP15B - 1.50" (38 mm) Mp5001EPP18TC 18" (450 mm) 20.03" (509 mm) - MC35001EPP18TW MC35001EPP18BC - 1.77"(45 mm) MC35001EPP18BW Mp5001EPP24TC 24' (B00 mm) 14.48" (368 mm) - MC35WIEPP24TW MC35001EPP24BC e 2.06" (52 mm) MC35001EPP24BW MC35MIEPP30BC 30' (750 mm) - 2.75' (70 mm) NOTE: ALL DIMENSIONS ARE NOMINAL 86.0" (2164 mm) INSTALLED 90.0"(2286 mm) ACTUAL LENGTH 22.2" (564 mm) INSTALLED 25.7" I� (663 mm) � Q Y � O L J m LU 0 Y 3 O (3 w O F J t OO N ¢0 O J i N Q o w = x O w (n o a a � E O F Up oyy 4) N N 3 F 1 €0p E pV C m N = °ff Bw O mm O� m �i � 9 x o O it oa rg �b �o e; i= F110 9 SHEET 11 OF Ell V tr rE N E N -0 L U 0 N� m wy °z a �G o� WF cc N O m u6J m H wO o ow CUSTOM PARTIAL CUT INVERTS ARE �K g oz b AVAILABLE UPON REQUEST. g .D i o INVENTORIED MANIFOLDS INCLUDE to 12-24" (30D-600 mm) SIZE ON SIZE AND 1548' (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-W0 " o END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE E INVERT LOCATION IN COLUMN 'B' 1 ARE THE HIGHEST POSSIBLE FOR € 1 SHEET 1 THE PIPE SIZE. 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 INSPECTION S MAINTENANCE STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE PART#: MC350024RAMP r MC3500 CHAMBER 24- (B00 MM) HUPE ACCE55 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.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" (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. F9T:i!YixN:l UNDERDRAIN DETAIL_ NTS STORMTECH CHAMBER UTLET MANIFOLD FOUNDATION STONE BENEATH CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE - STORMTECH END CAP FOUNDATION STONE BENEATH CHAMBERS `I ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE DESIGN ENGINEER 4" (100 mm) TYP FOR SC310 8 SC-16OLP SYSTEMS 6' (150 mm) TYP FOR SC-740, DC-780, MC-3500 8 MC-4500 SYSTEMS MC -SERIES END CAP INSERTION DETAIL NTS .r STORMTECH END CAP 12" (300 mm) MIN INSERTION MANIFOLD STUB MANIFOLD HEADER 12" (300 mm) MIN INSERTION NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FORA PROPER FIT IN END CAP OPENING. SECTION A -A DUAL WALL PERFORATED HDPE -� UNDERDRAIN SECTION B-B 12' (300 mm) MIN SEPARATION MANIFOLD HEADER MANIFOLD STUB OPTIONAL INSPECTION PORT r MC-3500 END CAP ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 8.26 (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CONCRETE COLLAR PAVEMENT 1 ' CONCRETE SLAB 6" (150 mm) MIN THICKNESSI STORMTECH CHAMBER k - 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 MAYBE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS