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Home My WebLink AboutWPO202200047 Plan - VSMP 2022-11-15SITE INFORMATION TAX MAP PARCEL, ZONING, AND OWNER INFO: LIMITS OF DISTURBANCE: 25.24 ACRES OVERLAY DISTRICT: STEEP SLOPES ENTRANCE CORRIDOR MAGISTERIAL DISTRICT: SCOTTSVILLE SOURCE OF BOUNDARY AND TOPOGRAPHY: BOUNDARY WILLIAM S ROUDABUSH, JR. 1974 ROUDABUSH, GALE, &ASSOCIATES, INC 2003 ROUDABUSH, GALE, & ASSOCIATES, INC 2015 BENCHMARKS (SPOT ELEVATION) AT THE INTX OF HICKORY & BITTERNUT ELEV=451.0 DRAINAGE DISTRICT: MOORES CREEK 090A1-00-00-001 DO SOUTHWOOD CHARLOTTESVILLE LLC 967 2ND ST SE CHARLOTTESVILLE, VIRGINIA 22902 PARCEL AREA: 86.56 ACRES DB ZONING: NMD TOPOGRAPHY LOUISA AERIAL SURVEYS, INC. P.O. BOX 340 MINERAL, VA 23117 DATE OF PHOTOGRAPHY: 03/23/04 DATE OF COMPILATION: 02/02/07 SOUTHWOOD -VILLAGES 3 & 4 SUPPLEMENTAL TOPO TIMMONS GROUP 28 IMPERIAL DRIVE STAUNTON, VA 24401 TELEPHONE: 540.885.0920 CONTACT: PAUL HUBER, L.S. PAUL.HUBER@TIMMONS.COM SURVEY CONDUCTED: MARCH 2O19 HORIZONTAL: NAD83(NA2011) VIRGINIA STATE SOUTH GRID VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS WETLAND IMPACTS: NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT. WPO PLAN ii/ii/zozz COUNTY OF ALBEMARLE, VIRGINIA TOTAL IMPERVIOUS AREA = 14.37 ACRES BURIAL SITES: NO CEMETERIES FOUND ON SITE. STORMWATER: WATER QUALITY REQUIREMENTS AND FLOW ATTENUATION WILL BE ACHIEVED THROUGH THE USE OF ONE WET POND, FOUR BIORETENTION BASINS, AND TWO EXTENDED DETENTION BASINS. 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. SIGNS IDENTIFYING THE NAME OF EACH STREET WITHIN THE SUBDIVISION SHALL BE INSTALLED AND MAINTAINED AS PROVIDED IN CHAPTER 7 OF THE CODE. 2. ALL WATER AND SEWER FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY. _tolr` Creen Qcj r-^ i L n 'V SITE LOCATION o Hickory S' K n <� Jacks, O 0 VICINITY MAP 1"=1000' 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 SIGNATURE PANEL: DEPARTMENT OF COMMUNITY DEVELOPMENT: PLANNING & ZONING ENGINEERING INSPECTIONS ARCHITECTURAL REVIEW BOARD DEPARTMENT OF FIRE AND RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION HEALTH DEPARTMENT APPROVAL DATE Sheet List Table Sheet Number Sheet Title CO.0 COVER C1.0 NOTES & DETAILS C1.1 NOTES & DETAILS C1.2 NOTES & DETAILS C1.3 NOTES & DETAILS C1.4 NOTES & DETAILS C2.0 BLOCKS & OVERALL PLAN C2.1 OVERALL PHASING PLAN C2.2 EXISTING CONDITIONS & DEMOLITION PLAN C2.3 EXISTING CONDITIONS & DEMOLITION PLAN C2.4 EXISTING CONDITIONS & DEMOLITION PLAN C2.5 EXISTING CONDITIONS & DEMOLITION PLAN C2.6 EXISTING CONDITIONS & DEMOLITION 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 NOTES & DETAILS C3.4 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.5 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.6 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.7 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.8 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.9 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.10 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.11 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.12 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.13 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.14 EROSION & SEDIMENT CONTROL PLAN PHASE III C3.15 EROSION & SEDIMENT CONTROL PLAN PHASE III C3.16 EROSION & SEDIMENT CONTROL PLAN PHASE III C3.17 EROSION & SEDIMENT CONTROL PLAN PHASE III C3.18 EROSION & SEDIMENT CONTROL PLAN PHASE III C4.0 LAYOUT & UTILITIES PLAN C4.1 LAYOUT & UTILITIES PLAN C4.2 LAYOUT & UTILITIES PLAN C4.3 LAYOUT & UTILITIES PLAN C4.4 LAYOUT & UTILITIES PLAN C4.13 LOT & EASEMENT PLAN C4.14 LOT & EASEMENT PLAN C4.15 LOT & EASEMENT PLAN C4.16 LOT & EASEMENT PLAN C4.17 LOT & EASEMENT PLAN C5.0 GRADING & DRAINAGE PLAN C5.1 GRADING & DRAINAGE PLAN C5.2 GRADING & DRAINAGE PLAN C5.3 GRADING & DRAINAGE PLAN C5.4 GRADING & DRAINAGE PLAN C5.5 DETAILED GRADING PLAN C5.6 DETAILED GRADING PLAN C5.7 DETAILED GRADING PLAN C5.8 DETAILED GRADING PLAN C5.9 DETAILED GRADING PLAN C6.0 STORMWATER MANAGEMENT PLAN C6.1 STORMWATER MANAGEMENT CALCULATIONS C6.2 STORMWATER QUALITY PLAN C6.3 STORMWATER DETAILS C6.4 STORMWATER DETAILS C6.5 STORMWATER DETAILS C6.6 STORMWATER DETAILS C6.7 STORMWATER DETAILS C6.8 STORMWATER SUMMARY PLAN C6.9 STORMWATER SUMMARY PLAN C6.10 PIPE & INLET CALCULATIONS C6.11 PIPE & INLET CALCULATIONS C7.0 STORM PROFILES C7.1 STORM PROFILES C7.2 STORM PROFILES C7.3 STORM PROFILES TOTAL = 68 v Bryan D. Cichocki Z Lie. No. 53741 1111112022 e j M E O 0 U N � N C > E w v E � w v 3 Q LL 0 3 p LL J U 000 W J -N � N U W U1 z~'x" R LL t a c Y� N � M d � 00 w � H no O ce t7 Z O a_ U (A to w p Z O .. w of I DATE 1111112022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N/A V/ (W V Q> JLdJ 0 \ w m Q ry LO w C 0 0 O U 0" L2 1 ,0 V / JOB NO. 49821 SHEET NO. C0.0 LEGEND ROADS SEWER TRAFFIC STOP BAR mSTORM �� -S� EXISTING SANITARY SEWER PIPE & STRUCTURE NO. �® DROP INLET & STRUCTURE NO. S-SAN--QS PROPOSED SANITARY SEWER CURB O PROPOSED SANITARY SEWER LABEL CURB & GUTTER WATER 0 PROPOSED PAVEMENT EXISTING WATER LINE - • • CENTERLINE OF DITCH g• yy PROPOSED WATER LINE BENCH MARK R g• yy PROPOSED VALVE CLEARING LIMITS - iT! g• NI PROPOSED TAPPING SLEEVE -� R-1 VDOT STANDARD STOP SIGN PROPOSED FIRE HYDRANT (COMPLETE) - - 200 - -- EXISTING CONTOUR GRADING 200 PROPOSED CONTOUR + 240.5 EXISTING SPOT ELEVATION TC = TOP OF CURB BC = BACK OF CURB TC 240.5 PROPOSED SPOT ELEVATION EP = EDGE OF PAVEMENT TW = TOP OF WALL 1Q PARKING COUNT BW = BOTTOM OF WALL TS = TOP OF STAIRS BS = BOTTOM OF STAIRS N/A = NOT APPLICABLE TO THIS PROJECT MANAGEDSLOPES PRESERVED SLOPES ACSA GENERAL WATER & SEWER CONDITIONS GENERALNOTES 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION AS REQ UIRED UIRED BY THE LOCALITY. THIS Q INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION. 2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED VVITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A) 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR SEPTEMBER 14, 2021 INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). LINES AND STRUCTURES, AS NECESSARY. 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. SUBGRADE. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF 9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF WAY. (N/A) THE LINE. 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. OF ROAD. (N/A) 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). SLOPE OF 0.004 ft./ft. 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-09. 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. THE END OF THE DAY 16. PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE, ALL BACKFLOW PREVENTION 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS DETAILED IN SECTION 8 OF THE MOST RECENT 34. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED REVISION OF THE ASCA RULES AND REGULATIONS. BY THE BUILDING DEPARTMENT. SEWER AND FIRE LINES IDENTIFIED BUT NOT WATER LINES. 17. A DEED OF EASEMENT AND EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, SHALL BE RECORDED PRIOR TO ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED. Albemarle County Private Road Acceptance Procedure Albemarle County As -built Road Plan Policy This is the procedure developed by the Albemarle County Community Development Department for the completion of private roads. The items in this list must be completed in the order given. As -built drawings shall be prepared for all public and private roadway construction projects within Albemarle County. The following is a list of the minimum information required on the drawings. Additional information may be requested. The County only reviews private road as -built plans. The county does not review or approve public road as-builts. For questions regarding public roads, please consult with VDOT. 1. A signed and dated professional seal of the preparing engineer or surveyor. 2. The name and address of the firm and individual preparing the drawings on the title sheet. 3. "As -built" must be labeled on the drawings with the date of preparation or revision. 4. The constructed location of all items associated with the road construction must be shown. The items include, but are not limited to the following: a. Horizontal Alignment - Show and label measurement points, and an interpreted line between measurements. Show the as -built centerline over the design centerline. Distinguish between the design elevation and as -built by labels and line type. Measurements shall be at each station as a minimum, and at frequent enough intervals to accurately portray the as -built centerline, and the position of the roadway 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 P Pce � g 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 VVILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) A=� COUNTY OF ALBEMARLE fi Department of Community Development rya Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. Albemarle County Engineering Final Plan General Notes Page 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 rans O .This Ian as dm of accurately reflect P ) P Y Y it. Where occur e r it shall govern. the perm any discrepancies o the requirements of the perms 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1 (horizontal:verticai). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). f i Bryan D. Cichocki Z Lie. No. 53741 1111112022 e',J M E 0 rn o N � N C > E w ai E < w v 3 Q LL O 3 C)LL w 0 m J U 00 J - a (A t7LuNV w v 30'x a LL Ln _ N Fv> c Lr' 0m 00 � M a� no O ce t7 Z O a it U to w p Z O U) w Of I DATE 1111112022 DRAWN BY P DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 06 M UJ V Q ; U7 J_ LLJ Q !_- 2 W > m 0 06 O U) W O p 0 O z 2 ,O V I JOB NO. 49821 SHEET NO. C1.0 NON -SLIP BROOM FINISH A U E C VARIABLE WIDTH' MAX. CROSS SLOPE 2% D ` ° 4" 3,000 PSI AIR -ENTRAINED CONCRETE COMPACTED SUBGRADE 4" TYPE 21A STONE COVER DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS c NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT STANDARDS. sx�c ■ • •w A• 1° 54' (60' W/ PARKING) PARCEL WIDTH COVERED BY PRIVATE & EMERGENCY ACCESS EASEMENTS A No Scale NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND ALBEMARLE COUNTY DESIGN STANDARDS. 1' BEYOND THE BACK OF CURB (TYP.) R1-1 STOP *Reduce spacing 40% A 8 C D E F 18 .375 6 6 C 3 775 24 .625 8 8 C 4 10 30 .75 10 10 C 5 12.6 36 .875 12 12 C 6 15 48 1.25 16 16C a 20 COLORS: LEGEND — WHITE (RETROREFLECTIVE) BACKGROUND — RED (RETROREFLECTIVE) 1-1 MUTCD STOP SIGN DETAIL No Scale Will TOP OF CURB 12" O/ Ox X/ 4. �X \�. CONTINUE 21 B STONE BASE j c FROM ADJACENT PAVEMENT SECTION UNDER CURB FLUSH CURB (PARKING No Scale VDOT A-3 CONCRETE 1.5" ASPHALTIC CONCRETE SURFACE COURSE - SM-9.5A 2" INTERMEDIATE BASE COURSE - IM19.0A 3" INTERMEDIATE BASE COURSE - BM25.OA 8" TYPE 21-B AGGREGATE SUBBASE COURSE COMPACTED SUBGRADE (PER GEOTECHNICAL REPORT) DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS HEAVY DUTY ASPHALT PAVEMENT SECTION No Scale 2" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A (PLACED IN ONE LIFTS) 8" TYPE 21 B AGGREGATE BASE COURSE COMPACTED SUBGRADE DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale HICKORY ROAD CROSS SECTION No Scale PUBLIC ROAD 1 PUBLIC ROAD 2 seas: ' ■ • 1' 52' (58' W/ PARKING) PARCEL WIDTH BY PRIVATE & EMERGENCY ACCESS 1 NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. PUBLIC ROAD CROSS SECTION No Scale CG-6 CG-7 ALONG DRIVEWAY ENTRANCE(SEE ROAD PLANS) 2.5' AGGREGATE SHALL EXTEND 1' BEYOND THE BACK OF CURB (TYP.) PRIVATE ALLEY 1 (STA. 10+00 - 18+50) PRIVATE ALLEY 2 COMPACTED SUBGRADE C/L 1.5" SM-9.5A 1 (PAVEMENT WIDTH) f poi `2" IM-19.OA 3" BM-25.OA TIE & EMERGENCY ACCESS EASEM NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. SEE ROAD PLAN SHEETS FOR LOCATION OF HEAD IN PARKING. 120' PRIVATE ALLEY CROSS SECTION ALLEY CROSS SECTION No Scale AGGREGATE SHALL EXTEND 1' BEYOND THE BACK OF CURB (TYP.) PRIVATE ALLEY 1 (STA. 18+50 - 20+18) cG-s CG-7 ALONG PRIVATE ALLEY 3 DRIVEWAY PRIVATE ALLEY 4 ENTRANCE (SEE ROAD PLANS) CIL 1.511S M-9.5A 2� 24' (PAVEMENT WIDTH) \�I f COMPACTED SUBGRADE 2" IM-19.OA 3" BM-25.OA TE & EMERGENCY ACCESS EASEM NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. SEE ROAD PLAN SHEETS FOR LOCATION OF HEAD IN PARKING. �24' PRIVATE ALLEY CROSS SECTION ALLEY CROSS SECTION No Scale AGGREGATE SHALL EXTEND 1' BEYOND THE BACK OF CURB (TYP.) CG-2 MODIFIED CG-3 (1" HEIGHT) ALONG DRIVEWAY ENTRANCE (SEE ROAD PLANS) CG-2 MODIFIED CG-3 (1" HEIGHT) ALONG DRIVEWAY ENTRANCE (SEE ROAD PLANS) v Bryan D. Cichocki Z Lie. No. 53741 1111112022 � M E O O N � N C > E w v E w v 3 Q LL 3 p U. — wO `mom LU V oMo W J —N d O N N V 0 W w 30'x a LL p a v _ N N =v a m F . c Y � N 2 M 00 � H Z O a V 1n LU p z O U) W DATE 1111112022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. JOB NO. 49821 SHEET NO. C 1.1 0 d 0 3 c a 0 a0 oo �z �0 o 2 c T E -6 a c m a0 � Oc XB Z 3 zN 0� 2 a `o� 0 Q§ a 2 Y .21 x= o 0.0 d� 1215 m 0 c E `o 0 m o � a c �a 10 a o 2 w 0 m 2 A 0 -o c 0 nE a0i �i E F_ 1 x 6 CAF 1 x 6 TRIMMEF 2 x 4 RAILS x 6 METAL POSTS 10'-6 x 4 METAL POST 12'-0" CONC. PAD 14'-0" 1 x 6 OUTSIDE ELEVATION 3 SIDES VARIES VARIES 1 IIIIIIIII NOTE: ALL LUMBER SHALL BE PRESSURE TREATED INSIDE ELEVA TION 3 SIDES 1/ H CI Fi 12' S 7 HINGE DUMPSTER ENCLOSURE DETAILS N.T.S. 1 x 4^CAP OVER OUTSIDE GATE VIEW .� urvo i �n vvn«w INSIDE GATE VIEW CONC. STONE 4 x 4 METAL POST x 4 RAIL OTHERWISE NOTED YP.) ON PLAN 1 x 6 TRIMMER 3'-0" 3'—O" 3 1 x 6 SIDING 3'—O" �i }^ 12" POST ELEVATION 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 12" MIN (TYP.) FINISHED GRADJEX 8„ a 1/2" R (MAX.) 1„ 1/8" WASH EXTERIOR STAIRS No Scale 1.5"ALUMINL RAIL (TYP CONCRETE BUMPER BLOCK 12" MIN ANCHOR WITH 5/8" REBAR (TYP) IMBEDDED 24" IN GROUND HANDICAP SIGN HANDICAP SIGN LOCATION (VAN) FACE OF LOCATION (TYP.) CURB EOP FEZ o 0 0 3'-0" (TYP') EXP. PAINTED JOINT PER 2% MAX. 18' 18, FINISHED VDOT GRADE 4 SPEC. 12" 2 CONCRETE (TY 1.) i. 8 5 81 8 8 TYPICAL VAN a ACCESSIBLE ACCESSIBLE HANDICAP SPACES CORE DRILL CONCRETE FOR HANDRAIL POST, EMBED HANDRAIL A MINIMUM OF 6" BELOW FINISHED GRADE AND GROUT TO THE FULL DEPTH OF EMBEDMENT (TYP.) $" \5" # 57 STONE #3 REBAR (12" O.C.) #5 REBARS, BOTTOM CONTINUOUS, TYPI( 2'-2" AT SPLICES No Scale IMPACTED SUBGRADE �_1:7:11►[e�y�_�y��l��_11 SIGN 4" PAINTED STRIPE (TYPICAL) 17 11e111 IG1:i.9 9-01 a STD. U POST GALVANIZED POST TO BE DRIVEN SIGN AND POST DETAIL No Scale RE99M FESEW11 VA. SIGN FOR THE DISABLED ON 0.80 GAUGE PAWKI PARKNJG ALUMINUM. COLORS: GREEN BORDER & LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, WHITE BACKGROUND. SPACES SHALL BE IDENTIFIED BY ABOVE pgrALTY pgr( GRADE SIGNS AS RESERVED FOR PHYSICALLY SM-�� _ DISABLED PERSONS. PROVIDE ONE (1) R-7-8 TOW AWAYZOhF TOWAWAYZOPE SIGN AT EACH PARKING SPACE INDICATED ON SITE PLAN, SIGN SHALL BE ALUMINUM (PAINTED WHITE) WITH GREEN LETTERS AND ;=V;AN INTERNATIONAL WHEELCHAIR SYMBOL. SIGN U ABOVE SHALL BE PLACED ON STEEL POST 1-1/2" O FINISHED PAINTED BLACK SET IN MIN. 2' OF CONCRETE. GRADE ADA PARKING SIGNS No Scale v Bryan D. Cichocki Z Lie. No. 53741 1111112022 � M E 0 o N � N C > E w v E � w Q v 3 um p LL 0 wO `mom dL-uj V IMo J — uj a>oN N W w zF nx LL oR =v U-) _ N Fv> Y N 2 M 00 z O a_ u V) w 0 z O U) > w Of DATE 1111112022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. ca M U7 uj Q > J_ J Q �1 g LLI Lu 0�( Q r06 ' LL 0 v) Ill O 7 O O Z 2 O U) JOB NO. 49821 SHEET N0. C1.2 c 5 a 2 c 0 d 0 3 c a. D v 0 o x O �Z 20 162 c T O a c m m au O0 c XB O 3 ti zN 0 � a F d `o2 5 2 § 0 d m 2 Y m w.. V N X ._CO x 01j aE p 12 O O O C EO C ' N O a c me 10 a o 2 w 0 m 2 A 0 �o c 0 nE E F_ CN (h 44 MIN. 3r 3Y MN. I BYPASS NOTES: 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. 2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN -PLACE VAULTS SHALL BE 4". MINIMUM WALL THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE 8". 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATER PROOFING COMPOUND. TYPICAL METER VAULT (1 1/2" METER) TUTS FIG. W-7B � q•, 6' MIN.17.Y-� B' MN. a �e 1 1 YW. I..I•-17.5-.a•� WINGNUT LOOKING ASSEMBLY TIN � j• • � 4" DIAMETEF AND VALVE WATER ON-LINE (TYPE "B") PLUG THREADED COUPLING PVC SLEEVE BRASS NIPPLE AND PVC o CAP i LUBRICATE ALL THREADS THRUST BLOCK METER BOX (SEE FIG. W-7) VALVE NO. 57 STONE M.J. FITTING Y PIPE SLOPED TO DRAIN IF GRADE ALLOWS VARIES: VARIES 2" BRASS PIPE WATER MAIN AND VALVE 2" THREADED TAP ARE SAME SIZE PLUG DEAD END (TYPE "A") TYPICAL BLOW -OFF ASSEMBLY NTS --- FIG. W-8 FD-19 AIR RELEASE VALVE � BRONZE GATE BRASS OR BRONZE PIPE -� gg- NOTES: 1) A PRECAST MANHOLE CONE AND COVER NTH WATER CAST ON LID FOR TRAFFIC AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL, SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS. 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT THE MANHOLE CONE. AIR RELEASE VALVE (ARV) NTS FIG. W-9 TD-20 VARIES BOX TO METER BOX (SEE FIG. W-60 THRU W--7E). vpRIEB ` Y COPPER WATER MAIN.M.J. FITTING PLUG THREADED FOR 2" COMPRESSION FITTING RESTRAINED JOINT FITTINGS NOTES: • GATE VALVE WILL BE 4' UNLESS OTHERWISE SPECIFIED BY THE ACSA • SERVICE LINE TO CONNECT AT MAIN WITH X"x4'TEE • REFER TO FIG. W-3 FOR THRUST' BLOCK DETAILS ON TEE. " REFERTOFIG.W-5 FORTHRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE. • NO CONCRETE SHOULD BE POURED ON ANY PART OF THE RESTRAINED JOINT. USE PLASTIC SHEETING AS PROTECTION FOR BOLTS. • USE 25M P.S.I. CONCRETE. LARGE METER SERVICE LINE NTS FIG. W-60 COVER LIFT NOTCH 12 3/8" r WATER CAST IRON LID V NOTES: (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. TYPICAL METER BOXES (5/8"-1" METERS) NTS FIG. W-7 TDTD13 PETER SIZE DIMENSBBd A 1MMENSI N B DIMEMSBIN C 1 112, 3'1' S'd 318, B' 3.1' S'0•TV 5'61 MIN. 4' 5' MIN. 12' MIN. ' GREATER THAN 4' PROPOSALS W11L BE SUBMITTED, i B i DDOR HINGES r------ 1 -----� I I I I I I i I I I 1 I 1 I I I LIFT HANDLE L- - - - - - - - - - - - - - - - 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 .4' X 36• ALUMINUM ACCESS iATCH NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' (2701 18'-2Y ALVE BOX 7 CU. FT. #68 STONE 42"MIN ;' 6" GATE VALVE . 8" X 8" TEE 2500 P.S.I. CONCRETE / BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL PILE RESTRAINED JOINT FITTINGS WHEN THE SOIL IS DISTURBED OR ON A HYDRANT IS LOCATED IN A FILL IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADD17IONAL SUPPORT. NOTE : 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. 1T IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 a a a t • I I '• ��2 �'w 9tm� � •lac �m ��w@� 'GCS oa � :I r • M.J. GATE VALVE WATER LINE i' L- i . . 2500 P.S.I. CONCRETE '• Al ° 2'x 2' BEARING AREA. THRUST BLOCK d a. NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE i' COMPRESSION x 31e MALE PIPE COUPUNG OR APPROVED EQUAL Y TYPE -N'--. SOFT COPPER NOTE ND sWEAREo n7rMGs I I DUAL SERVICE SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED DN PVC PIPE. NTS FIG. W-5 TD-9 0 / FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL SERVICES OR DUAL RESIDENIIAL AND IRRIGATION SERVICES. 2' ^' MMPRESSIDN x J/4' MAI£ PIPE COUPLING PPROWD EQUAL '0R USE ON DETACHED SINGLE FAMILY iESIDENT U_ SERVICE WHERE AN IRRIGATION AETER IS NOT PROMDED. CAST IRON uD �FMISHED GRADE 3B- MIN. -COPPERSErTF11 1/8 BEND COUPIING� - tA, METER CORPORATION STOP %>Y3'�"., � �� BRICK A5 T''�: �"'^ NECESSARY SAND OR DUST UNDER 4• DIAMETER pRNN PIPE, tY BOX AND SETTER (2-INCH .d 4 LONG STONE POCKET, MT MINIMUM THICKNESS) SPEC. 203, No 57 AGGREGATE TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FIG. W-6A - FOR BENDS B" & SMALLER USE STRAP ON BEND WITH ANCHOR BOLT ON CENTER LINE OF BEND. - FOR BENDS 10" THROUGH 12" USE 2 STRAPS ON BENDS ADJACENT TO BELLS. - FOR 18" BEND USE 3 STRAPS AS SHOWN. ELEVATION PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT. BEND PIZE A B C D E F e V- 2'-3 Z-8' 1'-2 r 1 1/4 Or Y- V-0 2'-6' 1'-6 2'-S' 1 1 4" 17 1/4' /0" 2'-9 3'-9 2'-6' 2'-0 3'-0 2" 1Y ]'-0 4'-]' ' Y is" 3'-6" 5•-6" 3-3. 3'-O" V-6. 2 1/2' 4' - 8 2'-6" S-0 2'-6' 1'-e 2'-B" 1 I V 6• 3'-0 4'-3" 2'-e Y-5" 3'-r e 1/2' TO- X-3" W T-0 2'- 3'-9 2- 1E' S-9' 6'-3 3'-0 N-B" V-3 2- 18" 5'-D 7'-8 X-3" 4'-0. 5'- 2 1/Y e- 6. 3'-0" 6'-0 S-W V-3" V-3" 2 1 4' e" 3'-B 8'-8 3'-0' 3'-e" 3'-9' 2 1 4' 4W 10" 4'- 7-e 3'-0' 4'- 5'- 2 1 4 12' S'-3 V_ 3'-3' 5'-O 5'-9 2 1/P" 11'_ fr Y-3' 2 1 3" THREAD 11 NOMINAL DIAMETER EXTRA STRONG STEEL PIPE B N CHART FOR UPPER SECTION VERTICAL BLOCKING NOTE: STANDARD 90' HOOK ON END OF ANCHOR BOLTS TO FACE CENTER OF BLOCKS CONCRETE BLOCKING FOR UPPER VERTICAL BENDS N.T.S. FIG. W-3A Top Vlew Q.: ° , 6" MINIMUM 4' MINIMUM 4" MINIMUM d • • F d O °.v NOTE: RESTRAINED JOINT FITTINGS. Side Mew -Pan Minimum • e�'°?'pqIla°Galvized Steel Beam, I I a W12 x 14 (mtn. size) .° 3' min. penetration into undiaturbed soil or as approved by the ACSA. ■III71JL�1 , near-� NTS FIG. W-3B TDTD=S ASTM A38 AND HEX NUT AMU A588 (TYP) UNDISTURBED EARTH /- UNDISTURBED 2 - 3/4" DIA / SOIL (1YP) ALL ROD ✓ �: �:R' WATER MAIN ® it zo �3 VALVE -� •" 'a 24"MIN UNDISTURBED EARTH PUN CLASS A-3 CONCRETE MN �" EGA -LUG J 44L°Lb ..4 44•S4. ::titi�i4°ie''4•S°4.:,•q••�iSPtio "l.4•:.•,$1:titi`ti:°s: 18"Oak MIN Ne 8" ELEVATION UNDISTURBED EAR T ENCH 24" MIN WIDTH MIN 1 z I ' � SECTION NOTE: 1. ALL RODS AND FASTENERS SHALL BE GIVEN TWO COATS OF ASPHALTIC PAINT AFTER ASSEMBLY. 2. CONTRACTDR SHALL ENSURE THAT THE COLLAR BEARS AGAINST UNDISTURBED SOIL FOR THE MINIMUM DIMENSION SHOWN. 3. DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MINIMUM. IF THE TRENCH WIDTH IS LARGER DURING CONSTRUCTION, THE COLLAR DIMENSIONS SHALL INCREASE ACCORDINGLY. CROSS ANCHOR RESTRAINTS FOR VALVES TUTS Fig. W-30 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY, VARIES -ldi>-a•- 10" 1 5' 1 1 ._. I 1 5'. 1 F WATER SEWER 3 A C] C: £ LOCATION OF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM WATER &SEWER 30' MINIMUM 1K SEE PART 3, PARAGRAPH DI SEPARATION OF WATER & SEWER SYSTEMS, UTILITIES CROSSING A WATER DR SEWER EASEMENT SHOULD BE AT go' TO THE RIGHT OF WAY, UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG W-1 TD-1 GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL 7pz74"�1ININITIAL BACKFILL „241 Ir * 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 BACKFILLY#68STONE UNSTABLE B'• 6• SOIL MIN. �GRANULAR FILL AS APPROVED BY ACSA STA I cK STABLE SOIL OR ROCK, NOTE 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION & BEDDING NTS FIG. W-2 - PIPE DEGREE BEND DIMENSIONS VOL TEE AND PLUGS VOL. SIZE OF FEET) CU.YD. CU.YD. BEND L H T L H i 90 2.50 250 3.01 0.24 4' & 6" 45 2.00 225 200 0.15 200 225 2.5D 0.15 221/2 1,50 200 2.52 0.10 111/4 1.50 2.00 2-50 0.10 90 3.66 3.16 3.21 0.48 45 268 266 2.77 0.28 B. 221/2 1.66 218 289 0.13 3.16 2.91 266 0.32 111/4 1.66 2.16 2.67 0.13 90 4.83 3.83 3.42 0.83 To" & 12• 45 3.33 3.58 295 0.43 3.83 4.00 283 0.52 22 1/2 2.33 2.58 2-86 0.24 11 1/4 1.83 2.33 2.84 GAS 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2 USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS FIG. W 3 TD-3 Bryan D. Cichocki Z Lic. No. 53741 1111112022 M E 0 rn u N Vi N C > E a E w y U DO Q 1L tj o 3 U. �w 0 m j U 000 Z J F - Ln O CL_ ry ry V Hai Z_H v� CL �0 �x U irJLL'NLL w o o Q N ry Z U =v>� ~ C � _O N N M w Of a � o w Lo H � L Q z 0 u DATE > � 1111112022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE N.A. 1- C6 0 W Q > J j w IQI I� G W \ w Q / m C,��)( Q KJ rLL OLij Cn G O O O O u Z 2 O U) IDS NO. 49821 SHEET NO. C1.3 0 c 5 ai .0 c m 3 0 OF SEWER SERVICE LATERAL CONNECTION NOTES: �TH))) �r 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE NOTE, MIN, 60' DIAMETER MANHOLE �1 LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE REQUIRED. H" Bryan D. Cichocki Z TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED T-�IISFEF ~ TO THE MANHOLE 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL KH 1REOP IMNHa.E PVC GROSS °� Z Lie. No. 53741 • BE CONNECTED USING A PIPE SADDLE. �TAPPROVED FLEXIBLE RUBBER o``' A� 1111112022 ' 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% r 02 O (1/4" PER FOOT) � `cSIONAL F'L � ROADWAY It 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN ?sue } 4 ° 3000 PSI CONC. BASE DIAMETER OF 4". TSKETED e S • STOP COUPLING ° BENCH SLOPED TO FLOW 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 7 E7' CHANNEL 1/4" : 1' MIN OF 3 FEET. `•'' ✓.," DROP PIPE PIPE STRAPS •).�i. •• •� .t> f- SALT (STAINLESS STEEL) o SPACED EVERY .'n„+: -_ , , • • M TREATED a < B' VERTICALLY ;1r 0 P:` t� /i \ u N U FINISHED GROUND MARKER 90' RESTRAINED BEND •;, *�, i Y `1 BRANCH ¢ O c5 z i = PAVEMENT W I �,Ep IMNFLUENT �_ 12" / 1 > E 0i E • w 'A •. • .. s C / H W N 3 SEWER PIPE 4. < W T_ 0,25' MIN. THICKNESS ��INSULATORSTAINLESS 42' MIN. 42' MIN. PAN _ 2" m L STEEL CASING �y W ¢JUm Z Bo�TIiC EN�SFILL PLUG END OF PROFILE n w HJ" o rn O d v t I SERVICE LATERAL TION MAIN LINEfIN MIN: 6' BEDDING WITH NO. 68 STONE w o `� v M a. t e; 1.HEIGHTOFTHEVERTICALDROPPIPEWILLBEDETERMINEDBYTHEACSA,BUTSCK HALLN076ELESSTHANIWO FLEXIBLE CONNECTION NOTE' Z �'� U z'-D'7' oR B' 7' DR B'� 2'-0' (z)FEEr. WITH STAINLESS STEEL ALL CONNECTIONS TO a o N ¢2. VERTICAL DROP PIPE SHALL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO BAND EXISTING MANHOLES SHALL oW ?"UCTILE IRON PIPE 18' OR 20' JOINT OF D.I. I �� THE DROP FITTING WITH STANDARD GASKET101NT. I j BE CORED AND A FLEXIBLE " " = c ,may Z ESTRAINED JOINTS) 3.VERTICALDROPPIPESHALL13ESTRAPPEDTOTHEMANHOLEATPIPEJOINTS.STRAPSSHALLBEMADEOF CONNECTION BOOT = U aO STAINLESSSTEEL INSTALLED O En inNOTE: 1. STEEL CASING TO EXTEND TO BACK OF CURB, DITCH, SIDEWALK, ETC. OR A MINIMUM OF 5' BEYOND THE EDGE OF °N >PAVEMENT, WHICHEVER IS GREATER. 4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT rn W2. ENDS OF CASING CAN BE SEALED USING A PULL -ON END SEAL GASKET IN LIEU OF CONCRETE FILL. EE TO SPRING LINE OF MANHOLE INVERT. r•f Of 3, MIDDLE SPACER SHALL BE PLACED AT THE CENTERPOINT DF PIPE JOINT. PLAN S. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FLOW.TYPICAL MANHOLE PLAN 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT90 DEGREES FROM THE ACCESS STEPS.WATER RIES 7. MINIMUM 72" DIAMETER MANHOLE REQUIRED FOR A SINGLE 10" OR I2• DIAMETER DROP CONNECTION, OR SHOWING BRANCH TIE - N TYPICAL STEEL SLEEVE INSTALLATION TWO B" DIAMETER DROP CONNECTIONS. UNDER ROADWAYS R SEWER SERVICE LATERAL CONNECTION STANDARD INTERNAL DROP CONNECTION NITS o N.T.S N.T.S. N.T.S. FIG. W-10 FIG. S-1-B L=a FIG. S-2 FIG. S-1-C2 O K TD-33 TD-30 TD-27 = H w > w w � _ ¢ p Q FRAME & COVER �E o DATE FRAME & COVER (SEE FIG. S-I-D,E) U) E W SEE FIG. S-1-D, E > NING BACKFlLL SHALL mN �� 6 o u STREEi SURFACE OR NON -PAVED AREA R NON-PAVEDAREA O 1111112022 ONTAIN ROCK MATERIAL 8m Y } 36R THAN 5" IN ANY ° va E SLOPED AREA SLOPED AREA I DRAWN BY SION EB o a EM"� ``.'.r:;'"=M' Y-o" MAX z-O RUBBER COATED STEEL STEPS =='sT.c�:i1"r.;•Yee M. DENHARD L BACKFILL* :�� a CAST IN PLACE 1'-0" MAX 8"MINLIFTS) EMBEDMENT OROUGHLY COMPACTED _ "0" PRECAST REINFORCED CONCRETESPRING 2'-0" DESIGNED BY LINE Y HAND OR APPROVED ECHANICAL TAMPER fD i s E 51< E E zO E SECTIONS WITH RING SEALS OR APPROVED EQUAL vNO. • M.DENHARD OF PIPE RUBBER COATED STEEL NCHING 68 STONE - " ea o n �g Y-0" MIN THE DROP CONNECTION 3'-0" MIN STEPS CAST IN PLACEn CHECKED BY DING 6" max 4" a x.. 1U ao q G/ �_ °BACKFILLED SHALL 13E DUCTILE IRON PIPE (CLASS 50 PRECAST REINFORCED min NDATION SHALL BE IRED WH N SOIL E N_, E" E IN 6" LAYERS AN9 COMPACTED BY HAND TAMPERS OR 12 MIN ® BACKFlLLED WITH SELF-COMPACTINGW CONCRETE SECTIONS 12"MIN "0" RING SEALS 16" MAX B. CICHOCKI SCALE DITIONS . E E <� 18' MAX STONE. MINIMUM ELEVATION ARE UNSTABLE � " DIFFERENCE ACROSS M.H. 5" 4'-0" PIPE) m E 5" • N.A. �E by MINIMUM ELEVATION DIFFERENCE 12'MIN 12"MIN FROM INLET TO OUTLET +o2 -,"m_, .' ACROSS M.H. FROM INLET TO VARI 4 OUTLET SHALL BE 0.20 FEET SHALL BE 0.20 FEET. VARIES CONCRETE •' .,, DEPTH OF FLOW I FILLETS .' A FILLETED INVERT FOR A SMOOTH CHANNEL TO BE • , TRANSITION OF FLOW BETWEEN 3/4 DIAMETER OF 1 NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE O .: .1., INLET & OULET PIPE SHALL BE ' . 