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Home My WebLink AboutWPO202100022 Plan - VSMP 2022-04-10SITE INFORMATION TAX MAP PARCEL, ZONING, AND OWNER INFO: ZONING: REFER TO ZMA 2018-003 Aryan D. Cichoc]d _Z U Le. No. 53741 SOUTHWOOD PHA BLOCKS 11 & 12 L- SSIONAL LA 09000-00-00-001AO PARCEL AREA: 8.83 ACRES DB 3375 PG. 063 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) 07600-00-00-051AO PARCEL AREA: 1.23 ACRES DB 4706 PG. 198 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) 09OA1-00-00-001DO PARCEL AREA: 86.80 ACRES DB 3375 PG. 063 ZONING: R2 RESIDENTIAL OWNERSHIP OF ALL PARCELS: SOUTHWOOD CHARLOTTESVILLE LLC 919 WEST MAIN STREET CHARLOTTESVILLE, VIRGINIA 22903 LIMITS OF DISTURBANCE: 4.11 ACRES BLOCK DENSITY AREA: 4.68 ACRES (SEE SHEET C4.4) OVERLAY DISTRICT: ENTRANCE CORRIDOR MAGISTERIAL DISTRICT: SCOTTSVILLE SOURCE OF BOUNDARY AND TOPOGRAPHY: BOUNDARY WILLIAM S ROUDABUSH, JR. 1974 ROUDABUSH, GALE, & ASSOCIATES, INC 2003 ROUDABUSH, GALE, & ASSOCIATES, INC 2015 BENCHMARKS (SPOT ELEVATION) AT THE INTX OF HICKORY & BITTERNUT ELEV=451.0 DRAINAGE DISTRICT: MOORES CREEK TOPOGRAPHY LOUISA AERIAL SURVEYS, INC. P.O. BOX 340 MINERAL, VA23117 DATE OF PHOTOGRAPHY: 03/23/04 DATE OF COMPILATION: 02/02/07 SUPPLEMENTAL TOPO TIMMONS GROUP 28 IMPERIAL DRIVE STAUNTON, VA 24401 TELEPHONE: 540.885.0920 CONTACT: PAUL HUBER, L.S. PAUL.HU BER@TIM MONS.COM SURVEY CONDUCTED: MARCH 2O19 HORIZONTAL: NAD83(NA2011) VIRGINIA STATE SOUTH GRID VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS WETLAND IMPACTS: NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT. TOTAL IMPERVIOUS AREA = 2.84 ACRES BURIAL SITES: NO CEMETERIES FOUND ON SITE. REQUIRED BUILDING HEIGHTS: MINIMUM BLOCKS 10 - 12: 2 STORIES NEIGHBORHOOD CENTER SPECIAL AREA: 2 STORIES PROPOSED BUILDING HEIGHTS: BLOCK 11: 45MAX BLOCK 12, BUILDING 1: 35' MAX BLOCK 12, BUILDING 2: 35' MAX AGRICULTURAL/FOREST DISTRICT: NONE MAXIMUM 4 STORIES OR 45' 4 STORIES OR 50' 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. WPO PLAN (WPO2021-00022) COUNTY OF ALBEMARLE, VIRGINIA NOTES: 1. ALL PROPOSED BUILDING UNITS SHOWN ON THIS PLAN ARE AFFORDABLE UNITS (121 IN TOTAL). 2. SIGNS IDENTIFYING THE NAME OF EACH STREET WITHIN THE SUBDIVISION SHALL BE INSTALLED AND MAINTAINED AS PROVIDED IN CHAPTER 7 OF THE CODE. 3. ALL WATER AND SEWER FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY. CUMULATIVE SITE PLAN TRIP GENERATION WEEKDAY LAND USE ITE AMOUNT UNITS ADT AM PEAK HOUR PM PEAK HOUR CODE IN OUT TOTAL IN OUT TOTAL APARTMENTS/ 220 46 D.U. 341 5 17 22 16 10 26 TOWNHOMES SINGLE 210 34 D.U. 389 8 22 30 23 14 37 FAMILY VILLAGE 1 TOTAL 80 D.U. 730 13 39 52 39 24 63 APARTMENTS/ TOWNHOMES 220 86 D.U. 641 13 34 47 30 17 47 BLOCKS 9 - 11 TOTAL 86 D.U. 641 13 34 47 30 17 47 APARTMENTS/ TOWNHOMES 220 121 D.U. 886 19 49 68 47 34 81 BLOCKS 11 & 12 TOTAL 121 D.U. 886 19 49 68 47 34 81 APARTMENTS/ TOWNHOMES 25 D.U. 185 3 9 12 9 5 14 SINGLE FAMILY 22 D.U. 252 5 14 19 15 9 24 VILLAGE 2 TOTAL 47 D.U. 437 8 23 31 24 14 38 CUMULATIVE TOTAL 334 D.U. 2694 53 145 198 140 89 229 04/13/2021 Oa<H I SITE LOCATION VICINITY MAP 111=10001 DEVELOPERS: HABITAT FOR HUMANITY OF GREATER CHARLOTTESVILLE 967 2ND ST SE CHARLOTTESVgqILLE, VA 22902 CX PIEDMONT HOUSING ALLIANCE 682 BERKMAR CIRCLE CHARLOTTESVILLE, VA 22901 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 Sheet List Table Sheet Number Sheet Title CO.0 COVER (WPO) C1.0 NOTES & DETAILS C1.1 NOTES & DETAILS C1.2 NOTES & DETAILS C1.3 NOTES & DETAILS C2.0 EXISTING CONDITIONS & DEMOLITION PLAN C2.1 OVERALL PLAN C2.2 OVERALL PHASING PLAN C3.0 EROSION AND SEDIMENT CONTROL NOTES AND DETAILS C3.1 EROSION AND SEDIMENT