E C s 0Ed y� d .. � ¢p (• E N 02 rc 1. Q a m N - tlo � NU I m m o WW O m E~ sw ¢� _ �o O m d o m Ba® �F 9 m2 0 �a E 1 O SHEET I 'll OF O m U) ; t Y Ld OJ -1 p Q W O U o O O O N cf)O W 2 P. 12 SHEET 1 OF OR APPROVED EQUAL 0 z s S 0 ryan D. Cichocki ' e Lie. No. 53741 12/9/2022 /''TONAL z O a_ u U) N W 0 z O V) W DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N/A T 06 0 w U c 0 > 0 Z ' 2 W m UJ Q Q 0 ui z _ I D Q 0 ^^ U W 0 0 0 � 0^, v JOB NO. 47036 SHEET NO. C6.8 L 40.0 in 222.0 in 210.0 in 15 12 5.5 in 176.0 in 4 13 15.0 in 1 24.0 in r ;4 12 12 45.0 in 4.0 in �-/ 24.0 in � J 11 5 _�24.0 in-- fi + -- 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" x 3E CONVEYANCE 21.0 in SECTION C-C SCALE 1:60 017.3 in 24.0 017.3 in 5.0 in 3.0 in SECTION D-D SCALE 1:60 in 1 72.0 in PARTS LIST ITEM QTY DESCRIPTION 1 1 PRECAST VAULT 2 1 UFF INLET PIPE 3 1 UFF OUTLET PIPE 4 42 MODULE LID 5 2 SUPPORT FRAME 6 2 COVER 30 IN 7 4 WEDGE WALL MOUNT 8 2 COVER 24 IN 9 2 BYPASS HOOD 10 2 OUTLET MODULE 11 6 FOOT WALL MOUNTING BRACKET 12 30 RIBBON SUPPORT BRACKET OBTUSE 13 42 RIBBON FILTER SET 14 42 RIBBON MODULE BODY 15 12 RIBBON SUPPORT BRACKET ACUTE 16 1 MCMASTER-CARR 488OK173 17 1 MCMASTER-CARR 48925K27 18 1 FERNCO 1056-1515 & 15.2-10.6 EB 1. STRUCTURE WALL AND SLAB THICKNESSES ARE NOT TO 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 W E0 IF IN DOUBT ASK DATE SCALE: 6/29/2021 1:60 DRAWN By. CHECKED BY: APPROVED BV KS; TN. UP-FLO FILTER (285R) Oft X18.5ft 42 MODULES UFF-1 SOUTHWOOD 9 & 11 SIZE (in) It x 18.5 ft 4 4 RICHMOND, VA Hydro International hydro-inl.00m 02021 HYDRO INTERNATIONAL WEIGHT: I MATERIAL STOCKNUMBER: 1 DRAWING W.: 21_12_2433-UFF-1 SHEET SIZE: I SHEET. RV. 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 CAPACITIES SECTION A -A SCALE 1:60 n RIM: 452.00+/- ft TOS: 451.00 ft WEIR: 448.14 ft INLET: 446.00 ft OUTLET: 446.00 ft SUMP: 444.00 ft 1. Minimum performance: 80% removal. NJDEP - NJDEP Blend; NJCAT, Sil-CoSil 106 (d50 = 22 microns) at the peak treatment flow. 2. Maximum number of modules per outlet module: 38 " 3. NJDEP peak treatment flow:.033 cis (15 gpm) per module, Ribbons 4. WA DOE peak treatment flow:.022 cis (10 gpm) per module, Ribbons /_1a]e1kI[a]Z04a]*9Eel M1011*1 V LTA _\I[e7Z 1. " Normal operating W.S.E. Is 2.14' above the outlet invert at the peak treatment flow of .033 ofs (15 gpm) per module. For a given flow the head requirement can be reduced by adding additional filters. 