4 PROVIDED. 2" ; tr: s'"';. ::... ' CONTRIBUTING -•- =-- SEYVER. jT� 'b °•• 12" BACKFILLED ENTIRELY WITH NO. 21A FT A FILLETED INVERT FOR A SM00 • ',e'.I STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM THE TRENCH SHALL BE SCRAPED 3/4 DIA OF LARGEST PIPE IN MANHOLE TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE M AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF N0. 68 $r P MIN. 6" BEDDING WITH NO. 68 STONE PROVIDED. MIN 6" BEDDING STONE SHALL BE PROVIDED' E, E g o- . W/ NO. 68 STONE no 3-WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" �� NOTES: NOTE : BEDDING OF NO. 68 STONE ' A. 14 91 A.si n� 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE I SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES 3. ALL JOINT'S, LIFT HOLES SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE qT O O INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. EXTENDED OR NON -EXTENDED BASES. 1 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED41 TYPICAL DESIGN ON SEWERS WITH STEEP SLOPES. INSIDE AND OUT. r SEWER PIPE W TYPICAL MANHOLE SECTION INSTALLATION IN TRENCH TYPICAL MANHOLE FRAME &COVER TIE-IN (� TYPICAL MANHOLE WITH DROP CONNECTION SHOWING BRANCH N.T.S NITS FIG. S-3 FIGS-I-D MTS N.T.S , ^ TD-31 FIG. S-1-A V / { Fir. S-I-C uj TD-25 V PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE a Q v) --- WITH PART V. SECTION G OF THESE SPECIFICATIONS. i J J L Q SLOPED AREA RUBBER COATED STEEL STEPS " ' ° •: Q CAST IN PLACE FRAME &COVER %''' i,R' '•:.'': '` F� (.) ,• f7sm"J uA xwa RH ax s - (Baymp q 27 1/2• OR 1 i/�' rnEr o6we. [699mmJ [36mMj 7. 26 ,/4• ou SEE FIG. S-I-D, E PRECAST REINFORCED CONCRETE DOGHOUSE BASE0 A ONCONCRETEBLOCKS •, ` L SEWER PIPE EXISTING SANITARY : , \ m / Q -� Ct7rimmJ I- 24' Du [6o6mm] SECTIONS WITH 00" RING SEALS OR APPROVED EQUAL 1'-0" MAX 2-0 :. . . ° ..� DOGHOUSE OPENING SHALL . +'•. a' ' BMIN.ET 12" CLEARANCE BE PREFORMED BY '"• ' ' ! • : • BETWEEN EXISTING PIPE MANUFACTURER OR •• A'Y: AND STONE BEDDING SAW CUT FIT PIPE '• T {.."1. ¢ ' LL �x W ze 7/16• ow-� s/e. [722mm] [t6mm] A FITTING MAY BE REQUIRED IA OUTSIDE DIAMAT(B2"°".• ,ay PLUS B". Q W ACSA APPROVAL 12" THICK VDOT Z 0 0 36' Dw • 26' Eel .1 [680mm p W17F1 ` No. 68 STONE BEDDING O � O 13/16' t t/2' FRAMES ECTION �_f [317m,E(] a 8`xB"x18" AND 4"z8`xt6' SOLID CONCRETE BLOCKS 0 [20mm] 2• (51mm) IETiFA6 0¢cEssED Eursx) THE DROP CONNECTION SHALL BE 3'-0" MIN DUCTILE IRON PIPE. (CLASS 501 CENTER W/RISER WALL (4 EACH) DOGHOUSE MANHOLE BASE O : BACKFILLED IN 6" LAYERS AN [zomm7 NI A 31/r t/2' 5P Rr [>s5•RI [t3mm]� 1 COMPACTED BY HAND TAMPERS OR + ' 5" BACKFILLED WITH SELF -COMPACTING innnunununrTnn.uninn: n:nnna nnnnnn nnnnn.nn..... ....... nu:iin:nn:inn FILL DOGHOUSE OPENING 2 1/6` 3 13/16' ► 22 13/16` E97-1 [57 ] Jr- STONE. MIN • MANHOLE ABOVE BASE SHALL AROUND EXISTING PIPE BE CONSTRUCTED [54mm e 71 IS- 1 0/6` I636mm] L36,E,m] 9/16- OF GKT 18 • ® MINIMUM ELEVATION DIFFERENCE ACROSS M.H. FROM INLET TO AS SHOWN ON FIGURE S-1-A WITH 3,000 P51 CONCRETE OR NON -SHRINKING GROUT T 9.0. GROOVE [17mm] [14mm] SECTION VIEW 1 OW ISI /4' (6mm) Dw sEc A55pI6LY NEOPRENE C-/SNEf 5• OUTLET SHALL BE 0.20 FEET 120MIN 12"MIN A FILLETED INVERT FOR A SMOOTH 0 i i MAL (2) W R 1/19 x 5/6 x 1 1/2 S fL (2) COIWD i1800' RUBBER PARf� G-11 45 SEW 2) coRs 6mm (2) sir xEx s/B-„x5 1 2 ss 2400 [41mm FARM 00se12w VAR •. _ TRANSITION OF FLOW BETWEEN .• INLET & DULET PIPE SHALL BE ... PROVIDED. ALLOW CONCRETE TO FLOW A MIN. WRAP EXISTING PIPE WITH t/2` W vrnA¢ 5/B ID ,s0 oD ss 1 t/B' (zsmm) Du Boss [&R'D 13mm os� STAM69 srm. Roo PLMIWEW [ vARr/ apas131s PIOKBAR • ' • "� �'� FITTING DIMENSIINd VARIES WITH SLOPE. A > r• 1'-0' BEYOND BASE NEOPRENE GASKET MATERIAL STRUCTURE BEFORE FILLING THE OPENING .: NEOPRENE SECURED BY 2 NON- O 0 a IACKf.UG HOLE DETAIL MOTs: Q ' f CORROSIVE STRAPS, t ON 2) xur Hz s/s-„ zN mix ARrY pmslz L1. ALL MNAMW 6 WMASIM R YEAR FLDGHT C WN OR LOCATED IN AREAS SUBJECT N FLOODING SHALL NAVE WATERTIGHT FRAME @ COVER.CO NUT Nx JAM 5/8-11 ZN 2 ALTERNARVE DESIGN WATERTIGHT COVERS 1MLL Tw 12 .. L" s"' •:.:: • ' . i. A 0 °:.n. EACH SIDE OF OPENING FIXED S OR SRO). # W991220 3 couExs sHAtL BE FlxeD TO FRAMES vATx I.ocwxc wcs OR sYPMURR ASSDCALM. LUGS 3/4 DIA �' LARGEST TYPICAL WATERTIGHT o n'PPf 00105&5 PIPE IN MANHOLE 12" MIN. CAST -IN PLACE A. 12* M PSI CONCRETE BASE MANHOLE FRAME & COVER LOCK LUG ASSEMBLY MIN. 6" BEDDING WITH NO. 68 STONE FOUNDATION SECTION VIEW N.T.S FIGS-I-E NOTES: ....... nnnn:...... unnnnunuln, nnnnu...... n:,Tnn:....nunrl.nunu: TD-32 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE NOTES: SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE 1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED FLOW TO THE EXISTING PIPE. INSIDE AND OUT. 2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE. 3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6" OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE - BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN ACCORDANCE WITH THESE SPECIFICATIONS. TYPICAL MANHOLE DROP CONNECTION TYPICAL MANHOLE BASE IOB NO. WITH STEEP INCOMING SLOPE SHOWING "DOGHOUSE" INSTALLATION 49821 NTS N.T.S FIG. S-1-CI FIG. S-1-Al SHEET NO. C 1.4 TO-20 TD-26 \103\49821-Southwood-Village3\DWG\Sheet\CD\Village 3k19821-103-C2.1-OVERALL PLAN.dwg I Plotted on 11/11/2022 5:05 PM I by Matt Denhard II \�\;. 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CHARLOTTESVILLE OFFICE 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com \H `> o I�- o C N � r �, O NJR � rz m .4 o SO UTH W 00 D VILLAGES 3& 4 � = 3 N O o DATE REVISION DESCRIPTION ko m N Z CO o COUNTY OF ALBEMARLE, VA o m ZO o= m_ N BLOCKS & OVERALL PLAN o W o ti These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. o:a usweocl-oomnw000 vmagesuJvvuioneeewuAvmage sweoz i- iurva.z ovu I nvvvvu rnrionvu ri-mmuwg 1 rloaea on rvI-uzu" o:ui riw I oy Ivlaa uennaro -1 \ \ \ `` / - , \ \= �-� \\%1 \_\ Z /l% _'/'%/li // //,�1 I , ' i \\\\\\\\ 1\\ r/j //i// /i /\1\1 \\ \ l ,/ y////i/ 0�/ir i/ % r�/ / \ \ / J} . } / j_ - �• _�- i / 1 \ % _,,- 1 1 / / / 11 1 \"I\\ / - ll // �/'�1111 1 / / ! 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CHARLOTTESVILLE OFFICE O C • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com 9 \ n= o SO UTH W 00 D _ VILLAGES 3& 4 = 3 N O o DATE REVISION DESCRIPTION 171 NJ � N m m It: r) n fl Om T o l o o COUNTY OF ALBEMARLE, VA o m n n a m o `1C OVERALL PHASING PLAN o rb �INZ These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. S:\103\49821-Southwood_Village3\DWG\Sheet\CD\Village 3k19821-103-C2.0-EXISTING CONDITIONS.dwg I Plotted on 11/11/2022 5:09 PM I by Matt Denhard 111`11 r� I I//l l /! I , I !/ // / ///,'/' /�/ �/l /'�/'�</ / /\\•: `\ `\ ,- I Z ,;.II // \ Izc-Dr ° Z w \ Z T Z � � mcmn�Dai n 0 T. 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I� A/ i /` \ ` . \ \ \ , . \\ \ . `. ~ . 1, / 7,- / \ I _ \ \ \ I '// .' '� — —�I I' D l� . • THIS DRAWING PREPARED AT THEy� TIMMONS ROUP• •• YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE O C • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 �y3 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com �� 9 \ d (7 m o SO UTH W 00 D VILLAGES 3& 4 ^ T N O o DATE REVISION DESCRIPTION�� p IV M CO ° li a n 2 z 2 F D C 0) z fv o COUNTY OF ALBEMARLE, VA o m O n o n m o \ EXISTING CONDITIONS & DEMOLITION PLAN o o N �INi These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. EROSION AND SEDIMENT CONTROL NARRATIVE: THIS PROJECT INCLUDES THE CONSTRUCTION OF A RESIDENTIAL COMMUNITY, TWO PUBLIC ROADS, FOUR PRIVATE ALLEYS, TOW PARKING LOTS, A ROUNDABOUT, AND ASSOCIATED SITE WORK, UTILITIES & LANDSCAPING, ALONG WITH THE RECONSTRUCTION OF AN EXISTING PUBLIC ROAD. LIMITS OF CLEARING AND GRADING ARE 25.24 ACRES. ADJACENT PROPERTY THE PROPERTY IS BOUNDED BY ROUTE 631 AND A RESIDENTIAL DEVELOPMENT TO THE NORTH AND WEST, BISCUIT RUN STREAM AND MOBILE HOMES TO THE EAST, AND A RESIDENTIAL DEVELOPMENT AND FOREST TO THE SOUTH. EXISTING SITE CONDITIONS THE EXISTING SITE IS MOSTLY WOODED AND CONSISTS OF MOBILE HOMES. OFF -SITE AREAS NO OFFSITE AREAS WILL BE DISTURBED. ANY OFF -SITE LAND -DISTURBING ACTIVITY ASSOCIATED WITH THE PROJECT SHALL HAVE AN APPROVED ESC PLAN. CRITICAL EROSION AREAS EARLY ESTABLISHMENT AND PROPER MAINTENANCE OF PERIMETER CONTROLS WILL PROVIDE SEDIMENTATION CONTROL. ALL SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITH BLANKET MATTING. EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. STORMWATER RUNOFF CONSIDERATIONS A PORTION OF THE PROPOSED DEVELOPMENT WILL BE CONVEYED TO ONE STORMTECH ARCH DETENTION PIPE WITH ISOLATOR ROW AND ONE DETENTION PIPE WITH A CONTECH JELLYFISH FILTER STRUCTURE. THESE FACILITIES HAVE BEEN DESIGNED TO MEET STORMWATER QUALITY REQUIREMENTS. ALL OTHER AREAS WILL SHEET FLOW INTO THE SURROUNDING VEGETATED AREAS. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS. STRUCTURAL PRACTICES: 1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. 2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. 3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. 4. DIVERSION DIKE - 3.09, 3.11 & 3.12 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA. 5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. 5.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 6. TEMPORARY SEDIMENT BASIN - 3.14 A TEMPORARY DAM WITH A CONTROLLED STORMWATER RELEASE STRUCTURE IS TO BE USED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. 5.1. MAINTENANCE OF SEDIMENT BASIN - INSPECT BASIN EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE BASIN SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 6. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING DEVICES PLACED AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS. 7. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT. VEGETATIVE PRACTICES: 1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION. 2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 14 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. MANAGEMENT STRATEGIES 1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY FOLLOWING INSTALLATION. 2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER CONTROLS. 4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3: 1. FOR SLOPES GREATER THAN 3: 1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK. FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE I (SEE SHEETS C3.4-C3.8 ) 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 AND STRUCTURES, PER SHEETS C3.4-C3.8. SEVERAL TEMPORARY PIPES AND STRUCTURES ARE TO BE USED, AS SHOWN ON THESE SHEETS. 4. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN. 5. SEED ALL DENUDED AREAS PER VESCH STANDARDS. 6. INSTALL BLANKET MATTING FOR ALL SLOPES STEEPER THAN 3: 1, AS SHOWN ON SHEETS C3.4-C3.8. 7. ALL STORMWATER PIPING AND STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT OF THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. PHASE II (SEE SHEETS C3.9-C3.13) 1. CONVERT ALL E&SC PHASE I SEDIMENT TRAPS AND BASINS INTO THE PHASE II SEDIMENT TRAPS AND BASINS AS SHOWN ON SHEETS C3.9-C3.13. 2. BEGIN INSTALLING THE REMAINING STORM PIPES AND STRUCTURES AS SHOWN ON SHEETS C3.9-C3.13. SEVERAL TEMPORARY STORM PIPES AND STRUCTURES ARE TO BE USED IN THIS PHASE TO DIRECT CLEAN WATER FROM SEDIMENT BASIN #5 AND SEVERAL STORM INLETS AROUND SEDIMENT BASIN #4 DUE TO CAPACITY LIMITATIONS OF SEDIMENT BASIN #4. SEE CALLOUTS ON SHEETS C3.9-C3.13 FOR TEMPORARY PIPES AND STRUCTURES. 7. INSTALL ADDITIONAL INLET PROTECTION, SHOWN ON SHEETS C3.9-C3.13. AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL. 11. INSTALL THE SANITARY SEWER AND WATER UTILITIES AS SHOWN ON SHEETS C3.9-C3.13. 12. BEGIN BRINGING THE SITE TO PROPOSED GRADE, CONSTRUCTING THE PROPOSED ROADS AS SHOWN ON SHEETS C3.9-C3.13. 13. 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. 14. SEED ALL DENUDED AREAS PER VESCH STANDARDS. 15. INSTALL BLANKET MATTING FOR ALL SLOPES STEEPER THAN 3: 1, AS SHOWN ON SHEETS C3.9-C3.13. PHASE III (SEE SHEETS C3.14-C3.18) 1. ONCE THE SITE IS STABILIZED REMOVE THE PHASE II E&SC EXCAVATED DROP INLET SEDIMENT TRAP #1 AND TEMPORARY SEDIMENT TRAP #1 (SHEETS C3.9-C3.13), CONVERTING THE REMAINING SEDIMENT TRAPS AND BASINS INTO THE BIORETENTIONS AND PONDS AS SHOWN ON SHEETS C3.14-C3.18). 2. ONCE PHASE II E&SC BASIN #4 (SHEET C3.11) HAS BEEN CONVERTED INTO A WET POND, ALL TEMPORARY STORM PIPES AND STRUCTURES FROM PHASE II E&SC THAT INITIALLY WERE USED TO BYPASS CLEAN WATER CAN BE REMOVED AND REPLACED WITH THE REMAINING STORM SYSTEM AS SHOWN ON SHEETS C3.14-C3.18. 3. INSTALL ADDITIONAL INLET PROTECTION AS SHOWN ON SHEETS C3.14-C3.18 AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL. 4. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 5. 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. 6. 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. 7. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. MINIMUM STANDARDS: AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS-19.PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. GENERAL EROSION AND SEDIMENT CONTROL NOTES: LBryanD. 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 P" VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. UES-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.ti 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: 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 39D - HAZEL LOAM, 15 TO 25 PERCENT SLOPES, 20 TO 40 INCHES TO LITHIC BEDROCK, EXCESSIVELY 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 ERNST CONSERVATION SEEDS RIGHT-OF-WAY NON-NATIVE WOODS MIX - ERNMX-132 BOTANICAL NAME PRICE/LB 30.00% FESTUCA RUBRA 20.00% LOLIUM PERENNE, 'FASTBALL RGL' 20.00% PHLEUM PRATENSE, 'CLIMAX' 12.00% TRIFOLIUM HYBRIDUM 10.00% AGROSTIS PERENIVANS, ALBANY PINE BUSH - NYECOTYPE 8.00% AGROSTIS ALBA 100% SEEDING RATE: 40-60 LB PER ACRE WOODLAND OPENINGS COMMON NAME CREEPING RED FESCUE 1.90 PERENNIAL RYEGRASS, 1.85 'FASTBALL RGL' (TURF TYPE) TIMOTHY.'CLIMAX' 1.20 ALSIKE CLOVER 3.25 AUTUMN BENTGRASS, 14.00 ALBANY PINE BUSH - NY ECOTYPE REDTOP 8.00 MIX PRICE/LB BULK: $3.61 THE SHADE -TOLERANT GRASSES AND CLOVER ARE GOOD FOR WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING ON THE AVAILABILITY OF EXISTING AND NEW PRODUCTS. WHILE THE FORMULA MAY CHANGE, THE GUIDING PHILOSOPHY AND FUNCTION OF THE MIX WILL NOT. SLOPE STABILIZATION SEED MIX M E 0 o N � N Q O > E w v E � w v 3 Q LL 3 � LL 0 wO `mom J V 00 W J -N a>oN (A N (� W w v 30'x a LL 0< �v Ln _ N =v F Q . c Y� N N M o w no O ce t7 Z O a_ u V N W 0 z O U) w o: w H 0 DATE 1111112022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N/A �} U) ,V�( Q W W 06 V/ U) W � Q > Z LL0 JJ > m Z Q 0 �0U } I- z Z 0 0 LU O 0"LLJ l� U) 2 Ozf z 0 ,O O V / Lu JOB NO. 49821 SHEET NO. C3.0 rn 0 OF PIPE OUTLET CONDITIONS �TH Tlt 79 MIN. 5:1 EXISTING A 3' PAVEMENT Bryan D. Cichocki A A FILTER 6" M . A MOUNTABLE BERM U Lic. No. 53741 � CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) CLOTH SIDE ELEVATION (OPTIONAL) ern 1111112022 1. SET THE STAKES. 2. EXCAVATE A 47X 4" TRENCH 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO EXISTING GROUND �S0IONAL �1 UPSLOPE ALONG THE LINE OF 3do do TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. STAKES. 6'MAX. PIPE OUTLET TO FLAT AREA WITH NO DEFINED CHANNEL POSTS. yA 6 I / %/ 70' MIN. WATIONAI T 10, MIN. B(OPTIONAL 10 EXISTING M N o PLAN VIEW _ _ _ I / 12' MIN.* MIN PAVEMENT vi > E FLOW - _ ,�lhl I- - VDOT#1 COARSE AGGREGATE B POSITIVE I10'MIN. 1 w °i E _ - La I- ;III-11 i- - 4" IIII DRAINAGE TO "MUSTS AND EGRESS OP OF SEDIMENT INGRESS AND EGRESS OPERATION > U °`ai 3 ¢ o 3 FLOW r - TRAPPING DEVICE u- / PLAN VIEW p III L•' - IIII' o 0%� L M QLu Voo Z .. 4„ 12' MIN. oo ry O 3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT 3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE THE WIRE FENCE AND EXTEND IT INTO EXCAVATED SOIL. 3"MIN. o_ (Ary z � ; a TO STAKES AND EXTEND THE EXCAVATED SOIL. SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED THE TRENCH. aF F 3" MIN. f p x V N IT INTO THE TRENCH. CLOTH FOR ENTIRE PERIMETER FILTER CLOTH SECTION A -A o a LL p ur)i vry =vat Z O A III` °ry > 3do(MIN.) III: - lilli FLOW o - _ A / II / .,• .: „^, II ^,,.. / / v II -Ilr-III_ -111 lI .:... m_1 ;. _ _ - - do REINFORCED CONCRETE DRAIN SPACE FLOW - PIPE OUTLET TO SECTION B-B ui III tom'" III - II•. = ' WELL DEFINED CHANNEL PLAN VIEW EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. CE 3.02 O SHEET FLOW INSTALLATION LD (PERSPECTIVE VIEW) FILTER FABRIC 0 STONE CONSTRUCTION ENTRANCE I I IIII WIRE- No Scale H I S WK. A A La 1=111111111 1-1 1-1 =III III _ -1 I- > w I B \� -_- / FLOW --- 0%- Q O T o SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED SSF 3.05 1 GRAVEL CURB INLET SEDIMENT FILTER Ul > 0� DATE \_�-�- 11/11/2022 POINTS A SHOULD BE HIGHER THAN POINT B. CLOTH FOR ENTIRE PERIMETER 0 SINCE WITH WIRE SUPPORT FE LT DRAWN BY DRAINAGEWAY INSTALLATION No Scale (FRONT ELEVATION) NOTES: �_ M. DENHARD TABLE 3.31-13 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS DESIGNED BY 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. "QUICK REFERENCE FOR ALL REGIONS" / \ / • M. DENHARD SF 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. PLANTING DATES SPECIES RATE (LBS./ACRE) �/ • CHECKED BY 3.05-2 SEPT. 1 -FEB. 15 50/50 MIX OF • B. CICHOCKI oP 3.18-1 ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) GRAVEL FILTER 12" • SCALE SILT FENCE • No Scale & 50-100 RUNOFF WATER WIRE MESH OUTLET PROTECTION CEREAL (WINTER) RYE FILTERED WATER :%I:.: •:.;.- • (SECALE CEREALE) py.:�':' .;'A,:;' No Scale e • FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100 "' •• (LOLIUM MULTI-FLORUM) El El 1:1AY M1 - AUG. 31 GERMAN MILLET 50 SEDIMENT) 1-I El El El El (SETARIA ITALICA) CONCRETE GUTTER � COMPACTED SOIL CWD TO HAVE VDOT CURB INLET 1z STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION STANDARD EC-2 MATTING ON UPHILL TS 3.31 ' GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. /� C0 TEMPORARY SEEDING PLANT MATERIALS FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, 18" MIN. SIDE J GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO 40"GREATER GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL � t FLOW 1 L 11 J1 111L 111L SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PENDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO Q F" w No Scale CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE111111 CAUSE INC OR DAMAGE TO ADJACENT STRUCTURES AND Q FENCE AS A TREE PROTECTION FENCE. TP NO SCALE - UNPRO ECO D AREASE 0 M 06 3 38 4.5' MIN. TABLE 3.32-C P 3.07- 6 DD CWD 3.09-1 SITE SPECIFIC SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN AREA CJ) LU TREE PROTECTION STORMWATER INLET PROTECTION w No Scale TOTAL LBS. PER ACRE No Scale O TEMPORARY DIVERSION DIKE MINIMUM CARE LAWN Z No Scale COMMERCIAL OR RESIDENTIAL 200-250 LBS. Q j KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% < J - IMPROVED PERENNIAL RYE RA 0-10% SILT FENCE DROP INLET PROTECTION J J ct� O KENTUCKY BLUEGRASS 0-10% Q SILT FENCE CULVERT INLET PROTECTION covsTaucnon 2 X 4" WOOD DROP INLET WITH �( w AcreSs HIGH -MAINTENANCE LAWN FRAME GRATE ` ENDWALL F' _' MINIMUM OF THREE (3) UP TO FIVE (5) P > m O F6` - T VARIETIES OF BLUEGRASS FROM d FRAME -` Q TOE OF APPROVED LIST FOR USE IN VIRGINIA. 125 LBS. MAX. _ U FILL CULVERT 5. M N. 21A'AGGRP_GAI6 BASL PROFILE GENERAL SLOPE (3:1 OR LESS) � Q Z Z O KENTUCKY 31 FESCUE 128 LBS. 3' �� w RED TOP GRASS 2 LBS. MIN. O O C c,' k1 N. STO\E coN:Iuclt;�N �r IiTA� SEASONAL NURSE CROP " 20 LBS. 150LBS. ��. GATHER _�-� EXCESS O U G - nccE., � i n,As+ Ac< LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) AT U U CORNERS KENTUCKY 31 FESCUE 108 LBS. w TOE OF z� zi RED TOP GRASS 2 LBS. PERSPECTIVE VIEWS (n FILL SILT FENCE DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD 2' ten.* I SEASONAL NURSE CROP " 20 LBS. CROWNVETCH "' 20 LBS. 150 LBS. I i 2 06 FLOW --RGSTvr oanwAcr .NUS- Exr_N3 FL:L_ nI1; A To SEUIVENT .� STAKE EMBANKMENT OF INCRess ANC ecRFSs i ramPiNG ovlcr GPERATGv 7 "OPTIONAL STONE COMBINATION 1f PLAN ' PERENNIAL RYEGRASS WILL GERMINATE FASTER AND AT LOWER SOIL TEMPERATURES THAN FESCUE, THEREBY PROVIDING COVER AND FABRIC 1 ' \1 MIN. O fA 0 T j 17 uw _No,q vt uHAIN Cc TO SEOIVENT EROSION RESISTANCE FOR SEEDBED. ' _ % kn iNc a vlcE ' USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES t d A w ry AS STATED BELOW: DETAIL A FLOW 2 5 rILC CLG II_! SECTION A -A MARCH, APRIL THROUGH MAY 15TH .............................. ANNUAL RYE MAY 16TH THROUGH AUGUST 15TH......................... FOXTAIL MILLET ELEVATION OF STAKE AND FABRIC ORIENTATION AUGUST 16TH THROUGH SEPTEMBER, OCTOBER...... ANNUAL RYE A mummuu water tap of inch mnA be urstalled with a nrummnu 1 inch ba0eock NOVEMBER THROUGH FEBRUARY................................. WINTER RYE SPECIFIC APPLICATION "VDOT #3, #357, #5, #56 OR #57 COARSE CLASS[ shutoff eah e suppl iim a wash hose Kith a chameter of 1.9 niche, for adequate THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET AGGREGATE TO REPLACE SILT FENCE IN " RIPRAP constant pressmc. 'VVaA water irmst be carried away from the enhance tom *** 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 approeed settluiz area to remoae sedunent. -AUsedune<rt shallbe prei ented from Critaing stone drai,ls, ditclres or wate course, MUST BE PROPERLY INOCULATED. WEEPING LLVEGRASS MAY ALSO BE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE - IS EXPECTED INCLUDED IN ANY SLOPE OR LOW -MAINTENANCE MIXTURE DURING TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING PAVED WASH RACK NO SCALE WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. JOB NO. CIP 3.08-1 PCE PS 3.32 IP 3.07-1 49821 CULVERT INLET PROTECTION PAVED CONSTRUCTION ENTRANCE PERMANENT SEEDING MIX FOR PIEDMONT AREA STORM DRAIN INLET PROTECTION SHEET NO. C3.1 No Scale No Scale No Scale No Scale d 0 3 a. D a0 o Ez 20 o� c T E'o a �N a0 0 � 3 Z z„ 0 � a F N `o2 Q§ o. d m 2 Y N X 0.0 L j 12 E `o 0� o � a c �a 10 a �o 2 m� � o c � m a0 E F_ FAIRFAX COUNTY PUBLIC FACILITIES MANUAL Theme are the recommended standard specifications for the pipe outlet sediment trap. The deaW anginear my alter the pipe and perforation six". prodded eoifSnaMng calculations can Justify It. The dsaired drawdows times are ■ mlolmum of 4 hours and a masimum of 40 hours. The perforstloo else and spacing as Indicated below represents approximately 17 hours of drawdown time. Whim selecting a drawdown time. the dosill must consider the prosimlty 10 existing residences, and the safety of smell children: thus. a shorter drawdown s. For remots rites, a longer drawdown time would be more appropriate. ' Ir perforated oorruilated new rtaer 1. 1.d. � 00 O 0 0 00 000 0 0 0 0 0 r ar pas er (d steel tar r +sews) Ir onrwptad metal pall t Bur the tier Alm. CROSS SCICTION S rem of I• woe spsesd r "UK wrgamibtoammd Ir de of v / (p seas ofoML)oF 1 ed Go pr.r ~ere,mt th deer t• pwoat the 134• CY/Ac _ + _ T �r • T T _ r elzr4o'sal 6202 CY/Ac In RPA9 per RISER DETAIL Code 104-1-6(4) STORAGE VOLUME REQUIRED PERFORATED PIPE OUTLET SEDIMENT TRAP PLATE NO. STD. NO. M. l�o, tell Impria4 1 TO 3 AC OF DRAINAGE AREA 2-1 1 aetd Imprint PIPE OUTLET SEDIMENT TRAP Sediment Basin #1 Design - Designed for Largest DA: Phase 3 Phase 1 Phase 2 Phase 3 MIN., WI SPILLWAY 2 WITHOUT Drainage Area (acres) 6.32 7.48 8.30 DESIGN HIGH WATER (25-YR. STORM 'LEY ) Basin Volumes: Elevation (ft) Contour Area (sf) Volume (cy) MIN ,D• Ds 426 3235 427 4200 137.7 ' ORY ' STORAGE 428 5209 174.2 WET' STORAGE 429 6261 212.4 430 7587 256.4 SEDMENT CLEANOUT POINT ( DUCED 431 9061 308.3 TOO ]4 .// ACERID 432 10591 363.9 433 12177 421.6 1874.6 Design High Water Rational Method Wet Storage: Phase 3 Phase 1 Phase 2 Ratinoal Method Runoff Volume 25 yr CY Wet Storage Required (cy) (67*DA) 556.1 423.4 Design High Water SCS 25yr (controls) Dewatering Orifice Elevation (ft) 430.0 430 Top of Dam (ft) Wet Storage Provided at this Elevation (cy) 780.8 524.3 Top Width of Dam (ft) Required Volume Before Cleanout (cy) (34*DA) 282.2 214.88 Bottom of Basin (ft) Cleanout Elevation (ft) 428.0 428.0 Approx. Bottom Dimensions: Distance from Cleanout to Orifice (ft) (> 1') 2.0 2.0 Upstream Face Slope: Downstream Face Slope: Dry Storage: Dry Storage Required (cy) (67*DA) 556.1 423.44 Baffles: Riser Crest Elevation (ft) 433 433 Length of Flow, L (ft) Dry Storage Provided at this Elevation (cy) 1093.9 928.7 Effective Width, We (ft) Diameter of Dewatering Odfce (in) 3.0 3.0 L / We (Baffles required if < 2) Diameter of Flexible Tubing (in) (Odfce+2") 5.0 5.0 Collars: Runoff. Depth of Water at Spillway Crest (ft) CN 86 86 Slope of Upstream Face (ZA ) Tc (min) 6 6 Slope of Barrel (Sb) 1 2yr Qp 2yr 4.0 1.16 Length of Barrel in Saturated Zone (Ls) 125yr Q 25yr 44.80 39.78 Number Collars Required Dimension of Collars Principle Spillway: Freeboard (ft) 2.0 0.00 Emergency Spillway: Diameter Riser (in) 48 36 Bottom Width (ft) Diameter Trash Rack (in) 48 36 Slope of Exit Channel (ft/100ft) Barrel Length (ft) 66 66 Length of Exit Channel (ft) Diameter of Barrel (in) 36 36 Crest of Spillway (ft) Barrel Inv. In Elevation (ft) 426.65 426.65 Barrel Inv. Out Elevation (ft) 425.32 425.32 SAFETY FENCE PERSPECTIVE VIEW OPERSPECTIVE VIEW sAF PLASTIC FENCE SAFETY FENCE No Scale RISER CREST DEWATERINO OMCE PERSPECTIVE VIEW METAL FENCE 3.01 CREST Phase 1 Sediment Basin #2 Design i SPILLWAY EMERGENCY Phase 2 434.00 436.0 16.5 426.0 Z 51 2.51 Yes 35 277 0.1 No I1n I I I 1 EXAMPLE PLAN VIEWS OF BAFFLE L 0 CA TIONS IN SEDIMENT BASINS INFLOW NUNNE I:UT:iSr_T�:Sd471 NORMAL POOL NO SCALE RISER i `rrD/2 D/2 L D SHEETS OF 4' X 8' X 1/0 EXTERIOR PLYWOOD OR EQUIVALENT 4' SEDIMENT BASIN BAFFLE No Scale DESIGN HIGH WATER (25 Yft STORM ELEV ) Drainage Area (acres) 2.68 Basin Volumes: Cumulative MIN. 1.0. Elevation (ft) Contour Area (sf) Volume (cy) Volume (cy) 447 501 DRY " STORAGE 448 1968 45.7 45.7 WET . STORAGE 449 2456 81.9 127.6 450 2969 100.5 228.1 451 3507 119.9 348.0 SIMENT CLEANPOINT AWE " STORAGE REDUCED 452 4071 140.3 488.4 D ]a C.Y./ ACRE) 453 4659 161.7 650.0 Wet Storage: Wet Storage Required (cy) (67*DA) Dewatering Orifice Elevation (ft) Wet Storage Provided at this Elevation (cy) Required 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 Provided at this Elevation (cy) Diameter of Dewatering Orifice (in) Diameter of Flexible Tubing (in) (Odfce+2") Runoff: CN (Soil Group B, Newly Graded) Tc (min) 12yr 0.00 Qp 2yr 125yr 0.00 Q 25yr Principle Spillway: Freeboard (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) 650.0 179.6 450.0 228.1 91.1 448.5 1.5 179.6 453.0 421.9 3.0 5.0 86 6 0.82 15.63 2.6 24 24 115 24 447.00 443.00 MIN. 1' WI SPILLWAY 2' WITHOUT RW Design High Water Rational Method Ratinoal Method Runoff Volume 25 yr CY Design High Water SCS 25yr (controls) 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 (ft) Crest of Spillway (ft) L = TOTAL DISTANCE FROM THE POINT OF INFLOW AROUND THE BAFFLE TO THE RISER. RISER RISER CREST ELEVATION FEAP00PR'S TS MIN. SIZE 4" SQUARE 5ROUND. SET AT ST 3' INTO THE GROUND. 