CONTROL NOTES AND DETAILS C3.2 EROSION AND SEDIMENT CONTROL PHASE 1A C3.3 EROSION AND SEDIMENT CONTROL PHASE 1 B C3.4 EROSION AND SEDIMENT CONTROL PHASE 2 C4.0 LAYOUT & UTILITIES PLAN C4.1 LAYOUT & UTILITIES PLAN C4.6 EASEMENT PLAN C4.7 EASEMENT PLAN C5.0 GRADING & DRAINAGE PLAN C5.1 GRADING & DRAINAGE PLAN C6.0 STORMWATER MANAGEMENT PLAN - BLOCK 11 C6.1 STORMWATER MANAGEMENT PLAN - BLOCK 12 C6.2 STORMWATER SUMMARY PLAN C6.3 STORMWATER CALCULATIONS C7.0 STORM PROFILES TOTAL = 24 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 IOWAN= N z 0 f f Z , N N O # # # Z H H H O U W W W U0 W CC)p 000� Z U U U w o0. rro a w o o o K U U U Q IN n N N p OO O DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE N/A V/ UQ 0>^ J -1 0 Q Q m a W 2 O > �?O QU O 0 0 0 U) ]OB NO. 47118 SHEET NO. C0.0 L LEGEND ROADS SEWER TRAFFIC STOP BAR mSTORM EXISTING SANITARY SEWER PIPE & STRUCTURE NO. Fr�® DROP INLET & STRUCTURE NO. S�SANPROPOSED SANITARY SEWER CURB O PROPOSED SANITARY SEWER LABEL CURB & GUTTER WATER - PROPOSED PAVEMENT EXISTING WATER LINE • • CENTERLINE OF DITCH g• yy PROPOSED WATER LINE BENCH MARK 4 g• yy PROPOSED VALVE . . CLEARING LIMITS - T! g• yy PROPOSED TAPPING SLEEVE T R-1 VDOT STANDARD STOP SIGN PROPOSED FIRE HYDRANT (COMPLETE) L Y - - 200 - -- EXISTING CONTOUR GRADING 200 PROPOSED CONTOUR + 240.5 EXISTING SPOT ELEVATION TC = TOP OF CURB BC = BACK OF CURB TC 240.5 PROPOSED SPOT ELEVATION EP EDGE OF PAVEMENT TW = TOP OF WALL 1Q PARKING COUNT BW = BOTTOM OF WALL TS = TOP OF STAIRS BS = BOTTOM OF STAIRS N/A = NOT APPLICABLE TO THIS PROJECT MANAGEDSLOPES PRESERVED SLOPES ACSA GENERAL WATER & SEWER CONDITIONS SEPTEMBER 14, 2021 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 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, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. 16. PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE ALL BACKFLOW PREVENTION DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS DETAILED IN SECTION 8 OF THE MOST RECENT REVISION OF THE ACSA RULES AND REGAULTIONS. 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 As -built Road Plan Policy As -built drawings shall be prepared for all public and private roadway construction projects within Albemarle County. The following is a list of the minimum information required on the drawings. Additional information may be requested. The County only reviews private road as -built plans. The county does not review or approve public road as-builts. For questions regarding public roads, please consult with VDOT. 1. A signed and dated professional seal of the preparing engineer or surveyor. 2. The name and address of the firm and individual preparing the drawings on the title sheet. 3. "As -built" must be labeled on the drawings with the date of preparation or revision. 4. The constructed location of all items associated with the road construction must be shown. The items include, but are not limited to the following: a. Horizontal Alignment - Show and label measurement points, and an interpreted line between measurements. Show the as -built centerline over the design centerline. Distinguish between the design elevation and as -built by labels and line type. Measurements shall be at each station as a minimum, and at frequent enough intervals to accurately portray the as -built centerline, and the position of the roadway within the right-of-way or easement. Any portions outside the right-of-way or easement must be corrected by plat or construction. b. Vertical Alignment - Show and label measurement points, and an interpreted line between measurements. Show the as -built centerline over the design centerline. Distinguish