2. "" Treatment flows that require more modules will require a larger vault design or different arrangement. 3. Media Types Available: New Jersey - Ribbons; Elsewhere - CPZ SECTION B-B SCALE 1:60 PARTS LIST ITEM QTY DESCRIPTION TYPE SIZE 1 1 PRECAST VAULT 8ftx 1l 2 1 UFF INLET PIPE HDPE 24 3 1 UFF OUTLET PIPE HDPE 24 4 42 MODULE LID 5 2 SUPPORTFRAME 6 2 COVER 30 IN 30 7 4 WEDGE WALL MOUNT 8 2 COVER 24 IN 24 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 285R 14 42 RIBBON MODULE BODY 15 12 RIBBON SUPPORT BRACKET ACUTE 16 1 MCMASTER-CARR 4880K173 17 1 MCMASTER-CARR 48925K27 18 1 FERNCO 1056-1515 & 15.2-10.6 EB 1. STRUCTURE WALL AND SLAB THICKNESSES ARE NOT TO SCALE. 2. CONTACT HYDRO INTERNATIONAL FORA BOTTOM OF STRUCTURE ELEVATION PRIOR TO SETTING THE STRUCTURE 3.CONTRACTORIS RESPONSIBLE FOR MATERIALS AND LABOR TO BRING CASTINGS TO FINISHED GRADE I REVISION HISTORY PROJECTION � E9 IF IN DOUBT ASK DATE: SCALE: 6/29/2021 1:60 DRAWN KSM BY. CHECNEDBY: APPROVED BY TB. UP-FLO FILTER (285R) Oft 18.511 42 MODULES UFF-1 SOUTHWOOD 9 & 11 RICHMOND, VA Patent: W .hydm-int.GDm/Patents Hydro International Re hydro-inl.wm 02021 HYDRO INTERNATIONAL WEIGHT: I MATERIAL STOCKNUMBER: 1 DRAWING NO.: 21 12 2433-UFF-1 SHEETSME: I SHEET: Rw: B 1 OF 3 A OR APPROVED EQUAL v ryan D. Cichocki Lie. No. 53741 12/9/2022 ,ZONAL LM Z O Q. C . L V C o ` L z F O� N w C Lu Q p DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N/A 06 0 _J Vl Q LU U 0 � > 0 LLJ iY Z Q III g W DO Lu r-I a 0 W O (wn � z "� • Z Q O 0 ^ U w 0 0 0 z 0 2 � 0^, v JOB NO. 47036 SHEET NO. C6.9 L ao M � M N LO u� N 102: MH-1 04 (D � v ++ 64 C. STA 10+16.22 = j TOP 430.22 v Z O > INV IN 426.18 (103) 9 ~ 0 z_ ~ INV OUT 426.08 (101) 450 108: MH-1 rai STA 13+01.04 o TOP 437.16 o INV IN 429.89 (109) Q 0 (N Lo INV OUT 429.77 (105) �oMn a g+ n uoi o avv 0 O F O> O �(pFZ z EL HO> U)FZ ON 2 H o 0 In0Z M + N H �0Z0 a N U) 0 Z 450 455 SEE CONTROL 445 STRUCTUZE 445 DETAIL F R SWM A STORMTE H APPROX. EPTH O 440 BLDG FO TE = 432.2 440 -nnnl 440 TOP =1 EXISTING PROP SED GRADE TECH SWM TION DETENTION WITH GRAD ISOLATOR ROW BOT. 436.000 435 / ` " 435 � 433.250 INV. = 1� / J 430 430 109 105 23.46' OF 1g j.j6 OF 24" HDPE 2 ' HDPE @ 3.25% 425 1.00% 425 lot- 12.70' OF 103 L103fAPPRCX. 