3.14-6 EXCAVATED DROP INLET SEDIMENT TRAP \\ �i �`�t� F"W FLOW FLOW SEDIMENT -LADEN RUNOFF DEPTH BELOW TOP OF INLET: AS REQ1JIIW MIN. 1'- MAX. 2' .. MAX. OPE 2: a STORM WATER WITH - URGER PARTICLES LARGER PARTICLES WEEP SETTLE OUT REMOVED HOLES FOR DEWATERING DRAIN INLET a I SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW CAPABILITY AND EASE OF CE MAINTENANCE ARE DESIRABLE. 3.07-4 CREST OF EMERGENCY Phase 1 Sediment Basin #3 Design MIN. 1' WI SPILLWAY SPILLWAY Phase 1 2' WITHOUT Drainage Area (acres) 2.35 DESIGN HIGH WATER ESI YR. STORM ATE Basin Volumes: Cumulative ( ) O (� (y) (y) as ----- Ph1 Elev. ft Elevation ft Contour Areas Volume c Volume C MIN ,.o' ---- CREST OF EMERGENCY SPILLWAY 453 453 405 RISER CREST 454 454 3580 73.8 73.8 "DRY" STORAGE f DEWATERING DEVICE 455 455 5199 162.6 236.4 „aT . STORAGE 456 456 5877 205.1 441.5 457 457 6580 230.7 672.2 SmMEM LLEANOLR POINT ( WET " STORAGE REDUCED TO 34 C.V./ ACRE) 672.2 Design High Water Rational Method Phase 1 Wet Storage: Phase 1 Ratinoal Method Runoff Volume 25 yr CY Wet Storage Required (cy) (67*DA) 157.5 Design High Water SCS 25yr (controls) 454.39 Dewatering Orifice Elevation (ft) 455.0 Top of Dam (ft) 457.0 Wet Storage Provided at this Elevation (cy) 236.4 Top Width of Dam (ft) 8.0 Required Volume Before Cleanout c 34*DA 9 (Y)( ) 79.9 Bottom of Basin ft () 447.0 Cleanout Elevation (ft) 454.00 Approx. Bottom Dimensions: 46' x 11' Distance from Cleanout to Orifice (ft) (> 1') 1.0 Upstream Face Slope: 21 Downstream Face Slope: 21 Dry Storage: Dry Storage Required (cy) (67*DA) 157.5 Baffles: Yes Riser Crest Elevation (ft) 457.0 Length of Flow, L (ft) 24 Dry Storage Provided at this Elevation (cy) 435.8 Effective Width, We (ft) 125 Diameter of Dewatering Orifice (in) 3.0 L / We (Baffles required if < 2) 0.2 Diameter of Flexible Tubing (in) (Orifice+2") 5.0 Collars: No Runoff: Depth of Water at Spillway Crest (ft) CN 86 Slope of Upstream Face (Z:1) Tc (min) 6 Slope of Barrel (Sb) 1 2yr 5.54 Qp 2yr 0.33 Length of Barrel in Saturated Zone (Ls) 125yr 8.34 Q25yr 13.26 Number Collars Required Dimension of Collars Principle Spillway: No Freeboard (ft) 3.1 Emergency Spillway: 0 Diameter Riser (in) 24 Bottom Width (ft) 0 Diameter Trash Rack (in) 24 Slope of Exit Channel (ft/100ft) 0 Barrel Length (ft) 35 Length of Exit Channel (ft) 0 Diameter of Barrel (in) 18 Crest of Spillway (ft) Barrel Inv. In Elevation (ft) 453.31 Barrel Inv. Out Elevation (ft) 452.69 Bryan D. Cichocki Z Lie. No. 53741 1111112022 � • • 457.87 461.0 8 453.0 23'x 18' 2:1 2:1 Yes 35 148 0.2 No0 W No 0 0 L7 0 z O CK K U Lu W O z O U) > W DATE 1111112022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N/A 6 a N IOB NO. 49821 SHEET NO. C3.2 Phase 1 Sediment Trap 1 Design drainage area (acres) (<3) 1.04 trap volumes: elevation (ft) area (so volume(cy) 458 1297 _ 459 3300 85.1 460 3770 130.9 461 4264 148.8 VAMAffiF ORR:NAL EREST OF STONE WEIR I MyMipLE• CROWD ELEV, DRYSTORAGE WET STORAGE MCCAv D) vARIAaT£ V MAX. `BEER EI CLOTH GROUN D C"O EV wet storage: wet storage required (cy) (67*DA) 69.7 -SEE PLATE ,1�1 COARSE AGGREGATE- CLASS I RIPRAP bottom of stone weir (ft) 459.0 wet storage provided at this elevation (cy) 85.1 **coarse aggregate shall be VDOT #3, #357 of #5 slope of wet storage sides 21 weir length (ft) (6xDA) 6.2 dry storage: bottom of trap elevation (ft) 458 dry storage required (cy) (67*DA) 69.7 bottom trap dimensions: 22' x58' crest of stone weir 461.0 top of dam elevation (ft) 462 dry storage provided at this elevation (cy) 279.7 top width of dam (ft) 2.5 slope of dry storage sides 2:1 Phase 1 Excavated Inlet Sediment Trap #1 Design Phase 1 Excavated Inlet Sediment Trap #2 Design Drainage Area (Acres) (<3) 0.95 Drainage Area (Acres) (<3) 0.57 Trap Volumes: Trap Volumes: Elevation (ft) Area (SF) Volume (CY) Elevation (ft) Area (SF) Volume (CY) 450 3002 446 1774 451 3416 118.9 447 2354 76.4 452 3854 134.6 448 2980 98.8 253.5 175.2 Storage: Storage: Storage Required (CY) (134*DA) 127.3 Storage Required (CY) (134*DA) 76.4 Bottom of Excavation (ft) 450.0 Bottom of Excavation (ft) 446.0 Top of Inlet Elevation 452.00 Top of Inlet Elevation 452.86 Storage Provided (CY) 253.5 Storage Provided (CY) 1752 Slope of Wet Storage Sides 2:1 Slope of Wet Storage Sides 2:1 Phase 1 Sediment Basin #4 Design Phase 1 Drainage Area (acres) 5.82 Basin Volumes: Cumulative Elevation (ft) Contour Area (so Volume (cy) Volume (cy) 449 2467 450 6279 162.0 162.0 451 7128 248.3 4102 452 8017 280.5 690.7 453 8944 314.1 1004.8 1004.8 Wet Storage: Wet Storage Required (cy) (67*DA) Dewatering Orifice Elevation (ft) Wet Storage Provided at this Elevation (cy) Required Volume Before Cleanout (cy) (34*DP Cleanout Elevation (ft) Distance from Cleanout to Orifice (ft) (> 1') Dry Storage: Dry Storage Required (cy) (67*DA) Riser Crest Elevation (ft) Dry Storage Provided at this Elevation (cy) Diameter of Dewatering Orifice (in) Diameter of Flexible Tubing (in) (Orifice+2") 389.9 451.0 410.2 197.9 450.0 1.0 389.9 453.0 594.6 3.0 5.0 'c (min) 6 2yr Qp 2yr 8.91 25yr Q 25yr 40.23 Principle Spillway: Freeboard (ft) 1.90 Diameter Riser (in) 48 Diameter Trash Rack (in) 48 Barrel Length (ft) 49 Diameter of Barrel (in) 36 Barrel Inv. In Elevation (ft) 449.00 Barrel Inv. Out Elevation (ft) 447.53 Phase 2 Sediment Basin #4 Design Phase 2 Drainage Area (acres) 3.00 Basin Volumes: Cumulative Elevation (ft) Contour Area (so Volume (cy) Volume (cy) 455 772 456 1080 34.3 34.3 457 1451 46.9 81.2 458 1896 62.0 143.1 459 2419 79.9 223.1 460 3030 100.9 324.0 461 3738 125.3 449.3 462 4558 153.6 602.9 MIN. V INT SPILLWAY CREST OF EMERGENCY 2'WITHOUT SPILLWAY HIGH WATER STORM ELEV.) r0.5• f RISER CREST DRY ' STORAGE DEWATERING DEVICE WEi SORAGE _. SEDMENT CLEANOUT POINT ( STAR GEENRMCED l_J ID 34 Ratinoal Method Runoff Volume 25 yr CY Design High Water SCS 25yr (controls) 454.10 Top of Dam (ft) 456.0 Top Width of Dam (ft) 10.0 Bottom of Basin (ft) 449.0 Approx. Bottom Dimensions: 98' x 37' Upstream Face Slope: 2.5:1 Downstream Face Slope: 2.5:1 Baffles: Yes Length of Flow, L (ft) 82 Effective Width, We (ft) 66 L / We (Baffles required if < 2) 1.2 Collars: No Depth of Water at Spillway Crest (ft) Slope of Upstream Face (Z1) Slope of Barrel (Sb) Length of Barrel in Saturated Zone (Ls) Number Collars Required Dimension of Collars Emergency Spillway: No Bottom Width (ft) 0 Slope of Exit Channel (ft/100ft) 0 Length of Exit Channel (ft) 0 Crest of Spillway (ft) 0 DRY ' STORAGE WET' STORAGE SEDMENT (' WET' TO 3s MIN. 1' WI SPILLWAY CREST OF EMERGENCY 2' WITHOUT SPILLWAY HIGH WATER STORM ELEV.) D.s• RISER CREST DEWATERIND DEVICE Phase 1 Sediment Basin #5 Design Drainage Area (acres) 4.92 Basin Volumes: Cumulative Elevation (ft) Contour Area (so Volume (cy) Volume (cy) 464 2959 465 5770 161.6 161.6 466 7089 238.1 399.8 467 7788.88 275.5 675.3 468 8520 302.0 977.3 977.3 Wet Storage: Wet Storage Required (cy)(67*DA) 329.6 Dewatering Orifice Elevation (ft) 466.0 Wet Storage Provided at this Elevation (cy) 399.8 Required Volume Before Cleanout (cy) (34*DP 167.3 Cleanout Elevation (ft) 465.0 Distance from Cleanout to Orifice (ft) (> 1') 1.0 Dry Storage: Dry Storage Required (cy) (67*DA) 329.6 Riser Crest Elevation (ft) 468.0 Dry Storage Provided at this Elevation (cy) 577.5 Diameter of Dewatering Orifice (in) 3.0 Diameter of Flexible Tubing (in) (Orifice+2") 5.0 Runoff. C (Use 0.45 for Bare Earth) 0.45 Tc (min) 8 12yr Qp Tyr 125yr Q 25yr Principle Spillway: Freeboard (ft) 1.85 Diameter Riser (in) 48 Diameter Trash Rack (in) 72 Barrel Length (ft) 195 Diameter of Barrel (in) 36 Barrel Inv. In Elevation (ft) 464.00 Barrel Inv. Out Elevation (ft) Phase 2 Sediment Basin #5 Design Drainage Area (acres) 5.58 Basin Volumes: Cumulative Elevation (ft) Contour Area (so Volume (cy) Volume (cy) 467 2632 468 6240 164.3 164.3 469 9365 289.0 453.3 470 10147 361.3 814.6 471 10954 390.8 1205.4 472 11786 421.1 1626.5 MIN. T WI SPILLWAY 2- WITHOUT HIGH WATER STORM ELEV.) r DRY ' STORAGE WET ' SEORAGE RISER CREST DEWATERING DEVICE SEDMENT CLEANCUT POINT I I (' WEE ' STORAGE REDUCED IJ TO 3* C.Y./ ACRE) Design High Water SCS 25yr (controls) 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 (8) Slope of Upstream Face (Z1) Slope of Barrel (Sb) Length of Barrel in Saturated Zone (Ls) Number Collars Required Dimension of Collars Emergency Spillway: Bottom Width (ft) Slope of Exit Channel (ft/100ft) Length of Exit Channel (ft) Crest of Spillway (ft) MIN. V WI SPILLWAY T WITHOUT HIGH WATER STORM ELEV.) f- DMSTORAGE WET ' STORAGE SEDMENT CLEAWOUT POINT TO 3A C ORACAER�DULED CREST OF EMERGENCY i SPILLWAY 469.15 471.0 8.0 464.0 W x 37' 31 31 No No No 135 60 2.3 N M i CREST OF EMERGENCY i SPILLWAY RISER CREST DEWATERINC DEVICE 449 Design High Water Rational Method Design High Water Rational Method Wet Storage: Ratinoal Method Runoff Volume 25 yr CY 407 Wet Storage: Ratinoal Method Runoff Volume 25 yr CY Wet Storage Required (cy) (67*DA) 201.0 Design High Water SCS 25yr (controls) Wet Storage Required (cy) (67*DA) 373.9 Design High Water SCS 25yr (controls) 472.97 Dewatering Orifice Elevation (ft) 1264.0 Top of Dam (ft) 463.0 Dewatering Orifice Elevation (ft) 469.0 Top of Dam (ft) 475.0 Wet Storage Provided at this Elevation (cy) 223.1 Top Width of Dam (ft) 8.0 Wet Storage Provided at this Elevation (cy) 453.3 Top Width of Dam (ft) Required Volume Before Cleanout (cy) (34*DP 102.0 Bottom of Basin (ft) 455.0 Required Volume Before Cleanout (cy) (34*DP 189.7 Bottom of Basin (ft) 467.0 Cleanout Elevation (ft) 1262.0 Approx. Bottom Dimensions: 98' x 37' Cleanout Elevation (ft) 468.0 Approx. Bottom Dimensions: 84'x36' Distance from Cleanout to Orifice (ft) (> 1') 2.0 Upstream Face Slope: 3:1 Distance from Cleanout to Orifice (ft) (> 1') 1.0 Upstream Face Slope: 2:1 Downstream Face Slope: 3:1 Downstream Face Slope: 2:1 Dry Storage: Dry Storage: Dry Storage Required (cy) (67*DA) 201.0 Baffles: No Dry Storage Required (cy) (67*DA) 373.9 Baffles: No Riser Crest Elevation (ft) 1267.0 Length of Flow, L (ft) 135 Riser Crest Elevation (ft) 472.0 Length of Flow, L (ft) Dry Storage Provided at this Elevation (cy) 379.9 Effective Width, We (ft) 60 Dry Storage Provided at this Elevation (cy) 1173.2 Effective Width, We (ft) Diameter of Dewatering Orifice (in) 3.0 L / We (Baffles required if < 2) 2.3 Diameter of Dewatering Orifice (in) 3.0 L / We (Baffles required if < 2) Diameter of Flexible Tubing (in) (Orifice+2") 5.0 Diameter of Flexible Tubing (in) (Orifice+2") 5.0 Collars: No Collars: No Runoff. Depth of Water at Spillway Crest (ft) Runoff. Depth of Water at Spillway Crest (ft) C (Use 0.45 for Bare Earth) 0.45 Slope of Upstream Face (Z I) C (Use 0.45 for Bare Earth) 0.45 Slope of Upstream Face (Z1) Tc (min) 8 Slope of Barrel (Sb) Tc (min) 8 Slope of Barrel (Sb) 12yr Qp 2yr Length of Barrel in Saturated Zone (Ls) 12yr Qp 2yr Length of Barrel in Saturated Zone (Ls) 125yr Q 25yr Number Collars Required 125yr Q 25yr Number Collars Required Dimension of Collars Dimension of Collars Principle Spillway: Principle Spillway: Freeboard (ft) Emergency Spillway: No Freeboard (ft) 2.03 Emergency Spillway: No Diameter Riser (in) 48 Bottom Width (ft) 0 Diameter Riser (in) 48 Bottom Width (ft) 0 Diameter Trash Rack (in) 48 Slope of Exit Channel (ft/100ft) 0 Diameter Trash Rack (in) 48 Slope of Exit Channel (ft/100ft) 0 Barrel Length (ft) 195 Length of Exit Channel (ft) 0 Barrel Length (ft) 143 Length of Exit Channel (ft) 0 Diameter of Barrel (in) 36 Crest of Spillway (ft) 0 Diameter of Barrel (in) 36 Crest of Spillway (ft) 0 Barrel Inv. In Elevation (ft) 455.00 _ Barrel Inv. In Elevation (ft) 462.66 Barrel Inv. Out Elevation (ft) 1251.00 Barrel Inv. Out Elevation (ft) 1251.00 Phase 2 Pipe outlet Sediment Trap #1 1 Phase 2 Excavated Inlet Sediment Trap #1 Design Phase 2 Excavated Inlet Sediment Trap #2 Design Drainage Area 1.26 AC Drainage Area (Acres) (<3) 0.65 Drainage Area (Acres) (<3) 0.62 Trap Volumes: Trap Volumes: Trap Volume Elevation (ft) Area (SF) Volume (CY) Elevation (ft) Area (SF) Volume (CY) Elevation Area (so Volume (cy) - 450 1058.0 451 1630 448 1630 451 1446 46.37 452 1986 67.0 449 1986 67.0 452 1864 61.30 453 2368 80.6 450 2368 80.6 453 2309 77.28 147.6 147.6 454 2784 94.31 1 Storage: Storage: 454.5 3029 53.82 Storage Required (CY) (134*DA) 87.1 Storage Required (CY) (134*DA) 83.1 333 CY 7 Bottom of Excavation (ft) 451.0 Bottom of Excavation (ft) 448.0 Required Storage 169 CY Top of Inlet Elevation 452.86 Top of Inlet Elevation 450.00 Provided Storage 333 CY Storage Provided (CY) 147.6 Storage Provided (CY) 147.6 % Oversized 97 % Slope of Wet Storage Sides 2:1 Slope of Wet Storage Sides 2:1 Phase 2 Pipe Outlet Sediment Trap #3 Phase 2 Sediment Trap 1 Design Drainage Area 3.28 AC drainage area (acres) (<3) 1.32 trap volumes: ORIGINAL CREST OF STONE WEIR .,AgMyLL• Trap Volume elevation (ft) area (so volume(cy) CROUNI, \ Elevation Area (so Volume (cy) 461 1120 h A = 454 3466.0 462 1479 48.1 DRY STORAGE M Bu 455 4070 139.56 463 2582 75.2 456 4721 162.80 464 3118 105.6 457 5392 187.28 465 5254 155.0 WET STORAGE *, MA 458 6091 212.65 702 wet storage: Required Storage 440 CY wet storage required (cy) (67*DA) 88.4 Provided Storage 702 CY bottom of stone weir (ft) 463.0 % Oversized 60 % wet storage provided at this elevation (cy) slope of wet storage sides 2:1 123.3 dry storage: dry storage required (cy) (67*DA) 88.4 crest of stone weir 465.0 dry storage provided at this elevation (cy) 260.6 slope of dry storage sides 2:1 -SEE PLATE 3.13-1 FLTER OEM mcwN ' u1DUND CCTV. CONbE AGGREOATE� CUSS I RFRAP **coarse aggregate shall be VDOT #3, #357 of #5 weir length (ft) (6xDA) 7.9 bottom of trap elevation (ft) bottom trap dimensions: 15' x75' top of dam elevation (ft) 466 top width of dam (ft) 2.5 v Bryan D. Cichocki Z Lie. No. 53741 1111112022 ej M E 0 o N � N Q O > E w a E <LU UM v3 Q LL O 3 0 LL - wO J V 00 J - Li 101 d > 0N (7LUNV w � 30 nX LL 0< �v = > N F Q . c Y� N � M o w 10 �- Z O a_ EL' V) u1 W 0 Z O U) w of w 0 DATE 1111112022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N/A �} U) V Q _6 w 06 V/ U) W � Q > Z w O J > m Z Q 0 I0U OZ z O LLI 0"LLJ U) = Ozf Z O ,O O V / w JOB NO. 49821 SHEET NO. C3.3 5 a 2 0 d 3 a D a0 o� �z 20 o � c T E� a o_ 0 (D 0 3 Z zN 0� � a �8 2 6 `� 5 Q§ o. 2 Y V N 0.0 016 tl 0 c E `o C d� o � a c �a 10 a 0 w o u, 2 o c � nE E FIpOP, III -".ogg 'CD �` \ \ � �� _ �� ,'� � / nor\ ``` 4 / �1� -• •-__... \ 5,1 .wu'\ F'!•. �%�� ...'�..., �` •.i}�1F��i :\ 1 �. �i j•�� /�. \ —mac �./ �,,��. + I /m��•' �:• �'•: �• p�\�:�\��/�\ �I Q /i i?��' ��- _ ® o HIV/ i►� ✓� I(y i taLLii �ll�ld.l_rJ• �'� �IIiI Ra.r�.: �� I VmAl MENpoll i \EX STl rl' /� / 1 �- \ bhp' \a` \` \ \ \ \ \ KEY PLAN W V Li O W r� CJ NN A65N. \ g � v a w \\ \ I r 0 -A \ if I y\ \ \ \ v l0 EXCAVATED DROP �® - - - - _ _ - ® \ ` \ \ \ N, \\\ \ \ N \ \ ` \ I IP \ NAD 83 F < rn U) \ / I I INLET SEDIMENT TRAP 2 1 / e \ BFLE \\\\ \\\ \ p \ \ m w / 0.57 AC DRAINAGE AREA gbp \` \ b� \\ \ \ \ \ \ v M I ® o: 1 WASH RACK & \ ` - / \ \\ \ \ \ \ SCALE 1 "=30' / I I TOTAL STORAGE REQUIRED: 76.4 CY ' �s SEDIMENT TRAP d ` \ - - \`\\ ` / ` \ \ ` m TOTAL STORAGE PROVIDED: 175 CY $B - SEE INSET 1 I ' ,' , 30 IP � ^, ` \ \ \ \ 0 30' 60' Nb SEDIMENT BASIN # 3 N. N ■ ■ ■ // / I (//�+ �' \ 2.35 AC DRAINAGE AREAN. / ` N� N \ ` \ /' EXISTING \ \ > \TOTAL STORAGE REQUIRED: 326 CY \ \ > / /// / .\ ST 1 SOIL \TYPE �r y sy TOTAL STORAGE PROVIDED: 672 CY ' / \ ` \ \.' , - \ w `\ 27 ® S / h \\\\ \\ / IP FHA / \ _ \ _ < \\\\ \\ DATE / TEMPORARY OUTFALL PIPE \ \ \ _ — / \ \ \ \ \ \ / \ / SF > Q / \ — / / \ , 11 11 2022 SAF / \ / / \ \ \ \ \/ SAFDRAWN BY W ® S \ \ \ \ / a `®\ \ \ ` ' I �\\\ M.DENHARD IP �i \ / \ \ \ \ \ • DESIGNED BY \ ® _ 6 \ \ ' \`---\ '- -- ---- / I \\ / O \ \/ - • M.DENHARD I / — 1p 450'/// �/�/�� hh \ li \ \ p6p \ \\ \\ \ \ I �y ``�r�;�`�`�� / /r/`��IJI 8 N. \ \ SEDIMENT BASIN#2/.-\/ DD \ A5 \ \ ` \ \ ' \ i ' \ / % / . \ \ \ \\ \ / �/ - \ • CHECKED BY \ p56 \ \ 68 AC DRAINAGE AREA 2. TOTAL STORAGE REQUIRED: 359 CY = \ - / / , , / / \ \ \ \\ \\ \ - _ - • B. CICHOCKI \ / \ A55 \ TOTAL STORAGE PROVIDED: 650 CY =_ AR" J� \ /�� -_ ---- — / / // ' / '/ -\�� \�\ / / • SCALE \ -455 1 "=30' -BAF/FLE\ ® — / / // 1/ I \ \ \\\ \` a / • Ir 450 \ \ \ - - 455 \ \ TS DC \ ♦ \ I \\\ \ \ \ \ \ TR SOIL TYPE\ \ \ \ I / / TS DC A59 _ / \ 27B 1 !�� J \ l / am i ! \ \ '---t�l DP, \ \ i-' (- i -- / TS DC \`� \ 1 I �\ 11 I // ®�® / /---' \\ �®®®®®®® I' V IP 402 --- _ ® ®®®-r w / r^ - \AiIr 4.41p ® / / / / ,' _ _ _ _ _ - / / \ \ ®®/ EROSION CONTROL LEGEND LIMITS OF CLEARING AND GRADING Q /i ♦ o / / W J DRAINAGE DIVIDE / AS O I ' S ; ; \ `\ \ \ \ \ \ I I s I I SOIL AREA DIVIDE (� IP A5 / A6 --- \ \ v a \ `\ \ \ I _ \ _ j I \ r / ' ' \ \ _ \ \\ \ems SAF SAF SAFETY FENCE 3.01 Q 403 w O / / f CE PCE Q CONSTRUCTION ENTRANCE / Z 3.02 PAVED CONSTRUCTION ENTRANCE SSF -)0(--SF X SUPER SILT FENCE / SILT FENCE 3.05 > m O ST 404 DD _ ®®� ®®®® ®®® �� ' ' / IP INLET PROTECTION 3.07 p / I ` \\ Q LL �: LLJ \ ®• CIP ® CULVERT INLET PROTECTION 3.08 I 457�- - - - / \ EXCAVATED DROP \ \ ` \ ®® - - , _ \ ® A \ DIVERSION DIKE O U - - - _ - \ ` /' \y / / INLET SEDIMENT TRAP 1 ®� ` 1. ` \ - ' / I\ \\S ®®� =\ 1 RIGHT OF WAY DIVERSION Lu Lu 0.95 AC DRAINAGE AREA I ® \ TS DC / to \ \ DD CWD RWD �� 3.09 v ' TOTAL STORAGE REQUIRED: 127.3 CY I ® r ' ' v v Maw ®� ® ` U) /\ ®®®®® ` - ` SEDIMENT TRAP 3.13 / _ \ \ - \ TOTAL STORAGE PROVIDED: 253.5 CY / \ \ \ /� \ \ 1 \ \ 06 - ` y - _ - �— l 1 �� \ SB SEDIMENT BASIN 3.14 O A*y \ \ \ TS DC ® — — Un a60— / ,,�---- //' /, � /- --'� /,_\ \\11\ /-'�_,\-\ \\ I\\ I 1 � \ \-`-------_ \- --- OP OUTLET PROTECTION 3.18 "m 0 INSETI - INLET PROTECTION _ _ _ _ _ - \\ /N. \\ -\ \ \ _ TS TEMPORARY SEEDING 3.31 ` \ _ PERMANENT SEEDING 3.32 - --- --- ---- -_ a — N. IP N. \ \ \ \ `\ \ \ \-----------\_-- — - \ \ MU MULCHING 3.35 W / _�-�- \ 10 / / / /' / / \\ \ \\ \\ \\ \ \\ \\\ \\\ N. \ ------------ - - - - ------ - - - - -_ — — — — — DUST CONTROL 339 \ OIL TYKE: --- -�- - \\ / ,'// /,' / //i\ \ \ \ \ \ \\ \ \ \ �� — — — — — — -465- — — — ------ IN, \ \ DC -�Q \ 9 IP / // \ \ \ \ `\` '— -----------------------------___----_ --\ \ L .,.,,. 460_ --__ ----_,\--------- ---- ---- - - - - -- __----- --\i \\ \ BM AREAS STEEPER THAN 3.36 -- -- -- - - - - -- _ _------ - - - - -- 3:1 TO BE STABILIZED N /�� /// / '/' \ \ \ \ \ \\\\ —-------- -- - - -- _---------------- - - ---- WITH STABILIZATION SA / , / / / / \ \ ' - - _ - — — — BLANKET JOB NO. 49821 \Teq // //// /,' /'\\ `\ \\ \ \ `--- ---__- — — // A6''----- ------ - - - --- I / \ \ \ \ \ — 455 _ O / * "VIR '.r "/�. ,Q S/ %` •:. .• I - - - - _ _ _ _ - - - _ - _ � - I SHEET N0. - I _, _ _ - o GINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER C3.4 a 2 c 0 0 3 c a D a0 o 0 �z 20 o � c T E'o a c m a0 0 0 3 Z z„ 0 � a e§ a 2 Y h X C 0.0 12 c `o 06 a c Ma 10 a 0 02 e a o c 0 m nE E F_ a:auswaat irooumvr000_vniageswvvuwne tiuuwmage rmAom i.aag 1 rioaeo on - iv i-ueu" o:-io rm 1 oy mau uenri If 4L 1z, I \ l D rn m CD /—try_ `y if \\\`\111\II\II III IIII III IIIII II 1I III/I _ /- ... \ I IIII 111 ( 1 1 l l y l l I I I I I III I Y I , \ p�\ \ 1 I IIII I,I , , 1 / I I I I I III , - •0 ' , � 1 / `� � �� -. 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CHARLOTTESVILLE OFFICE O C • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com 9 \ d (7 m o SO UTH W 00 D VILLAGES 3& 4 ^ T N O o DATE REVISION DESCRIPTION�� p m15, W CO m II D n 2 z 2 D C z fv o COUNTY OF ALBEMARLE, VA o m O n o n m o &� EROSION & SEDIMENT CONTROL PLAN PHASE I 0 0 N �INi These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. 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CHARLOTTESVILLE OFFICE O C • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 �y3 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com 9 \ d (7 m o SO UTH W OO D VILLAGES 3& 4 ^ T N O o DATE REVISION DESCRIPTION Of r'jNp f m W M CO ° II D n 2 z 2 D C M z fv o COUNTY OF ALBEMARLE, VA o m O 0 n o n m o 1.4 EROSION & SEDIMENT CONTROL PLAN PHASE I o o �INi These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. m s 0 .IP- \ EROSION CONTROL LEGEND * TH O F� LIMITS OF CLEARING AND GRADING DRAINAGE DIVIDE % /% - SOIL AREA DIVIDE Bryan D. Cichocki CI,\ - - - - SAF SAF SAFETY FENCE 3.01 U Lie. No. 53741 � 1111112022 CONSTRUCTION ENTRANCE /�+i 1 PCE d 3.02 LA'S G ® PAVED CONSTRUCTION ENTRANCE SIONAL SSF X SUPER SILT FENCE / SILT FENCE 3.05 IP ® INLET PROTECTION 3.07 NU \ \ PROVIDE GATE FOR PAVED \ / / / ' /' ' %' CIP ® CULVERT INLET PROTECTION 3.08 E CONSTRUCTION ENTRANCE SAF \ _ /f / I / ' i DD CWD RWD DIVERSION DIKE a W 3 /\/ O RIGHT OFWAYDVEREAN WATER SION 3.09 wU. O `m^i SEDIMENT TRAP 3.13 aLu v oo z \ \ \ \ \ ` - _ _ \ - - - \ \ • / "FI� 'r �\®® / ' \ // /./' I / y/ /,' \ / / / / i " �C` `I` K P ` N �\, , / / / ST > N 0 SEDIMENT BASIN 3.14 c� tL OP OUTLET PROTECTION 3.18 o R @ v IP \ \\ \ ,' - \ \ / /\ / NAD 83 ' \ \ \\ / \ TEMPORARY SEEDING 3.31 ~ rn U) \ \ I ,` T S ate+ nl > TS DC \ ' \ _ — — — — — \ Sq EXISTING ® _ ' . -\ / / ` \ / r v w FHA �� / \/// PS PERMANENT SEEDING 3.32 m / LIMITS OF DISTURBANCE: 25.24 ACRES / / i \ 4L9,6 _ \ \ \ ®ic \ , / MU MULCHING 3.35 IP \SAF 0 \ //-------�j"C�O DC DUST CONTROL 3.39 -` _ -/ ' \ ` \ \ \ \ \ _ \ qF e \ M \� / / / I i — _ �s�s{ED '/ '/ ; ' AREAS STEEPER THAN 3.36 �_ \ \ - - - - - - - - - \ \ ` \ PRi9VIDE GATE \ \ \ ® _ 11 _ -_ / .�2R RJ(� II v p o�� - \ r__ BM 3:1 TO BE STABILIZED = - ` DD 480 _ — — — \ \ \ \\ \ - — _ \ \ \ \ \ -� % _ - _ ; -_- _ _ O 9qS" rO- - -1-,[�- WITH STABILIZATION ® \ \ \ \- \ \ _ ` \ RQR CONSTRUCTION — \ ®_ / J 1 i - - , _ _ - - - - - - _ - _ _ - _ , / 6 3> �>q�F �S BLANKET \-- - - - - -\ \�\ ` ``ENTRANCE \ \ — // 1 '- -- R� ql—� -1- %; > w — -- -_- _ -- `��q---i5'-� -i- H _= _ _ ` \` _ _ _ _ — ; * = * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER DATE \ /\ \ \ \ ♦\ -\ 1 \ \� \_ \ `\ \ / \ ` / / 1\ ``��\\`�`\�\��\. c __ram\ - ___-__- �_�� > 11/1112022 DRAWN BY O If M.DENHARD " / • DESIGNED BY ® \ \ \ \ \\ \\\ \\` \ \ \ \ \`\ \ \ \\ \ \ ` / IWASHRACK / / I �� \ \ \ � �\ \\� \� �\\\ \ \\\ \ \ \ � �;- ___, / , • \ \ \ \ \ \ \ \ \ \ \ \ / • CHECKED BY \ - \ \ \� \ \ \ \\ \ \ \\ \ \ \ Z \ \ \' ♦ \ ` ` \ \ \ \ \ - _ - ; - / / ' ' / / / • B. 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No. 53741 \ \ — — — � — _ — ` �_ ` SEDIMENT BASIN #5 \ —465. _ \ _ 7 // ,'/ ,� / 4.92 AC DRAINAGE AREA ----\ 1111112022 i - - - - - - - ` \ 824 TOTAL STORAGE REQUIRED: 659.2 CY O+t�S O1 \ \ ' - - 635 '\ ` / ' / / / / TOTAL STORAGE PROVIDED: 977 CY SIONAL --— —`— \—�---------- 633 / t / _ _ --- _ ------ - - - - -- --�46p EDD _ - \I _ SA �� I \ \ 1 / ,' ' / /' 8'OIL TINE: --_-_ ------------ _-_ \\ `\ \ — \ \ 6361 // / , ' / / 27,BSOIL TYPE: / ME \ - - - - - - - - - - - - - - - _ - \\\ \ SEDIMENT BASIN #4 BM I / / / ' / / / , c u ` ` \ 39D — _ — ' — — — — — — _SAF _ - - \ ` 5.82 AC DRAINAGE AREA \ \ a, / ' ' /( I c \ DD - _ _ _ _ - - - _ - TEITIPP�RARY�CLEAN = - - ` ` _\AAAIER PIPE - TOTAL STORAGE REQUIRED: 780 CY \ I / / / / / ' /' /' / / > E TOTAL STORAGE PROVIDED: 1005 CY ' / / ' ' / / / ' ■- a E BM LL \ 0\ \\`ww p mr u w 1 ' � � Q o 0 \ 'iiir///,'/'/( I I / I / SAF ' / �S cN Z - _ / / / / Y I 1 1 m v 1 \ l / --.r / I 1 1 1 I I I /' \ I /Gl / / .om _ BAFFLE / \ m v v w ow 4451 �i/\\\ \ �� .- � ,' i � -• �/^= _ � � '' i' / / / rAyO �' / // / I////(�r/ (� � / I\ I I I \ -1/ / �' / / / I , I II I // 1 i\ 1 I I I // � / \� O / 445 v I I I// _----'--_PR41 ES1ERVEOLOPESOYP.L �0 STONE WEIR' _' - - ---' ��-,-� ---- / ' / '� / / _ \ ECTION 3.13 OF - SAF - i ' - i i / ' i i - / / ®- 450� i l \ f I I / / / T$ DC \ I / I / _ HSTANDARDS)' --- _ '' '�S$F '------- / / / \y / LASS IRIP RAP - ------offF�'' - '/'� / — — / /' 4 1 f 41 _ ( / / / — - — - _ / 1/I ✓ \ ` \ ` 1 \ \ / \ \ ' / / b' I SA (n DATE W=3 --- — — �— _ / /, / / / / pp \, 458 \ \ / / / 462 \/' \� \\/ ' ✓ 1111112022 - - - - - - / / I A� \ \ / \ / / / / ' / / ' ' / \ A \ 1 } DRAWN BY - - T _460 / - ' / N�\ ' / / - - / / /' \ \ \ / M. DENHARD i- - — — 455 460 46246o ----- / - - -// h I DESIGNED BY / / / �6 \ \ . \l _ / • M. DENHARD a '' �' _ — - - / -' — \ • \ `�= I /' \ \ I I / / , / / / / / ,' / / / / v I \// \ / , - 1 • CHECKED BY SAF _ _ -- 45 /a6y _-- DD ^\ ` _ \\ \ '/' / / / I / // / /, �d5 / // I® 1^ /l\ / / t`D / • B. CICHOCKI ST ��-' __-/-_\ \� -- / / / ' r' ` I / / / -_ �''• , , , // I \/ / \` // / • • SCALE - _ - - ' / - \ ' - \ \ ` / ' / / 1 \ I I I I I ' / / ,' DD / SAF // / N �\ /\ -� - - - _ 7 _ ---- — „ DD 458 / / -— - / p I / / • 1„=30' - - - - - ' / ' ` — — \ - _ _ / ' / L o J I I / / ' - - ' ' ' - / / / aft/ \ / \ / / \ 485 J 462 ,_ __ / I 1 \ rl I I I I , / --- Aa0 / T, / \ X f- .i / J,� / SSF 464 - - - -- " _ / -- \ J Ir/ \ I I I I I / /^ — — / / / .� / / __�'� -'�' • 466 TEMPORARY SEDIMENT TRAP 1 \ - , — — _ ' —� 1.04 AC DRAINAGE AREA / \ _48' _ / 480 TOTAL STORAGE REQUIRED: 139.4 CY ' - _ - _ \ -4,0o / / / / /' I l ' / l // - - - - - - - ' `j,1 T � w' ' ' / ' - TOTAL STORAGE PROVIDED: 382 CY - - - \ / ' / - _ - . ' ' �\ • / / /\ �/� /am 7��/ *♦� / db'S----- - - - -'- -\__ /' _ _ �� __�- 1 / \ I� id 11 / / , �� -�.-'' / 1' ®� / / < .j %_ W l /� `/\ ♦ j�1S / / / \ �/ / / - --_\ ��- I I ' ` I "i 1 / / �- / / / �' ■�\v cw� / \` /' r 1 1 / l I I 1 / / / ,,/ 475 /�--- �- \ �A \`-- ` 11 /t/j5, � III \\ �y -. \` <\ \\ I\ �♦ // / ®•®i® / / -7 ,--- SOIL TYPE:'- •ems / ` `/\\\ \fir\\ \\ \\ rjdc�\ SAF \\ \ I \ ♦� _ / • ®• \ ` ` 27B \ / / / - l \ `I O� —� / / EROSION CONTROL LEGEND w — — , s = LIMITS OF CLEARING AND GRADING -- - - - - -- �,\ ' // ®®®®®®®®®®®®® DRAINAGE DIVIDE J \ �Lu � (li \ 1208 \ ♦♦ ��' \ \ ' - - ' - - - - , ' / ' _ /' ,' / / I i 48y- 1 \� / y = SOIL AREA DIVIDE Q J ` \ Z SAF SAF SAFETY FENCE 3.01 Q \ \ \ \ \ ` \ ♦/ ( LLi So \ \ \ \ \ I \ \ \ \ \ \ \\ \ \\\\ \ `\ \ `\\\ \\ \\ \\ \\ \ \\\\ \\ \ \\\\ \ \ \ \ \ \ t /_\/-_ /♦♦�/ V�0l m' �- -®_191i- 0 CONSTRUCTION ENTRANCE / PAVED CONSTRUCTION ENTRANCE Q� UZCE 460�EDO o S L7 -302 ♦SSF � �SUPER SILT FENCE SILT FENCE 3.05 > _ ' INLET PROTECTION 3.07 ' LL LIMITS OF DISTURBANCE: 25.24 ACRES Z "115 ND8`7� A!C 191'� ® \\ L — J� / I ' � // \' / v •/ / / / , I � CIP ® CULVERT INLET PROTECTION 3.08 � SCALE 1"=30' \ DIVERSION 8 CLEAN DIVERSION � DD CWD �RIGHT OF WAY DIVERSION 3.09 SAF 30' 60' SEDIMENT TRAP 3.13STA OT O _W ___$_ ______-_ KEY PLAN QW 00 I \ I f I AJ/ ` // / /// /' ! l \\ `S'B SEDIMENT BASIN 3.14 O_ l / / / \ �� / �' / / ® OP OUTLET PROTECTION 3.18 0 �Lu \ el\ /- TS TEMPORARY SEEDING 3.31 ffi Lu PS PERMANENT SEEDING 3.32 j t r\ �-�/ 1 / /' '/ \ ( I /\ \ ( ` ♦♦ \ I I \ II \ \ -T�-� 1 / / } y�ly \, \ ♦� \ \ 1 II --r — / / / / / ' i A MU MULCHING 3.35 WI ® I to/' / / - / /' r----- `\ \/ DC DUST CONTROL 3.39 ®/®v / " / ♦ \ \ `` I AREAS STEEPER THAN v \/ \ ' BM 3.36 3:1 TO BE STABILIZED - o 1710 / T < \_. _ \ \ `\ \ L —L J \ 1 I 1 1 1 I I V I\ ®v ♦ - I WITH STABILIZATION = - _ - - \ \ \ 1 ' II D I77 1 I I I \ \ \ \ \ BLANKET 11 I I I I / ' / \ \ < / 1 \ I / ' / JOB NO. \�� \\ \ w / S I 49821 o 3 // // I �,/,� / -r- �\ �\ \\ \■ \\ \\ \1 \ I/ // / N\\ I I II 1 I I 11111 \ \\ `\ \\ �`� / 1 //11 II �'� SHEET NO. * 'VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER C3 8 a E 0 d 0 3 a D a0 o 0 �z 20 o� c T E� a c m a0 0 c XB30 Z z„ 0 � a F d `o2 Q § o_ 2 Y 9 h X C 0.2 N C E `o 86 06 a c 2c 10 a 0 w c �N m c a 0 c 0 m nE 1 F=E �o .i ►� � 0c1 i p i r PIMFU Orl MAN L's, Me MY MA -ice• � �� '�' w ,� ,/ � � � :�®'�►��4��[�Y ��`��' � '.��..�� • AN �-� wl- A - plowu m ` `• ,�. / �,�`�1� � 4P4'\ I F�♦ •7��`t�� '� �• a • I1�1��11� .,�:\ 1 m r /. 