between them by labels and line type. Write the constructed vertical elevations adjacent to the design elevations. Distinguish between the elevations by striking a single line through the design elevation. Measurements shall be at each station as a minimum, and frequent enough intervals to accurately portray the as -built centerline. For alignments which deviate significantly from the design, provide curvature and sight - distances. Corrections may be required for alterations from the design alignment. b. Edge of Pavement - Display the constructed edges of pavement and width measurements at every station, or more frequently if necessary to accurately portray the as -built edges. Show the as -built edges over the design edges. Show and label constructed edge of pavement radii for all intersections and cul- de-sacs. Edges for sidewalk, as well as ramps and curb cuts must be included. c. Culverts, Pipes and Drainage Structures - Display the installed type of drainage structure, culvert/pipe size, material, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. For slopes flatter than design, or inverts shallower than design, provide computations verifying design standards. d. Ditch Lines - Display the constructed location of all ditch lines, including typical section, direction of flow, and linings. e. Drainage Easements - Show all platted easements with dead book references labeled. Drainage must be within platted right-of-way or drainage easements. Provide copies of recorded documents. e. Guardrail - Display the constructed location of guardrail, including the guardrail type, length and applied end treatments, compared to design. f. Right of way and associated easements - Label deed book and page numbers for all dedicated right- of-ways, sight easements, slope easements, etc., and provide copies of recorded documents. g. Pavement Designs - Label the as -built pavement and base on the design typical sections. Strike through any design elements which were not applied. Inspection reports are required for fill compaction, CBR's, and pavement applications. It. Street Trees - if street trees are on the design plan, provide design and as -built locations and species. i. Signs - Show all installed signs and pavement markings. Include any pedestals or other features. GENERALNOTES 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION. 2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A) 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR 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 PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. 20. THE OWNER'S REPRESENTATIVE 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 FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE SUBGRADE. 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF WAY. (N/A) 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE OF ROAD. (N/A) 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM SLOPE OF 0.004 ft./ft. 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 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-03. 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT THE END OF THE DAY 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. 34. ALL WATER, SEWER AND FIRE LINES REQUIRE NEW INSPECTION AND TESTING PROCEDURES. THE ACSA PERFORMS ANY TESTING AND INSPECTIONS OF THE PUBLIC SEWER AND WATER MAIN(S). Albemarle County Private Road Acceptance Procedure This is the procedure developed by the Albemarle County Community Development Department for the completion of private roads. The items in this list must be completed in the order given. 