24" HDPE 25.7 ' OF DEPTH OF @ 0.50% 24" DPE 67.8 ' OF BEARING LOAD PLAN @ 0 50% 24" 1 iDPE 420 @ 0 75% 420 415 415 Nv v v v v v v 9+50 10+00 11+00 12+00 13+00 STR 100 - SWM A HORIZ SCALE: 1 "=50' VERT SCALE: V=5 203A: MH-1 (72" DIA.) 20513: MH-1 STA 10+72.92 STA 10+11.79 TOP 454.72 TOP 455.15 INV IN 446.75 (205A) INV IN 446.90 (205C) INV IN 446.45 (203B) INV OUT 446.90 (205A) INV OUT 446.35 (203) 470 204: MH-1 (72" DIA.) STA 10+23.62 TOP 457.80 INV IN 446.76 (205) INV OUT 446.90 (205C) INV OUT 446.66 (203B) SWM A: Ic DETE ISOI 450 450 445 PROPOSED GRADE EXISTING GRADE 445 2.8' 13.5' 440 OP = 440.000 440 �TORMTECH VTION WITH ATOR ROW 121 10.37' OF 435 BOT. = 436.00 435 INV. 433.250 12" HDPE @ 2.69% 430 430 425 425 420 420 O v v 14+00 14+50 9+50 1M°11+00 A -STR 122 SW ( HORIZ SCALE: 1 "=50' 202: MH-1 203A: MH-1 72" DA RT SCALE: 1"=5 STA 10+24.79 STA 10+72.92 TOP 453.26 TOP 454.72 204: MH-1 (72" DIA.) INV IN 445.75 (203) INV IN 446.75 (205A) STA 10+89.64 INV OUT 445.00 (201) INV IN 446.45 (203B) TOP 457.80 200: ES-1 for 30 inch Pipe INV OUT 446.35 (203) INV IN 446.76 (205) STA 10+06.64 INV OUT 446.90 (205C) TOP 447.52 INV OUT 446.66 (203B) INV IN 444.77 (201) 470 465 ADS UP-FLO 4 5 FI TER 465 ISTIN PF OPOSED 460 460 455 455 450 450 445 205A 0 445 11.79' OF 20 C 12" PVC 11. 2' OF @ 1.25% 12' PVC @ 0.00% 440 440 435 435 N R 9+50 10+00 11+00 11+50 STR 202 - STR 204 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 CONTRACTOR TO LOWER CONE IN RELATION TO ADJACENT SLOPE. MAX CONE ELEVATION 451' SWM A DEl IS Q N Mr p j N N N .�.. �"t (Mp �N i[) ce)to`-'� CD CD Ui O (O M 0 . 6 M N (q � M 7 pi 7 H �Z Z ItZ 21 Z O �� O G� C' MHO» CFO>z> Z Z �U) vFO>> - Z N(nHZ Z �U)P 460 460 MH EX. 455 455 AD BARRACUDA SYSTEM 8' SA ITARY DIAMETER EXISTING PROPOSED PIP 3 2 450 G ADE GRADE 450 ER 11 PROPOSED / WATER 1 F� w SANITARY �� LINE `� 3$9�eoio 5 445 00 445 (TYP') \ PIPE 11-1 ' (MIN. \ t 1 \ OF 96��De�o = 440.000 400P A' 440 STORMTECH (�6' ENTION WITH / DLATOR ROW I qSTALLA STEIF L PLATE AT BOT. = 436.00 200 31' OF HE BOTTOM DROP MH 435 DPE ER VDOT SP 435 @ 1.00% 18.14' OF - 21" HDPE INV. = 433.250 @ 1.50% 430 430 425 425 v c v v v c h v v v v v v v 9+50 10+00 11+00 12+00 13+00 14+00 14+50 SWM A - STR EX.1 126B: 12" Basin - Circular Grate STA 10+65.23 HORIZ SCALE: 1 "=50' TOP 449.66 VERT SCALE: 1"=5 INV IN 445.55 (127) 128: 18" Basin - Circular Grate INV OUT 444.25 (126A) STA 10+92.28 TOP 449.04 114: MH-1 126: DI-213 8 It Throat INV IN 445.92 (128A) STA 12+16.86 STA 10+54.58 INV OUT 445.82 (127) TOP 449.25 TOP 449.29 128B: 18" Basin - Circular Grate 130: 18" Basin - Circular Grate 132: DI-1 INV IN 440.06 (125A) A) (12 INV IN 444.15 STA 11+14.97 STA 11+33.30 STA 13+11.62 INV