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CICHOCKI IP \ SCALE 45 EXCAVAT DROP INLET SE IMENT TRAP 1 / ® / ^ 0.65 AC RAINAGE AREA r \ I / 455 ,' TOTA TORAGE REQUIRED: 87 CY ` \ \ \ \ v , / / - - ' \�\\` \ \� v / • \ / ST TOT STORAGE PROVIDED: 147 CY I \ \ \ \ \ \ ` � ` , / _ - � ' - - - / � � N \ � � \ �� \ \ \ , vryto am w \ \ DD /' /' 451 - -' / // / \ \ \ �. � \ I -- / 455 _ / , / /7� TS DC \ 27B SOIL TYPE: { // / / / / / ��\ I \\ \ ,/ \ \ n`b _ V IP Q51 / / ---' ®®®' ®/� J \) "� ®♦ `* Ss `\ \ ICJ a TS DC EROSION CONTROL LEGEND / / ® 0 z DD o ' / ' / ♦♦ / / ® / / , ' / ^ / / �/ _ - I \ \ \ \ A�i\ � = LIMITS OF CLEARING AND GRADING - Q / ® Op // el\ \ \ y \ \ ®®®®®®®®®®®®® Lu DRAINAGE DIVIDE J 4s2 ® / / ; � i i � I I � SOIL AREA DIVIDE I= SAF SAF SAFETY FENCE 3.01 Q > O L \ ' ' 1 ♦ CE CONSTRUCTION ENTRANCE SAN S N ' / / \ 1\ \ \\ \ \\ PAVED CONSTRUCTION ENTRANCE �I Z SSF �� SF �� SUPER SILT FENCE / SILT FENCE 3.05 > m ) 46/ I \ AN — / I \\ \ Q U LEAVE OUT SECTION OF CURB ! ' ' A / / IP INLET PROTECTION 3.07 LL p 460I R TEMPORARY DRAINAGE 4p \ SAN 66 \ ♦ _ _ _ 456 / / `\ \ ` \ / / ®♦ 46p / 1 - <=' yE / N / w CIP ® CULVERT INLET PROTECTION 3.08 ? C PIPE OUTLET SEDIMENT TRAP 1 \ \ ` ! / r O 0 G— r I _ _ \ \ DIVERSION DIKE u II / 1.26 AC DRAINAGE AREA ® - _ _ \ CLEAN WATER DIVERSION O I _ ` TS ® 1 A N DD CWD RWD �� 3.09 - ' TOTAL STORAGE REQUIRED: 169 CY ` \ \ \ / v \ RIGHT OF WAY DIVERSION w \ 459 ,' ,' TOTAL STORAGE PROVIDED: 310 CY U) 460 \ IP Sr,E/ / / / 1 \ f \11 sow \ - - \ ST SEDIMENT TRAP 3.13 5 p � \ 7 06 2 ' \ / / / / ♦ — _ Ono \ $B SEDIMENT BASIN 3.14 ID 461 - --- i®./ '®®® -\ \--\\ \ \ \ \ \--`-\\-- --\ OP OUTLET PROTECTION 3.18 ® �i TS DC 0 \ O T C _ - \ \ '' - - - - ®� ®- - ' �\ \ IP _ - ` \ - - - - - - TS TEMPORARY SEEDING 3.31 Lu N. - - - — - - - \ \ ®�� IP / /�.---,' ' W\ \` _,-- \ `\ ------ - - - - -- PS PERMANENT SEEDING 3.32 -R6o IF, IP IP - - - - ---- _--------- \\\ ` MU MULCHING 3.35 / ,',\ \ \ \ \ \ \\ �� \\ � \ � — — 8—w— - — — - - --_ \ DUST CONTROL 3.39 AN 460� /\460\ \\ \ \\ \\\\\\\ \ -� --N _N --------''-,-- ---- IP 3:1TOBESTABI STABILIZED 3.36 — Ma / - _ — - - - - - - - - - - - - — IP v 455 455 BLANKET WITH STABILIZATION JOB No. 49821 460 _ \ —455• - _- ---- •! i - - ___ ---1 I I I I I SHEET NO. "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER C3.9 c a i c 0 12 0 3 c a D a0 o � 0 �z 20 o � c T E O a c m a0 Oc 0 3 Z z„ 0 � a `o2 E§ am 2 Y � N X c 0.0 016 12 Eg 06 06 a c Ma 10 a 0 w c e nr o c 0 nE E F_ 103\49821-Southwood_Village3\DWG\Sheet\CD\Village 3\49821-103-C3.2-E&SC PHASE 2.dwg I Plotted on 11/11/2022 5:23 PM I by Matt Denhard 000 I I I / / / / / // / ✓/ / / / �' '/ //// y� � / \\ � \\ -_ � \ 22 IIII 0 low it r / / — \ — \ \\ \ 1 \ D m CD , 4 i \ \\� \�\1\j I I II I III III ,IIII I/ /IIII �D \ \ \ \ \1 IIII IIII III III I I / III \ I \ \ \ \ \ 111 111 III I I I F / IIIIIIII I I I I I I \ IIIII I I I I I IIII I , I I IIII / / / I � � � •� � :. I i � 1 1 ! 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EROSION CONTROL LEGEND = LIMITS OF CLEARING AND GRADING .\ DRAINAGE DIVIDE SOIL AREA DIVIDE SAF SAF SAFETY FENCE 3.01 _ CE PCE CONSTRUCTION ENTRANCE / 3.02 PAVED CONSTRUCTION ENTRANCE $$F -->O(-- $F X SUPER SILT FENCE / SILT FENCE 3.05 PCE IP ® INLET PROTECTION 3.07 CIP CULVERT INLET PROTECTION 3.08 ® DIVERSION DIKE DD CWD CLEAN WATER DIVERSION 3.09 TS DC RIGHT OF WAY DIVERSION ST SEDIMENT TRAP 3.13 SB SEDIMENT BASIN 3.14 pp Oman OUTLET PROTECTION 3.18 TS TEMPORARY SEEDING 3.31 P$ PERMANENT SEEDING 3.32 MU MULCHING 3.35 pC DUST CONTROL 3.39 BM AREAS STEEPER THAN 3.36 Ulm 3:1 TO BE STABILIZED WITH STABILIZATION 8„ BLANKET * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER T$ g \ / INSET 2 -INLET PROTECTION IPIP AN Bryan D. Cichocki Z P \\ / ` ; \� U Lie. No. 53741 _ \\\\ \ \a\ \' ^0 // `,\`�`%-11/11112022 (�I PROVIDE GATE ♦ FOR CONSTRUCTION NTRANCE \ ` \ W W� /� Ip i �SSIONALOti ♦ E\ - 3 --_ _ -- IP E rv- \ .\ ' Lu ¢w�LL o �o ; - WSOIL TYPE: U M3 o_ v ♦ / - - _ \ �� \ . // /' �/ / 9 PROVI z i= X V FOR C( '� ® ♦�- l l // 11 \\\ \\ / EXl T''L // ® ♦ \ ENTRA LL Iuj n ®® ps0 �® IP Ar, , a KEY PLAN ' I _ 425 MI NAO 53 SCALE 1 "=30' 0 30' 60' \ TS X DC r �S iuN Z �0 PCE _"'� O •.vim • v / / 0 a v \1T m co uj Pb CD \ /o qCr At of O ® 9 A, \ ��®� ®♦� �` ` \\ \ \ ®�® p `/Y A 9�\ ^\ SEE IN I\ 1 \ Q \ \ S \ \ \ O \ \ 0 \ 88 _488� \ \ \ \\ \ \ 0 > \ \ — \ H DATE \ \ ONO >� ® 1 - - - �►\ \ \ \ \ ` \ 0 1111112022 TS Ci DRAWN BY / \ \ 483 \—_ _ / S M. DENHARD DC ` \ DESIGNED BY ply' � ® • `------__ `----- — �45i ( ® \\\ a M.DENHARD `4 / \\ •• CHECKED BY B. 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SSF W= 2.5' I I � h / 4 82491 O / SHEET N0. 150Q� / C3.11 a i 0 0 3 a D a0 o dZ 20 o � c T E'o a c m a0 0 c XB (D 3 In Z„ 0 � a 2 6 `� 2N a 2 Y N X c 0.0 £ p 10 0 12 c � o 86 06 a c �a 10 a 0 w c 2 m c a o c 0 m a0 E .IP EROSION CONTROL LEGEND LIMITS OF CLEARING AND GRADING -- ' \ DRAINAGE DIVIDE IP A 41 i l I I ra , SOIL AREA DIVIDE Bryan D. Cichocki O G E /' \ Lie. No. 53741 Ty C - - — - - - - - SAF SAF SAFETY FENCE 3.01 So Q `' " U FOR CO % / g c \ / /c o O spo 11/11/2022� TRANCE yo 9n I, II z- — — — PCE / N ENTRANCE/ ®®�® /' OB 4jp6„ // Sp i b, l' ��'/l - HCEPCEdPAVED COSCONSTRUCTITO UCTION ENTRANCE3.02 >O( SF X SUPER SILT FENCE / SILT FENCE 3.05 IP ® INLET PROTECTION 3.07 o °j CIP ® CULVERT INLET PROTECTION 3.08DIVERw E / \ \ - �96 4ys• lq \ _ — _ / //i/' / / / / 0�) �� LU C EANSWATER DION IVERSION 3.09 J_ U w9 ///DD CWD RWD RIGHT OF WAY DIVERSION w O `m ^ KEY PLAN ' Lri `¢ V 20 z ST SEDIMENT TRAP 3.13 a - / \ // �✓/ // // / SB SEDIMENT BASIN 3.14 z� w // _ ' _� V / ,' , ' /Ln / QP OUTLET PROTECTION 3.18 o i z 486 - 1 \ � \ \ \ \ 491 � - 2p0.6p \ . \ / / . \ \ / � \�� / � / / 14A0 63 / / �/IM TS TEMPORARY SEEDING 3.31 ~ o rn U) EXISTING �� / /-�/ /, yi%�r �v 1u FHA \ - -'/ \\\ // N\/' \ $QiALE'1"�-,�"�\�j / �', o_v IMITS OF�DISTU BANCE: 25.24 ACRES / / / PS PERMANENT SEEDING 3.32 � w 0 '30',' / //fig' ','' S T DC - ` — , / �� / ! - MU MULCHING 3.35 \ 4 \ _ \ ' �' ' / / / \ \ \ \ — \ \ — _ �� \ \ \ \ \ / \ / / i / / / / / / / / U7 - - - - �`-� ��/F j / ' ' _ DC DUST CONTROL 3.39 ® V / = W— _ ! / �S 96p - AREAS STEEPER THAN o M / /176�,�j OI 0 dp �p \ BM Mm 3:1 TO BE STABILIZED 3.36 = \ \ \ ® \ -- - ' i / / OB RFSJ/O�q �✓cryypv\_ _- 1 WITH STABILIZATION o \\ 482\\---�\\\\\ - - \\ PCE \ ® /---�= J/l)r / ___�----- - 94?>��. 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No. 53741 .� ®� _- \ 4j �S I / // / // / / a ---- 0 1111112022 I \ IP _ / a \\\ ��9 / / / I / \ SIONALl ', '\ ,y' \\ 1^ __' _ / ,1 I� ' - - -- _ `\ --�\ �-� \� ' '� ® lti•I�' I \\ I - -- // 63 / / // / //' /, / p0/ Sp�276'P�/ SEDIMENT BASIN #5 TEMPORARY \ ¢ o " ` ® \ / / / / / ai 5.58 AC DRAINAGE AREA > E BYPASS PIPE _ _ - \ _ , , / / / J TOTAL STORAGE REQUIRED: 748 CY \ I / / -/ I TOTAL STORAGE PROVIDED: 1479 CY _ ,' ` w 6 3 _ $F SEDIMENT BASIN #4 1 _ \ ® / I /' / , FL T, 3 3.0 AC DRAINAGE AREA - - - - - - ` I I I b^ \ \ / 0 / / / SB I / / / / ' ¢ LL o TOTAL STORAGE REQUIRED: 402 CY — -_ \\ I II i \ h ® / I / / I / / , / , , w W t i - — - - - - - - — TOTAL STORAGE PROVIDED: 509 CY - - - _ - _ I I I \ / I I 1 I I / / / / / / / / I - / / ' ` \ w V � O IN l------___ - _- _ , // I II 718 \ / I 1 % 1 1\ 1 II I I I II \\ '/ /I' II I 11 c7w N� a /lr 445 \// / ! 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F B- - ' ®I DD _-�_' / \/ _ --- ' \ \\ - / / / 11' �` I (I- _'i v �® / / �d5 / / / I "� \\ \` 7y�\ I1� / • • SCALE - ; TEMPORARY SEDIMENT TRAP #1 4 _ / / - / _ I ` ' �/ _ ' ' 1.32 AC DRAINAGE AREA . - - - - - ' ` — — - \ ` - - - _ _ p1/ I // _ _ r \ \ ®® /\ \ 485 - — a TOTAL STORAGE REQUIRED: 177 CY / - - - - ' � \ � / / / \ to � ® • IP �1h IP - - - - _ _ - -�- n.8� ®® / S \ \ \ \ `*10 / q6a— TOTAL STORAGE PROVIDED: 383 CY - - - - - - / _ _ _ �fi `I\ I _ _ - _ / 1 "/ / '� / SSF - / _ i _ p�� — _ ® / ♦ • 430 ll IP I`III IOWN OrY / / \ S / am ' _ - - - - ' - \ - - \ / _ _ _ ` \ i I / \ ill I / / I ` , / ti / ®®®/ / or r�� \I �/ {�I I 1 I\ \I I r / w \ I , __-' CWD - /475lil �-$QT --_\ +A�S`� ® L / \ \ P \\ \ i' ' / ' / M I 27B` \ I o CWD GP / / \ �� / EROSION CONTROL LEGEND * w ONO ` '/ ' ,I \\` _ — — LIMITS OF CLEARING AND GRADING V/ ` '------ ®®®®®®®®®®®®® DRAINAGE DIVIDE Lu \ \ \ \ 12p6 \� S \ c I �� •� —/ dy / - I 4j� / / / ' / /' s SOIL AREA DIVIDE "nJ I � \ ` \ \ \ \ I I I / 1 1 sc jbS l ., I / / I 1 /\ / / ' ' 1 SAF SAF SAFETY FENCE 3.01 > O 0 J I I _ , ` - �� / r /� / \ \ /' 1 / CONSTRUCTION ENTRANCE / 3.02 _ Ld 191 \ / CE PCE d 4B0� ` — — — — — — — / I / / I I J, V.�0 v �' ® PAVED CONSTRUCTION ENTRANCE > Lu Z l \ I / I SUPER SILT FENCE / SILT FENCE 3.05 m I �r \ \ \ I l �� f•- —1 — \ g J I / i ^ / ,' / /w SSF �O� SF �� J U LIMITS OF DISTURBANCE: 25.24ACRES c \V — _ - L , e \ I \I I I / /// , /N/ / / '1 IP ® INLET PROTECTION 3.07 I LL \\ , SA / \ / // ~ w \ �l \�\ \ \ 1 1916 _ �L ®_ SAF / / �- _ _ J/ / / V /- y- —�GT - _ _ - u�� CIP ® CULVERT INLET PROTECTION 3.08 O C SCALE I"=30' \ 1 \ \ / I \ \\ — -' ` _ ' - ' / - - - - / 1\\ \ \ \ \ \ I \ION DIKE U ' / ' / / CLEAN DIVERSWATER DIVERSION U \ \ \ UGT�®a®� _ �' // /' uG / �� / DD CWD RWD �� RIGHT OF WAY DIVERSION 3.09 O ST SEDIMENT TRAP 3.13 �c _'``Jrr''y/ / / / / ■I \ W KEY PLAN// �1p /I`I I / /�yOn / /'- ® // /'I Ij \\ N I I 1 } /• /\ -\ ' //\x' / /// �� / ■ OD \\ SB SEDIMENT BASIN 3.14 / 1 1�Q / / \ ®® �I p III I I I' \ \' / / / ■ QP OUTLET PROTECTION 3.18 Cn 11 I \v\rit O / 7 ®_ _ \ IIN / L TS TEMPORARY SEEDING 3.31 A w PS PERMANENT SEEDING 3.32 c: Ilk '®3 �p I l I I I / / / / / / ♦ MU MULCHING 3.35 / J10 00 I I 1 \ o / / / / /' / / / / / / / ®10\ \ DG DUST CONTROL 3.39 ,\ \ \� 1T * /® , , ' \ \ \ \ - - ` \ \ \ ` \ n I I I I I , hI II I� / /® \ AREAS STEEPER THAN �'I III i9�® \, gM 3.36 \ pp 3:1 TO BE STABILIZED �t3'/— ' 1710 / T _ _ — _ \\% \ ` \ ` \ L —L \ I I 1 p 1 I I I ®�l / — / WITH STABILIZATION 1 1 II I I I I / BLANKET JOB NO. 100, ' _\�� 1uGPT /�I II I� 111 II III 111111 49821 o \ Y y I I I 1 I 1 I \ \ \ \ `, `� / 1 /' R ' ' SHEET NO. 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INSET 2 - INLET PROTECTION rr;'~ \\ �' ^y , ; _ SAF EROSION CONTROL LEGEND * IP O _ = LIMITS OF CLEARING AND GRADING ((77nD fty DRAINAGE DIVIDEROVIDE GATE I ^_�IPSOIL AREA DIVIDE OR CONSTRUCTION / - ' / 2x//,^;_ _ ��; , ; \_ _ / hockiNTRANCE SAF SAFETY FENCE 3.01 IP W T-Lie. No. 53741 CE PCE CONSTRUCTION ENTRANCE 3.02 _ s G O 492 \ 3.05 O , / \ �� i / l __ �^�\ � , , `�,y / I \ � 1 W� SIONAL / - v a F`` SF SILT FENCE PCE � -_ / N / i• ,, \\ \/, a �N `.. I I \ , , INLET PROTECTION 3.07 E 491 CIP CULVERT INLET PROTECTION 3.08 - -- DIVERSION DIKE _ co \ <,. 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No. 53741 � / \ \\\/ /////✓v/ 7 10, ' / / 10' PUBLICACCESS 11/I1/2022 / \ \ / \ \ '•-\ 4 / / EASEMENT \` 10' PUBLIC \\ ° \ 20' ACCESS EASEMENT \ 5' AMENITY AREA \\ \� \� ^ E 5' PROPERTY \ �,, / 10' ¢ o ;�/ / �•' \ —�\� i,..\\ SIDE SETBACK \ \ > E TYP. \ \ < \ (TYP.) ° E ' 0 I .\ \ W 3 PRIVATE / — — — — — — — — — ^ \\ \ \ \ \ AMENITY AREA \ \ ~ w 3 / EASEMENT DRAINAGEi \ \ ¢ U. o 20' PUBLIC / \ \ \ z \ w O t, DRAINAGE / �.9'----------'/ / -- `�� \ \ a-ii5mo 0 EASEMENT TYP. 8 \: • / /. / _ \ \ \ \ \ \ J o m 0 0 2' OVERHANG 2 :. \ \ , 10 ------ \ \ 10' PRIVATE z f w r ,.. 0 FOR PARKING 8' / I \ TYP \ \ DRAINAGE EASE p = x u uj BLOW -OFF \ \ \ \ o R o 0 / (. 54' 5.5' I x = N z / HYDRANT 20` ' 1 I — — 40 �p \ 54' I C) 1.5" METERS I — — — — — TQ STOP AND I v M uj 5.5' N ROAD I / R2500 o v 20' PUBLIC i / / / I O 6' CURB X6'�TEE, I I I' ' DRAINAGE / \ `'•�., CUT (TYP.) 6' NAME S GN j I I I 8„ � EASEMENT / 22.5° '1'8 20':: TYF; ::: ; 7, `n / �, \ — ----�D; ' - .,_;.: =.=: - ---- - - -- - -- - - -- -------------------- R25 8"X8" � 20 / 0 8" G 2 URB CUTS F / TEE 20 7 0= > 7' I I i / / 1 AN 20' 2z' -- -- -II1P_ PRIVATE ALLEY 2 R25' _ N - -----SAN S N WATERLINE 2 y--- I. I 0 8 SWM FAC ITY CG-7 - SA — _ --- I �:1.8'•IvilN' : � MAINTEN — — m - ANCE -- 8„ o - W - Q---- --- ......1 .. N EMENT 1'8'.:,. ::23' R25' P �- ~ DUMPSTER ( MIPl'.:: RIV L- = Q ? AT � E !11 0 BIo �3 :. I - - L E ' P P ENCLOSURE I ' ' ' �' r' i' 3 RO E TY SURE - R _ 2 a I' ST A ' O AND A 1'I�, I N SIDE SETBACK TYP III z ( ) 5".: ^�-., ROA NAM 1$`'.••. 1J''.'. ''• - --- - - �_ 2 O SIGN I :. 2l CG 7 N U DATE I I I I .'LL > 11/11/2022 0 %�'`, 20' I 1 }8'MIN`. } DRAWN BY 40' M. DENHARD ,° zo - I , I O DESIGNED BY 7' 4 T I I. ° — — DENHARD \ \`, 6' •�', _ — z., .� 'Z/ f 7_______ __ _ 7' •• CHECKED BY / T �' z 7 40' • •` ° - CICHO oc / 54' . 18MihJ ,.M 8" DIP - 20' P. r 8„X8„ R25' I R25, • SCALEC ° ° D 2E1': ' TER - - - TEE _ P. a .. B. KI \ -� WATERLINE 3 • 8 7 „vv W 6 6 •- \ MIN---- -- - -- -- - -- W VARIABLE WIDTH /- M" z : ` $pN, BLE WIDTH-� ry � i / ACSA EASEMENT 1 -� „ :: :: - AC �8„ - c i$MIT'1 N,. , E �%-- 'NdsIII - CG-7 G 28 I / N . li 111 zs r I 30 ~213� I , 31 ,�7( 28 / 8 27 7° 54' I 1 06 22.5° i / M" /1C 30' 7 7' 7 22' 30' 44' BEND 7 7, T T 7 ' l; r' 7' 7' 7 7 7 V/ z 0 7 -- 7 I i ... ..'.':. .... 1 , a , , „ , , , , , , , uj �C20' PUBLIC / Q U) 7 7, 7' DRAINAGE _ _ a > w � _ EASEMENT o = ...7' w T 7° R' 7 r "�„ H Q J Lu 44' a LL Q " _,• ' SWM FACILITY p 20=-ESERVED STEEP MAINTENANCE WET POND #1 Q z 'f .-- - ' PE (TYP.) � AND ACCESS .ate' , EASEMENT p 2 O `� o \ 20' PUBLIC \ DRAINAGE J EASEMENT STREAM CHANNEL _ PAL USTRINE FORESTED WETLAND (TYP.) 20' _ 0000 JOB NO. v 49821 \ / / 0 SHEET NO. — .. C4.1 a 2 c LEGEND CONCRETE SIDEWALK HEAVY DUTY CONCRETE LIGHT DUTY ASPHALT HEAVY DUTY ASPHALT CLASS B TYPE II TRAIL v •., EASEMENT �' i 5. ;.. �.• 11 25° '/ AUr r 'op SEE SHEETS C4.13 - C4.17 FOR LOT NUMBERS �` , A•' AN \ :.TYF'?.:BENDS /�;' ' "= °/ \ 5' PROPERTY i' SIDE SETBACK \z : \ '•. ; i \ PE OPPER p UCP — _ _ C `�� / ° (TYP.) \ \ \` m\ SERVICE TERAL TRFF O "�,/ `UGP\ AMENITY AREA \ \ \ �� •.- 7/ �$-: V / / IN VAULT , 10'PRIVA \ /// ,/ TE49 / \ \ \ \ DRAINAGE EASEMEN h \ \ \ \ \ \ \ \ \ \ 7/ / 90 BEN f i ( 24 \ / 11.250 ' EXISTING \ \ \ \ \ / / �� l 5.5' \ \ \ \ -., / / / BEND \ \ / R15' \ / / FHA 30, \\ / \ 24 / �Q STOP AND D \ \ \ �• / 26' G 5.5' N \ \ ROAD 27.5' SqN NAME SIGN 26' '•:20`.•• 6"GV,` HA 7 pR/V,q \'\ • r / TFAGYFy `\ _ FDC % ' R25' $„XB, 40' \ \ \ \ \ \ \' \ �' STOP AN \ \ / R T NG WALL WITH HANDRAIL \ Gs CAD NAM AX HEIG±6 FT MHT: ' \ 2 12"X6" z / / SIG ✓ATE ALLEY 2 R25' - - I -- \ i 13 \ TEE = 2 \ / T6' % / ARI BL DTH PRIVATE 24' ® \ �V>QOMESTIC LINE m SA i 1$'MIN. 2Q. Oro. T % l b I i Bryan D. Cichocki Z Lic. No. 53741 1111112022 M E 0 o N � N C > E v E w 3 w , Q LL 0 3 LL p o w0 0 Lu L M d_j Voo Z —n O a > o ry U lurv- a W M 30�x !O/1 _j • LL w i c ry >m Z O Fv c � H � M � 00 -` '' ''�- ANA w FA FA MIN WAWA STO� AND YDATE N� :�• b' �I' �� I� ��-d� l 11 ,' 1 �/I •, / 1 1�y IF, • 1 / s u , 1111112022 DRAWN BY M. DENHARD DESIGNED BY ENHARD r - B. CICHOCKI TEE so mom Fmom 29 te; ..I r, 1 _ - p 11.24- BEND ^ II 1.5" METER IN VAULT �1� I _�, ! �� % � � :.' ' , / ,,,_, III II a • '` :' \ • _ ill r � - , s•; . , �(,1, . 1 ill ��t 1- •\ , � `l� � �, .��,` ,- � _ •J• , � , li ' • • ��\ © • �.`� ri•�/�•:•.�u--u 11 I11 1f-111111nhL' ��v.�•�iii♦,- 1 ,.//l �• r, \,�J. `{• �''II 1 ,Y ,�,r,�a m�11111 A+��.S�= ■ • :i�.. �� 1 ' ®•• • 49821 2 c 1 II 3 \ \ / Bryan D. Cichoclti 'Z Lie. No. 53741 1111112022 4 $ tGy' CID \ \ b'a: \ /l O Ni aoocgo EXISTING \ / O y0 /� , os FHA \ / OB Q]os n, s�igo rn E 7 O�Sr�E N c ¢ o E / '•- �v v 3 \ H W N 3 \ Q LL 5 3 a FDC Cb w 0 m /^ ' STOP AND KEY PLAN w m v Lri z ,^ CAD NAME 74 i ��; a > $ ?�i P 2 12"X6' SIGN 10' 9� i ,`� c� w �, ° TEE ^� / `` 6" DOMESTIC LINE VA i > N Z 4" FIRE LINE ;'y`�� < ' 10' \ \ \ ) D 83 F v ry O C AIR RELIEF \l N ° rn AIR RELIEF w 8"X6" SCALE"=30 / 28' VALVE 6" GV/OFOHA �� w F- 1.5" METER S� 60' 0 30' / 4" FIRELINE E STING i 1 j IN VAULT / FHA i 1 Ln e /2" TYPE K COPPER ' „ GV y 1 0 SERVICE LATERAL '�-, REPLAC _ \ y ' TYPE K COPP ` - � �� ( 1.5" METER ��M TEE / ERVICE LATEi2AL »G i IN VAULT TSB ' M 8 FDC VJ �2g% /� S "X8 \\ _ / 4" FIRELINEH/FgSrC RCF4 o / 10' 10' :: 'r: ti 1$'.' '> 2 rNFSS NGR ��s�o >" H \ \ s �/ i FS. FG9 p� FDC, C� / 4 / / 8 �' / \ _> 2/O� r/ON �DOs� u 0 CID\ ---- 0 Zoo o 1 z IEF;' / - i i / B �cN glij0 OLq 1 0 ALV@` \ SAN �� \j h n DATE / CG \ / "VolS100 q� FTq� S 1 �^ 4" FIRELINE / 8"X&' - 8" / ` / /QQ i `b� TEE IV .8"X4" ��,N 0° s44 rRS 1 ; 11/11/2022 2" TYPE K COPPER ` :,":... S' Mi49, 3 DRAWN BY SERVICE LATERAL � � / 8' \ J I \ I M. DENHARD i 1.5" METER / ::. /v 1V ply/\ l I g .. IN VAULT ` Qv TEE ' 4" FIRELINE �� .q '\ •`1$' � • DESIGNED BY :... TYPE K COPPER � � CGs Fy4 �\ I L / SERVICE LATERAL \ S Fn • M. DENHARD �t 8"X6" TEE, 8"w i %•,'• ,Q ''!• i FDC00 6" GV, FHA I I \ i CHECKED BY / ;'� 1.5"METER IN VAULT AIR RELIEF \ 8 GV • VALVE VARIABLE WIDTH \- I • B. CICHOCKI / AC SA --AS EM ENT 8 w\ I TEE SCALE / rl ' is 5'. / \ \ • 1'=30' 10' ' o \ 46 / ANco z 1 zo' IG1 12" GV PARK U �i 06 I 8" GV ,. 12"X8" 12" GV I TEE :r... r---------- .... ,.. 9' SWM FACILITY 1 MAINTENANCE I ^ cn AND ACCESS \ r — r w Z EASEMENT Q L UTFALL i 20' PUBLIC 20' PUBLIC \ / I I I J I w W ;W i DRAINAGE DRAINAGE " I o ""� J _ _ 5' \ OUTFACE 5 I� Ia'o_ '•y EASEMENT EASEMENT ` y¢O / I O I I I I I �I i 11.2° BEND •: 1 I ^ 1 '6" METER IN VAULT \ 6 �` f t �'4 Q CI' PRE-TREATMENT: I I f^` I ` LL — M FACILI i I 2" TYPE K COPPER \ CURB CUT ^ L — ��`� % I _ J L — — — J 06 ' O NTENAN DISSIPATOR CELL / JD AC SS SERVICE LATERAL. / Q --' 39 i . C ENT tZ 4, FIRELINE i TYP.) / s \ J / ^ �' p FDC ar„ 4(> / ` O U O I cn �1 I 18 —COO ^ .ti8•, : AIR RELIEF FDC \�, �/ oo�/ \ IR R EF GF \ VALVE `', / ^ / I V VE ,'' ��\ 4" FIRELINE 1 N �/ ti�b / ��v`o r J / 4" FIRELINE 11 \ TYPE K COPPER \ 2" TYPE K COPPER N SERVICE LATERAL 'I 5 SERVICE LATERAL p \` ,.: �� / �/ L, / �.. 1.5" METER }'; �� , �•••• ,IN VAULT � � i CID 1.5" METER IN VAULT • O \ _ / � I � II / r O loc 4. m � z:� h 3, - — Cv 2' PARK V•,� / l \ i VARIABLE WIDTH (' r /� / V� 5 AC STOP AND I I :. I . , ...; /� / u/ ti� g2 ROAD NAME 5' N lltil aI I JOB No. 49821 SHEET NO. C4.3 1 0 FEMA -,q 1(ift"'Ifflib-1 8" HDPE CONNECTING FOUNDATION DRAINS AND ROOF DRAINS K / �\\\ 1206 NAD 83 SCALE 1"=30' 0 30' 60' KEY PLAN 8" CLEANOUT 1907 v , 8-, CjpDRAINAGE % - - I r v Ull•" --pro o I l rtl�!fy�{ 1 •� . O ' BEND - ! �•t •" , /.;«• ,COPPER, .:��1\ © .- •. DETEN m RAINAGE EASEMENT\ sm 1177 R RELIEF SERVICE LATERAL- 1.5" METER IN VAULT Ilk ✓� ��'• • \ I v �1 ►�� i r 1 \ A SEE SHEETS C4.13 - C4.17 FOR LOT NUMBERS ^1? 111 O�, Bryan D. Cichodd \ U Lie. No. 53741 \ 1111112022 O� \ SSrONAL 10 M E \ 0 rn u N � N \ > E E v E w � w v 3 ¢ a o 3 20' PUBLIC w DRAINAGE a J i5 mo z EASEMENT w w —1i O GABION FOREBAY a > o nmCL H TOP = 472.75 Z F y o �� v �o w LL 0 cl a m .�.i cN Z O FUako C Lr; H / i N > / vM Lu Lu 00 0 0 ►� ./ W Lu F- ,� o _ a < d z o DATE in ✓ j 1111112022 0 DRAWN BY M. DENHARD DESIGNED BY \ /�/ •• M. DENHARD //�� // / ! \/ / / / • CHECKED BY / ^ \� / �ti`D / B. CICHOCKI �/ / / • • SCALE v / / �J • 12 18 G CROSS - TYPE III BARRICADES \\ / _ TVv1PORARY Ef�ID OF / ROAD (TO BE/-XTENDED / IN TIVE NEXYPHASE) / ERfDOF OADW/j71C�IARAE% r WITH PARKING"*S GN(:w L _ L ca W Z > \ \ ^\ NOTE 1: \ C SHADED AREA TO BE CLEARED AND GRADED AND USED FOR CONTRACTOR STAGING AND STORAGE. 0 / ASSUMPTIONS HAVE BEEN MADE FOR SWM ON FUTURE IMPERVIOUS AREA FOR THIS DISTURBANCE AND FUTURE IMPROVEMENTS TO BE CONFIRMED BY PLAN AMENDMENT OR UNDER SEPARATE COVER. r= / / 1000, \ 1 \/ JOB NO. 49821 SHEET NO. C4.4 0 c 5 a ro N 0 t 3 a v3S ato �N 2a o � c Emw 0 H d 0 oc � 3 o . � � a � y o� Q§ a .Z Y N 0 C 0 C 63 c U 06 a c Na 10 'a 0 N � N � U �E c w c 0 C p n o N N �Ay;, N w I t71 W V N 00 B21-Southwood_Village3\DWG\Sheet\CD\Village 3\49821-103-C4.9-LOT & EASEMENT PLAN Awg I Plotted on 11/11/2022 5:48 PM I by Matt Denhard ■ ® ® ❑ O C Co n 00 � � C W ;U In m n D m 0) m IT IT'n IT n t7 D IT IT; z m D I D IT G) IT z n D G) m m G) z m 0 ITD z IT 9 -< IT CIOm IT z � IT z Cn T CIO IT 9 IT z I I� I i � 11 1'1 �� tee, �-�r•'� �` m� �1 :. His �y DDN �0Z T m 8ZD K0>— mmzC -I-I vi m TIMMONS -�� =� �� .• � ,. �•;%fir _, � `�� , JFM IS 1 � Iyy/l ��. 0 FIRM 1 �M III JAF Pit 000 �V ",�v,1 ■III - � o � �i Ill /� �•o �� `!�i�w ;q r DRAWING ROUP 0 0. . ...... .. 608 Preston Avenue, Suite .. . .. COUNTY LOT i EASEMENT PLAN These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. 3\49821-Southwood_Village3\DWG\Sheet\CD\Village 3b19821-103-C4.9-LOT & EASEMENT PLAN.dwg I Plotted on 11/11/2022 5:49 PM I by Matt Denhard m z `o i O D r IT w 0 �n/lTtDDT D0�� mnzD 90>0 mmzC z0)0 ill I ��I 1 1 �7i1 ■'II �. �`Ill�llli 1 ► QI ' r I i � 1 1 � r y r r r �1 • MR rid l �.o'o`nw VI N 00 < n N T < V 00 N V / �< rn w LrILA ' n Nil / i t i 7 I FA %�'� INT FA FA lNIF/Awarlifirl Ell JAF MINE A-2 �► CID X 71 00 z > 0 Q M 1, M K . • ,�� m�m CIO M < 01 / � D z � x o z D mm m o / 3 IT i < 71 / /0„ZI w < Ln ._ T w / TIMMONS GROUP m -4 o SOUTHWOOD - VILLAGES 3 & 4 z COUNTY OF ALBEMARLE, VA ►> o Nv P 1.4 LOT & EASEMENT PLAN � m m -4 ' / LA T rn m x my / ow z U 10 N N � 4 m w < / 00 w i O N / W < U1 a ILA 177 N / = i 0w0 W O 00 ' �o W ' N � ;\ w < 00 w 00 N N lc Y k 0 ro abi 0 0® 0 H 0 < tp D x D 5m m m o n r1r m m IT oo K z G) Z � cn � D G) o m m m IT ITz 4 8 IT D m IT z m 0 m z 'f C A 00 -/(A ��1 Z Ln/ cn N �a IT O ? w IT z N V -n1 w < .i / !A 00 THIS DRAWING PREPARED AT THE • • 0 YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE • • • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com 3 3 DATE REVISION DESCRIPTION n 0 m g D ri � Z Z Z F D O m ti n O O < to m O N \ " o H � o C N R 19 These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. cb • • • ��n� �� • A 0 17 � I „ ,�41 �/a 1 �aa��, ti �o "op � TH \� —off —>/ �� o Bryan D. Cichoclti 'Z Lie. No. 53741 ANG 1111112022 qR /iVG �'llMWp�SIONAL o E o OR N l �GFO/TCh w " E \ o LL w0 \ KEY PLAN a L-U, v o°'o z w z D S3 F u t'i) \ \ w \ \ SCALE 1 "=30 a W J 0\30' V i /5 1 o /LD 1 0 \ / — w — — TNFS F GRccG s�o�� H u o � zo � N3 ° OB 3q�1pCNs/4��pFTq� TRS '� p � DATE \ 0 4g Se ; 11/11/2022 8 0 DRAWN BY . M. DENHARD DESIGNED BY •• M. DENHARD I I i • CHECKED BY 1 • B. CICHOCKI SCALE 2079 SF / \ \ ` ` \ • \ r _ \ \\ 1894 SF V4-9 3064 SF / 3' BOTTOM WIDTH \ / \ / / • i ` \ V4-24 ;'%' DRAINAGE SWALE 1 `\ \ \ 2415 SF J �G J \. \ T� \ \ o \ \ 7010 AN �\ \\ \`\ `\ `� ``\ 4w l \ CL I ��J vv vv v� v vv - 06 I ` 4" N EX SAN. M I E C TOP=48.9 G� --- -- -- -- --- --W W LO.=4 -- , I \ w- 83 '' W _ -1I r \\ F I I i U) V4-8`v vAv A r I I I', 24065Fi- \\\ \\ \\\ D S \ / % I —� I r� w I I / z L x V4-7 I \ \ ` c / L \ \ / I Q 11 ` \ 0' C E O 20' PUBLIC I I w 1876 SF 11 \\ \ \ \ \. C RIPRAP DRAINAGE / o" / I I I o I J ---� L ^' \ \ \ \\ N T / F \ yp / h/ r I 4q C2 z I I� P EASEMENT / / I I I I II I v° � LU N GABION FOREBAY o _ C I V4Lu -6 I --- \\ \ \\ \\ \ TOP = 472.75 I x I I I % m G 1946 SF - \ \ �` \` ` `LU \ \ -/- I LL 3134 SF it \ `\ \\ \\\ \ / / .0i \� \ J �/ I - — UGT ^� r 7 O O 06 I I /\ = rn _ / oo' __-___-- � / o / TOP A .6 \ ,� ` � �`0//"- I----- ----- \\ \ U=481�` v / A 2945 SF �`,'t 4, /- / goo / w`� / J/ i I � > 1 z 11 3002 SF v11 `v vv v` v`v V4 22 v \ II \ \ \ I \ \\\\ 1871 SF 1', V4-3 -- I I 1941 SF \ `\ `\ `\ \ \ ��, V4-21 1 / / ,�'��' / / 0ww— \ \ 1855SF \'� —� / / �--r---r-----r T -----r---- 7- �V4-2 `�' v `v ` yI (I I <� // 1960 SF �� v v ` ✓ V4 20 UGp� EXSAN.MH 1902 SF TOP = 11=478.0 ; v v v v � I V4 1 \\ \ \ \ G p1.0.=4779 wo2445 SF / 4416SF i VARIABLE WIDTH \� \ ^ / ��0 / / / I\UG,o ACSA EASEMENT i \ \ \ x / V ^ /, / / \ J \ / v/ �� J/ C I / V �' ti� / / mUGP ,O V / JOB NO. 49821 SHEET NO. C4.16 03\49821-Southw00d_Village3\DWG\Sheet\CD\Village 4 & 5\49821-103-C4.12-LOT AND EASEMENT PLAN.dwg I Plotted on 11/11/2022 5:52 PM I by Matt Denhard n U1 C! D r / \ -7 l I 1 L \ \ 1 1 616, \ \ 1 1 I I L -� /I\ V vo�� / r <\ I j ► I 1 o JI L— I I 1 I L jI y / r�� I 99911, f L — — — J 103NN00-SS0(10 3 N 0 H d 3 1 O J W y �W N � ram_, T p, r _ r u r < r N �1 V / r ; 00W r � D D c z _ Z Z Z Z p ; cncnDnm D—l� ; z p O z ; Z1 Z G) i O < W O ; W :\ m _ -- I _ —----_ ----- r , — — — -' 0 0 W ----- --- 00O < — / - `G< V< OVA _ — — — __-_ W < � � � � N 00 a I tA a• __V1 V TI to -n ^ -n —r O < N — — � < CA , qo 996 I I t�ii cq m / \ \ z FS m 3 m z v r X i i C/ \\9 \\ 2�9 z D I 00 < to < p m � -4 ? 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CHARLOTTESVILLE OFFICE • • • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com r7� (� m o S O U T H W O O D VILLAGES 3& 4 m N o o DATE REVISION DESCRIPTION rG'r o A n Z o COUNTY OF ALBEMARLE, VA w m o o= m= Z N m LOT & EASEMENT PLAN o o NJ�INZ These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking Wthout the express written consent of TIMMONS GROUP. 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CHARLOTTESVILLE OFFICE p C • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 �y3 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com �� (7 m o SO UTH W OO D VILLAGES 3& 4 ^Ln T N O o DATE REVISION DESCRIPTION NJ (n M CO ° II a n 2 z 2 F a p z fv o COUNTY OF ALBEMARLE, VA o m O n o n m o GRADING & DRAINAGE PLAN o rb eINi 1 These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. O:❑ usweecl-Oomnw000_vnlageswvvu\one tiuuwslage sweecl- IUrUO.s-ue I AILCU UKAUavU rLmiv.Owg I rloueu on -I u i uAu" o:uu rm I oy mattuennam 9pie MIENVia_.,/IN "``�•�� IE .�I�rN `,��`-,�- �,I//. l /�ll/` "�� `,��r .�� i0+� � \� ��\�, '�•'' 111III • .. `� \\ �� ' it //%/� �1 � :9 ,,► . . � Ip1 • ••A� A ®II �� / ►.�_► �,,� ,,-off i IF 14 M. 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CHARLOTTESVILLE OFFICE O C • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 �y3 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com 9 \ d (7 m o SO UTH W OO D VILLAGES 3& 4 ^Ln T N O o DATE REVISION DESCRIPTION NJ (n M CO ° II a n 2 z 2 F a �p z fv o COUNTY OF ALBEMARLE, VA o m O n o n m o DETAILED GRADING PLAN o o eINi 1 These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. o / / r /// _ _ / I py._m \ I / Gi/ice �✓ , ` , '� `-� \` 1 -DEVELOPED DRAINAGEAREA 1 a il\ III �_ /. �� PREJ \ pl v/%/ /` + F -� // / :/ / / /r r / ✓. \ /\ / �/ l _ ' LEGEND TH Q //i d I / / l o r PRE -DEVELOPED DRAINAGE AREA 5 / - - /j r �` p P / , ,� \ ANALYSIS POINT 1 AREA = 281 AC ( � ��• r+� Y / OQ @i 4 / l f / r // - - //�i, / L I l /�� J l MPERVIOUS = 0.53 AC 1. `J l �`` = _ - - - - - - f / _ EXISTING IMPERVIOUS AREA AREA = 11.99 AC ; ` _ _ _ _ _ / r / ri // ri /r �/!� �i // I! / ' / � / � ' //, ✓• //l � \ l PERVIOUS (TURF) = 0.40 AC (B) \ IMPERVIOUS = 3.01 AC � � I � \ V ` /i �- -' � �1 �' ' PERVIOUS (WOODS )= 1.88 AC B ` %/ _- _ 1 I / / PRE -DEVELOPED DRAINAGE AREA 2 � ( ) - () � / �' 9 l PERVIOUS (WOODS) = 8.98 AC (B) \ �' _ �' _ _ CN: 64 / r/ - - _ _ D. Cichoc Z ,q/ /,IIII j/� r// d AREA=3.51 AC - _ _ /i I CN: 66 A/ r� � 4_ �)\I�I) - _ � TIME OF CONCENTRATION FLOW DTY�� //�/ O�Ji// // / % / // l / / / / d IMPERVIOUS = 0.66 AC / - - Tc: 8.50 (min.) '/ /� /, _ I - I o. o. i / fi'",1� , _ _ / PATH Li N 53741 /p//i/ 411 r ! r PERVIOUS (TURF) = 0.26AC (B) : \\\`_ �� - ^ / / \ , Tc: 8.3 (min.) - _ �i� itrr % • I / - _ / /IIII 9/i J III / ✓ \ - - / \O 8� �_ _ IL -� ��r I`�� _ _ _'//_ " - J Uq 11/11/2022 �/ /iw /i / / I I \/ PERVIOUS (WOODS) = 2.59 AC (B) - _ _ b - _ I . \ /�//i _ _ - - < .P�v� /i/, r 111 I\\ 64 ;y\ - ��\ r - _ _ _ / ✓ ��. ;_ _ ; _ -- '� BASIN DIVIDE o� l ri/ ri I y r�� /r 460• (o l ` [ \ / �h - _ _ 9 s - - Sgl\G i�///i, v i/IIIIIII / I /�// TC:8.0(min.) 'i \�460 \ 1 I \.o�� `� / [` I-o-' --�� 'n I / i - s-�._s_- �'_ -�'= ONAL / _ ! w I i rn i - - \ _ - - _ /;�' ` - -' - SOIL DIVIDE '' /� i/ l 1 /// / A,P // I o /- _ - __-_�.. GI I_ _ y-T -1-rn� _t-_v _ I Jr� _ /' I\\ - L- _ _ �� / I\ ,_ % r /r / // \aiSf?.