1. Tests and Inspections: Have all necessary tests and inspections performed by a professional engineer or geotech, or VDOT certified inspector. This should include, at a minimum, a. California Bearing Ratio (CBR) tests, b. stone depth inspections, including installation of under -drains and cross -drains, c. fill compaction tests, d. pipe and drainage structure video inspections or equivalent, e. base and surface pavement inspections, documenting materials, thickness and compaction f. concrete tests g. structural and related inspections for any bridges and foundations Compile a report of these tests, certified by a professional engineer, and submit this report with the as -built plans. 2. As -built plans andplats: Provide drawings of the constructed improvements according to the Albemarle Count As -built Road Plan Policy. Provide copies of all recorded drainage easements Y 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 fisted. 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 approved by the County. ram,. COUNTY OF ALBEMARLE Department of Community Development 35. THE ALBEMARLE COUNTY BUILDING INSPECTIONS DEPARTMENT (ACBID) DOES A VISUAL INSPECTION AND WITNESSES THE TESTING OF THE BUILDING DRAIN, WATER SERVICE PIPE AND THE SPRINKLER LEAD-IN CONNECTION. 36. THE DEVELOPER/CONTRACTOR IS RESPONSIBLE TO RETAIN A SPECIAL INSPECTOR AS OUTLINED IN THE UPDATED ALBEMARLE COUNTY POLICY FOR SITE UTILITIES TO PERFORM THE VISUAL INSPECTION AND TESTING OF ALL UTILITIES NOT COVERED BY THE ACSA OR ACBID. THIS INCLUDES BUILDING SEWERS, WATER AND FIRE LINE BRANCHES BETWEEN THE MAIN AND THE METER(S)/BUILDING(S). 37. THE SPECIAL INSPECTOR'S REPORT MUST BE SUBMITTED AND APPROVED BY THE ALBEMARLE COUNTY ENGINEERING DEPARTMENT PRIOR TO A CERTIFICATE OF OCCUPANCY BEING ISSUED. 38. 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. 39. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. 40. BUILDINGS OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR A DEMOLITION PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH FROM ALBEMARLE COUNTY AND VDOLI. CONTACT VDOLI FOR THEIR ADDITIONAL REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS AT (540)562-3580 (EXT. 131). BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 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 0 TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50 /o 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) 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. g P, 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). This plan as drawn may not accurate( reflect therequirements of P ( ) P Y Y the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2.1 (horizontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). ryan D. Cichocla Z Lie. No. 53741 011A m E 0 0 0 N � N C > E w a E w w 3 LL 1 3 O w O w 0 m 0 W L M Q�� Uoo Jco -u .. rn t7W NV w 30'x LL _ N N F a c O' EO1 00 W M a� CDW 0 Z - N N 0 # # # Z a F F F O ZZZV) w w w .. N F E E E W 2: 2: 2: to 0 000D Z UUUW o r � � p » > a LU0003: UUU til~ININ Lu N N \ Q r` 0 O .ti IN _ DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE N.A. // \V i UQ O>J MJ W J � Q F- w m 0 aQ 06 2�w o Cn a O o Z O O 2 ,O V 1 IOB NO. 47118 SHEET NO. C1.0 L A U A R1-1 STOP *Reduce spacing 40% A B C D E F 18 .375 6 6 C 3 7.75 24 .625 8 8 C 4 10 30 .75 10 10 C 5 12B 36 .875 12 12 C 6 15 48 1.25 16 16C 8 20 COLORS: LEGEND - WHRE (RETROREFLECTIVE) BACKGROUND - RED (RETROREFLECTIVE) 1-1 MUTCD STOP SIGN DETAIL No Scale / VIDOT TOP OF CURB � j�'—�j CONCRETE 12" A. d :A d. 4 �X CONTINUE 21 B STONE BASE j FROM ADJACENT PAVEMENT SECTION UNDER CURB FLUSH CURB (PARKING LO No Scale CONCRETE BUMPER BLOCK ANCHOR WITH 5/8" REBAR