IN 439.49 (123) INV OUT 441.15 (125A) TOP 449.26 [INV TOP 450.13 TOP 451.91 INV OUT 438.63 (113) INV IN 446.25 (129) INV IN 446.54 (131) INV OUT 448.32 (131) aRS aFn OUT 446.15 (128A) INV OUT 446.44 (129) ARn SEE PROPOSED CONTROL 46 G DE 460 DETAI FOR EXISTING SWM GRADE- STOR TECH 455 455 4.7' .650 450 CH 450 N WITH ;ENN ROW.900.900445 03 3 445 48.SDOPE3V' HDP 201 30" 0 1.250 /o @. 24" HDPE 18.26' OF @ .25 @ 0.00% 30" HDPE 440 @ 1.25% 440 435 435 430 430 V h 7 � 7 R 9+50 10+00 11+00 STR 200 - SWM B HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 ROPOSED 455 455 450 450 2' 17B.32' OF -' 445 - 445 SANITARY 128'° 129 1.00% PIPE 12-1 1.2' 22.69F ' 18.3i'OF EXIS ING 12" HD E 12"HDPE �@ GRADE @ 1. 1.00% 440 v 7 440 fOF I 12" H PE �18 HDPE @ 1.0 % @ 2 00 6 I PROP SED I TOIp F WATER 435 126 FO ER LINE 435 12" HDP I @ 1.50 0 1 CONTRACTOR TO COMPACT 1 FILL TO AT LEAST 95% ' �' � STANDARD PROCTOR DEN ITY 430 430 425 425 12+00 9+50 10+00 11+00 12+00 STR. 118 - STR. 132 HORIZ SCALE: 1 "=50' VERT SCALE: 1"=5 13+00 14+00 0 50 PROFILE SCALE v ryan D. Cichocki Lie. No. 53741 12/9/2022 ,ZONAL M E O O U N � N C Q O > E w ai E w Q w 3 UMtj 0 LL 0 wO `mom 0 W L M a_ V00 J - rn (n N V Z W w � 30x LL 0 Q v ti = N N F Q C EO1 N 00 W M a� u? � am O oc E H z O a U V N w 0 z O .. w F 0 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE AS SHOWN Cb 0 1--i !01 Vl U 0 Q U) J> w M u; J_ LLJ of w LL 0 co 1� QLL a W z Lf) 0 Q O I..L 0 0 0 2 0 U) JOB NO. 47036 L SHEET NO. C7.0 220: DI-313 4 ft Throat STA 11+19.93 �TH o TOP 467.24 224: DI 3B 6 ft Throat n o o °� 0 ; ✓ -- - �, p I O` , N O` � uY .N... 2 M N 2 210: DI-3B 4 ft Throat ~ r°pi 206B: MH-1 `� v m V v Nt m- u� v IyaIl D. C1CilOCi{I STA 10+00.45 ro m m �`! ° tO ' �n m o coN 0 m V? o m Lie. No. 53741 cuo STA 10+00.30 o (0 n rn uO N N^ Uc) V 0]M�� 1� mONCM m°p TOP464.11 maNF TOP461.15 Mam� F Mom j M�� ? C?N^� A� 12/9/2022 �4 INV IN457.48(211) oop INV IN454.19(217) p��Z p0 p�vzz O p�aZ 0 p�a0 0{� INV IN 457.54 (215) Q o INV IN 455.60 (207) o 0» o F O» > `" O» 0 z SSIONAL ��G 227) INV OUT 457.44 (209) N H- Z INV OUT 450.49 (206A) N O F ? ? N O H- ? ? z N O H- ? z N O H- - 480 480 480 480 M E O 0 U N � N 0 > E w a E WZADE w w 3 ¢ LL V 3 p LL O wO `mom j V 2 Z a -ui O 5: rn C7w N4 a d w r D) � 0 x V) O oa"=LL 0U p C" ti Fvam O i c .Nr w O �H z O CZVCZTFZRA i O x c� Q a w F O N Q p \ O in DATE > 0 912012022 } DRAWN BY M. DENHARD DE DESIGNED BY IS •• M. DENHARD • 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 