\ / / J _ __- _ 1\ r I_�I V p_ _*z=�_ _h�_� _I- L - - 1 - -r ` ANALYSIS POINT 2 - / r < s• \ , / _ , _ - l�l \ r\ 1'� \\ i III I f1 E d G �} / I ` �/ J \ \--_ 4\ _f_ \ \\ \\ �\ J/ III / / 1\ II 1 ry �� / / / / \\ y o \ / \ \ \\ \1 r0� \ -.!IR0'L /^ I J- \ \ \ \\ I \I\ \\\\\ \\\ \ I II I ; / III I o \ -- \ 1 I \ III\\�`\\' I \\ I 1 c o -- / / ///. / \�\\\\� 111 \ ♦ / ,` :.'/ ¢o \\ ., \ / ` i •g.. _ - ---480 �i- s / \ 1 I / ` 1\\IIII\\ 0\ \ \ \��I 1 I / /dill �•q' \ \ 1 III / � E -\ -/ /, /�//.1/, /\�/G �_�\�\ \� I\ -\l�` \ Q/ \ -�y� / !�\ _iI i \\ \_ Q\\\\ lk,��--'t/�.T� / 1 I 1 1\1 \\\\\\\\\I� \ IIII\\\\\ r� I¢Ilk LLT 3 _ \ \ \ 1 \\IIII \0 I- \ \ _ � � � 4 \ � r _ 1 III \\\ � / /// v I w \ p7 -,p' 1, \\ \\\ O m .� \ \ s \ ♦ \ \ \ - h /' / _ �\N\III \\ \\I, IIIII t rt l 1 I 11 I I II I( /_ -- -ui O 111CCC 1 1 IIII �11 W V oo Z - - r l I I 111 III III \ \ (/ _ I - - J o 475 / \ ( I ,I .. \ \ -� / / 1 111 w - � \(�Il > ry o_ oCL / IIII \ o/• .J5- t / . n \ b1 1 //' //l \ ) r DO ' / 1 / ♦ _ _ _ -_ - - _ - - / 1 / r / / /// / / j/ / / -/ :�` \ 1 I / I / I r �' // -� �II`'I',\I\\�\1 \\\ \\` 1I1III Zu+ ' V Ij"1I'r 1 O x11 \ w\ I w¢ rim \♦!r�� j 1� � • ✓,�� fit► ��/ �WE ► i M- - low I'll% . '. A., `` / -17.AREA 1.53AC CN: 67 G e , I / /7 \ /� J -_- _- --_- - ♦ IIII I- /// / r f / J J.- IIIIt�\\i\\l / \\\\\\\\ oa "_ O �� I ! I \ \ \ \I 1 � \\ ! ii I�►,I , ,IIII IIII II III, dIIII,11\{� tP III\\`I ~ c y"�. \ -_ l •� 1\ \ �- --- ��\\\ , �►1� Oa\ , •'/,/ III I I,/ Ilpl IIII111,111.1,\ II \ wo,rNi w _470^ I � v Qg D_/ ' I I d \' ! \ \ O1 \ \ I \ I / ' � I ` - _ � ' I �/ \ \ ._ -_ = � ' i _- \ 1 \ \ 1 11 1 1 / 1 1 / // III 'il \\ •1\ \ o_ � `\ m `', IIIl \ \ 1 ) 1 I �\ oe - u / , //(I r �. \\\ I I "I\\\ • 1�.. \\ \ t yo H \ 1 1 \ J L \ l ll ��'\\\tl I Il p J. \ IV ,ti ``- \1\\yn \ �O � ;� //l/w J / r�r� \\\1\\\; Illlllllllllll�lii•.I \%\\\��_ �U . /ui r /��\/./ 1 \p�\t ` iJ /�// /� ^•i, ,/ I /I IIII \ f \✓ - - / _ 0 ! f \1 11 1 \ rJ // / o� 1 l \ 11/ / /ll/ / I I• \\\\ \ \\ --ib /•II I1 _/� Ild. \ \\1 \ i}' Ir // ��'` -✓ 1 ///II llll�IIIIIIIIII I / /i // \ /� / /�,I I II III \\\\\ \ 1\\\\�y_ - -__ -- '/0%/ 11`\\ \ �_�_� /ii /i / / / IIII 1 1 / t \ / /' �j / 1 / 1 \\ \ O ASii /I \` '+��/�i i'� / / I / _1`\\\ \r _ \\ \\ ' \� -� _ �'a / , )l l,l /i r r`\\\\\\ �r x i/ � /i/�/ /�/ IIII 1 ! /� \ I / / � ` l/ /� / / 1 \ \ \\\\'i' // / 1/ I/ , t c \ I �I' i'Or/ /� / / /i l/%/%i/r/\`< J \ 11 \\Q\\`�\ r�r (7 IIII/. _- a_+J1'� \ \ _ANALYSISPOINT5 i /� Jr 1 < l r ,\ //,A8/ /' �/r /< J t \\\y\ \\\\ 1 = / /'/i' \\\ \ _-__ -_i 'ii[�5-�,( r IIII //� 1 \\ / \I /♦ / / / /` \`\N \\ // b //// / y i / \ O �450 --' �i.AAO'I I ,rl r/l(/il ' / IJJ I�I/ I\\\\\\\`\-'�r \�(70 �\ /�i ��\\\\\\ \�. _`�-/I-\ i/1// l�.l l -'C !�! �'i'-� \\`\ \\\\\\U\ \ /�r_"440=r// _ 1- �0 I IIIII i�/Oi�ii/i/��'�/``_s / -`� 1 \`\\\\/\\ �\ \ J r // Y / l� / / / �1 I 11 I /i ! / / =i.;� `\ I II11�\\\\p / \\�\\\\ �\ = Q 11 / ' % �/ �/i / _ _/-/ G = _ \ y l 111 \ \\\ l ..., •`I' 35• /�/ / // / \ I1 I I II III /IIIII /' / r _ :✓'�c� -�\V O /'/// / -'4� _ -_ �i•-\\\ \ IIIII \ r ¢ _ I '- \ I L� I I f \ \ / II //'i/ / /i'/i i /�. 0 POINT 4// \ \\ 4 � ANALYSIS / � I I � i' \\ '�\ u =-��_ \\ \\ 111 1 �\\\.r o - 1 / / / 4 / - \ I /ri /i /'�i// _'4Z5'- - - Y''- 'G = �i%/ // ''/l / _ (I / I (IC\ \1\ �\� \ _- III \` \ U7 DATE i/= / / ik6 / _ II\ � 4 r \\\ 11\ \�. '��-\\- \ II `I III pIII\/(J� '/ 1 1 �� II III Il i \- � \ IhIIII I+`IIIIII\I \c¢O\\\\\ \\ / / 'Ul ly ' ' -v / 1 I \ / \ \ - I I J 1 \�\ I c� \@ '� \ \ \r K // / b6 / / - - - /y /^ I� 1\\.� \ \\�` / �)\ / 1 1II111�1111 +� \\\\"\\ I/ \\ \ \ = 11 11 2022 5' // PRE -DEVELOPED DRAINAGEAREA 4 // G0'� �� %jam y5 �� j e / '/ r /_ _ - / 1\ Q$ 1 j\/ \ J I I .1 I �r Io \ �\ \ y+� \,� IIII I \I 1 J y\� \ ` O yA <\ \\ \.K _ (pJ \ III I I I \ � r \ \ x > r' _ ^!' q % / AREA= 6. 10 AC % '� A5 ;� /. ; _ / / % ; / _ I J ( \ �/ 1 0 ; s MI I I lady'\ b �\\ \\ \ \ / t I ) lu IIII„1 \,a\\\ \\\ /\ \� DRAWN BY i�i/ ib• . 4 / / I \\ _ \, T^ :IMPERVIOUS =0.65AC - !� G '�O %/ �• /y \' / / / 4jS• /' I I / / of S a 1 `� \\ \ _ i \ / /\J!\\t \�\\�\ % ! -✓ { lam/ ' ' / / / \ J . / -\\ \\\\ \� �/ �\\\ ` \ \\�\ M. DENHARD PERVIOUS WOODS=5.44AC B � � � / _ _ iii«< A � ` \\\ \ 1 � e \` \\ / / / / / � �O- , I \ \ \ `\\\\ , _ \\ \`\ / CN- 60 DESIGNED BY TC: 9.6 min. i// // O 0 /A as \ ` _ \ \ \ \`�+\ \\ _ / _ 48 rJ 1 I 0 \ Y O / \ \\\�\��\\`\� \ �- _ // %/�/ //11 ,�� //DI ` 1 \�\ 1\ CHECKED BY \\ \\ \ � . - _ _ o s / / /i ti // / / ' 1 M. DENHARD Tz� \ - _ / �` \�� \�` ��\ \ �-o� ;_ �i �i // /r/ /q /n) I I 1 I , \ r I I \ 1 I /- / / i / (\ \ t _ ,J� _ _ �i \I - \ t \_ \ _ p \ ��" I 3 • \ \ 1 \`- %\INN \\ /'�' `�H-\� C \ \\ \`C9 \\\ \ \ L -7(( /�! •/� ( J�, I_``,�,\� \ - �` \` �\ \ �/ II \\ \ \�\ r , Y \ v`l / \ \ .! III • B. CICHOCKI r ��\ \ \\ \-_ =�. \� \ �\ -/__ /. \ \:�_ . \ \ \ _ \� 1 :� l/ _\\ ` S Il SCALEI"=100' _ , „ _ \. _ _ �P- EVEL PEA DRAIN ARA `\ \ r \\'S _ \ \\ \ \� � �\�\ \ � 1 �_ / \ 1\ ( ' \\ \ \ � SCALE 1"=100' ,/// / / / r / - 1--- i _ qy/ ✓ , --_ ` LEGEND / /////Q"0�(`1 "' / / / // It � 7/Y. \ //'i i %// r/ .//i.(N/i/6 �i. i /r�,�_l�' �\ ,O•/ /� / �/ / _ % _\ � - _ I I 9� \�\ \,C\�Y�k\(\ / / \�•�` fig � / • / / / // \ \ III /i�`. 1. , _ POST -DEVELOPED DRAINAGE AREA ��/ / ///,b J POST-DEVELOPEDDRAI NAGEAREA1 \ pOST-DEVELOPED DRAINAGE // ``,j T,` \/` `l l �_ _-_-_-- PROPOSED B ONSITE, UNDETAINED/ // r/// / _ / / ONSITE, DETAINED \ IIII I IMPERVIOUS AREA /i / /r 2 ( ) o / l *°i / / f ' / �� ( ) AREA 4 (ONSITE, DETAINED)- 'IIII /r / AREA = 0.78 AC o l / / / T( -� ANALYSIS POINT 1 " AREA = 2.84 AC ❑ / i 1, .% /i% / IIII/, f �/ \\\ \ /� - ) AREA =8.33AC I IIII / / /ii/i�A ire/i/��...... VIOUS=0.25AC �( 1`� /' _ _IMPERVIOUS= 1.55AC = _ I / /i r/ \ - - CONCEPTUAL FUTURE / /r / \ o. _ _ IMPERVIOUS = 5.11 AC h /i/ir �- i,\II _ _ /PERVIOUS(TURF)=0.53AC(B) /// /j 1 ii \\ 11 / ,�' =N ,r -PERVIOUS TURF - 1.29AC 8 ` y I J / i/�/� i/ - / I IMPERVIOUS AREA ,r (TURF) O l r/ ice-�no I /ilf`0 CN: 73 (TURF) - O ��i J ` , I / / \ \ CN.' 81 PERVIOUS TURF - 3.22 AC B \ J / IIII` /1 / / / L IIII , _ _ / Ta a.0 (min.) / / % I / / y h a = �, Tc: 6.0 (min.)• (min.) / /i%r ,x1-= -_ - , x /r//ii /iA•'/ r 11 �\\ I 1 �m + /os==�� /iw As ,� ,_, Tc: 6.0 min. .f / v w / ✓ TIME OF p/i/i g4,; CONCENTRATION _ � mi m' l t _ � , _ � �.._-�.=s_ � � -�;- / / ll / v- ^ co m 0-m: *d d ar, v_c _ - // ` � _-= �' =f _ FLOW PATH j// / /%i/i/i �� ri //i /� )1 / i r / /J'ai �, POST -DEVELOPED DRANAGE 448 9 I 449U1 f _ • �- _- a �� `-\� \��\\;_`�\ `er06 �� ` - BASIN DIVIDE AREA 2A (ONSITE, DETAINED) 89 AREA = 1.26AC RVIOUS = 0.57AC PERVIOUS TURF = 0.69AC 8 `` 6 rn o w v- s - - - 481i / t 1\ \ \ \ I \ 1 ( 111 I \\1 \\\ \ \ p\ (TURF) O M -� $ - �J rI I I \\ /II\\ \\\ �� -\\IIIII// I CN: 78 A ry J \ \ - \I ll \\\ \\\ \ \ \\. JI, IIII // r,ll Il R ;/ - t _ 485 ( / \ I / \ \� I \\ \\` \\\ \ \ \ \\� _ I I l /r I \ Tc: 6.0 (min.) c� \ $ / \ 1 \\ \\ \ \ l\\ @ - -/ / J // I / _ - - -•� �S LU �4` ANALYSIS POINT 2 \ < "yLCL VELOPED DRAINAG/ E AREA vc- > G - - - - . _ � \A7'1'8nl I 6AlI ��470):)��`5- ;il / /� /rr•L� '/ I I 1 l-' \ �✓I-t 1 �v a; f U `' I ` i ( V ,�III( r I 1!I /I (%I I\l�'"\\f@IIIlII\l/\ IIIrI\ II\1\II 1I1 `\�II I\III1II\II\I`I • 1\I1\`III�rI\I /\vIJ I.\•//��/\�a\\c� I\I\I\\ 1 \\ \\LLI \ w 38 J V(ONSITE, UNDETAINED) AREA =0.15 AC II�\\\\M\ r 0 2 I�w IMPERVIOUS=0.10AC \ PERVIOUS (TURF) = 0.05 AC (B) M I/CN: 86 \I1I IIII IIII POST -DEVELOPED DRAINAGE rTC6.0 min. \�1 0 AREA 58 1 . ANALYSIS POINT AREA = 653AC ~LQCGLiIrL IMPERVIOUS = 3.43 AC Zi II / \ - PIMA, i 175.t 1'yr�,� :1 (ONSITE, DETAINED) t AREA = 0.95AC.'1 IMPERVIOUS,/ US (TURF) , PERVI, CN: 83 .i �J I ( \\\ I 11 \\ .• .\ \ \�\ \\ Q - , _ ', (. \ \ ✓ PERVIOUS (TURF) = 3.10 AC (B) 1 / /( � � \ 11 I I II� II Il •171 • •••�� "`� \\ \\ \ \\ y /\tlh I 11 Ir I I`r O CN:80III ll•. r\t U .0 (min.) 11 I 1 Tc: 6\ �, J � I 1 \I III I/ I/ I I I• I I � `��\- \ ,_ ,r,... I• - �//Ill 8 ' � /// ll II \\O 7 DRAINAGE / L PED DRA POST -DEVELOPED r \ l / \ W � r l r t i v y / / AREA A / / / � / %///\ \ \ 1 \ \ \\\J\ N Mp 45 /� \47,\yamAREA��--3.96AC � _ / \\\\\\��\p�\`� l r T/ IMPERVIOUS = 2.33AC �= _ _ '_ \\0 \`\ \\ O \ 1 @\\\off\t 1 `\ \\`\`\\ _ P vs $ / pD,rJ/ / \` �Y T PERVIOUS(TURF)=1.63AC(B)iiG'-= \\ \�\\�\ \\\\\� ' - ,r' _ �; �. __ ' -- !i.J / / /i. / ' '• v I l I CN: 83 POINT 5 r��4p5 / / / v v� 1 1 r Tc: 6.0 (min.) =_ _ \ I\IIIII q\p\ J \ 44 _ ////jp7�l�ldyii'::Il/`(\\C`i'U%4s%.ii/ii<� _-�✓'� _-\� ��\� II\\11 �a\�\\\� �r \ / // / � -A3. ✓/r _ � y / // / % /i � \ �^ // �' \ � �_ '� / � _ - - _ \\\ t IIIIIII � O / - POST -DEVELOPED DRAINAGE �: � = - - - \\ \ \\\ �II111 I \( \��\��\`•\/` ri � %� 4 G ♦ $$. 5 Y- i G i �. / / / _ \ -�� III111111 AREA 5D I \\\ \ l / \I \I AREA=1.33AC \ _� \ \IIIII I�IIIIIIIIIIIIII\ /`/ �- III IIII 4y ' \ \ IMPERVIOUS = 0.24 AC \\, /r41S - / / �� I 1\ / / / \ l PERVIOUS (TURF)= 1.09AC(B) Is, r POST -DEVELOPED DRAINAGE - ,>' j ' '=-%> %� POST -DEVELOPED DRAINAGE / / 473.�/ �� I Al,�i J J I CN: 63 a[ _ \ �� (r�0 % 'AREA 5 (ONSITE, UNDETAINED) \ iy / ' 3� AREA 4 ONSITE, UNDETAINED \ i r, 4; \� - / \ �� l s Tc: 6.0 (min.) �� - \ / \ 1 y/i)JIl1\\t \ , 'AREA =0.24AC ) - iiL25��j�AREA=0.16AC !� // A� , � - _ !� I lrJ //// \\��\\ PERVIOUS (TURF) = 0.24 AC (B) 430; % PERVIOUS (TURF) = 0.16 AC (B) / �pJ , POST -DEVELOPED DRAINAGE AREA 5C 35o �i i�'�%/RCN: 61 'i' J\ \' <\y�@\�IIII CN: 61 / I / 480 AREA = 0.97AC Tc: 6.0 min. .i b4 -�/ /r/ Tc.- 6.0 min. %` 4 \ \ �i� \\\\ i r 1!w• ; IMPERVIOUS = a23 AC PERVIOUS (TURF) = 0,74 AC (B) \\ \ 1 1N,N /'.:,\\1\` CN: 65 _ % TC:6.0 min. p \ \ 1 3 JOB NO. \IIII\ \\ 1 \1 \ \\ ! \\\\ y�1\ At / / �\ C�C_y �� \� \�� 'd.. ./' -'\ \>'I�' k, \/ / ( ) � �I � Qua 0 9 G i / ' yi I ( \\ �, \ \ \ \ �\ \ \� �\`�\k 'r _\ \ Q _ \ \\ y_- \\ \\ \ \// /i/ _ \ r r ial ✓, ( J �' �/J• �\ \Y`/ _ \ \\ \ \ I 1 \ I 49821 \ (�I \✓ � � \\ \\ �' \'(III\l %� _ �� , /,// � ��` �425�=�-__�•��•` -� ; .\.=�;PbS��VEL PED DRAIAGE AR S / - ( \ 1'\ ' / .\., \.� \,-��y.�` 1 , \� SCALEI"=100' SHEET NO. G 0 100' 200' c a z c WATER QUANTITY ANALYSIS POINT 1 WATER QUANTITY ANALYSIS POINT 2 WATER QUANTITY ANALYSIS POINT 3 WATER QUANTITY ANALYSIS POINT 4 WATER QUANTITY ANALYSIS POINT 5 OF NARRATIVE: NARRATIVE: NARRATIVE: NARRATIVE: �TH G r NARRATIVE: Bryan B. C3i IN EXISTING CONDITIONS, FLOW TRAVELS FROM PRE -DEVELOPED AREA 1 IN EXISTING CONDTIONS, FLOW TRAVELS FROM IN EXISTING CONDTIONS, FLOW TRAVELS FROM PRE -DEVELOPED IN EXISTING CONDITIONS, FLOW TRAVELS FROM IN EXISTING CONDITIONS, FLOW TRAVELS FROM PRE -DEVELOPED TO THE CULVERT (STR. 502) INSTALLED UNDERNEATH HORIZON ROAD AS PRE -DEVELOPED AREA 2 TO A DI-1 INLET (STR. 140) THAT AREA 3 TO INLET 236 CONSTRUCTED AS PART OF VILLAGE 1, PRE -DEVELOPED AREA 4 TO THE EXISTING, EPHEMERAL AREA 5 TO THE EXISTING CULVERT UNDERNEATH HICKORY ROAD, Le.. No. 5741 3741 PART OF THE VILLAGE 1 PLANS (WP0201900062). THIS FLOW IS THEN ROUTES THIS FLOW TO THE EXTENDED DETENTION POND WHICH OUTFALLS TO BIORETENTION #1 IN VILLAGE 1 STREAM ON THE EAST SIDE OF THE SITE. IN PROPOSED WHICH DISCHARGES TO THE EPHEMERAL CHANNEL ON THE EAST 1111112022 ROUTED THROUGH SWM A INSTALLED IN BLOCKS 9-11 (WP0202100004). IN INSTALLED AS PART OF THE VILLAGE 1 PLANS (WP0201900062). IN PROPOSED CONDITIONS, THE MAJORITY OF CONDITIONS, FLOW WILL BE ROUTED THROUGH WET SIDE OF THE SITE. IN PROPOSED CONDITIONS, A PORTION OF THE sSIONAL�1 PROPOSED CONDITIONS, POST -DEVELOPED AREA 1 WILL BE ROUTED (WP0201900062). IN PROPOSED CONDITIONS, THE MAJORITY THE AREA WILL BE ROUTED THROUGH PROPOSED BIORETENTION POND #1 TO MEET ENERGY AND FLOOD CONTROL AREA WILL BE DETAINED BY BIORETENTION #4 FOR STORMWATER THROUGH BIORETENTION #1 TO MEET ENERGY BALANCE AND FLOOD OF POST -DEVELOPED AREA 2 WILL BE ROUTED THROUGH #3 TO MEET ENERGY AND FLOOD CONTROL REQUIREMENTS AT REQUIREMENTS BEFORE OUTFALLING TO THIS EXISTING QUALITY, WHICH WILL OVERFLOW INTO EXTENDED DETENTION #2 CONTROL REQUIREMENTS AT STR. 502. THIS STRUCTURE WILL BE BIORETENTION #2 TO MEET ENERGY AND FLOOD CONTROL INLET 236, WITH A SMALL PORTION OF THE DRAINAGE AREA DRY CHANNEL. IN LARGER STORM EVENTS TO MEET ENERGY AND FLOOD REPLACED FROM AN END SECTION TO A MANHOLE CONNECTION. REQUIREMENTS WITH A SMALL PORTION OF THE DRAINAGE FLOWING TO THIS EXISTING STORM SEWER UNDETAINED. CONTROL REQUIREMENTS. THIS FLOW IS THEN ROUTED M E AREA FLOWING TO THIS EXISTING DETENTION POND TREATMENT PRACTICE: WET POND #1, MANUFACTURED THROUGH EXTENDED DETENTION #1 (WHICH ALSO CAPTURES N o TREATMENT PRACTICE: BIORETENTION #1 UNDETAINED. THE DI-1 INLET (STR. 140) WILL BE TREATMENT PRACTICE: BIORETENTION #3 TREATMENT DEVICE UNROUTED FLOW FROM HICKORY ROAD AND THE FUTURE N a o RETROFITTED/REPLACED AS THE OUTFALL FOR VILLAGE 5 AREA), BEFORE OUTFALLING TO THE EXISTING ' E v DRAINAGE AREA ANALYSIS (PRE -DEVELOPED) BIORETENTION #2. DRAINAGE AREA ANALYSIS (PRE -DEVELOPED) DRAINAGE AREA ANALYSIS (PRE -DEVELOPED) EPHEMERAL CHANNEL. ui 3 QLL�� PRE -DEVELOPED AREA 1 (ON -SITE) TREATMENT PRACTICE: BIORETENTION #2 PRE -DEVELOPED AREA 3 (ON -SITE) PRE -DEVELOPED AREA 4 (ON -SITE) TREATMENT PRACTICE: EXTENDED DETENTION #2, BIORETENTION o o AREA = 2.81 ACRES AREA = 1.53 ACRES AREA = 6.10 ACRES #4, EXTENDED DETENTION #1 Q z IMPERVIOUS = 0.53 ACRES DRAINAGE AREA ANALYSIS (PRE -DEVELOPED) IMPERVIOUS = 0.41 ACRES IMPERVIOUS = 0.65 ACRES w ;l - " S O TURF=0.40 ACRES WOODED = 1.12 ACRES WOODED = 5.44 ACRES DRAINAGE AREA ANALYSIS (PRE -DEVELOPED) W WOODED = 1.88 ACRES PRE -DEVELOPED AREA 2 ON -SITE ( ) Tc = 6.0 MIN. Tc=9.6MIN. ZIP " � u Tc = 8.5 MIN. AREA = 3.51 ACRES PRE -DEVELOPED AREA 5 (ON -SITE) a of a w IMPERVIOUS = 0.66 ACRES Q (CFS) V (AC -FT) Q (CFS) V (AC -FT) AREA = 11.99 ACRES N = D N z Q (CFS) V (AC -FT) TURF = 0.26 ACRES 1 YEAR 1.49 0.073 1 YEAR 2.27 0.178 IMPERVIOUS = 3.01 ACRES = " W ° o 1 YEAR 1.81 0.114 WOODED = 2.59 ACRES 10 YEAR 5.77 10 YEAR 15.64 WOODED = 8.98 ACRES ~ "' U) 10 YEAR 8.73 Tc = 8.0 MIN. Tc = 8.3 MIN. M Lu DRAINAGE AREA ANALYSIS (POST -DEVELOPED) DRAINAGE AREA ANALYSIS (POST -DEVELOPED) Q (CFS) V (AC -FT) DRAINAGE AREA ANALYSIS (POST -DEVELOPED) Q (CFS) V (AC -FT) 1 YEAR 2.26 0.144 POST -DEVELOPED AREA 3 (ON -SITE, DETAINED) 1 YEAR 9.53 0.57 POST -DEVELOPED AREA 1 (ON -SITE, DETAINED) 10 YEAR 10.90 AREA = 0.95 ACRES POST -DEVELOPED AREA 4 (ON -SITE, DETAINED) 10 YEAR 40.51 AREA = 2.84 ACRES IMPERVIOUS = 0.56 ACRES AREA = 8.33 ACRES U) IMPERVIOUS = 1.55 ACRES DRAINAGE AREA ANALYSIS (POST -DEVELOPED) TURF = 0.39 ACRES IMPERVIOUS = 5.11 ACRES m TURF = 1.29 ACRES Tc = 6.0 MIN. TURF = 3.22 ACRES DRAINAGE AREA ANALYSIS (POST -DEVELOPED) Tc = 6.0 MIN. POST -DEVELOPED AREA 2A (ON -SITE, DETAINED) Tc = 6.0 MIN. 0 AREA = 1.26 ACRES OUTFLOW FROM BIO #3 OUTFLOW FROM BIORETENTION #1 IMPERVIOUS = 0.57 ACRES OUTFLOW FROM WET POND #1 POST -DEVELOPED AREA 5A (ON -SITE, DETAINED) TURF = 0.69 ACRES Q (CFS) V (AC -FT) AREA = 3.96 ACRES wLu Q (CFS) V (AC -FT) Tc = 6.0 MIN. 1 YEAR 0.24 0.11 Q (CFS) V (AC -FT) IMPERVIOUS = 2.33 ACRES a o 10 YEAR 3.43 1 YEAR 0.29 1.008 TURF = 1.63 ACRES z 1 YEAR 0.40 0.197 OUTFLOW FROM BIORETENTION #2 10 YEAR 12.19 Tc = 6.0 MIN. 10 YEAR 7.83 u7 DATE Q (CFS) V (AC FT) POST -DEVELOPED AREA 3 (ON -SITE, UNDETAINED) POST -DEVELOPED AREA 4 (ON -SITE, UNDETAINED) Q (CFS) V (AC FT) 1111112022 1 YEAR 0.32 0.113 AREA = 0.15 ACRES 1 YEAR 9.87 0.46 0 AREA = 0.24 ACRES DRAWN BY CHANNEL PROTECTION (ENERGY BALANCE): 10 YEAR 6.75 IMPERVIOUS = 0.10 ACRES TURF = 0.24 ACRES 10 YEAR 24.07 TURF = 0.05 ACRES Tc = 6.0 MIN. M. DENHARD QDEVELOPED 5 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED POST -DEVELOPED AREA 2B (ON -SITE, UNDETAINED) Tc = 6.0 MIN. POST -DEVELOPED AREA 5B (ON -SITE, DETAINED) DESIGNED BY AREA = 0.78 ACRES Q (CFS) V (AC -FT) AREA = 6.53 ACRES QMAX (1-YR) 5 0.80*(1.81 CFS * 0.114 AC -FT) / (0.197 AC -FT) IMPERVIOUS = 0.25 ACRES Q (CFS) V (AC -FT) 1 YEAR 0.12 0.007 IMPERVIOUS = 3.43 ACRES • M. DENHARD QMAX (1-YR) = 0.84 CFS TURF = 0.53 ACRES 1 YEAR 0.42 0.020 10 YEAR 0.701 WOODED = 3.10 ACRES • CHECKED BY Tc = 6.0 MIN. 10 YEAR 0.97 Tc = 6.0 MIN. QMAX (1-YR) = 0.40 CFS <_ 0.84 CFS OK • B. CICHOCKI Q (CFS) V (AC -FT) CHANNEL PROTECTION (ENERGY BALANCE): CHANNEL PROTECTION (ENERGY BALANCE): Q (CFS) V (AC -FT) • SCALE FLOOD PROTECTION 1 YEAR 1.16 0.0537 1 YEAR 14.19 0.65 N.A. 10 YEAR 3.60 Q .Q QDEVELOPED:5 - 080* ( PRE-DEVELOPED*RV PRE-DEVELOPED)/RV DEVELOPED 5 QDEVELOPED - 10 YEAR 36.91 POST -DEVELOPED Q10 <- PRE -DEVELOPED Q10 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED • QMAX (1-YR) 5 0.80*(1.49 CFS * 0.073 AC -FT) / (0.126 AC -FT) POST -DEVELOPED AREA 5C (ON -SITE, DETAINED) 7.83 CFS <- 8.73 CFS OK CHANNEL PROTECTION (ENERGY BALANCE): QMAX (1-YR) <- 0.80*(2.27 CFS * 0.178 AC -FT) / (1.008 AC -FT) AREA = 0.97 ACRES QMAX (1-YR) = 0.69 CFS IMPERVIOUS = 0.23 ACRES QDEVELOPED:5 QMAX (1-YR) = 0.34 CFS TURF = 0.74 ACRES 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED QMAX (1-YR) - 0.60 CFS:5 0.69 CFS OK Tc = 6.0 MIN. QMAX (1-YR) = 0.33 CFS:5 0.34 CFS OK FLOOD PROTECTION Q (CFS) V (AC -FT) QMAX (1-YR) 5 0.80*(2.26 CFS * 0.144 AC -FT) / (0.149 AC -FT) FLOOD PROTECTION: 1 YEAR 0.78 0.40 POST -DEVELOPED Q10 <_ PRE -DEVELOPED Q10 10 YEAR 3.37 � QMAX (1-vR) = 1.75 CFS POST -DEVELOPED Q10 <_ PRE -DEVELOPED Q10 (n 4.40 CFS <- 5.77 CFS OK Z QMAX (1-YR) = 1.41 CFS :5 1.75 CFS OK 12.43 CFS <- 15.64 CFS OK POST -DEVELOPED AREA 5D (ON -SITE, DETAINED) W O AREA = 1.33 ACRES - FLOOD PROTECTION IMPERVIOUS = 0.24 ACRES M Q TURF = 1.09 ACRES J POST -DEVELOPED Q10 <- PRE -DEVELOPED Q10 Tc = 6.0 MIN. ,^ V / D w 10.34 CFS <- 10.90 CFS OK Q (CFS) V (AC -FT) i 1 YEAR 0.86 0.047 v 10 YEAR 4.25 Q < U J -i Z POST AREA 5 ROUTED THROUGH TREATMENT PRACTICES: Q Im�l 2: W m W Q (CFS) a (D 1 YEAR 3.60 0 Q 10 YEAR 35.54 Z Z POST AREA 5 (UNDETAINED) 0 O O Q (CFS) V (AC -FT) U O Lu W 1 YEAR 0.08 0.004 10 YEAR 0.467 Q Z CHANNEL PROTECTION (ENERGY BALANCE):0 QDEVELOPED 5 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED + 0 O OVERALL STORMWATER NARRATIVE OFFSITE � U) THIS PROJECT INCLUDES THE CONSTRUCTION OF FOUR Q � 0.80*(9.53 CFS * 0.57 AC -FT) / (1.20 AC -FT) MAX (1-YR) - BIORETENTION BASINS (ONE LEVEL 1 BASINS & THREE LEVEL II BASINS), A LEVEL 1 WET POND, AND TWO LEVEL 1 EXTENDED QMAX (1-YR) = 3.63 CFS DETENTION BASINS. DETAILED NARRATIVES ARE LISTED UNDER EACH DRAINAGE AREA TO FURTHER ELABORATE ON THESE Q = 3.63 CFS:5 3.63 CFS OK MAX (1-YR) QUANTITY AND QUALITY TREATMENT METHODS. FLOOD PROTECTION ENERGY BALANCE REQUIREMENTS AND FLOOD PROTECTION POST -DEVELOPED Q10 <- PRE -DEVELOPED Qt0 - REQUIREMENTS FOR THE 10-YEAR STORM WILL BE MET THROUGH THESE SWM FACILITIES, WITH CALCULATIONS 36.01 CFS <- 40.51 CFS OK IDB NO. SHOWING COMPLIANCE ON THESE SHEETS. 49821 SHEET NO. C6.1 Project Name: Date: Site Information SW Village 3,4 & 5 11/11/2022 Linear Development Project? No data input cells constant values calculation cells Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 25.93 Check: Bill Design Specifications List: 2011 Stds & Specs • Linear project? No • Land cover areas entered correctly? ✓ - - .. . • r - r r ® Total disturbed area entered? ✓ Pre-ReDevelopment Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed forest o ens ace 20.01 20.01 Managed Turf (acres) - disturbed, graded for ardsorotherturftobe 0.66 0.66 Impervious Cover(acres) 5 26 5.26 25.93 Post -Development Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Spare (acres) --undisturbed, 0.00 protected forest/open space or reforested Managed Turf (acres) -- disturbed, graded foryards or otherturf to be 11.56 11.56 Impervious Cover(acres) 14.37 14.37 Area Check OK. OK. OK. OK. 25.93 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 (lb/acre/yr) 0.41 Pj(unitless correction factor) 0.90 Runoff Coefficients (Rvl A Soils B Soils C Soils D Soils Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Land Cover Summary -Pre Pre-ReDevelopment Listed Adjusted' Forest/Open Space Cover(acres) 20.01 10.90 Weighted Rv(forest) 0.03 0.03 %Forest 77% 65% Managed Turf Cover(acres) 0.66 0.66 Weighted Rv(turf) 0.20 020 %Managed Turf 3% 4% Impervious Cover(acres) 5.26 5.26 Rv(impervious) 0.95 0.95 %Impervious 20% 31% Total Site Area (acres) 25.93 16.82 Site Rv 0.22 0.32 Treatment Volume and Nutrient Loar Pre-ReDevelopment Treatment Volume (acre-ft) 0.477= 0.4547 Pre-ReDevelopment Treatment Volume (cubic feet) 20,79� 19,805 Pre-ReDevelopment TP Load (lb/yr) 13.07 12.44 Pre-ReDevelopment TP Load per acre (Ib/acre/yr) 74 Baseline TO Load (lb/yr) (0A1 Ibs/acre/yr applied to pre -redevelopment area excluding pervious land proposed for new impervious cover) 6.90 'Adjusted Land Cover Summary: Pre ReDevelopment land cover minus pervious land cover (forest/open space or managed turf) acreage proposed for new impervious cover. Adjusted total acreage B consistent with Post-ReDevelopment acreage (minus acreage of new impervious cover). Column Ishows load reduction reguriement fornew impervious cover (based on new development load limit, 0410s/aae/year). Land Cover Summary -Post (Final) Post Re Dev. & New Impervious Forest/Open Space Cover(acres) 0.00 Weighted Rv(forest) 0.00 % Forest 0% Managed Turf Cover (acres) 11.56 Weighted Rv (turf) 0.20 %Managed Turf 45% Impervious Cover (acres) 14.37 Rv(impervious) 0.95 %Impervious 55% Final Site Area (acres) 25.93 Final Post Dev Site Rv 0.62 Final Post - Development Treatment Volume (acre-ft) Final Post - Development Treatment Volume (cubic feet) Final Post - Development TP Load Final Post -Development TP Load per acre llb/acre/yr) 1.3303 57,948 36.41 1.40 Land Cover Summary -Post Post-ReDevelopment Forest/Open Space 0.00 Cover (acres) Weighted Rv(forest) 0,00 %Forest 0% Managed Turf Cover 11.56 (acres) ighted Rv (turf) rw: 0.20 Managed Turf 69% ReDev- Impervious Cover(acres) 5.26 �Rv(impervious) 0.95 %Impervious 31% Total ReDev. Site Area 16.82 (acres) Re Dev Site Rv 0.43 Treatment Volume and Nutrient Load Post-ReDevelopment Treatment Volume 0.6091 (acre-ft) Post-ReDevelopmem Treatment Volume 26,532 (wbicfeet) Post-ReDevelopment Load (TP) 16.67 (lb/yr)* Post-ReDevel opment TP Load per acre 0.99 (Ib/acre/yr) rtat. Reduction Required (Below Pre- 20% ReDevelopment Load) INCLUDES CONCEPTUAL AREA FROM VILLAGE 5 (FUTURE) Land Cover Summary -Post Post -Development New Impervious NevJ Impervious Cover (acres) Rv f m pe rvi ous) 9.11 055 Post -Development Treatment Volume 0.7212 (acre-ft) Post -Development Treatment Volume 31,416 (cubic feet) Post-DevelopmentTP 19.74 Load (Ib/yr) TP Load Reduction TP Load Reduction Required for 6.71 Required for New 16.00 Redeveloped Area Impervious Area (lb/yr) (lb/yr) Nitrogen Loads (informational Purposes Only) Load Pre -Re Development TN Load Final Post -Development TN (Ib/yr) 93.48 (Post-ReDevelopment & New 260.46 Impervious) IIb/yr) VILLAGE 3 & VILLAGE 5 (FUTURE): Drainage Area A Drainage Area A Land Cover (acres) A Soils B Soils C Soils D Soils Totals Land Cover Rv Forest/Open Space (acres) 0.00 0.00 Managed Turf (acres) 7.22 7.22 0.20 Impervious Cover (acres) 10.12 10.12 0.95 Total 17.34 Total Phosphorus Available for Removal in D.A. A (lb/yr) 2522 Post Development Treatment Volume in D.A. A (ft) 40,141 6.a. Bioretention #1 or Micro-Bioretention #1 or Urban Bioretention (Spec #9) 40 0.69 0.57 0 987 1,480 2,467 25 0.00 1.55 0.85 0.70 6.b. Bioretention #2 or Micro-Bioretention #2 80 1.68 2.11 0 6,797 1,699 8,496 50 0.00 5.33 4.80 0.53 (Spec 49) 8.a. ED #1 (Spec #15) 0 1.63 2.33 0 0 9,218 9,218 15 0.00 5.79 0.87 4.92 8.b. ED #2 (Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 13.a. Wet Pond 41 (Spec #14) 0 2.80 2.51 7,547 0 18,235 18,235 50 3.79 6.71 5.25 5.25 FR- 14.a. Manufactured Treatment Device- 0 0.42 2.10 0 0 7,547 7,547 20 0.00 4.74 0.95 3.79 13.a. Wet Pond #1 Hydrodynamic TOTAL IMPERVIOUS COVERTREATED(ac) 9.62 AREA CHECK: OK. TOTAL MANAGEDTURF AREA TREATED (ac)l 7.22 1 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE(lb/yr) 22.72 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (lb/yr) 25.22 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 6.20 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 6.52 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. A (lb/yr) 12.71 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. A (lb/yr) 12.51 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 46.32 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 24.56 TOTAL NITROGEN REMOVED IN D.A. A (lb/yr) 70.88 VILLAGE 4: Drainage Area B Drainage Area A Land Cover (acres) A Soils 8 Soils C Soils D Soils Totals Land Cover Rv Forest/Open Space (acres) 0.00 0.00 Managed Turf (acres) 2.44 2.44 0.20 Impervious Cover (acres) 3.43 3.43 0.95 Total 5.87 TOTAL IMPERVIOUS COVER TREATED (ac) 3.43 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED(ac) 2.44 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 22.72 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B (lb/yr) 8.54 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 0.00 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 5.27 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. B (lb/yr) 5.27 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BM LOAD REDUCTIONS IN D.A. B (lb/yr) 3.27 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 41.28 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. B (Ib/yr) 41.28 Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE Ia, IMPERVIOU5 COVER Ia, IMPERVIOUS COVER TREATED (at) MANAGED TURF AREA (at) MANAGED TURF AREA TREATED (at) AREA CHECK D.A. A DA.13 D.A. C D.A. E AREA CHECK 10.12 3.43 D,Co 0,00 ow MOK. ;UOKj40K. jOK. OK. Site Treatment Volume (ft') s7,9ae Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED Ih°) EMOVAL IIb/yr) TP LOAD AVAILABLE FOR R TP LOAD REDUCTION ACHIEVED IIb/yr) TP LOAD REMAINING IIb/yr) DA. E[E13,223 0 0 25.22 8.5a aw aw ON 12.71 1z.71 s.n 1247 000 000 D.0 000 DOJ NITROGEN LOAD REDUCTION ACHIEVED IIb/yr) 70.88 41.28 0.00 0.00 L1.00 11216 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD IIb/yQ 11.41 TP LOAD REDUCTION REQUIRED IIb/y,) "" TP LOAD REDUCTION ACHIEVED (Ib/yr) 17.98 TP LOAD REMAINING (Ib/yr): 18.42 REMAINING TP LOAD REDUCTION REQUIRED IIb/yr): 4.73 Total Nitrogen (For Information Purposes) POST DEVELOPMENT LOAD IIb/yQ 260.46 NITROGEN LOAD REDUCTION ACHIEVED IIb/yQ '12.16 REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ib/yr) 148.30 Bryan D. Cichocki lac. No. 53741 1111112022 M E 0 �8 N vi N >E W a; E Lu w W o i n m ¢ j U m W J -Uri oM W O N v z l 2 Mt ~ -x < _JN < o Q C eq N 2 v N = U >kD ¢ Le,. CZLn 0 rn N �M 7 N J O W � H -otal Phosphorus Available for Removal in D.A. B (lb/yr) 8.54 Post Development Treatment Volume in D.A. B (ft) 13,600 CL STORMWATER QUALITY ANALYSIS PITr- r A/ A PRE -DEVELOPED PROJECT AREA FOREST/OPEN SPACE = 20.43 ACRES MANAGED TURF = 0.00 ACRES IMPERVIOUS COVER = 4.14 ACRES PRE DEVELOPMENT LOAD (TP) = 9.67 LBNR POST -DEVELOPED PROJECT AREA FOREST/OPEN SPACE = 0.00 ACRES MANAGED TURF = 10.24 ACRES IMPERVIOUS COVER = 14.33 ACRES POST DEVELOPMENT LOAD (TP) = 35.72 LBNR TOTAL LOAD REDUCTION REQUIRED = 22.72 LBNR TOTAL LOAD REDUCTION ACHIEVED = 17.98 LBNR REMAINING TP LOAD REDUCTION REQUIRED = 4.73 LBNR FINAL TP LOAD REDUCTION REQUIRED = 4.73 LBNR *REMAINING TP LOAD REDUCTION TO BE ADDRESSED WITH THE PURCHASE OF NUTRIENT CREDITS. REFER TO THE CALCULATION BOOK FOR FURTHER INFORMATION. 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 0 350.00% 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: VILLAGE 5 (FUTURE) IS CONCEPTUALLY DESIGNED FOR IMPERVIOUS AREA CALCULATIONS AND SWM FACILITY DESIGN AS PART OF THIS WPO PLAN. 0 It 0 Am z O H a CK U U) LU O z O > LU DATE 1111112022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. M�r W M W _J L - i J LU_ J � Q F--I 2 \ LU0 / Cp J IL Q o W r J G U O> IY `O 2 vJ /O V IOB NO. 49821 SHEET NO. C6.2 >Z E.Panded Steel Grate (Typ.) 2�� ® s o � (TYP.) TOP OF DAM = 438.00' 81, 1-YR ELEV = 433.21 GABION BASKET ELEV: 431.00' Y vj B D. Cichocki 'Z I,°.h " �s°'. 