IMBEDDED 24" IN GROUND HANDICAP SIGN HANDICAP SIGN LOCATION (VAN) FACE OF LOCATION (TYP.) CURB 18' 18' � o PAPER D 2/o o 0 MAX. 4„ J VDOT PAINTED I SPEC. STRIPE 9' 1 5' 9' 1 9' 1 8' 1 ' TYPICAL VAN ACCESSIBLE ACCESSIBLE HANDICAP SPACES REGULAR SPACE TYPICAL PARKING SPACE DETAILS No Scale M3KTy $100 - W ROE PwLn $M-W ROE BAN II ACCf.E-e 6' ABOVE FINISHED GRADE DADA PARKING SIGNS No Scale NON -SLIP BROOM FINISH VARIABLE WIDTH' MAX. CROSS SLOPE 2% 4" 3,000 PSI AIR -ENTRAINED CONCRETE COMPACTED SUBGRADE 4" TYPE 21A STONE COVER DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS q: z, NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT STANDARDS. 1.5" ASPHALTIC CONCRETE SURFACE COURSE - SM-9.5A 2" INTERMEDIATE BASE COURSE - IM19.OA 3" INTERMEDIATE BASE COURSE - BM25.OA 8" TYPE 21-B AGGREGATE SUBBASE COURSE COMPACTED SUBGRADE (PER GEOTECHNICAL REPORT) DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS HEAVY DUTY ASPHALT PAVEMENT SECTION No Scale 2" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A (PLACED IN ONE LIFTS) 8" TYPE 21 B AGGREGATE BASE COURSE COMPACTED SUBGRADE DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale EXPANSION JOINT WITH PREMOLDED EXPANSION 1/4" SEALANT FILLER, "ZIP STRIP" OR NON SLIP BROOM FINISH EQUIV., SEAL WITH WWF 6x6 W2.9xW2.9 SILICONE SEALANT + 2" VA. SIGN FOR THE DISABLED ON 0.80 GAUGE ALUMINUM. COLORS: GREEN BORDER & LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, WHITE BACKGROUND. SPACES SHALL BE IDENTIFIED BY ABOVE GRADE SIGNS AS RESERVED FOR PHYSICALLY DISABLED PERSONS. PROVIDE ONE (1) R-7-8 SIGN AT EACH PARKING SPACE INDICATED ON SITE PLAN. SIGN SHALL BE ALUMINUM (PAINTED WHITE) WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL. SIGN SHALL BE PLACED ON STEEL POST 1-1/2" O PAINTED BLACK SET IN MIN. 2' OF CONCRETE. 10" 3,000 PSI AIR ENTRAINED PORTLAND -1EMENT CONCRETE DENOTES CONCRETE SERVICE AREA PAVEMENT ON PLANS HEAVY DUTY CONCRETE SECTION No Scale SIGN SIGN AND POST DETAIL No Scale STD. U POST GALVANIZED POST TO BE DRIVEN PUBLIC ROAD CROSS SECTION •��=� •JJJ •JJ-• I •JJJ �YJJ � �YJ � � •JJ I I-IJ �A�mm RIM 47' PARCEL WIDTH COVERED BY PRIVATE & EMERGENCY ACCESS EASEMENTS NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. PUBLIC ROAD CROSS SECTION No Scale AGGREGATE SHALL EXTEND V BEYOND THE BACK OF CURB (TYP.) 0.5, 6' (PLANTING STRIP) CG-2 5' SIDEV VDOT DETAIL NOTE: 1. VDOT ROAD & BRIDGE STANDARDS SHALL BE REFERENCED FOR COMBINATION 6" CURB AND GUTTER, STANDARD COMBINATION UNDERDRAINS (At SAGS AND LOWER END OF CUTS), ASPHALT PAVEMENT WIDENING, METHOD OF TREATMENT (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES), STANDARD METHOD OF SHAPING MANHOLE & INLET INVERTS, AND ALL OTHER APPLICABLE STANDARD DETAILS. ryan D. Cichocia Z Tic. No. 53741 011A M E O O N � N = > E w a E I_ w Q w 3 UM 0 LL 0 wO `mom O W L Q<� Vof"lo W J —N 5: 00 rn COW NV w 30 )x LL Q r Ln= N N =v>� om Y N W M W J o w Z - N N 0 # # # z a F F F O zzzV) w w w .. N F E E E w co 0 000� z VvvW 0 ro r =) D D d LU 0003: W lO N N N 0 0 ti ti o DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE N.A. N 1�1 Cz 1�1 U) i UQ O J J Q Q UJ m 0 aQ06 2°w a � O Q OU Z O O 0 Y L IOB NO. 47118 SHEET NO. C 1.1 1 x6CAF 1 x 6 TRIMMEA 2 x 4 RAILS FRAME & COVER (SEE FIG. S-I-D,E) �ESTREET °i NOTE, MIN, 60' DIAMETER MANHULE I`J R E REQUIRED. Z_ NON-PAVEDFACE AREA o q �MH. STEP TYF•> .• DROP MANHOLE PVC CROSSp� SLOPED AREA -: o o `�. .•. P• USE APPROVED FLEXIBLE RUBBER 0" 1'-0" MAX M No U L�I V E Boor, 3000 PSI CONC. BASE 2'-0" . uH'i �a 40 e ti BENCH SLOPED TO FLOW g 6' GASKETEU CHANNEL 1/4 1 MIN e STOP COUPLING o > f— RUBBER COATED STEEL 3'-0" MIN o .