N 2 aaiC N L N N SWM B -STR 228 223B: DI-3B 4 ft Throat m � o M o o STA 10+00.14 m v o HORIZ SCALE: 1"=50' °p o v o o m TOP 472.54 M m O N N (0 a VERT SCALE: 1 "=5 236: 12" Basin - Circular Grate i +o Cl) ~ �? + qt m v H- 222: 15" Basin - Circular Grate INV IN 466.8. (22 C) p v p o E0 - z 0 STA 10+15 12 238' 12" Basin Circular Grate INV IN 465.22 (229) o Q (0 v z - O STA 10+62.12 Cl) H 0 o Q 0_ > > > TOP 470.03 INV OUT 465.12 223A N rn H- z N H- H- z z zCb M M ( ) �' - - - INV OUT 461.96 (221) 5 IN M Lroi, 0 485 485 480 480 O + `O � v 234 DI 3B 8 ft Throat Circular Grate INV INV I 239) 0 0 50 PROFILE SCALE Vl U 0 Q U) J> w M u; J L0 J . UU - - (3 1 w O IbA 0 m 1� Q a }O ' ^ z DETAENTION DE IS U (n ^2 I..f_ 0 0 0 0 2 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 HORIZ SCALE: 1"=50' SWM B -STR 240 HORIZ SCALE: 1 "=50' HORIZ SCALE: 1"=50' O VERT SCALE: 1"=5 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1 "=5 U) JOB NO. 47036 SHEET NO. C7.1 f00 DIAM 00 of 75.93'OF 01 -AS JADPF of LL LL Uj t DETENTION ISOLATOR DETENTION ISOLATOR INV IN 462.33 (223A) STA 12+73.23 INV IN 460.10 (221) TOP 473.36 226: DI-3B 6 ft Throat Q INV OUT 460.00 (219) INV IN 467.80 (225) STA 13+49.16 � ^ N o � INV OUT 467.70 (223C) TOP 474.73 o �- I_- °i � INV IN 469.42 (227) � � � � � � 223B: DI-3B 4 � = TENTION "�' � � ��azz o STA 10+78.16 N 2 d j j TOP 452.80 N v~j � ? ? INV OUT 448.38 (233 465 465 460 460 PROPOSED GRADE EXISTING 455 GRADE 455 / � / / TOP = 451.65 SWM B: STORMTECH J 3' M N. 450 WITH 475 475 470 470 PROPOSED GRADE 465 465 EXISTING GRADE 3.1' 460 460 i /215 42, HpPE 455 12�� 0 455 450 450 445 445 v TOP 455.29 STA 10+29.14 INV IN 450.92 (237) TOP 455.02 V OUT 450.82 (235) INV IN 451.30 (239) 232: MH-1 INV OUT 451.20 (237) STA 10+02.22 240: 12" Basin - TOP 454.61 STA 10+89.42 N 450.56 (235) TOP 457.20 N 448.00 (233) INV OUT 453.47 465 465 PROPOSED 460 GRADE 460 EXISTING RADE 455 455 3' MIN. OF TOP = 451.650 SWM B: 2a 60.. STORMTECH OpE 450 475 PROPOSED 475 EXISTING GRADE 470 470 3' MIN. ADS BARRACUDA 465 SYSTEM 8' TER `L13.OF 465 1 �y001 460 ROPOS D 460 .� LINE 2� L 2.7' 211 455 207 50.50' Ot' 66.49' OF 455 � 2 00% -SANITARY 450 PIPE 7 450 445 445 o � n co rn v v v v a a 480 480 ISTING G DE P OPOSED G DE 475 475 PROPOSED WATER 470 LINE 5 7� 470 1.5' 465 9 465 9NppE 37 1 � ,3 OOo)o 460 460 455 455 h R 475 475 PROPOSED GRADE EXISTING GRADE 470 470 465 j!4' 465 PROPOSED WATER LINE 460 221 6212 460 p 1�3p0)o 455 455 450 450 N M 7 7