1 1/2" X 1 1/2^ X 10-YR ELEV = 434.74 1/4" STEEL ANGLE 100-YR ELEV = 435.87 TRASH RACK H- U Lic. No. 53741 wo (r P.) 2.13' FREEBOARD x vyY 100-YR ELEV. 435.87' _ 100YR W_SE 11/I1/2022 • Exoantletl Steel Grata Ooen (ne Detatl 21-7 LB PER FT2 - 435.87 O l' 1.%S1 l .t T Not T. Scde EXPANDED STEEL �' SID 'H✓iS GRATE BASED ON CREST ELEV. 434.75' p. ,� NAL 2.5 1.0]^ LOW FLOW OPENING ' % pi. RISER TOP .20D' a.o a.ae• sXo• .203 ELEV. 434.75' 10 YR WSE 434.75 78" HOLES AS SHOWN LD (TIP.) -1 1/2" X 1 1/2^ X 1/4" STEEL ANGLE (TYP.) 4 1/2" X 1/4• STEEL STOCK WELDED TO BASE AS SHOWN GENERAL NOTES FOR TRASH RACK 1. STEEL TO CONFORM TO ASTM A-36. 2. ALL SURFACES OF TRASH RACK(S) MUST BE HOT DIPPED GALVANIZED AFTER FABRICATION. 3. TRASH RACK(S) TO BE FASTENED TO WALL WITH 1/2" MASONRY ANCHORS. TRASH RACK(S) TO BE REMOVABLE. 4. TRASH RACK(S) TO BE CENTERED HORIZONTALLY OVER THE OPENING. 5. FABRICATOR MAY MODIFY COMPONENTS OF TRASH RACK FRAME TO IMPROVE CONSTRUCTABIUTY OF TRASH RACK. MODIFICATIONS MUST BE APPROVED BY MCDPS PRIOR TO FABRICATION. ORIFICE TRASH RACK DETAIL DETAIL TAKEN FROM MONTGOMERY COUNTY, MD WATER RESOURCES SPECIFICATIONS LEVEL 1 WET POND #1 No Scale I .Ai!i�3lElihii�iii• 11111111111< 'IJI j11�� 14 � 111111111�' N!i / /� 11111111J! 111 �1/Y XL1 1/2"D 1/2' -1 % 1/4" STEEL ANGLE (TYP.) -1 1/2" X 1/4- STEEL STOCK WELDED TO BASE AS SHOWN GENERAL NOTES FOR TRASH RACK 1. STEEL TO CONFORM TO ASTM A-36. 2. ALL SURFACES OF TRASH RACK(S) MUST BE HOT DIPPED GALVANIZED AFTER FABRICATION. 3. TRASH RACK(S) TO BE FASTENED TO WALL WITH 1/2" MASONRY ANCHORS. TRASH RACK(S) TO BE REMOVABLE. 4. TRASH RACK(S) TO BE CENTERED HORIZONTALLY OVER THE OPENING. 5. FABRICATOR MAY MODIFY COMPONENTS OF TRASH RACK FRAME TO IMPROVE CONSTRUCTABfDTY OF TRASH RACK. MODIFICATIONS MUST BE APPROVED BY MCDPS PRIOR TO FABRICATION. ORIFICE TRASH RACK DETAIL DETAIL TAKEN FROM MONTGOMERY COUNTY, MD WATER RESOURCES SPECIFICATIONS LEVEL 1 EXTENDED DETENTION #1 No Scale STIR NUMBER: 502 DI-1 RISER W/ ANTI -VORTEX DEVICE INV OUT 426.65' (36" RCP) 3" ORIFICE W/ TRASHRACK 430.00' PERMANENT POOL ELEV. 430.00' GATE VALVE & STEM. SEE DETAIL, SHEET C6.4 POND BOTTOM 426.00' PIPE NUMBER: 501 36" OUTLET PIPE 8' DIA. X 1.5' CONC. BASE EMBED " IN CONCRETE NOTES: 1. TRASH RACK TO BE INSTALLED ON 3" ORIFICE AS SHOWN ON DETAIL ON THIS SHEET OR APPROVED EQUAL. 2. IMPERVIOUS CORE AND CUTOFF TRENCH SHOWN FOR INFORMATIONAL PURPOSES ONLY. FINAL DESIGN TO BE PROVIDED BY GEOTECHNICAL ENGINEER. 3. WARNING SIGNS PROHIBITING SWIMMING MUST BE POSTED 4. AQUATIC AND SAFETY BENCHES ARE NOT REQUIRED FOR PONDS WITH DEPTHS <4' 5. POND EMBANKMENT TO BE STABILIZED WITH TURF. NO OTHER PLANTINGS ARE PROPOSED WITHIN POND FOOTPRINT. WATER QUALITY VOLUME WQV REQUIRED: 18,235 CF WET STORAGE VOLUME PROVIDED: 18,501 CF 100-YR ELEV. 461.19'. CREST ELEV. 459.50' STIR NUMBER: 604 DI-1 RISER W/ANTI-VORTEX DEVICE INV OUT 449.00' (36" RCP) 4" ORIFICE W/ TRASHRACK 455.00' POND BOTTOM 455.00' 2.31' FREEBOARD / 8' DIA. X 1.5' CONC.BASE 14 TOP OF DAM = 463.50' �8'� PIPE NUMBER: 603 36" OUTLET PIPE NOTES: 1. TRASH RACK TO BE INSTALLED ON 4" ORIFICE AS SHOWN ON DETAIL ON THIS SHEET OR APPROVED EQUAL. 2. IMPERVIOUS CORE AND CUTOFF TRENCH SHOWN FOR INFORMATIONAL PURPOSES ONLY. FINAL DESIGN TO BE PROVIDED BY GEOTECHNICAL ENGINEER. 3. EXTENDED DETENTION EMBANKMENT TO BE STABILIZED WITH TURF. NO OTHER PLANTINGS ARE PROPOSED WITHIN POND FOOTPRINT. EXTENDED DETENTION COMMON MAINTENANCE: ED ponds are prone to clogging at the ED low -flow orifice. This component of the pond's plumbing should be inspected at least twice a year. The constantly changing water levels in ED ponds make it difficult to mow or manage vegetative growth. The bottom of ED ponds often become soggy, and water -loving trees such as willows may take over. The maintenance plan should clearly outline how vegetation in the pond and its buffer will be managed or harvested in the future. Periodic mowing of the storrawater buffer is only required along maintenance rights - of -way and the embankment. The remaining buffer can be managed as a meadow (mowing only periodically to sustain healthy growth) or forest. The maintenance plan should schedule a shoreline cleanup at least once a year to remove trash and floatables that tend to accumulate in the forebay, micropool, and on the bottom of ED ponds. Frequent sediment removal from the forebay is essential to maintain the function and performance of an ED pond. For planning purposes maintenance plans should anticipate cleanouts every 5 to 7 years, or when inspections indicate that 50% of the forebay capacity has been filled. (Absent an upstream eroding channel or other source of sediment, the frequency of sediment removal should decrease as the drainage area stabilizes.) As noted above, the designer should also check to see whether removed sediments can be spoiled (deposited) on -site or must be hauled away. Sediments excavated from ED ponds are typically not considered toxic or hazardous, and can be safely disposed by either land application or land filling. IMPERVIOUS CORE AND CUTOFF TRENCH FOREBAY BOTTOM 426.00' FOREBAY CROSS SECTION DETAIL STIR NUMBER: 500 ES-1 1-YR ELEV = 459.55' 10-YR ELEV = 460.21' 100-YR ELEV = 461.19' IMPERVIOUS CORE AND CUTOFF TRENCH STIR NUMBER: 600 EW-1 Table 14.6. Tvvical Wet Pond Maintenance Tasks and Frequency Maintenance Items' Frequency' • Remove debris and blockages Quarterly or after major storms • Repair undercut, eroded, and bare soil areas (>1 inch of rainfall) • Mowing embankment Twice a year • Shoreline cleanup to remove trash, debris and floatables • A full maintenance inspection Annually • Open up the riser to access and test the valves • Repair broken mechanical components. if needed • Pond buffer and aquatic bench reinforcement plantings One time -during the second year following construction • Forebay Sediment Removal Every 5 to 7 years • Repair pipes, the riser andspillway, as needed From 5 to 25 years 'Maintenance items and required frequency should be verified with local requirements PERM.POOL ELEV. 430.00' DI-1 RISER STRUCTURE 502 DETAIL No Scale RISER TOP ELEV. 459.50 ED BOTTOM ELEV. 455.00' ELEV. 449.00' DI-1 RISER STRUCTURE 604 DETAIL No Scale CONVERSION FROM SEDIMENT BASIN TO WET POND: • CONVERT SEDIMENT BASIN TO WET POND ONLY AFTER ALL UPSTREAM DRAINAGE AREAS HAVE BEEN STABILIZED • FLUSH AND CLEAR ALL ON -SITE PAVING AND STORM DRAIN PIPE OF ANY SEDIMENTS e DE -WATER AND DREDGE BASIN • RE -GRADE AREAS TO ACHIEVE FINAL PROPOSED ELEVATIONS e REPAIR/CLEAN ALL RIP RAP OUTFLOW PROTECTION AREAS TO BE FREE AND CLEAR OF SEDIMENT e CONVERT RISER STRUCTURE FROM SEDIMENT BASIN DESIGN TO FINAL POND RISER DESIGN TX25" WEIR LEV. 433.25' 1 YR WSE 433.21' DIA ORIFICE LEV. 430.00' 36" DIA CULVERT INV. OUT 426.65' 100 YR WSE 461.19' _ 10 YR WSE R ' 1 YR V1S WSE 459.55' B"X8" DIA ORIFICE ELEV. 456.50' DIA ORIFICE -EV. 455.00' LADE 6" DEEP SUMP )AINST BASE OF DI-1 tIFICE FOR DEBRIS DIMENT AND CLEAN 36" DIA CULVERT ELEV. 449.00' COMPACTION TESTS SHOULD BE PERFORMED REGULARLY THROUGHOUT THE EMBANKMENT CONSTRUCTION. e TYPICALLY, ONE TEST PER 5,000 SQ. FT. ON EACH LAYER OF FILL OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. • USE EITHER A STANDARD PROCTOR TEST (ASTM D698) OR A MODIFIED PROCTOR TEST (ASTM D1557 - USUALLY MORE APPROPRIATE FOR EARTHEN DAMS). • ANEW PROCTOR TESTIS REQUIRED IF THE MATERIAL CHANGES FROM THAT PREVIOUSLY TESTED. • THE ENGINEER SHOULD CERTIFY, AT THE TIME OF CONSTRUCTION, THAT EACH FILL LAYER MEETS THE MINIMUM DENSITY. A GEOTECHNICAL OR CONSTRUCTION INSPECTOR SHOULD BE ON SITE DURING EMBANKMENT CONSTRUCTION TO DO THE FOLLOWING: • TEST FILL COMPACTION • OBSERVE FOUNDATION PREPARATION. • OBSERVE PIPE INSTALLATION. e OBSERVE RISER CONSTRUCTION. • OBSERVE FILTER INSTALLATION, ETC. m E CD 0 rn u N � N 0 > E w v E 1- w v LL 3 <3 p LL 0 wO `mom J U 0000 W J -N d 7 p N (A (D W w Z ~ = X i� LL _ > N =v>� F < c C' Y Ch N � M a � 00 J t7 z O a_ rC U) (n W 0 Z O Un W of 14 DATE 1111112022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 06 V/ W cl) J Q � J w W J C2 1--I gLU > m W aLL s }O } IpO 0 U O L= 1 ,O V / JOB NO. 49821 SHEET NO. C6.3 - r '%%S%S;0s0 II''S�: f 111f�1�ff�i � N i11111111111 �.♦ - 11111111111 i.11 111111111111 r41tll �� ,. ®II�I®� 11111111111t 1 . 111111/11�/ . II11fIf1111111fIf11�11t 11 ' -1 7LD (TYR) 0 X1/Y x 1 1/2- x 1/4" STEEL ANGLE (TYP.) 1 1/2" x 1/4" STEEL STOCK WELDED TO BASE AS SHOWN GENERAL NOTES FOR TRASH RACK 1. STEEL TO CONFORM TO ASTM A-36. 2. ALL SURFACES OF TRASH RACK(S) MUST BE HOT DIPPED GALVANIZED AFTER FABRICATION. 3. TRASH RACK(S) TO HE FASTENED TO WALL WITH 1/2" MASONRY ANCHORS. TRASH RACK(S) TO BE REMOVABLE. 4. TRASH RACK(S) TO BE CENTERED HORIZONTALLY OVER THE OPENING. 5. FABRICATOR MAY MODIFY COMPONENTS OF TRASH RACK FRAME TO IMPROVE CONSTRUCTABILITY OF TRASH RACK. MODIFICATIONS MUST BE APPROVED BY MCDPS PRIOR TO FABRICATION. ORIFICE TRASH RACK DETAIL DETAIL TAKEN FROM MONTGOMERY COUNTY, MD WATER RESOURCES SPECIFICATIONS LEVEL 1 EXTENDED DETENTION #2 No Scale PROPOSED PARKING (NO EMBANKMENT) 100-YR ELEV. 474.00' EL.=473.00' CREST ELEV. 472.75' STIR NUMBER: 626 DI-1 RISER W/ ANTI -VORTEX DEVICE INV OUT 462.66' (24" HDPE) 4" ORIFICE W/ TRASHRACK 467.00' MICROPOOL TOP EL. = 466.50' BOTTOM EL.=463.50' EXTENDED DETENTION 4" PVC PIPE W/ REVERSE SLOPE 8' DIA. X 1.5' CONC.BASE BED 6" IN CONCRETE NOTES: 1. TRASH RACK TO BE INSTALLED ON 4" ORIFICE AS SHOWN ON DETAIL ON THIS SHEET OR APPROVED EQUAL. 2. EXTENDED DETENTION EMBANKMENT TO BE STABILIZED WITH TURF. NO OTHER PLANTINGS ARE PROPOSED WITHIN POND FOOTPRINT. BMP: WET POND 1 - LEVEL 1 Runoff Coefficients (RV) A Soils BSoils CSoils DSoils Forest/Open Space 0.02 0.03 0.04 DOS Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Proposed Condition for TR-55 HSG RCN Area (ac) % RCNxArea I (Impervious) 98 4.61 59% 452 B(Managed Turf) 61 3.22 41% 196 TOTALS 7.83 58 RCN = 58 Site Rv (Rv Coefficients x land Cover %) Managed Turf B Soils, Rv= 0.08 I mpervi ous, Rv= 0.56 Rv= 0.64 Tv = [](1.0 in) x (Rv) x (A))a 12] - volume reduced by upstream BMP Drainage Area, A= 341,075 sf Upstream Volume Treated = 0 cu it *per RRM 3.0 Column E Treatment Volume, Tv= 18,235 aft Required Treatment Volume -Stage Volume - Stage Storage for Tvfor Tv El Area Incr. Volume cu k Total Volume cu ft 426 1,953 0 0 427 3,196 2,549 2,549 428 4,584 3,869 6,418 429 6,041 5,296 11,714 430 7,561 6,787 18,501 Treatment Volume, Tv = 18,501 Wft Provided Other Other DesioReauirements Meets Requirement? Comments Contributing DA=10 to 25 acres Yes 7.83 acres Hydraulic head=6-8' Yes 8' Min. Setbacks 20'from property, 25' from bldg foundations, 100'fromseptic field Yes 28' setback to wet storage elevation Depth towater table>2' Yes NEEDS TO BE UPDATED Soils CorD No BSoils,Claycoreis required Internal Slope=0.5%-1.0% yes 0.5%is provided Primary5pillway Yes Riser with trash rack Non -Clogging Low Orifice Yes Side mounted trash rack Emergency Spillway No Pond accounts for 2.13' of freeboard in the 100yr st Pond Drain Yes Adequate Outfall Protection Yes VAESCSTD&SPEC3.18 Inlet Protection Yes VDOT Std. EC-1 Si de sl opes=4:1 or 5:1 Yes 3.1 Aquatic bench N/A IDepth is not greater than 4' Landscaping I TBD lWill submit landscape plan in future submittal s m 0 BMP: Extended Detention 2 - LEVEL 1 1-YR ELEV = 470.65' 10-YR ELEV = 473.07' 100-YR ELEV = 474.00' BIORETENTION #4 EL.=472.00' PIPE NUMBER: 625 24" OUTLET PIPE Runoff Coefficients (Rv) A Soils BSoils CSoils DSoils Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 6.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Proposed Condition for TR-55 HSG RCN Area (ac) % RCNxArea 1 (Impervious) 98 3.43 53% 336 B(Managed Turf) 61 3.10 47% 189 TOTALS 6.53 51 RCN = 51 Site Rv I RV Coefficients x Land Cover %) Ma naged Turf B Soils, Rv= 0.09 Impervious, Rv= 0.50 Rv= 0.59 Treatment Volume, TV (Spec. No. 14, Table 14.3) Tv = [{(1.0 in) x (Rv) x (A)) e 121- volume reduced by upstream BMP Drainage Area, A= 284,447 sf Upstream Volume Treated = 0 cu ft per RRM 3.0 Column E Treatment Volume, Tv= 14,079 cu ft Required Treatment Volume Volume -Stage Storage for TVStorage for TV El Area) Incr. Volume [W Total Volume ICU ft) 467 2,320 0 0 468 3,038 2,671 2,671 469 3,809 3,416 6,087 470 4,670 4,232 10,319 471 5,635 5,145 15,464 472 6,741 6,180 21,644 473 7,320 7,029 28,673 Treatment Volume, Tv = 28,673 W ft Provided Other Other Design Requirements Requirements Meets Requirement? Comments Contributing DA Less than 10 Acres Yes 6.53 acres Soils CorD No B Soils, Clay core is required Internal Slope=0.5%-1.0% Yes 0.5%is provided Primary Spillway Yes Riser with trash rack Non -Clogging Low Orifice Yes Side mounted trash rack Emergency Spi I Iway No Thereis no embankmentwith theproposed design, and therefore no emergency spillway Micropool Yes Micropool inlucded in design Forebay No VA ESC STD & SPEC 3.18 Inlet Protection Yes VDOTStd. EC-1 Side slopes =4:1 or 5:1 Yes 3:1 Landscaping Yes Turf cover on floor RISER TOP ELEV. 472.75' ELEV. 470.50' ED BOTTOM ELEV. 467.00' DI-1 RISER STRUCTURE 626 DETAIL No Scale ADAPTER FOR REMOVABLE TURN HANDLE. INSTALL UP TO THE TRASH RACK. MANHOLE STEPS (VDOT STD. ST-1) GATE VALVE STEM I a ea II I La a MODIFIED JUNCTION BOX �: < OUTLET STRUCTURE - STEM GUIDES ANCHORED 48" TO WALL OF MODIFIED JUNCTION BOX. - SPACING TO BE DETERMINED BY JOINTS AROUND PIPE TO MANUFACTURER BE SEALED WITH A WATER TIGHT MATERIAL GATE VALVE CONNECTED TO 12" DIP DRAW DOWN. MINIMUM 15' UNSEATED HEAD PRESSURE RATING (-TO REMAIN CLOSED UNDER NORMAL OPERATIONS) 900 ELBOW a' d 24" HDPE 12" DIP DRAW DO as JOINTS AROUND PIPE TO BE SEALED WITH A WATER TIGHT MATERIAL no �o no no no no �o , 8" #57 STONE BEDDING A KEY TO THE GATE VALVE WILL BE PROVIDED TO THE ENTITY THAT WILL BE RESPONSIBLE FOR THE LONG-TERM INSPECTION AND MAINTENANCE OF THE WET POND, AS APPROVED/DETERMINED BY GREENE COUNTY. WET POND DRAIN GATE VALVE IN OUTLET STRUCTURE No Scale 7 100 YR WSE 47,C00' 7 10 YR WSE 473.07' 1 YR WSE 470.65' _ 10" DIA ORIFICE f. 470.50' ORIFICE 467.00' AP 3'X3' AGAINST R ORIFICE FOR NND CLEAN OUT. 24" DIA CULVERT INV. OUT 462.66' CONVERSION FROM SEDIMENT BASIN TO WET POND: • CONVERT SEDIMENT BASIN TO WET POND ONLY AFTER ALL UPSTREAM DRAINAGE AREAS HAVE BEEN STABILIZED • FLUSH AND CLEAR ALL ON -SITE PAVING AND STORM DRAIN PIPE OF ANY SEDIMENTS • DE -WATER AND DREDGE BASIN • RE -GRADE AREAS TO ACHIEVE FINAL PROPOSED ELEVATIONS • REPAIR/CLEAN ALL RIP RAP OUTFLOW PROTECTION AREAS TO BE FREE AND CLEAR OF SEDIMENT • CONVERT RISER STRUCTURE FROM SEDIMENT BASIN DESIGN TO FINAL POND RISER DESIGN COMPACTION TESTS SHOULD BE PERFORMED REGULARLY THROUGHOUT THE EMBANKMENT CONSTRUCTION. • TYPICALLY, ONE TEST PER 5,000 SQ. FT. ON EACH LAYER OF FILL OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. • USE EITHER A STANDARD PROCTOR TEST (ASTM D698) OR A MODIFIED PROCTOR TEST (ASTM D15 - USUALLY MORE APPROPRIATE FOR EARTHEN DAMS). • A NEW PROCTOR TEST IS REQUIRED IF THE MATERIAL CHANGES FROM THAT PREVIOUSLY TESTED. • THE ENGINEER SHOULD CERTIFY, AT THE TIME OF CONSTRUCTION, THAT EACH FILL LAYER MEETS THE MINIMUM DENSITY. A GEOTECHNICAL OR CONSTRUCTION INSPECTOR SHOULD BE ON SITE DURING EMBANKMENT CONSTRUCTION TO DO THE FOLLOWING: • TEST FILL COMPACTION • OBSERVE FOUNDATION PREPARATION. OBSERVE PIPE INSTALLATION. • OBSERVE RISER CONSTRUCTION. • OBSERVE FILTER INSTALLATION, ETC. Table 14.6. TVA%Cal Wet Pond Maintenance Tasks and Freauencv Maintenance Items' Frequency' it debris and blockages Quarterly or after major storms • Repair undercut, eroded, and bare soil areas (>1 inch of rainfall) • Mowing embankment Twice a year • Shoreline cleanup to remove trash, debris and floatables it A full maintenance inspection Annually • Open up the riser to access and test the valves • Repair broken mechanical components. if needed • Pond buffer and aquatic bench reinforcement plantings One time -during the second year following construction • ForebaV Sediment Removal Every 5 to 7 years • Repair pipes, the riser andspillway, as needed From 5 to 25 years 'Maintenance items and required frequency should be verified with local requirements v Bryan D. Cichocki Z Lie. No. 53741 1111112022� M E 0 o N N C Q O > E W a E i- w v UM Q o 3 p LL - W 0 0 ^y J V 0000 W J -N d 7 O N (rf N 0 W 41 � 3: 0 X n LL o< �v _ > N =v>� F ¢ . c Y � N � M a � o w ,oF- Z O a_ LY Un In W 0 z O Un > W LY 14 DATE 1111112022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 06 M W J Qi LLW J C2 n/��/ ~� LU > m W aI ILLs O CC G ip 0 O U O I- 2 ,O V / JOB NO. 49821 SHEET NO. C6.4 c 5 a 2 c 0 3 c a a0 o n(O 20Z �o o 2 c 2 T E'o ,w �N a0 0 D: w C7 3 Z Z m O 2 a F d 5 QN C 0 m 2 Y h X C 0.0 016 �8 `o 0� o � a � �a 10 a 0 u ii , u0 2 a 0 nE E F_ VA DCR SPECIFICATION NO. 9 SOIL MEDIA SPECIFICATIONS VA DCR SPECIFICATION NO. 9 MAINTENANCE Table .. Bioretention Material Spe—c—iffic-affl—ons Material Specification Notes 9.1. Maintenance Agreements Pre -Construction Meeting Filter Media to contain: Filter Media • 80% - 90% sand The volume of filter media based on 110% The Virginia Stormwater Management regulations (4 VAC 50-60) specify the circumstances under El Pre -construction meeting with the contractor designated to install the bioretention Composition 10%-20% soil fines of the plan volume, to account for settling which a maintenance agreement must be executed between the owner and the VSMP authority, practice has been conducted. • 3%-5% o anic matter or compaction. and sets forth inspection requirements, compliance procedures if maintenance is neglected, ❑ Identify the tentative schedule for construction and verify the requirements and schedule Available P between L+ and M per notification of the local program upon transfer of ownership, and right -of -entry for localprogram for interim inspections and sign -off. Filter Media DCR 2005 Nutrient Management The media should be certified by the personnel. Testing Criteria. supplier. ElSubsurface Subsurface investigation and soils report supports the placement of an bioretention Use aged, shredded hardwood bark Lay a 2 to 3 inch layer on the surface of the • All bioretention practices must include a long term maintenance agreements consistent with practice in the proposed location. L ucayer mulch or stable coarse compost. filter bed. the provisions of the VSMP regulations, and must include the recommended maintenance tasks ❑ Impervious cover has been constructed/installed and area is free of construction Alternative Use river stone or pea gravel, coir and jute Lay a 2 to 3 inch layer of to suppress weed and a copy of an annual inspection checklist. Surface Cover matting, or turf cover. growth. • When micro -scale bioretention practices are applied on private residential lots, homeowners einstalled equipment vehicles material storage, etc. Loam sand or sand loam texture, Y Y should be educated regarding their routine maintenance needs by being provided a simple ❑ All pervious areas of the contributing drainage areas have been adequately stabilized with Top Soil with less than 5% clay content, pH 3 inch surface depth. document that explains their purpose and routine maintenance needs.. a thick layer of vegetation and erosion control measures have been removed. For Turf Cover corrected to between 6 and 7, and an least 2%. • A deed restriction, drainage easement or other mechanism enforceable by the VSMP authority ❑ Area of bioretention practice has not been impacted during construction. o anic matter content of at Use a non -woven geotextile fabric with Apply only to the sides and directly above must be in lace to het ensure that rain gardens and bioretention filters are maintained and P P g the For p and certain not converted or disturbed, as well as to pass the knowledge along to any subsequent owners. ❑ Stormwater has been diverted around the area of the bioretention practice and perimeter P P Geotextile/Liner a flow rate of > 110 gal./min./sq. ft. karat sites only, use an appropriate liner on t sites only, n a appropriate • The mechanism should, if possible, grant authority for the VSMP authority to access the erosion control measures to protect the facility during construction have been installed.. (e.g., Geotex 351 or equivalent) bottom. Choking Layer Lay a 2 to 4 inch layer of sand over a 2 inch layer of choker stone (typically #8 or #89 property for inspection or corrective action. Excavation washed gravel), which is laid over the underdrain stone. Stone Jacket for Underdrain 1 inch stone should be double -washed 12 inches for the underdrain; 9.2. First Year Maintenance Operations ❑ Compare the bioretention surface and invert design elevations with the actual constructed P >gr elevations of the inflow and outlet inverts and adjust design elevations as needed. and/or Storage and clean and free of all fines (e.g., 12 to 18 inches for the stone storage layer, Successful establishment of bioretention areas requires that the following tasks be undertaken in ❑ Area of bioretention excavation is marked and the size and location conforms to plan. La er VDOT #57 stone). if needed Use 6 inch rigid schedule 40 PVC pipe Lay the perforated pipe under the length of the first year following installation: • Initial inspections. For the first 6 months following construction, the site should be inspected ❑ If the excavation area has been used as a sediment trap: verify that the bottom elevation Underdrains, (or equivalent corrugated HDPE for the bioretention cell, and install non - at least twice after storm events that exceed 1/2 inch of rainfall. of the proposed stone reservoir is lower than the bottom elevation of the existing trap. Cleanouts, and micro-bioretention), with 3/8-inch perforations at 6 inches on center; perforated pipe as needed to connect with the storm drain system. Install T's and Y's • Spot Reseeding. Inspectors should look for bare or eroding areas in the contributing drainage Observation position each underdrain on a 1 % or as needed, depending on the underdrain area or around the bioretention area, and make sure they are immediately stabilized with grass ❑ For Level 2 bioretention, ensure the bottom of the excavation is scarified prior to Wells 2 /o slope located nor more than 20 feet configuration. Extend cleanout pipes to the cover. placement of stone. from the next pipe. surface with vented caps at the Ts and Ys. • Fertilization. One-time, spot fertilization may be needed for initial plantings. Plant one tree per 250 square feet (15 Establish plant materials as specified in the • Watering. Watering is needed once a week during the first 2 months, and then as needed during ❑ Subgrade surface is free of rocks and roots, and large voids. Any voids should be refilled feet on -center, minimum 1 inch landscaping plan and the recommended first growing season(April-October), de endin on rainfall. gr g depending with the base aggregate to create a level surface for the placement of aggregates and caliper). plant list. In general, plant spacing must be sufficient • Remove and replace dead plants. Since up to 10% of the plant stock may die off in the first underdrain (if required). Shrubs a minimum of 30 inches high to ensure the plant material achieves 80% year, construction contracts should include a care and replacement warranty to ensure that planted a minimum of 10 feet on- cover in the proposed planting areas within vegetation isproperlyestablished and survives during the first season following g g growing g ❑ No groundwater seepage or standing water is present. Any standing water is dewatered to Plant Materials center. a 3-year period. • construction. The typical thresholds below which replacement is required are 85 /o survival of an acceptable dewatering device. Plant ground cover plugs at 12 to 18 inches on -center; Plant container- If seed mixes are used, they should be from • plant material and 100 /a survival of trees. ❑ Excavation of the bioretention practice has achieved proper grades and the required grown plants at 18 to 24 inches on- g p a qualified supplier, should be appropriate q eron for stormwater basin applications, and 9.3. Maintenance Inspections geometry and elevations without compacting the bottom of the excavation. it center, depending the initial plant size and how large t will grow. should consist of native species (unless the seeding is to establish maintained turf). It is highly recommended that a spring maintenance inspection and cleanup be conducted at each ❑ Certification of Excavation Inspection: Inspector certifies the successful completion of Available Soil Phosphorus (P). Plant -available soil P should be within the range of Low' (L+) bioretention area. The following is a list of some of the key maintenance problems to look for: the excavations s listed above. to Medium (M) as defined in Table 2.2 of DCR (2005) Virginia Nutrient Management • Check to see if 75% to 90% cover (mulch phis vegetative cover) has been achieved in the bed, Filter Layer, Underdrain, and Stone Reservoir Placement Standards and Criteria. For the Mehlich I extraction procedure this equates to a range of 5 and measure the depth of the remaining mulch. ❑ All aggregates, including, as required, the filter layer (choker stone &sand), the stone to 15 mglkg P or 18 to 40 mg/kg P for the Mehlich III procedure. • Check for sediment buildup at curb cuts, gravel diaphragms or pavement edges that prevents flow from getting into the bed, and check for other sign of bypassing. reservoir layer or infiltration sum conform to specifications as certified b Y P P Y quany. The filter media should contain sufficient plant available P to support initial plant • Check for any winter- or salt -killed vegetation, and replace it with hardier species. ❑ Underdrain size and perforations meet the specifications. establishment and plant growth, but not serve as a significant source of P for long term • Note presence of accumulated sand, sediment and trash in the pre-treatment cell or filter beds, leaching. The media must also be relatively loose and non -compacted to allow for adequate and remove it. ❑ For Level 2 installations: placement of filter layer and initial lift of stone reservoir layer inter -connected porosity to meet the required permeability (Ksat) specification. Saxton et al. • Inspect bioretention side slopes and grass filter strips for evidence of any rill or gully erosion, aggregates with underdrain or infiltration sump, spread (not dumped) to avoid aggregate (1986) estimated generalized bulk densities and soil -water characteristics from soil texture and repair it. segregation; or assumptions. The expected bulk density of the loamy sand soil composition described above • Check the bioretention bed for evidence of mulch flotation, excessive ponding, dead plants or ❑ Impermeable liner, when required, meets project specifications and is placed in should be in the range of 1.6 to 1.7 g/cm3. concentrated flows, and take appropriate remedial action. accordance with manufacturers specification. oil porosity is the fraction of a volume of soil material that is not solid, also referred to as the void space. As the volume of fines, defined as either clay particles (less than 2 microns, or 0.002 • Check inflow points for clogging, and remove any sediment. • Look for any bare soil or