- 27' STEPS CAST IN PLACE ed Q "R � °°�' "' UJI Ew �rc 4o N .;. (STAINLESS -i! �"• DROP PIPE SPACED EVERY __ > �� PRECAST REINFORCED SECTIONS CON o o !;,11.."*• _ 16" _ �,. Ii/ C 2• VERTICALLY 4 4::=;"•; - Y 1 BRANCH RINGSEALSA MAX 2 a <E \g o ;r 90' RESTRAINED BEND •,;a' 12" —� 1 1 '~— T MINIMUM ELEVATION T ro E I ",4• SEM INFLUENT e' / 7 1 - DIFFERENCE ACROSS M.H. 5" 4'-0" 5: -� E ; PIPESHALL CFROM ET I BE 0.20 FEET E ,aSEWER PIPE 4PROME Q 2" Aa DEPTH OF FLOWCONCRETE VARIES FILLETSNEL � E �;m\�"PLAN 3/4CHANDIAMETER OFCONTRIBUTING SEWER. '' 24.1. O MIN. 6' BEDDING VITH NO, 68 STONE NOTE: A FILLETED INVERT OR A SM12FLEXIBLE 1. HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN TWO I2) FEET•BAND CONNECTION WITH STAINLESS STEEL ALL CONNECTIONS TO EXISTING MANHOLES SHALL TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL PROVIDED. . 6" BEDDING 2. VERTICAL DROP PIPE SHALL BE SOR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO w BE CORED AND A FLEXIBLE NOTE : W/ NO. 68 STONE O THE DROP FITTING WITH STANDARDGASKETJOINT. CONNECTION BOOT 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE �o* $E 'OE of W 3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADE OF o INSTALLED SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. $ 6 Nn �� M; w STAINLESS STEEL. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE �u `• :°"'+ ¢ 4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT EXTENDED OR NON -EXTENDED BASES. LL TO SPRING LINE OF MANHOLE INVERT. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED S. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FLOW, TYPICAL MANHOLE PLAN INSIDE AND OUT. 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS. SHOWING BRANCH TIE - IN TYPICAL MANHOLE SECTION 7. MINIMUM 72" DIAMETER MANHOLE REQUIRED FOR A SINGLE IO"OR IT' DIAMETER DROP CONNECTION, OR TWO 8' DIAMETER DROP CONNECTIONS. SHOWING BRANCH TIE-IN TYPICAL MANHOLE FRAME & COVER STANDARD INTERNAL DROP CONNECTION NTS N.T.S FIG. S-I-B FIG. S-I-A N.T.S. N.T.S FIGSI-D FIG. S-1-C2 TD-31 TD-30 TD-27 TD-25 X 6 METAL POSTS 10'-6 x 4 METAL POST 12 -0" CONC. PAD 1 x 6 DUMPSTER VARIES 17'-0" TO 18'-0" OUTSIDE ELEVATION 3 SIDES VARIES VARIES .. fIIIII IIII IIII NOTE.ALL LUMBER SHALL BE PRESSURE TREATED INSIDE ELEVATION 3 SIDES 1/ H F 1 x4CAP 0VER OUTSIDE GATE VIEW INSIDE GATE VIEW 4 x 4 METAL POST UNLESS )TED POST ELEVATION IMMER ING (4) 1" (25mm) DLA HDLES ON 32 3/4' (834mm) DN 27 t 2 / OR BOLT aRDLE. [ 699mm 26 1/4- CIA �— [667mm] _ LETTERS FLUSH) CAM EDIT SEE ASSEMBLY DETAIL CORED :KBARS '29mm) DIA BOSS YL.YN VItW 24" DIA [722mm]—'IIII 36" DIA [914mm] FRAME SECTION [38mm] 7" F 1178mm] 5/8. [16mm] 0 25" [660mm 13/16- [- [38mm] [20mm20mm] 3 1411, [79m[1 3mm]] 8" 3 13/16" b 22 13/1S 2 1/ [97mm] [ - [54mm 0 2,5' 0 11; 1 3/8" [635mm] C17mm1 [35mm] 9/16" O.D. OF GKT GROOVE [14mm] SECTION VIEW 1/4" (6mm) DIA 5MM] t 1 5/8" 5mm.2240O, [41 mm 16mm [113mm .53 DIA. STAINLESS STEEL ROD PICKBAR & LOCKLUG HOLE DETAIL NOTES: 1. ALL MANHOLES WITHIN 100 YEAR FLOODPLAIN OR LOCATED IN AREAS SUBJECT TO FLOODING SHALL HAVE WATERTIGHT FRAME & COVER. Z ALTERNATIVE DESIGN FOR WATERTIGHT COVERS WILL BE CONSIDERED. 3. COVERS SHALL BE FIXED TO FRAMES WITH LOCKING LAGS OR SIMIUAR ASSEMBLY. TYPICAL WATERTIGHT HOLE FRAME & COVER N.T.S FIG S-I-E TD-32 GRADE NEOPRENE GASKET (2) WSHR 1/15 X 5/8 X 1 1/2 RUBBER PART# OD981045 /(2) B'•IT HEX 5/8-11X3 1/2 SS T# 00981318 1.50 OD 55 2WSHR 5/8 ID K2) NUT HX 5/&-11 ZN NYLK PAR PART(L 00981284 ~'(PART2) NUT HX JAM S OBB1228 5/8-11 ZN 2) 1935R LOCK LUG SHORT) PART# 00193585 LOCK LUG ASSEMBLY "�-- REMAINING BACKFlLL SHALL NOT CONTAIN ROCK MATERIAL AIR RELEASE VALVE 36'MIN T LARGER THAN 5" IN ANY DIMENSION LM24 II BRONZE GATE INITIAL BACKFlLL+ BRASS OR BRONZE PIPE VALVE EMBEDMENT 8"MIN (6I LIFTS) • THOROUGHLY COMPACTED SPRING LINE BY HAND OR APPROVED DRAIN TO GRADE - OF PIPE MECHANICAL TAMPER PAIN HAUNCHING N0. 