sediment sources in the contributing drainage area, and stabilize them ❑ Sides of excavation covered with when required, prior a placing stone mm or silt articles (between 2 and 50 microns ) ) p (b , or 0.002 and 0.05 min within a given soil mix immediately. holes, or xc reservoir aggregate; no tears or holes, or excessive wrinkles are present. is increase there is a possibility that those fines may be flushed or migrate downward throw � P tY Y � Ff>h • Check for clogged or slow -draining soil media, a crust formed on the top layer, inappropriate ❑ Placement of underdrain, observation wells, and underdrain fittings (45 degree wyes, cap the soil mix with each runoff event and eventually fill or otherwise clog the void space randomly soil media, or other causes of insufficient filtering time, and restore proper filtration at the upstream end, etc.) are in accordance with the approved plans. throughout the mix and create preferential flow paths. In the short term this can lead to short characteristics. circuiting and reduced volume reduction and pollutant removal, and in the long term may clog ❑ Elevation of underdrain and outlet structure are in accordance with approved plan, or as the soil layer. This tendency is offset by addition and maintenance of appropriate amounts of Example maintenance inspection checklists for Bioretention areas can be accessed in Appendix C adjusted to meet field conditions. soil organic matter which binds soil fines into larger non -mobile aggregates. of Chapter 9 of the Virginia Stormwater Management Handbook (2010). ❑ Placement of remaining lift of stone reservoir layer as needed to achieve the required • General Filter Media Physical Composition. The mineral soil texture of the bioretention soil 9.4. Routine and Non -Routine Maintenance Tasks reservoir depth. mix should be loamy coarse sand with no more than 10% clay, no more than 20% silt + clay ❑ Certification of Filter Layer and Underdrain Placement Inspection: Inspector and at least 75% of the sand fraction should be coarse or very coarse sand. Maintenance of bioretention areas should be integrated into routine landscape maintenance tasks. if landscaping contractors will be expected to perform maintenance, their contracts should contain certifies the successful completion of the filter layer and underdrain placement steps P Y • To allow for appropriate Cation Exchange Capacity (CEC) and nutrient removal, the mix specifics on unique bioretention landscaping needs, such as maintaining elevation differences listed above. should contain at least 10% soil fines (silt + clay) while meeting the overall texture needed for ponding, proper mulching, sediment and trash removal and ]incited use of fertilizers P g> Prof g� , Bioretention Soil Media Placement specification above. The particle size analysis must be conducted on the mineral fraction only sP P Ys Y and pesticides. A customized maintenance schedule must be prepared for each bioretention El Soil media is certified by supplier or contractor as meeting the project specifications. or following appropriate treatments to remove organic matter before particle size analysis. facility, since the maintenance tasks will differ depending on the scale of bioretention, the landscaping template chosen, and the type of surface cover. A generalized summary of common • The Filter Media should contain 3% to 5% organic matter by conventional Walkley-Black soil maintenance tasks and their frequency is provided in Table 9.8. ❑ Soil media is placed in 12-inch lifts to the design top elevation of the bioretention area. organic matter determination method or similar analysis. Soil organic matter is expressed on a Elevation has been verified after settlement (2 to 4 days after initial placement). dry weight basis and does not include coarse particulate (visible) components. • The overall particle size distribution of the mix will vary since the sand fraction may contain The most common non -routine maintenance problem involves standing water. If water remains on the surface for more than 48 hours after a storm, adjustments to the grading may be needed or ❑ Side slopes of ponding area are feathered back at the required slope (no steeper than some finer sizes as will native topsoils if utilized. As stated previously, the goal of the mixture underdrain repairs may be needed. The surface of the filter bed should also be checked for 3H:1V). is to achieve the desired constant head permeability. Therefore, the filter media composition accumulated sediment or a fine crust that builds up after the first several storm events. There are noted above serves as the target recipe for the three ingredients, while the ultimate performance several methods that can be used to rehabilitate the filter (try the easiest things first, as listed ❑ Certification of Soll Media Placement Inspection: Inspector certifies the successful goal is to achieve a verified soil permeability or hydraulic conductivity (Ksat) of 1 to 2 inches below): completion of the soil media steps listed above. per hour (or 30 to 60 cm/day). • Open the underdrain observation well or cleanout and pour in water to verify that the underdrains are functioning and not clogged or otherwise in need of repair. The purpose of this check is to see if there is standing water all the way down through the soil. If there is standing water on top, but not in the underdrain, then there is a clogged soil layer. If the underdrain and Pretreatment and Plant Installation stand pipe indicates standing water, then the underdrain must be clogged and will need to be snaked. ❑ Placement of energy dissipators and pretreatment practices (forebays, gravel diaphragms, • Remove accumulated sediment and till 2 to 3 inches of sand into the upper 8 to 12 inches of etc.) are installed in accordance with the approved plans. soil. ❑ Riser, overflow weir, or other outflow structure is set to the proper elevation and • Install sand wicks from 3 inches below the surface to the underdrain layer. Sand wicks can be functional; or. installed by excavating or augering (using a tree auger or similar tool) down to the gravel storage zone to create vertical columns which are then filled with a clean open -graded coarse ❑ External bypass structure is built in accordance with the approved plan. sand material (coarse sand mix similar to the gradation used for the soil media). A sufficient number of wick drains of sufficient dimension should be installed to meet the design ❑ Appropriate number and spacing of plants are installed in accordance with the approved dewatering time for the facility. plans. • Last resort - remove and replace some or all of the soil media. ❑ All erosion and sediment control practices have been removed. Table 9.6. Suggested Annual Maintenance Activities for Bioretention Maintenance Tasks Frequency • Mowing of grass filter strips and bioretention turf cover At least 4 times a year • Sot weeding,erosion repair, trash removal and mulch raking Twice during growing season • Add reinforcement planting to maintain desired the vegetation density • Remove invasive plants using recommended control methods As needed • Stabilize the contributing drainage area to prevent erosion • Spring inspection and cleanup • Supplement mulch to maintain a 3 inch layer Annually • Prune trees and shrubs • Remove sediment in re -treatment cells and inflow points Once every 2 to 3 years • Replace the mulch layer Every 3 years ❑ Follow-up inspection and as -built survey/certification has been scheduled. ❑ GPS coordinates have been documented for all bioretention practice installations on the parcel. The following is the recommended composition of the three media ingredients: o Sand shall consist of silica based coarse aggregate, angular or round in shape and meet the mixture grain size distribution below. No substitutions of alternate materials such as diabase, calcium carbonate, rock dust or dolomitic sands are accepted. In particular, mica can make up no more than 5% of the total sand fraction. The sand fraction may also contain a limited amount of particles > 2.0 mm and < 9.5 mm per the table below, but the overall sand fraction must meet the specification of >75% being coarse or very coarse sand. Sieve Size % Passing 3/8 in 9.50 mm 100 No. 4 4.75 mm 95 to 100 No. 8 2.36 rum 80 to 100 No. 16 1.18 rum 45 to 85 No. 30 0.6 rum 15 to 60 No. 50 0.3 mm 3 to 15 No. 100 0.15 mm 0 to 4 Effective Particle size (D10) > 0.3mm Uniformity Coefficient 60/D 10 < 4.0 o Topsoil is generally defined as the combination of the other ingredients referenced in the bioretention soil media: sand, fines (silt and clay), and any associated soil organic matter. Since the objective of the specification is to carefully establish the proper blend of these ingredients, the designer (or contractor or materials supplier) must carefully select the topsoil source material in order to not exceed the amount of any one ingredient. Generally, the use of a topsoil defined as a loamy sand, sandy loam, or loam (per the USDA Textual Triangle) will be an acceptable ingredient and in combination with the other ingredients meet the overall performance goal of the soil media. o Organic matter materials used in the soil media mix should consist of well - decomposed natural C-containing organic materials such as peat moss, humus, compost (consistent with the material specifications found in Design Specification #4 Compost Soil Amendments), pine bark fines or other organic soil conditioning material. However, per above, the combined soil mix should contain 3% to 5% soil organic matter on dry weight basis (grams organic matter per 100 grams dry soil) by the Walkley-Black method or other similar analytical technique. MARAFI140N FILTER FABRIC OR EQUIVALENT HARDWOOD BARK MULCH BIOFILTER MIX NO. 8 STONE - NO. 57 STONE GABION BASKET, SEE DETAIL ON SHEET C6.7 BIORETENTION FOREBAY DETAIL No Scale PIPE FLOW --- �2 MIN FINISHED GRADE 1 CLEAN WASHED GRAVEL MARAFI 140N 1:1 SIDE FILTER FABRIC SLOPE OR EQUIVALENT PRETREATMENT - GRAVEL DIAPHRAGM No Scale VIEW SECTIONPLAN ZGRAVEL DIAPHRAGM (DETAIL:• PAVEMENT GUTTER • SECTIONGUTTER FLOW TOEOF SIDE FLOW 6"AVERAGE DIAMETER SLOPE BROWNSTONE DIAPHRAGM �� ► -'=•- .•••.. CUT - • ��ii�i�'•'' . . .. �p F!, • • • - • • BIORETENTION DIAMETER BROWNSTONE IN ■ PRETREATMENT GRAVEL • SPREADER DETAIL BMP PRACTICE DOCUMENTATION NOTE CONTRACTOR SHALL NOTIFY THE TIMMONS GROUP PRIOR TO COMMENCEMENT OF CONSTRUCTION OF BMP PRACTICES INCLUDING THE BIORETENTION FILTERS AND THE WET POND. A SPECIFIC PRECONSTRUCTION MEETING BETWEEN THE CONTRACTOR ENGINEER, INSPECTOR, AND MANUFACTURER IS HIGHLY RECOMMENDED PRIOR TO INSTALLATION OF THESE PRACTICES TO ENSURE THESE PRACTICES ARE NOT ONLY INSTALLED CORRECTLY BUT ALSO DOCUMENTED THROUGHOUT CONSTRUCTION. IT IS THE CONTRACTORS SOLE RESPONSIBILITY TO DOCUMENT THE INSTALLATION OF THESE PRACTICES. CONTRACTOR SHALL TAKE NOTES, PICTURES, AND MEASUREMENTS OF ALL STRATA LAYERS WITHIN THE BIORETENTION FACILITIES DURING CONSTRUCTION. IT IS HIGHLY RECOMMENDED TO TAKE PICTURES OF EACH MEASUREMENT OF EACH STRATA LAYER OF EACH FACILITY. WITHOUT DOCUMENTING TO THIS LEVEL OF DETAIL THE CONTRACTOR RUNS THE RISK OF DIGGING THE FACILITIES BACK UP TO PROVE THE CORRECT SECTIONS WERE INSTALLED. v f Bryan D. Cichocki Z Lie. No. 53741 1111112022 eJ rA N Z O f i Z O P U U ul w 0 Z O U) m W Of I DATE 1111112022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. AN V / w U) J Q � H J J LL a W � > m W ILL Q }O Z CC OO NGN O U O 1 Z) �O V/ JOB NO. 49821 SHEET NO. C6.5 18" NYLOPLAST BASIN WITH DOME GRATE CLEANOUT TOP = 458.50' RAMP SOIL TO LIP OF OVERFLOW STRUCTURE MIN SLOPE 3:1 `BOTTOM OF BIORETENTION ASIN 457.50' BASIN 457.50' 3" HARDWOOD BARK MULCH BOTTOM ELEV 457.25' 36" BIOFILTER MIX BOTTOM ELEV 454.25' 3" NO. 8 STONE BOTTOM ELEV 454.00' 48" NO. 57 STONE SEE CLEANOUT DETAIL THIS SHEET SCHEDULE40 MIRAFI 140N FILTER PVC UNDERDRAIN FABRIC OR EQUIVALENT. TIE INTO OVERFLOW TO BE 2' WIDE STRUCTURE CENTERED ON UNDERDRAIN ELEV. 450.00' 4"X4" ORIFICE NOTES 1. 36" BIOFILTER MEDIA DEPTH SHALL BE THE MINIMUM DEPTH AFTER A SETTLING PERIOD OF THREE DAYS. 2. APPROXIMATE GROUND WATER ELEVATION IS XXX.X' PROVIDING MORE THAN 2' OF SEPARATION FROM THE BOTTOM OF THE BIORETENTION 3. BEDROCK WAS NOT ENCOUNTERED IN NEARBY BORE HOLES WITHIN XX' OF BOTTOM OF BIORETENTION 4. FILTER MEDIA MUST BE SUPPLIED BY A VENDOR LEVEL 2 BIORETENTION ALONG UNDERDRAIN (BIO #1) NO SCALE BMP: BID 1- LEVEL 2 Runoff Coefficients (Rv) A Sells B Soih [ Sells D Solis Forest/Open Space 0.02 OA3 0.04 0.05 Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Proposed Condition for TR-55 HSG RCN I Area(ac) ji % RCNxArea 1 (Impervious) 98 i 1.55 55% 152 B(Ma raged Turf) 61 1 1.29 45% 79 TOTALS 1 2.84 81 RCN = 81 Site Rv (Rv Coefficients x land Cover %) Managed Turf B Soils, Rv= 0.09 Impervious, Rv= 0.52 Rv = 0.61 Treatment Volume, Tv (Spec. No. 9, Table 9.9) Tv = [1(1.25 in) x (Rv) x (A)) a 121- volume reduced by upstream BMP Drainage Afea,A= 123,710 sf Upstream Volume Treated= 0 cuft 'per FIRM 3.0 Column Treatment Volume, TV = 7,852 aft Required Treatment Vol ume - Storage Depth Storage Depth (ft) Void Ratios Ponds ng Depth= 1.00 1.00 Depth of Med! a Fi lter= 4.00 0.25 Stone Sump Depth= 4.25 0.40 Treatment Volume, Tv = 3.70 ft Provided Treatment Vol ume - Surface Area Minimum Required Surface Area= 2,122 sf Surface Area Provided= 3,200 sf ForebavVolume Required Forebay Volume= 1,178 cf Provided Forebay Volume= 1,250 cf Other Desi¢n Requirements Meets Requirement? Comments Contributing DA< 2.5 acres Yes 2.84 acres Maximum pending depth Yes 12" Filter Media Depth 36"-48" Yes 48" Sub -soil Testing TBD Waitingon Geotech Min. 12" Stone sump bel ow underdra n Yes Length of shortestflow path/overall length Yes Pretreatment cel I plus gravel dia phra m Yes Planting Plan TBD Will still need to submit landscaping plans Buidling setbacks yes Al l drainage flows away fromthe building. Overland relief is provided in addition to 10'setback CLEANOUT RAMP SOIL TO LIP OF OVERFLOW STRUCTURE MIN SLOPE 3:1 0-7 `BOTTOM OF \ ! BIORETENTION BASIN 449.00' 3" HARDWOOD BARK MULCH BOTTOM ELEV 448.75' 48" BIOFILTER MIX BOTTOM ELEV 444.75' 3" NO. 8 STONE BOTTOM ELEV 444.50' 48" NO. 57 STONE SEE CLEANOUT DETAIL THIS SHEET SCHEDULE 40 MIRAFI 140N FILTER PVC UNDERDRAIN FABRIC OR EQUIVALENT. TIE INTO OVERFLOW TO BE 2' WIDE STRUCTURE CENTERED ON UNDERDRAIN 18" NYLOPLAST BASIN TOP = 450.00' 3"X3" ORIFICE NOTES 1. 48" BIOFILTER MEDIA DEPTH SHALL BE THE MINIMUM DEPTH AFTER A SETTLING PERIOD OF THREE DAYS. 2. APPROXIMATE GROUND WATER ELEVATION IS XXX.XX' PROVIDING MORE THAN 2' OF SEPARATION FROM THE BOTTOM OF THE BIORETENTION 3. BEDROCK WAS NOT ENCOUNTERED IN NEARBY BORE HOLES WITHIN 18' OF BOTTOM OF BIORETENTION 4. FILTER MEDIA MUST BE SUPPLIED BY A VENDOR LEVEL 1 BIORETENTION ALONG UNDERDRAIN (BIO #2) NO SCALE BMP: Bio 2 - LEVEL 1 Runoff Coefficients (Rv) ASoils BSoils T."Tits Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Proposed Condition for TR-55 HSG I RCN Area (ac) % I RCNxArea I (Impervious) 98 0.57 1 47% 56 B(Managed Turf( 61 0.65 1 53% 1 40 TOTALS 1 1.22 1 1 78 RCN = 78 Ike Rv (Rv Coeffi 6 ants x Land Cover %) Managed Turf B Soils, Rv= 0.11 I mpervious, Rv= 0.44 Rv = 0.55 Treatment Volume, Tv (Spec. No. 9, Table 9.4) Tv = [[(1.00 in) x (Rv) x All . 12] - volume reduced by upstream BMP Drainage Area, A= 53,143 sf Upstream Vo l u me Tree ted = 0 to ft *per FIRM 3.0 Column E Treatment Volume, Tv= 2A38 cuft Required Treatment Volume -Storage Depth Storage Depth (ft) Void Ratios Pondi ng Depth= 1.00 1.00 Depth of Media Filter= 4.25 0.25 Stone Sump Depth= 4.25 DAD Treatment Volume, Tv = 3.76 ft Provided reatment Volume - Surface Area Minimum Required Surface Area= 648 sf Surface Area Provided= 660 sf orebayVolume Required Forebay Volume= 366 cf Provided Forebay Volume= 370 cf Other Design Requirements Requirements Meets Requirement? Comments Contributing DA< 2.5 acres Yes 1.22 acres Maximum pending depth Yes 12" Filter Media Depth 36"-48" Yes 48" Sub -soil Testing TBD Waiting on Geotech Min. 12" Stone sump below underdra i n Yes Length of shortest fl ow path/overall length Yes Pretreatment cell Yes Need to design pre-treatment cell Planting Plan TBD Will still need to submit landscaping plans Buldling setbacks Yes All drainage flows away from the building. Overland relief is provided in addition to 10'setback GRATE) 12" NYLOPLAST BASIN WITH DOME GRATE CLEANOUT TOP = 455.25' RAMP SOIL TO LIP OF OVERFLOW STRUCTURE MIN SLOPE 3:1 BOTTOM OF BIORETENTION BASIN 454.25' 3" HARDWOOD BARK MULCH BOTTOM ELEV 454.00' 48" BIOFILTER MIX BOTTOM ELEV 450.00' 3" NO. 8 STONE BOTTOM ELEV 449.75' 36" NO. 57 STONE SEE CLEANOUT DETAIL THIS SHEET SCHEDULE 40 MIRAFI 140N FILTER PVC UNDERDRAIN FABRIC OR EQUIVALENT. TIE INTO OVERFLOW TO BE 2' WIDE STRUCTURE CENTERED ON UNDERDRAIN ELEV.446.75' 3"X3" ORIFICE NOTES 1. 48" BIOFILTER MEDIA DEPTH SHALL BE THE MINIMUM DEPTH AFTER A SETTLING PERIOD OF THREE DAYS. 2. APPROXIMATE GROUND WATER ELEVATION IS XXX.X' PROVIDING MORE THAN 2' OF SEPARATION FROM THE BOTTOM OF THE BIORETENTION 3. BEDROCK WAS NOT ENCOUNTERED IN NEARBY BORE HOLES WITHIN 18' OF BOTTOM OF BIORETENTION 4. FILTER MEDIA MUST BE SUPPLIED BY A VENDOR LEVEL 2 BIORETENTION ALONG UNDERDRAIN (BIO #3) NO SCALE BMP: BID 3 - LEVEL 2 Runoff Coefficients (Rv) A Soils BSoils CSoils DSolis Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Proposed Condition for TR-55 HSG RCN Area (ac) % RCNxArea I (Impervious) 98 0.51 57% 50 B(Managed Turf( 61 0.39 43% 24 TOTALS 0.90 82 RCN = 82 Site RV (Rv Coefficients x Land Cover %) Managed Turf B Soils, Rv= Impervious,Rv= 0.09 0.54 Rv= 0.63 Treatment Volume, Tv (Spec. No. 9, Table 9.4) Tv = [1(1.25 in) x (Rv) x (A)) . 121 - vol ume reduced by upstream BMP Drainage Area, A= Upstream Volume Treated= 39,204 0 sf cuft "per RRM 3.0 Column Treatment Volume, Tv= 2,552 to ft Required Treatment Volume - Storage Depth Storage Depth (ft) Void Raton Pond! ng Depth= 1.00 1.00 Depth of Media Filter= 4.25 0.25 Stone Sump Depth= 3.25 0.40 Treatment Volume, Tv = 3.36 ft Provided Treatment Volume - Surface Area Minimum Required Surface Area= 759 sf Surface Area Provided= 1,300 sf ForebavVolume Required Forebay Volume= 383 cf Provided Forebay Volume= 460 cf Other Design Requirements Requirements Meets Requirement? Comments Contributing DA<2.5 acres Yes 0.9 acres Maximum pending depth Yes 12" Filter Media Depth 36"-48" Yes 48" Sub -soil Testing TBD Waltingon Geotech Min. 12" Stone sump below underdrain Yes Length of shortest fl ow path/overall length Yes Pretreatmentcell plus gravel diaphram Yes Planting Plan TBD Will still need to submit landscaping plans Bu! dl i ng setbacks Yes All drainage flows away from the building. Overland relief is provided in addition to 10' setback 3" HARDWOOD BARK MULCH BOTTOM ELEV 471.75' 48" BIOFILTER MIX BOTTOM ELEV 467.75' 3" NO. 8 STONE BOTTOM ELEV 467.50' 36" NO. 57 STONE V-6" CLASS I RIPRAP MIXED W/ 6" OF TOPSOIL 3' BERM 473.00' TOP EL. 472.75' AT RIPRAP RUNDOWN BOTTOM OF BIORETENTION BASIN 472.00' FABRIC OR EQUIVALENT. TO BE 2' WIDE CENTERED ON UNDERDRAIN #2 BOTTOM NOTES 1. 36" BIOFILTER MEDIA DEPTH SHALL BE THE MINIMUM DEPTH AFTER A SETTLING PERIOD OF THREE DAYS. 2. APPROXIMATE GROUND WATER ELEVATION IS XXX.X' PROVIDING MORE THAN 2' OF SEPARATION FROM THE BOTTOM OF THE BIORETENTION 3. BEDROCK WAS NOT ENCOUNTERED IN NEARBY BORE HOLES WITHIN 18' OF BOTTOM OF BIORETENTION 4. FILTER MEDIA MUST BE SUPPLIED BY A VENDOR LEVEL 2 BIORETENTION ALONG UNDERDRAIN (BIO #4) NO SCALE BMP: BID 4 - LEVEL 2 Runoff Coefficients (Rv) A Soils B5o115 CSoils DSoils Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Proposed Condition for TR-55 HSG RCN Area(ac) % RCNxArea 1 (Impervious) 98 3.43 53% 336 B(Managed Turf) 61 3.10 47% 189 TOTALS 1 6.53 80 RCN = 80 Site Rv (Rv Coefficients x Land Cover %) Managed Turf B Soils, Rv = 0.09 Impervious, Rv = 0.50 Rv = 0.59 Tv=10.25 in) x IRv) x (A))+121- volume reduced by upstream BMP Dra l nage Area, A= 284,447 sf Upstream Vol ume Treated = 0 cu ft per FIRM 3.0 Column E Treatment Volume, Tv= 24,079 atft Required Treatment Volume - Storage Depth Storage Depth (ft) Vold Ratlas Pond! ng Depth= 1.00 1.00 Depth of Media Filter= 4.00 0.25 Stone Sump Depth= 3.25 0.40 Treatment Volume, TV = 3.30 ft Provided Mini mum Required Surface Area= 4,266 sf Surface Area Provided= 4,429 sf Required Forebay Vol ume= 2,112 cf Provided Forebay Vol ume= 658 cf Other Desi n Re uirement5 Meets Requirement? Comments Contributing DA<2.5 acres No, Exemption Requested 6.53 acres Maximum pending depth Yes 12" Filter Media Depth 36"-48" Yes 48" Sub -soil Testing - Waitingon Geotech Min. 12"Stone sump below underdrai n Yes Length of shortestflow path/overall length Yes Pretreatmentcell plus grass filterstrip Yes Yes Planting Plan Yes Will still need to submit landscaping plan Buidling setbacks Yes All drainage flows awayfrom the building. Overland relief is provided in addition to 10'setback EXIST GRADE METAL INSPECTION FRAME l SOLID LID (NEENAH R-1975 OR EQUIVALENT) 3" CONCRETE COLLAR CRUSHED STONE BEDDING 6" DI CLEANOUT PLUG AT END OF LINE v Bryan D. Cichocki Z Lie. No. 53741 1111112022 � M E 0 o N � N C Q O > E w a E � w v 3 Q LL 3 p LL O- wO `m,� J U 0000 J - u) a> In (A ry (� W W � �0 0 X LL Ln _ N =v>� F Q c Y N M av o w �H t7 z O a_ U U) N W p z O U) > w Of 14 DATE 1111112022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. OD M U) W n J Q> f LLW J C2 0 1--1 2 > Co W as C1 O 0 n� o O U O 2 O CLEANOUT DETAIL No Scale JOB NO. 49821 SHEET NO. C6.6 DETAIL 1 JCL I lull A -A SECTION B-B TYPE OF OUTLET PROTECTION MATERIAL MMMUM OUTLET VELOCITY (FOR DESIGN STORM) MINIMUM "T" CLASS 1 EC-3 TYPE B 6 f, NA CLASS 2 CLASS Al DRY RIPRAR B fpe 20" CLASS 3 CLASS I ORY PoPRAR 14 fp" 26" CLASS 4 CLASS E DRY PoPRAP 19 fpe ]B" M JCUIIVII A -A s NOTES( 1. FOR MULTIPLE U9E INST&LATIONS. @ENSDN S IS TO GOVERN THE PROTECTION OUTSIDE THE CHANNEL WIDTH IWI. 2. ON MY INSTALLATION REQUIRING CULVERT OUTLET PROTECTION WHERE NO ENDW&L OR ENDSECTION IS SPECIFIED ON THE PLANS. CONSTRUCTION IS TO BE IN ACCORDANCE WITH DETAIL 2 SHOWN MOW. 3. GEOTEXTILE FARRIC TO BE INSTALLED UNDER CLASS 2, 3, AND 4 MATERI&S IN ACCORDANCE WITH THE SPECIFICATIONS. 4. S • CIAMETER OF CIRCULAR CULVERT OR SPA! FOR BOX, ELLIPTIC& OR ARCH CULVERT. H DIAMETER OF CIRCULAR CULVERT OR PoSEMEIGHT FOR BOX, ELLIPTIC& OR ARCH CULVERT. 5. PLAN AND SECTION DETAILS DEPICT CLASS 2, 3, AND 4 MATERI&S. FOR CLASS 1 INST&LATION DETAILS SEE EC-3 TYPE B STANDARD DRAWING. • USE TYPICAL SECTION SHOWN ON PLANS FOR SIDE SLOPE, BOTTOM WIDTH AND DEPTH OF CHANNEL OR MATCH EMTING DITCH OR NATURAL GROUND. OUTLET PROTECTION MINUMUM LENGTH (Ll TYPE A INSTALLATION 3H TYPE B INSTALLATION 5H CULVERT OUTLET PROTECTION 303 VIRGINIA DEPARTMENT OF TRANSPORTATION 303 4u GRADED RIPRAP SIZING/DIMENSIONS CALCULATIONS Outfall Outfall Size Type of Installation Apron Length (ft) Apron Width (ft) Riprap Class Riprap Depth 1 36" RCP Type B 15 9 Class 1 30" 2 36" RCP Type B 15 9 Class 1 30" 3 15" HDPE Type A 4 5 Class Al 20" 4 24" RCP Type A 6 6 Class 1 30" 5 15" RCP Type A 4 6 Class Al 20" 6 15" RCP Type A 1 41 6 Class Al 20" 7 15" HDPE IType A 1 41 61 Class Al 20" NOTE: RIPRAP MAY BE SOURCED FROM ON -SITE MATERIALS MEETING THE GRADATION REQUIREMENTS DRAINAGE AREA = 0.51 AC C= 0.73 TC=6MIN S=10.0% 1(2)= 4.793 IN/HR Q(2) = 0.51(0.73)(4.793) = 1.78 CFS 1(10) = 6.230 IN/HR Q(10) = 0.51(0.73)(6.23) = 2.32 CFS V(2) = 3.36 FT/S (ALLOWABLE VELOCITY = 5 FT/S) D(10) = 0.175' GRASS LINED n = u.u3b TYPICAL DITCH SECTION GRASS SWALE 1 No Scale TOP ELEV. (SEE PLAN SHEETS) TYPE 304 STAINLESS STEEL WIRE MESH FOREBAY BOTTOM (SLOPE VARIES) GROUT IN GABION WALL ADJACENT TO FOREBAY & POND BOTTOM POND/BIORETENTION BOTTOM (SLOPE VARIES) GABION BASKET NOTES: 1. INSTALL GABIONS IN ACCORDANCE WMANUFACTURER'S SPECIFICATIONS. 2. GABION BASKETS MUST MEET ASTM A974-97. 3. GABION BASKET WIRE MESH MUST BE TYPE 304 STAINLESS STEEL GAUGE 11 OR LOWER. 4. CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR APPROVAL PRIOR TO INSTALLATION. 5. FILL GABION BASKETS w/ 4" TO 8" STONE (1350 = 6"). GABION BASKET FOREBAY DETAIL NOT TO SCALE GABION BASKET FOREBAY WALLS Treatment Practice Top of Wall El. Bottom of Wall El. Wet Pond #1 431.00 426.00 Bioretention #1 458.50 457.50 Bioretention #2 449.75 448.75 Bioretention #3 455.00 454.00 Bioretention #4 472.50 472.00 v Bryan D. Cichocki Z Ile. No. 53741 1111112022 no O ce t7 Z O f Z O a C[ U U) W O Z O U) LU cl I DATE 1111112022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE M V) rWn V Q J F--I N.A. a M H IOB NO. 49821 SHEET NO. C6.7 3\49821-Southwood_Village3\DWG\Sheet\CD\Village 3\49821-C8.0 STORMWATER SUMMARY PLAN.dwg I Plotted on 11/11/2022 6:08 PM I by Matt Denhard air �%�i►FAA� lift Mir lwo Mir OF, ILA DO a IIIIIIIII%/////.IIIIIII%///,IIIIIIIII%hlJlle�I/i!.��. MWINMAI t WARVIR AR All ANN W Fill �', v �� , ii► 1�� 1_ �� ►. IBM, fir_ 11 PWIIsm Sft �� , 1 � �'� III • .� ;-_� _ • ,'' �► -��,� , � ,, ilk .,, 1;��„ ,,� ► \\ I / ��,1-�►.�•��' ,, � � �.�► / �` � , •.,� • - E-.�';qq' �� rat � V7 � ,' �� ♦ \�, � 1 _ . _ . f + ��•� 1 �� ►,ice �,� ,� � -_ _ /�� Fig F l �t ® ►t - ,. C �j�q► _ _ �� f r •1R�. XF FIR ► . < , Sri �� , � _ t�.,,,.t►i �!� � 41 q r,�a, ►, �. a•. // AR wmml .I n r>tNYO1 /�>> v�i� j �!',.�, i • ,.. IM FIN MIN 11011 LW MWE �� • • ,ram � � �� , � � ,:' - I / �/� � �� .. ® �. ► a� E �' .� �,�� ii Ll %� "leo"''°�'�-,//�r •,,. ,. • • � /� a . • .o.. 1a�i0 t . 1 - rcw � . 11 � . 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CHARLOTTESVILLE OFFICE 303� C • • • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 �y TEL 434.295.5624 FAX 434.295.8317 www.timmons.com 9 \ (7 m o SO UTH W 00 D VILLAGES 3& 4 ^ m N O o DATE REVISION DESCRIPTION r�r NJ p m o ` Z o COUNTY OF ALBEMARLE, VA \o m O 0 n o n m o STORMWATER SUMMARY PLAN o { to elNi' 1 _ ■ These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. N W W 3 0 INLET Q Q U O W � O� yN�" GK v- W" Fm a � OF' �,w O� Sag Inlets Only F F .S' Si bra g � Q �.� H 107 DI-1 2.000 0 4 0 0 0.000RIQ-I 0.410 0.39 O.I599 0.16 4 0.64 0 0.640 0.001 2.000 2 0.640 1.998 109 DI-1 2.000 0 4 0 0 O.000RIQ3 0.200 0.45 0.09 0.09 4 0.36 0 0.360 0.001 2.000 2 0.360 1.361 111 DI-3B 8.000 0.690 0.75 0.5175 O'RIGHT 0.518 4 2.072 0 2.072 0.0450 0.0200 5.174 2.000 0.38655 0.0833 4.165 0.879 3.52 0.1466 0.1488 12.524 8.000 0.639 0.840 1.741 0.331 2.761 202 DI-3B 2.000 0.040 0.80 0.032 O'RIGHT 0.032 4 0.128 0 OI28 0.0100 0.0208 L338 2.000 L49477 0.0833 4.00481 1.000 3.50 O1458 0.1666 2.315 2.000 0.864 0.972 0.124 0.004 1.337 204 DI-36 6.OW 0.040 0.80 0.032 MIGHT 0.032 4 0.128 0 0.128 0.0100 0.0208 1.338 2.000 L49477 0.0833 4.00481 L000 3.50 0.1458 0.1666 2.315 6.000 2.592 1.000 0.128 0.000 1.337 206 DI-3B 6.000 0.090 0.65 0.0585 O'RIGHT 0.059 4 0.236 0 0.236 0.0100 0.0208 L683 2.000 1.18835 0.0833 4.00481 1.000 3.50 0.1458 0.1666 2.993 6.000 2.005 1.000 0.236 0.000 1.682 208 DI-3B 6.000 0.070 0.75 0.0525 O'RIGHT 0.053 4 0.212 0 0.212 0.0100 0.0208 1.616 2.000 1.23762 0.0833 4.00481 1.000 3.50 0.1458 0.1666 2.861 6.000 2.097 1.000 0.212 0.000 1.616 302 DI-1 1.250 0 4 0 0 0.000RIQ3 0.050 0.35 0.0175 0.018 4 0.072 0 0.072 0.001 L250 1.25 0.072 0.636 304 DI-1 1.250 0 4 0 0 O.000RIQ-I 0.430 0.40 0.172 0.172 4 0.688 0 0.688 0.0100 1.250 1.25 0.688 2.86E 402 DI-3C 6.000 0 4 0 0 O.000RIQ3 0.090 0.84 0.0756 0.076 4 0.304 0 0.0150 0.0300 L7I5 2.000 1.16618 0.0833 2.77667 3.28 0.304 0.0150 6 0.304 0688 0.240 0.333 0.720721 2.688 1912 512 DI-3C 10.000 0 4 0 0.048 O.000RIQ-I 0.610 0.80 0.488 0.488 4 1.952 0 0.0180 0.0208 6.456 2.000 0.30979 0.0833 4.00481 3.50 2.000 0.0180 10 2.000 1.917 0.166 0.333 0.498498 3.917 7.680 514 DI-3B 6.000 0.200 0.72 0.144 O'RIG[3T 0.144 4 0.576 0 0.576 0.0250 0.0208 L980 2.000 LOI01 0.0833 4.00481 1.000 3.50 0.1458 0.1666 5.731 6.000 1.047 1.000 0.576 0.000 1.979 516 DI-36 6.000 0.330 069 02277 MIGHT 0.228 4 0.912 0.483 1.395 0.0250 0.0208 4.728 2.000 0.42301 0.0833 4.00481 0.904 3.50 0.1458 0.1527 8.757 6.000 0.685 0.875 1.221 0.174 2.680 518 DI-3B 6.000 0.110 0.65 0.0715 0'RIGHT 0.072 4 0.288 0 0.288 0.0025 0.0208 3.343 2.000 0.59827 0.0833 4.00481 0.978 3.50 0.1458 0.1634 2.172 6.000 2.762 1.000 0.288 0.000 2.335 520 DI-3B 6.000 0.650 0.88 0.572 O'RIGHT 0.572 4 2.288 0 2.288 0.0150 0.0208 7.386 2.000 027078 0.0833 4.00481 0.722 3.50 0.1458 0.1261 10.374 6.000 0.578 0.789 1.805 0.483 3.344 524 DI-3C 8.000 0 4 0 0 O.000RICili 0.510 0.90 0.459 0.459 4 L836 0 0.0300 0.0300 4.430 2.000 0.45147 0.0833 2.77667 3.28 1.836 0.0300 8 1.836 2.013 0.240 0.333 0.720721 4.013 5.593 526 DI-3C 6.000 0 4 0 0 O.000RICd-I 0.150 0.80 0.12 0.12 4 0.48 0 0.0300 0.0300 1.787 2.000 1.11919 0.0833 2.77667 3.28 0.480 0.0300 6 0.480 0.934 0.240 0.333 0.720721 2.934 2.593 528 DI-3B 6.000 0.180 0.75 0.135 O'RIGHT 0.135 4 0.54 0 0.540 0.0100 0.0208 3.138 2.000 0.63735 0.0833 4.00481 0.985 3.50 0.1458 0.1644 4.271 6.000 1.4057 tO540 0.000 2.283 TH of � Bryan D. Cichoclti 'Z U Lie. No. 53741 1111112022 o��SSIONAL�1 M E O 0 U N � INLET CALCULATIONS: >E uu ai E w v 3 ROUTE PROJECT Southwood Villages 3&4 DESIGNER: MD DATE 11/11/2022 ¢ a LL o 3 CHECKED: UNITS:NGLISH w O 0 0 LU L M d. Voo Z -� O a (A c9u�+N� °�' W I, x (� w i c ry Z Fvam O c u' U) .. w M 1f a o w � H U K 0 O 0 O K H w > w w � = Q Q Z O v DATE 1111112022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE . 1"=30' •CL Mff^^ V! W z0 Q> a LL U \ W / LU Q U 'LL O w J O Z OU W LL 0 2 a rO V / JOB NO. 49821 SHEET NO. C6.10 532 DI-3B 6.000 O.I30 0.74 0.0962 O'RIQ-IT 0.096 4 0.384 0.076 0.460 0.0100 0.0208 2.633 2.000 0.75959 0.0833 4.00481 0.996 3.50 O.I458 0.1661 3.969 6.000 1.512 1.000 0.460 0.000 2.157 534 DI-3B 6.000 0.340 0.75 0.255 O'RIQ3T 0.255 4 1.02 0 1.020 0.0100 0.0208 5.215 2.000 0.38351 0.0833 4.00481 0.872 3.50 OI458 0.1479 5.945 6.000 1.009 L000 1.020 0.000 2.802 536 DI-3B 6.000 0.280 0.75 0.21 ORICd3T 0.21 4 0.84 0 0.840 0.0100 0.0208 4.565 2.000 0.43812 0.0833 4:00481 0.915 3.50 0.1458 0.1542 5.344 6.000 1.123 1.000 0.840 0.000 2.640 538 DI-3B 8.000 0.130 0.75 0.0975 O'RIQiT 0.098 4 0.392 0.573 0.965 0.0280 0.0208 3.348 2.000 0.59737 0.0833 4.00481 0.978 3.50 O.I458 0.1634 7.451 8.000 1.074 1.000 0.965 0.000 2.336 540 DI-3B 4.000 0.940 0.75 0.705 O'RIQ3T 0.705 4 2.82 0 2.820 0.0300 0.0208 6.868 2.000 0.29121 0.0833 4.00481 0.756 3.50 OI458 0.1311 13.621 4.000 0.294 0.465 1.312 1508 3.214 542 DI-3C 6.000 0 4 0 0.047 0.000'RI 0.490 0.85 0.4165 0.417 4 L668 0 0.0500 0.0400 3.188 2.000 0.62735 0.0833 2.0825 3.04 1.715 0.0500 6 L715 2.183 0.320 0.333 0.960961 4.183 4.547 544 DI-3B 4.000 4250 0.80 0.2 MIGHT 0.2 4 0.8 0 0.800 0.0400 0.0208 2.201 2.000 0.90868 0.0833 4.00481 1.000 3.50 0.1458 O.1666 7.575 4.000 0.528 0.741 0.593 0.207 2.049 607 DI-3C 6.000 0 4 0 0 O.000RI 0.220 0.80 0.176 0.176 4 0.704 0 0.0200 0.0208 2.881 2.000 0.6942 0.0833 4.00481 3.50 0.704 0.0200 6 0.704 1.205 0.166 0.333 0.498498 3.205 4.829 609 Di-3B 8.000 L000 0.52 0.52 MIGHT 0.52 4 2.08 0.297 2.377 0.0200 0.0208 6.987 2.000 0.28625 0.0833 4.00481 0.748 3.50 0.1458 O.1299 11.286 8.000 0.709 0.892 2.119 0.258 3.244 611 DI-3B G.000 0.270 0.53 0.1431 O'RIQ{T O143 4 0.572 0 0.572 0.0200 0.0208 2.234 2.000 0.89526 0.0833 4.00481 1.000 3.50 OI458 0.1666 5.345 6.000 1.123 1.000 0.572 0.000 2.058 612 DI-3C 6.000 0 4 0 0 O.000RI 0.250 0.80 0.2 0.2 4 0.8 0 0.0200 0.0208 3.286 2.000 0.60864 0.0833 4.00481 3.50 0.800 0.0200 6 0.800 L312 0.166 0.333 0.498498 3.312 5.2s8 613 DI-3B 6.000 0.740 0.60 0.444 O'RICil-IT 0.444 4 1.7% 0 1.776 0.0200 0.0208 5.932 2.000 0.33715 0.0833 4.00481 0.821 3.50 0.1458 0.1406 4524 6.000 0.630 0.833 1.479 0.297 2.98I 615 DI-3C 6.000 0 4 0 0.258 O.000RI 0.330 0.58 0.1914 0.191 4 0.764 0.079 0.0200 0.0208 3.453 2.000 0.57921 0.0833 4.00481 3.50 1.101 0.0200 6 1.I01 1.624 0.166 0.333 0.498498 3.624 6.507 617 DI-3B 4.000 0.078 0.90 0.0702 O'RICiliT 0.07 4 0.28 0.088 0.368 0.0100 0.0208 1.987 2.000 1.00654 0.0833 4.00481 1.000 3.50 0.1458 O.1666 3.607 4.000 1.109 1.000 0.368 0.000 1.986 619 DI-3B 4.000 0.310 0.30 0.093 O'RICd-IT 0.093 4 0.372 0 0.372 0.0100 0.0208 1.995 2.000 1.00251 0.0833 4.00481 1.000 3.50 O.I458 0.1666 3.623 4.000 1.104 1.000 0.372 0.000 1.994 624 DI-3B 6.000 0.040 0.85 0.034 ORIQ-IT 0.034 4 0.136 0.038 O.174 0.0500 0.0208 1.110 2.000 1.8018 0.0833 4.00481 1.000 3.50 OI458 0.1666 4.267 6.000 1.406 1.000 0.174 0.000 1.110 626 DI-3B 8.000 0.450 0.63 0.2835 O'RIQiT 0.284 4 L136 0 1.136 0.0500 0.0208 2.945 2.000 0.67912 0.0833 4.00481 0.990 3.50 O.I458 0.1652 9.433 8.000 0.848 0.966 L098 0.038 2.235 628 DI-3B 6.000 0.630 Q60 0.378 O'RICd-IT 0.378 4 L512 0 1.512 0.0100 0.0208 6.596 2.000 0.30321 0.0833 4.00481 0.775 3.50 0.1458 0.1338 7.448 6.000 0.806 0.948 L433 0.079 3.146 630 DI-3B 6.000 0.250 0.80 0.2 0.000'RIGHT 0.2 4 0.8 0 0.001 0.0208 8.593 2.000 0.23275 0.0833 4.00481 3.50 0 4 0 0 0.800 0.001 6 0.800 1.312 0.166 0.333 0.498498 3.312 5.258 ('2 DI-3C 8.000 0 4 0 0 O.000RI 0.290 0.58 0.1682 0.168 4 0.672 0 0.0200 0.0208 2.735 2.000 0.73126 0.0833 4.00481 3.50 0.672 0.0200 8 0.672 1.030 0.166 0.333 0.498498 3.030 4.126 702 DI-3B 4.000 0.110 0.80 0.088 O'RICd-IT 0.088 4 0.352 0 0.352 0.0150 0.0208 1.811 2.000 1.10436 0.0833 4.00481 1.000 3.50 0.1458 0.1666 3.998 4.000 1.00l 1.000 0.352 0.000 1.811 TH of � Bryan D. Cichoclti 'Z U Lie. No. 53741 1111112022 o��SSIONALOl PIPE CALCULATIONS: M E O O U N � 3&4 PROJECT: LD-347 DESIGNED BY: es LD-229 PROJECT: Southwood Villages 3&4 Designed by: Southwood Villages 0 STORM SEWER DESIGN COMPUTATIONS LOCATION: LD-347 > E w ai E COUNTY: Albemarle Checked by: Checked: w .N 3 INCIDENCE PROBABILITY 10 Year U W 3 STORM FREQUENCY 10 ¢ LL o 3 p LL UNITS ENGLISH O L M ¢�_j Uoo Z - rn O a > o N C7(A Nv (L w 30'Ln x tVll w oa �w i c ry Z x > O c u7' U) .. w M a� of o w u O (D O K x F p w > w w _ ¢ Q z O v DATE 11/11/2022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE • 1"=30' Mff^^ V / V! W z0 Q> a J U \ W / m Q U ' 0 w Z J O Z OU w 2 a (0 V / JOB NO. 49821 SHEET NO. C6.11 aCh r IL 537 538 512 0.130 0.750 0.098 0.812 0.000 6.123 6.194 5.029 453.926 451.550 59.403 0.040 15.000 Circular aca 0 r aLL r a1 7 r PIPE FROM POINT TO POINT DRAIN. AREA "A" (3) RUNOFF CO]�F. "C"CA (4) CA TOTAL INLET TIME (7) RAIN FALL In/I-Ir (8) RUNOFF Q CFS (9) INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Capacity CFS (15) Friction Slope Ft./Ft VEL Vn Ft/Sec (16) FLOW TIMENO Min.(1)(2) (17) RIMARKSAcreMinutes (18) TACACADDTL UPPER END (10) LAW71i IND (11) REF11tINCE STA. REFERENCE STA. Sized for 10-ye N D7 W 3 0 INLET OR JUNCTION INLET STATION OUTLET WATER SURFACE ELEV. DIA. RFE Do (In) DESIGN DISCH. Qo (CFS) LENGTH RFE Lo (R) FRICTION SLOPE,Sfo (FT/FT) FRICTION LOSS Flf (Ft) JUNCTION LOSS FINAL H (Ft) Inlet Water Surface 9evation Rim Bev Comments Vo Ho (Ft) Qi Vi QiVi Vi 2/2g Hi Angle FIB Ht 1.3 Ht 0.5 Ht 102 10+68.50 453.89 18 7.55 68.5 0.44% 0.3 5.19 0.1 7.69 5.2 39.99 0.42 0.15 90.08 0.29 0.54 0 FALSE 0.85 454.73 460.03 OK -5.29 104 11+92.30 454.73 18 7.69 123.8 0.46% 0.57 5.2 0.1 0 0 0 0 0 0 0 0.1 0 FALSE 0.67 455.4 458.5 OK -3.09 107 10+24.79 459 15 0 20.8 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 FALSE 0 459 461.65 OK -2.65 109 11+9$.04 459.26 15 0 173.25 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 FALSE 0 459.26 466.91 OK -7.65 111 12+82.19 462.39 15 0 84.15 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 FALSE 0 462.39 467.47 OK -5.08 202 11+29.77 449.45 15 0.39 53.21 0.00% 0 2.28 0.02 0.2 1.87 0.37 0.05 0.02 47.68 0.03 0.07 0.09 FALSE 0.09 449.54 455.68 OK -6.14 204 10+87.69 449.82 15 0.2 32.15 0.00% 0 1.87 0.01 0 0 0 0 0 0 0 0.01 0.02 FALSE 0.02 449.84 455.82 OK -5.99 206 10+20.44 458.5 15 0.76 16.44 0.01% 0 2.76 0.03 0.33 2.16 0.71 0.07 0.03 13.41 0.01 0.07 0.09 FALSE 0.09 458.59 461.65 OK -3.06 208 10+52.40 458.68 15 0.33 31.97 0.00% 0 2.16 0.02 0 0 0 0 0 0 0 0.02 0.02 FALSE 0.02 458.7 461.63 OK -2.92 302 10+83.79 450.15 15 1.17 79.75 0.03% 0.02 4.24 0.07 1.07 4.78 5.12 0.35 0.12 79.97 0.23 0.43 0 FALSE 0.45 450.E 453.29 OK -2.69 304 11+51.48 451.05 15 1.07 67.69 0.02% 0.02 4.78 0.09 0 0 0 0 0 0 0 0.09 0.12 FALSE 0.13 451.18 455.75 OK -4.57 305 10+28.09 441.19 15 6.75 28.09 0.93% 0.26 8.7 0.29 0 0 0 0 0 0 0 0.29 0 FALSE 0.55 441.74 450 OK -8.26 402 10+21.87 447.01 12 0.47 21.77 0.01% 0 4.26 0.07 0 0 0 0 0 0 0 0.07 0.09 FALSE 0.1 447.1 455.5 OK -8.39 404 10+66.86 447.25 15 3.49 66.46 0.25% 0.17 6.64 0.17 0 0 0 0 0 0 0 0.17 0 FALSE 0.34 447.59 455.25 OK -7.66 506 10+24.10 433.E 24 25.74 18.02 1.29% 0.23 11.35 0.5 25.77 14.16 364.88 3.11 1.09 94.66 2.18 3.77 0 FALSE 4 437.6 440.06 OK -2.46 508 10+50.79 437.E 24 25.77 26.7 1.30% 0.35 14.16 0.78 25.83 14.91 385.09 3.45 1.21 35.56 1.48 3.47 0 FALSE 3.82 441.42 444.26 OK -2.84 510 10+99.78 441.42 24 25.83 49.01 1.30% 0.64 14.91 0.86 25.95 14.92 387.28 3.46 1.21 76.75 2.28 4.36 0 FALSE 4.99 446.41 448.53 OK -2.12 512 11+g4.77 446.41 24 25.95 94.99 1.32% 1.25 14.92 0.86 12.51 9.44 118.17 1.38 0.48 91.23 0.97 2.32 0 FALSE 3.57 449.98 458.85 OK -8.87 514 12+44.41 451.57 18 12.51 49.32 1.42% 0.7 9.44 0.35 11.74 9.34 109.63 1.35 0.47 27.76 0.47 1.29 0 FALSE 1.99 453.57 459.68 OK -6.11 516 13+18.74 453.57 18 11.74 74.39 1.25% 0.93 9.34 0.34 10.5 9.97 104.69 1.54 0.54 52.02 0.77 1.65 0 FALSE 2.58 456.15 461.23 OK -5.08 518 14+50.67 456.15 18 10.5 132.05 1.00% 1.32 9.97 0.39 7.14 8.35 59.6 1.08 0.38 50.76 0.54 1.31 1.7 FALSE 3.02 459.17 464.73 OK -5.56 520 15+02.26 459.17 18 7.14 51.67 0.46% 0.24 8.35 0.27 7.16 8.26 59.11 1.06 0.37 12.05 0.14 0.78 0 FALSE 1.02 460.18 465.81 OK -5.63 522 15+41.29 460.18 15 7.16 35.48 1.23% 0.44 8.26 0.26 3.77 7.54 28.44 0.88 0.31 74.62 0.54 1.11 0 FALSE 1.55 461.73 466.83 OK -5.1 524 15+77,14 461.73 15 3.48 35.85 0.25% 0.09 7.36 0.21 0.75 5.15 3.85 0.41 0.14 0 0 0.35 0.46 FALSE 0.55 462.28 467.29 OK -5.01 526 18+18.22 462.81 15 0.75 241.08 0.01% 0.03 5.15 0.1 0 0 0 0 0 0 0 0.1 0.13 FALSE 0.16 462.97 472.68 OK -9.71 530 10+60.23 450.93 15 6.28 59.26 0.95% 0.56 6.01 0.14 5.48 5.92 32.42 0.54 0.19 75.02 0.36 0.69 0 FALSE 1.25 452.18 459.21 OK -7.03 532 10+99,67 452.18 15 5.48 39.49 0.72% 0.28 5.92 0.14 3.7 5.45 20.18 0.46 0.16 84.28 0.3 0.6 0.78 FALSE 1.07 453.25 459.19 OK -5.95 534 12+85.95 453.25 15 3.7 186.27 0.33% 0.61 5.45 0.12 2.4 4.88 11.71 0.37 0.13 62.78 0.21 0.45 0.59 FALSE 1.2 454.45 461.73 OK -7.29 536 13+25.29 454.45 15 2.4 39.34 0.14% 0.05 4.88 0.09 0 0 0 0 0 0 0 0.09 0.12 FALSE 0.17 454.62 462.04 OK -7.41 538 10+59.49 452.55 15 5.03 59.4 0.61% 0.36 9.89 0.38 4.45 8.61 38.34 1.15 0.4 3.13 0 0.78 0 FALSE 1.14 453.69 459.33 OK -5.64 540 11+22.84 455.71 15 4.45 63.35 0.47% 0.3 8.61 0.29 0 0 0 0 0 0 0 0.29 0.37 FALSE 0.68 456.38 462.35 OK -5.97 542 11+04.08 461.73 15 3.77 104.05 0.29% 0.3 7.54 0.22 1.25 7.06 8.8 0.77 0.27 43.76 0.33 0.82 1.07 FALSE 1.37 463.11 469.3 OK -6.2 544 12+60.60 465.11 15 1.25 157.68 0.03% 0.05 7.06 0.19 0 0 0 0 0 0 0 0.19 0.25 FALSE 0.3 465.41 479.68 OK -14.26 607 10+54.41 456.77 15 9.99 50.41 2.39% 1.21 10.27 0.41 7.92 6.46 51.17 0.65 0.23 53.59 0.32 0.96 0 FALSE 2.16 458.94 470.87 OK -11.93 609 11+89.74 463.9 15 7.92 135.13 1.50% 2.03 6.46 0.16 3.64 7.35 26.75 0.84 0.29 27.26 0.25 0.71 0.92 FALSE 2.95 466.85 473.49 OK -6.64 617 11+01.21 466.85 15 1.25 100.46 0.04% 0.04 4.08 0.06 0.83 3.63 3.01 0.2 0.07 49.7 0.1 0.24 0.31 FALSE 0.35 467.2 472.58 OK -5.38 619 11+52.52 467.2 15 0.83 51.32 0.02% 0.01 3.63 0.05 0 0 0 0 0 0 0 0.05 0.07 FALSE 0.07 467.28 474.55 OK -7.27 615 10+34.60 461.9 15 1.7 34 0.07% 0.02 7.31 0.21 0 0 0 0 0 0 0 0.21 0.27 FALSE 0.29 462.19 470.87 OK -8.69 611 12+79.59 467.84 15 3.64 89.85 0.32% 0.29 7.35 0.21 2.77 6.82 18.87 0.72 0.25 38.37 0.31 0.77 1.01 FALSE 1.29 469.13 476.07 OK -6.94 613 13 19.87 469.96 15 2.77 40.28 a 0.18/0 0.07 6.82 0.18 0 0 0 0 0 0 0 0.18 0.23 FALSE 0.31 470.27 476.55 OK 6.28 622 10+40.55 457.E 24 16.47 34.47 0.45% 0.16 10.91 0.46 14.35 9.93 142.42 1.53 0.54 89.58 1.07 2.07 0 FALSE 2.22 459.82 465.7 OK -5.87 624 11+15.46 459.82 24 14.35 74.91 0.40% 0.3 9.93 0.38 10.27 6.72 69.05 0.7 0.25 41.04 0.3 0.93 0 FALSE 1.23 461.06 470.32 OK -9.26 634 11+18.10 461.7 24 10.27 116.71 0.21% 0.24 6.72 0.18 10.42 7.58 79.01 0.89 0.31 10.79 0.12 0.6 0 FALSE 0.84 462.54 474.92 OK -12.38 636 12+57.18 462.83 24 10.42 139.07 0.18% 0.25 7.58 0.22 0 0 0 0 0 0 0 0.22 0 FALSE 0.47 463.3 472.75 OK -9.45 630 10+40.55 459.82 15 2.26 74.54 0.12% 0.09 4.81 0.09 1.05 3.88 4.07 0.23 0.08 98.1 0.16 0.34 0.44 FALSE 0.53 460.35 465.67 OK -5.32 632 10+40.55 460.35 15 1.05 31.99 0.03% 0.01 3.88 0.06 0 0 0 0 0 0 0 0.06 0.08 FALSE 0.08 460.44 465.72 OK -5.29 626 11+73.68 464.96 24 4.1 58.18 0.03% 0.02 7.01 0.19 2.35 5.96 14.04 0.55 0.19 59.21 0.31 0.69 0.9 FALSE 0.92 465.88 475.14 OK -9.26 628 12+13.66 466.22 24 2.35 39.95 0.01% 0 5.96 0.14 0 0 0 0 0 0 0 0.14 0.18 FALSE 0.18 466.4 475.18 OK -8.78 202: DI-3B 6 ft Throat d m STA 10+55.54 TOP 455.60 m INV IN 448.82 (203) _ INV OUT448.72 (201) 0 0 O U L v H O O o ro o M O O "6 m 0 C co O M 04 EX- 00_ O (O rs °' o(�o� .-00 +6U � m+00 STA10+00 m_°+U')�iF goal_ Boaz 0 °r�v0 TOP454.88 ��0 oFp> NF0» o(pFZ gF0> lNVIN 448.45(201) $~�z �U) z �U)�z INVOUT448.35(145) �'��- 4713 470 d65 EXISTING GRADE PROPOSED GRADE 465 i - 465 1 / / PROPOSED ER / LINE 460 460 v 1.33' 455 455 103 1.8 101 123.80' OF 68.50' O 18" HDPE 450 18" HDP % 1 450 @ 0.5 d 8" SANITARY PVC 3-20 445 445 440 440 N O CO 9+50 ,D+DD STR.1001+012+00 STR. HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 300: ES-1 for 12 inch Pipe STA 10+04.00 TOP 450.25 INV IN 449.15 (301) ARn i O fV �0) = rn O1 nr�o a 0 CO N O V +rS� � �O�Z O va(L > U)�z z L 0 U n cr_ 0 E D Lo U)�v0 a> miPK Gr:Ttl EXISTING GRADE PROPOSED GRADE 455 455 450 450 70.07' OF 3' 15" HDPE 1 @ 1.45% 445 1 445 301 8" SANITARY 79.75' OF PVC 6-7 15" HDPE @ 1.00% 440 440 435 1 435 N O Lo V R R 7 9+50 10+00 11+00 STR. 300 - STR. 304 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 F,ml (STING 460 GRADE 460 PROPOSED GRADE r / 455 455 PROPOSED WATER LINE 1' IN. 450 203 450 201 53.21' OF 32.15' OF 15" RCP 15" RCP 445 0.50%@ 0 0.50% 445 8" SANITARY 440 DIP 1-2 440 435 435 � N h v a 12+50 9+50 �+00 STR.146 - STR + 00 EX. 307: MH-1 STA 10+00.00 TOP 450.02 INV IN 440.19 (306) INV OUT 440.05 (139) 455 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 305: 18" Basin - Circular Grate STA 10+28.09 TOP 450.00 INV OUT 440.75 (306) 455 PROPOSED GRADE 450 450 J 445 ' 445 EXISTING GRADE 440 440 V306 28.09' DF 435 435 @ 2.0 % 430 1 430 ro R a 12+00 9+50 10+00 11+00 STR. 305 - STR. 307 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 105: ES-1 for 15 inch Pipe STA 10+04.00 TOP 459.38 INV IN 458.00 (106) 475 L m L ca U O U 00 O O O L U L U O00 O Cm rn N (o co O a0 C� O) �01 co f11N�yOj - m00i- + m("aa (OD M+hH + aZ N az O N: 0 p�v0 � ��z z o��z z ��z 475 EXISTIN 470 GRAD - 470 PR POSED GRADE 465 465 110 :A0 460 77 8415 F 460 108 150 @1, 5/0 73.26 OF 106 16, HOPE 20.80' OF @ 1,75% 15" HDPE 455 455 450 450 445 445 a v a v v a 11+50 9+50 10+00 11+00 12+00 STR.105 -STR. 111 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 EX-234 STA 10+00 RAISE TOP449.94 INV IN 444.71 (235) INV IN 446.21 (401) INV OUT 444.61 (233) 460 RAISE EX. STORM STRUCTURE TO FINISHED GRADE &INSTALL SOLID LID f0 O O V � v 0 U) V (h+u H o�a0 '(L> tU)iOZ 460 EXISTING GRADE 455 455 450 I 450 PROPOSED GRADE 445 445 401 21.77' OF 12" HDPE @ 2.00% 440 440 435 I 1 435 v 11+50 9+50 10+00 11+00 EX. STR. 234 - STR. 402 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 EX 236 STA 10+00 TOP 450.14 INV IN 446.2 (403) INV OUT 445.71 (235) 465 RAISE EX. STORM STRUCTURE TO FINISHED GRADE 13+00 14+00 NOTES: 1. RCP SHOWN IS TO BE CLASS III PIPE UNLESS OTHERWISE NOTED. 2. A z" STEEL PLATE SHALL BE INSTALLED IN THE BOTTOM OF ALL DROP MANHOLES WITH A DROP OF 4' OR GREATER. 3. SAFETY SLABS SHALL BE INSTALLED IN MANHOLES PER VDOT SPECIFICATIONS. O 0 n N F N (W co r 205: ES-1 for 15 inch Pipe m o v v STA 10+04.00 CO _ Cm208: +o m v DI-3B 6 ft Throat TOP 458.88 z O STA 10+52.40 INV IN 457.50 (206) o (L O > > TOP 461.45 470 N U) H z z INV OUT 457.84 (207) 470 EXISTING GRADE \ 465 465 PROPOSED GRADE 460 460 455 455 206 16.44' OF 31.97' OF 15" RCP 15" RCP @ 0.50% @ 0.50% 450 450 445 445 CO O r; v CO v 9+50 10+00 11+00 11+50 STR. 205 - STR.208 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 a� a a U C N M O W O L 1_ v w o 00 0 802: DI-3B 4 ft Throat (o q v 0 404: 12" BASIN - CIRCULAR GRATE o coo r- STA 11+79.68 m 1 CO STA 10+66.86 w v z TOP 486.76 p a 0 0 TOP 455.25 o a a INV IN 480.10 (803) a a OP INV OUT 447.25 (403) 0 U) z INV OUT 480.00 (801) 00 UU)) z 465 ao5 460 460 PROPOSED GRADE 455 455 / EXISTING / GRADE 450 450 403 445 O 445 IC 15" HDP @ 1.50 440 1 440 O N �"v v 9+50 10+00 11+00 11+50 EX. STR. 236 - STR. 404 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 PROFILE SCALE 490 490 GRADE EXISTING GRADE J� 485 / 485 Ile / 480 8013 480 801 322 OF 175.63' OF 16' MCP 15" HDPE @ 1 0% @ 0.5 % 475 475 470 470 o N (l K R R h R R 9+50 10+00 11+00 12+00 STR. 800 - 804 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 13+00 13+50 Bryan D. Cichocld Uc. No. 53741 1111112022 Ui a! 0 c7 x 0 w w_ x U a z O 4 > a! 0 0 r a O w t7 w H a DATE 1111112022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE AS SHOWN ca VM'� / W Q > w JL J � LL H 2 0 co \ / co J Q LL O O U U) 2 (O V / JOB NO. 49821 SHEET NO. C7.0 512: DI-3C 1Oft Throat �YH 0 STA 11+94.77 520: DI-313 6 It Throat 5- TOP 458.85 STA 15+02.26 ,/ 506: MH-1 INV IN 450.37 (513) TOP 465.81 Z46 V_� STA 10+24.10 INV IN 451.55 (537) INV IN 458.48 (521) Bryan D. Cichocld Z TOP 440.06 INV IN 449.93 (529) INV OUT 458.38 (519) `- INV IN 433.98 (507) INV OUT 446.55 (511) 522: MH-1 11c. No. 53741 INV OUT 432.36 (505) STA 15+41.29_ _ _ TOP 466.83 0 �fo 11/I1/2022 0 0 o m M m "' m r INV IN 460.24 (541) m N 0 50 t� G� ,� o n V o 1; V o rn v o V PROFILE SCALE SS o V o t t t INV IN 459.35 (523) L ZONAL H V (D H V 00 H V F fM m v rn oo m cn c i cD INV OUT 459.25 (521) o0 u0 N r � Qj � m W N ruN icon 0;�`'�� m ��°o^ u0 0)^MC7 � mmr°"�' 524:DI-3C8ftThroat m�'00m O) p o N n't �� 47 N V m'i 00 � V m °O N M � m O r n 500: ES-1 for 36 inch Pipe + 4 F 504: ES-1 for 24 inch Pipe = + v v = o+ 06: M D; v M + v F M ' v F STA 15+77.14 c� + N F M STA10+03.56 p�It� STA10+06.08 �� z =O �� z 0 p�vz O p�vz =O p't`gvz p TOP467.29 p°�'tO °u TOP428.66 N¢d> TOP434.17 66Qa> > o�p> > Qa> > ioaa> > �Qa INV IN461.81 (525) �oaa ^ v INV IN 425.32 (501) Lo v~) 0 ? INV IN 432.00 (505) � U) Z r' � � � Z U-) U) Z Z uo a) OF Z Z LO U)) � Z Z INV OUT 460.07 (523) LO U) z > E 440 440 E 480 1 1 1 480 Lu w 3 Q LL J 3 0 LL 2 n w0 m.. w w L M Q Uo0 Z w J - n O W N ry 0- v Z Y C) 3: 0 U X In �i Q w w oa U.) c ry z =U >N O_ ~ C N > M W J �� umi ) 0 x co x F 0 w Ll w w H a z O 000, n DATE 1111112022 01 0 DRAWN BY M. DENHARD 01, • DESIGNED BY • M. DENHARD • CHECKED BY 9+50 STR. 500 -STR. 502 11+50 : • B. CICHOCKI SCALE HORIZ SCALE: 1 "=50' • VERT SCALE: 1 "=5 AS SHOWN ��( W V/ W 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 Q > w STR. 504 - STR. 528 w J J C2 LL HORIZ SCALE: V=50' H4 2 0 VERT SCALE: 1"=5 > m J Q CC ' LL Q G C 0 � `On O O V ) 2 0 V) NOTES: 1. RCP SHOWN IS TO BE CLASS III PIPE UNLESS OTHERWISE NOTED. 2. A Z" STEEL PLATE SHALL BE INSTALLED IN THE BOTTOM OF ALL DROP MANHOLES WITH A DROP OF 4' OR GREATER. 3. SAFETY SLABS SHALL BE INSTALLED IN MANHOLES PER VDOT SPECIFICATIONS. JOB NO. 49821 SHEET NO. C7.1 PROPOSED GRADE EXISTING GRADE 435 435 430 430 425 425 g6.19' F 36" R P � .L 0% 420 420 415 415 410 410 N M v v N D7 W 3 0 PROPOSED 6'ADS GRADE 475 BARRACUDA 475 FILTER EXISTING GRADE 470 470 PROPOSED / \ WATER LINE 465 PROPOSED \ WATER 5 S 465 � LINE 2A1. PE ROPOSED \ 1y 2Dp% WATER \ � 460 8" SANITARY � LINE \ 1.4' � 460 PVC 29-3 523 PROPOSE � 1 5g5�OF WATER 519 38.6 5 OF j5^ HpPE LINE y1.67' OF 15� RCP � 2.00% 455 18" RCP (� 2 p0 k 455 y1� C� 2' 132 OR F �25 450 49?2 OF (� 2 OD ° 450 18" RCP (� 2.00 /° / 445 445 / 99 OF / 9 RGP lt, o A 00°l 440 � 440 y09 F O A' 435 435 07 430 6.70' OF 430 505 18.02' O 3.50% 24" RCP 2.00% 425 425 of cd ro � r; �n �ri m o � V V R V V V R V V V R V V V V V V N M l6 ^ M LID N Cl) .-. m O M 512: DI-3C 10 ft Throat r c> �' t (�'n Mom V V V u a, v N H Cj H O O O L M r- M V L M L pj v M 2 F v N H LO r- (O Lo 0) _ Cl) N STA 10+00.00 M LO r` °'• (0 +? o n u0 M m 00 a M r-- LO a n ° c0 a u0 11' coo TOP458.85 row' 532:DI-366ftThroat m°iMO inN 604:DI-1-Ou0M"'°'a m°'c)aa Nr;a MNc)� (OoO�� m�� mONO V mar M a M W r U00000 O (M u' 0)� H mNNH �0006 cn 0- co m�0� INV IN 450.37 (513) M Oi v STA 10+99.67 M v 536: DI-3B 6 ft Throat 600: ES-1 for 36 inch Pipe c+ CM v F STA 10+83.00 M + LO H o lqt + m ] + co co )O H r7 + a1 v r7 + ai INV IN 451.55 537 o'c) O TOP 459.19 N to STA 13+25.29 = 0 LO TOP 459.50 o � a z_ z_ z 0 O � OL O m e n- � � a z z o a Z O m � � 0 ( ) o�vz O o. ,tZ O STA10+04.18 g�vz O �¢a- ¢a O INV IN449.93(529) 5 0> INV IN451.11 533 a- TOP462.04 a-o INV OUT449.00 603 i.i¢a MHO>> oFO> ¢a-- N¢a- ¢a MHO» ( ) r�i�0» TOP .v >> ( ) HO»» Lo(nH? ? �U) Z NHO > > ~Oz z ~Oz INV OUT 446.55 (511) uOmPzz INV OUT 451.01 (53 1) 0U)iF- z INV OUT 453.46 (535) INV IN 441.62 (601) mu�i�zZ uO�FZZZZ uOU)i z- ' mom-- "''m�- 470 470 465 465 470 470 480 PROPOSED EXISTING GRADE 465 GRADE 465 460 PROPOSED 460 WATER LINE PROPOSED WATER LINE 455 455 53 535 450 186.27 OF 39.34' OF 450 529 39 49' OF 16' 15" RCP 59.2V OF 15„ RCP @ 1. o% @ 1.00% 15" RCP @ 1.00% @ 1.00% 445 445 440 440 rn N v, Co Co R R R R R R C 9+50 10+00 11+00 12+00 13+00 STR. 512 - STR. 536 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 620: ES-1 for 24 inch Pipe STA 10+06.08 TOP 458.17 INV IN 456.00 (621) 480 14+00 14+50 460 460 PROPOSED GRADE 455 455 450 450 EXISTING GRADE / 445 603 445 49.14' OF 36" RCP @ 3.00% 1 OF 440 6a 440 435 435 R h h R 9+50 10+00 11+00 11+50 STR. 600 - STR. 604 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 EXISTING GRADE 1 465 465 PROPOSED GRADE 460 460 PROPOSED WATER LINE 455 455 pF VMIN. 3 615, GP 5q " RC' 450 06 450 @ i1 445 445 440 440 ro o 0 Nt V C Nt 9+50 10+00 11+00 STR. 512 - STR. 540 HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 0 50 PROFILE SCALE rrxn EXISTING / GRADE / 475 PROPOSED 475 / GRADE 6' ADS BARRA UDA/ / FILTER / 470 470 1.2' / / PRO POSED 54$ O 465 FHA bl 0 465 1.2 16 0 4' to @ PROPOSED 1' MIN. WATER PROPOSED LINE WATER 460 541, LINE 460 1 HPE 1 5, 2 00 6 " SANITARY PVC 14-15 455 455 450 T 450 O� h ^ N O N v v a v v v 12+00 9+50 10+00 M ui M u^7 N N O N 2CD m (0 O N (MVO (M to N N COCO 0) 2 LO M (O L N 2 LO M ((0 (o (o 0) (p L N co F (O N - N M O M^ O O CD O F (O (O co H (v (O O N O a0 O 00 CD 0) uo�iv (0 (0m 0 mM�CO (0q mou') �+ F en0 0 v o°)uri�i( a Ld LO LO � M CD C; v M r 628: DI-3B 6 ft Throat m a 0) ri o v = r- LO x + )ci vzz� M+°)vv� r� STA12+13.66 ce) OivvH ��vzO Nnj zZ� a-- O o�co z Z) o�vz O oaaz z D v¢a» o• v0 a-- O O» > a-- O io¢a» TOP475.18 ¢a-- O (0 U) z io¢a> NHO» > Fzz z N<OZZ z ��0z z INV OUT 465.42 (627) cc`r~Ozz z m�Oz (0 U) z mr4H--- (oU) - aRn ARn ARn A7_9; PROPOSED GRADE WATER /--,, )I-11 4y 3(j4 of P @ 00 625 PVC 6-17 623 58.18' OF / 74.91' OF 24" RCP 455 K652 1 241 RCP @ 2.00% 455 1)6 9+50 10+00 11+00 12+00 12+50 9+50 10+00 STR. 620 - STR. 628 HORIZ SCALE: 1"=50' NOTES: VERT SCALE: 1 "=5 1. RCP SHOWN IS TO BE CLASS III PIPE UNLESS OTHERWISE NOTED. 2. A q" STEEL PLATE SHALL BE INSTALLED IN THE BOTTOM OF ALL DROP MANHOLES WITH A DROP OF 4' OR GREATER. 3. SAFETY SLABS SHALL BE INSTALLED IN MANHOLES PER VDOT SPECIFICATIONS. WATER LINE � WATER LINE PROPOSED GRADE GRADE / 1j / / \ / 8" SANITARY PVC 17-39 635 139.07' 1t' 0 2q" HC 6,.71'OF N1 0 " RCP 0.88% 11+00 12+00 STR. 624 - STR. 636 HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 11+00 12+00 STR. 522 - STR. 544 O) 04 ma u� Z W V It F �z O z z 632: DI-3C 6 ft Throat STA 11+06.47 TOP 465.89 INV OUT 458.96 (631) a7.r 470 470 _ PROPOSED GRADE 465 465 EXISTING GRADE PROPOSED WATE R / MIN. LINE 460 460 /629 /74.5N F 631 / 15" RC 31.99' OF 455 15" RCP 455 @ 1.00% 450 450 445 445 440 440 DJ O O 13+00 9+50 10+00 11+00 STR. 622 - STR. 632 HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 12+00 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 13+00 13+50 Bryan D. Cichocld Uc. No. 53741 1111112022 ^� E 0 N OV N C > E w v LL O 3 LL LL O W 0 ^y 2 W L M Q r U00 W J -� H L9LL7 W N N v Z Y � x _ < oQ �v U) v N 2 U > N C � 0 a) N � M a � W J toJ- (A Z 0 f f w H ¢ DATE 1111112022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE AS SHOWN 06 M U) W Q > w J LL J � LL 1- 4 Z O \ 00 / Lu J LL Q CC ' p ry O 0°U) L2 I 0 V) JOB NO. 49821 SHEET NO. C7.2 s a d z c d 0 3 a D a0 o -z 20 o� c E2 a c m m C OD w (D 0W.� Z zN 0d M $ F d `oF; �Z E .§ d 2 .Z Y N X c 0.0 0,6 2 12 �o `o a6 a c Ma 10 a 0 �+ o � U 'h A� o c � w E F= 5 TH OF NOTES: 1. RCP SHOWN IS TO BE CLASS III PIPE UNLESS OTHERWISE NOTED. Bryan D. Cichocld Z 706: DI-3B 6 ft Throat 2. A z" STEEL PLATE SHALL BE INSTALLED IN THE BOTTOM OF ALL DROP 0 Uc. No. 53741 STA 12+79.59 MANHOLES WITH A DROP OF 4' OR GREATER. 0 50 TOP 476.07 3. SAFETY SLABS SHALL BE INSTALLED IN MANHOLES PER VDOT PROFILE SCALE �f 1111112022 INV IN 468.96 (707) SPECIFICATIONS. O+y INV OUT 468.86 (705) ZONAL 714: DI-3B 4 ft Throat _a in STA 11+53.09 EL M o 0 0 TOP 474.55 L) f0 0 0 o o ui co n c o �n n � ui r- rn n 2 C C n L INV IN 466.06 715 t O I_- o c o O t H v l!') ( ) u7 .n� V v n ~ .^.,. N ~ �'.' Ono O n ~ N O EO u0 `" n „y `'' INV OUT 465.96 (713) o n ry v ,p M n a 702: DI-3B 6 ft Throat o rn„ aD M Oe. V n Ln p O n O O n 00 n M �p W O) oD n (O (O N N rn m v °o co v N ui m rn rn rn u0 to n v v STA 10+00.00 n m N m0C'i v c C,u� a 716: DI-1 c O n m c°°oON v 00000�c c�°o a mu?0) � +oH Uri °°v ¢ o M nV V M} 7 H }p qt c)+O(0to F M}n7 ~ M+ � H i 0'Op TOP M}oH > E azz p�IQ �z STA11+77.29 w�vz on D��zZ ��az cl)p�v0 INV IN460.90717 E5 ° E o--O 0 TOP473.61 a— o�vzz0 0--0 a-0 oQa> ( ) a0 = =Z 0�0>>> NHO» 0P0> Naa»> a 0>>> 0�0» FOz INV IN462.90(703) o6F0> �w,�3 nU) Z Z Z �U)�zz INV OUT468.00(715) KU) o�Ozzz r--U) z r--U) naJ~— INV OUT457.27(701) �m�z ova 3 Q LL i 3 485 485 485 485 485 485 0 o o �n w 0 2 W m Q ,J U 00 Z w J — n O Lu N N d V 3: 0 U X In �� Q w w o Q 0 O nx cN z =v >N O_ ~ c ui N > M a� W J to ui 0 x c7 x F 0 w w w H Q 0 z O n DATE 1111112022 O DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE • AS SHOWN 9+50 10+00 11+00 12+00 12+50 9+50 10+00 11+00 12+00 13+00 14+00 14+50 9+50 10+00 11+00 STR. 704 - STR. 716 STR. 700 - STR. 710 STR. 702 - STR. 718 HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 06 M W Q> w J LL J C2 LL < O > Lu LL J Q CC ' O G C 0 � `On O O V ) 2 0 V) JOB NO. 49821 SHEET NO. C7.3 480 480 EXISTING GRADE PROPOSED GRADE 475 475 PROPOSED � WATER � LINE 470 470 465 11 71_ 51.32' OF 715 465 100. 6' OF 15" RCP 24.23' O 15' RCP q� 1.00% 15" RCP � 1.00ob @ 8.00% 460 460 455 455 450 450 N D) D) 3 0 480 480 EXISTING / GRADE / 475 PROPOSED 475 PROPOSED WATER GRADE � LINE 1l 470 PR POSED � Mpg 470 WA ER LINE 40„ 1 300°)0 705 ROo 2.3' / / 89 85 2,25 b 465 0 _ 5" RG ®2• 465 � 703 / 135.13' OF O 15" RCP 460 1.00°b 460 �p1 455 OF 455 15' FtG Q2g6 450 450 480 480 475 475 PROPOSED GRADE 470 470 PROPOSED WATER EXISTING LINE GRADE 465 465 � 1� OF 460 • 460 Oolo 1� QG 455 455 450 450