68 STONE — — SOLID CEMENT BLOCKS -TYPE "K" SOFT COPPER TION STOP STONE NOTES: 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL, SHALL BE USED. 2) FOR WATERLINES SMALLER T"N 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 6" max 4" min ON (SHALL BE WHEN SOIL JS ARE UNSTABLE NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED' 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL SEWER PIPE INSTALLATION IN TRENCH rya9 D. Cichocla Z Tic. No. 53741 m E 0 0 0 N � N C > E w v E � w w 3 Q LL 3 p LL 0 0 W L M Q�_j U00 J —L; 0Lu N V w V 30x oa =LL Ln = N =v>M 0L .o, rn N W M �UU t7 Z - N N 0 # # # z CL F F F zzzV) wwwV) U) FEE E w z E E m 0 000:) z U U U W Unz z z 0 '. »>a LU 0003: �I�ININ F N N o ^ 0 N ~ DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE N.A. T cz 1�1 U`7' i UQ O>J J J Q Q w m 0 a LL LL °6 2 uj a � O Q OU Z O O 2 ,O V 1 ]OB NO. 47118 SHEET NO. C1.2 L DUMPSTER ENCLOSURE DETAILS N.T.S. TD-20 NTS FIG. S-3 TD-34 VARIES WATER MAIN-/ / M.J. FITTING L 4" DIP RESTRAINED JOINT FITTINGS BOX TO METER BOX (SEE FIG. THRU W--7E). 2" COPPER 4" PLUG THREADED FOR 2" COMPRESSION FITTING NOTES: • GATE VALVE WILL BE 4" UNLESS OTHERWISE SPECIFIED BY THE ACSA • SERVICE LINE TO CONNECTAT MAIN WITH X"x4"TEE. • REFER TO FIG. Wd FOR THRUST BLOCK DETAILS ON TEE. • REFERTORG.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 25W PS.I. CONCRETE. LARGE METER SERVICE LINE NTS FIG. W-6C M-12 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 5' IN (270) 2' TO 10' 7 CU. FT. 18"-22' ALVE BOX //6B STONE 42"MIN 5" GATE o °• •, .I VALVE ,•. ,,i x 8" TEE 9 2500 P.S.I. CONCRETE BASE AND THRUST 0�„�1e R BLOCK AGAINST \\vll UNDISTURBED STABLE SOIL. STEEL PILE WHEN THE SOIL IS DISTURBED OR WHEN RESTRAINED JOINT FITTINGS A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 1 FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. A THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF 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 4" DIAMETER BRANCH AND VALVE - WATER PVC SLEEVE THRUST BLOCK VALVE O0X7� M.J. FITTING-\ BOX PLUG VARIES RESTRAINED JOINT FITTINGS ON-LINE (TYPE "B") VARIES THREADED COUPLING BRASS NIPPLE AND PVC CAP LUBRICATE ALL THREADS METER BOX (SEE FIG. W-7) NO. 57 STONE 2" PIPE SLOPED TO DRAIN IF GRADE ALLOWS 2" BRASS PIPE WATER MAIN AND VALVE \ - THREADED TAP ARE SAME SIZE \ PLUG DEAD END (TYPE "A") TYPICAL BLOW -OFF ASSEMBLY NTS FIG. W-B TD_19 44° MIN. 6' MIN. I'~17.5'8' MIN. < 60, f 36' e e, d v 18 MIN. -�17.5'� } 3Y' MIN. 12" MIN. 'MNGNUT LOCKING ASSEMBLY I 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 (2" METER) NTS FIG. W-7C TD-16 - ruK wI a X DMALLLK 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 SIZE A B C D E F 4" - I'-9 2'-3 2'-e' 1'-2 f-Cr 1 Ile Y 7- S-0 2' -6' 1'-6 X-• 1 1 4^ 11 1/4' ur 7- X-9 2'-6' 2'-0 S-0 2" 14" 3'- 4'-3. T-0' 2'-3" S-6' 2" -5 V-6.3'-3'3'-0.V-8.21/Y -6 3'-0 2'-6. 1'-e V-W 1 14- - 4'-3. 7-e• 2'-9" 3'-3" 2" 22 1/2'3" 5'-0 3'-0 2'-9 X-9 2" -W 8'-3 S-0 3'-B" 4'-3 2' I-S-01, -0 7'-8 3'-3' 4'-0" 5'-e 2 7/T -0' V-0 S-0" 3'-3" 3-3" 2 1 4 -8 W-8 T-0' 3'-8. Y-9" 2 1 4' 4W - 7'-e 3'-0•♦' 5- 2 1-3 •'- J'-3'6'-0 5'-9" 2 1- 11'- s-•" W-0 V-3' 2 1 CHART FOR UPPER VERTICAL BLOCKING 6" B ww Tn = u1M. r CKNESS 0 FILLET WELD STRAP = 1/4" ST U 1 4" THICK ATE WASHEF 3" THREAD, iv 1 NOMINAL INSIDE 3 4" ANCHOR DIAMETER EXTRA BOLTS STRONG STEEL PIPE BARS 0 12" IPE B 12 BENDS & CENTER Fos 12' CONCRETE CLASS LARGER C SECTION NOTE- BOLTS PTO ANCHOR FACE CENTER OF O F BLOCK CONCRETE BLOCKING FO UPPER VERTICAL BENDS N.T.S. FIG. W-3A TD-4 NOTE: RESTRAINED JOINT FITTINGS. Side New 42" Minimum Certiflcation of 95% compaction required Q Galvanized Steel Beam, W12 x 14 (min. size) •--� 3' min. penetration Into undisturbed Boll or as approved by the ACSA. TYPICAL THRUST BLOCK IN FILL AREA NTS FIG. W-3B TDTD=5 UNDISTURBED EARTH 2 - 3/4" CIA ALL -THREAD RODS 16" MIN UNDISTURBED E ASTM A38 AND HEX NUT ASTM A588 (TYP) UNDISTURBED SOIL (TYP) WATER MAIN PLAN -CLASS A-3 CONCRETE ELEVATION SEZnON NOTE: 1. ALL RODS AND FASTENERS SHALL BE GIVEN TWO COATS OF ASPHALTIC PAINT AFTER ASSEMBLY. 2. CONTRACTOR SHALL ENSURE THAT THE COLLAR BEARS AGAINST UNDISTURBED SOIL FOR THE MINIMUM DIMENSION SHOWN. 3. DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MINIMUM. IF THE TRENCH WIDTH IS LARGER DURING CONSTRUCTION, THE COLLAR DIMENSIONS SHALL INCREASE ACCORDINGLY. CROSS ANCHOR RESTRAINTS FOR VALVES NTS Fig. W-30 TD-6 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT DF WAY. VARIES 1 5' 1 1 ._. 1 1 5'. 1 F WATER SEWER LOCATION OF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETCJ EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM WATER & SEWER 30' MINIMUM SEE PART 3, PARAGRAPH DI SEPARATIDN OF WATER & SEWER SYSTEMS. UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 90' TO THE RIGHT OF WAY, UTILITY LOCATIONS & EASEMENT WIDTHS SECTION 1-1 NTS FIG W-1 1 1 SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL TEE AND PLUGS VOL SIZE OF FEET) W.M. FEE CU.YD. BEND L H T L H i 90 2.50 2.50 101 0.24 4• & g• 45 200 225 7-50 0,15 2.00 2.25 2.50 0.15 221/2 1.50 200 2.52 0.10 111/4 1.50 200 2.50 0.10 90 3.60 3.16 3.21 0.48 46 255 280 2.77 0.28 8" 221/2 1.66 2.15 289 0.13 3.18 2.91 266 0.32 17 1/4 1.68 218 2.67 0.13 90 4.83 3.83 3.42 0.63 10" d: 12" 45 3.33 3.53 295 0.43 3.83 4.00 2.83 0.52 221/2 2.33 2.58 2.86 0.24 11 1/4 1 1.83 1 2.33 2.84 1 0.18 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2 USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE &SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS NTS FIG. W-3 m-3 ryaD D. Cichoci i Z Tic. No. 53741 M E 0 0 rn U N Vi N C > E ai E W Q UM o 3 p U. O' W L M aLu d J CJ W Z O .-I ###Z N N Ww-M LL (Aa FFF� Z F i M Z Z Z V) qj Q W p 2: 000 2 CO _ c (.J LJ L.)LU Ln N v >U) Z 0 <Ui 1n ZZZO 0 Ol ,--, LU 000� d w4 M (J LJ LJ � v o w � H N O 2 (7 0 p 4 .14 N N IL N N N N W W F O O N O N O N \ \ Ln p N O\ Q \ N \ M ZO '1 O O DATE V7 > 0 0511412021 DRAWN BY K. ROESER } • DESIGNED BY • K. ROESER • CHECKED BY B. CICHOCKI • • SCALE N.A. 71 cz U O J J Q Q ui LLJ ' DO a_ UL UL °6 O W a � O Q O Z O O 2 D O U) IOB NO. 47118 SHEET NO. C1.3 0 0 3 c a 9 0 o OI 7 20Z 20 o2 c m 2 a c m m a� O c 0 w 17 3 1n Z m O 2 a 2� F � O �3 u N 2 Y a m 2 m X C m o d16 m m m 0 2 E `o M 0 m o 6 a c �a 10 a 0 o 2.2 a - c m m c c o c U m Ti E ow c E F L LEGEND STEEP SLOPES - MANAGED I I I STEEP SLOPES -PRESERVED I I I I II II EXISTING INTERMEDIATE CONTOUR I EXISTING INDEX CONTOUR EXISTING EDGE OF PAVEMENT _ — EX. EP— — EX. C&G EXISTING CURB AND GUTTER ------- CG-6PROPOSED CURB AND GUTTER - - - - - - - - APPROXIMATE _'_ -COCATION OF EXISTING STORM SEWER ------=----- / / / I _ — — — '/'/ '�'��'i /---� ' // /// / / / / ' ' '/ IS / EX. 15" RCP \ / / ° � � / / � � / / , , , / / / / / / / EXISTING FHA' EXISTING SANITARY SEWER - o SANS_- EXISTING WATERLINE -- --1 / / ,// .-�' _ --- ------------- - _-- =� ��_---_ _�;; __---_-_-_��' /�\\ I I_ / - w / _ _ _ _ DAM INUNDATION BREAK ZONE / �� \'\ L�`� FEMA EFFECTIVEZONEA FLOODPLAIN o o o o o o o o o o f - - - _ _ FLOODWAY---/J IN 100-YEAR FLOODPLAIN o 0 0 0 0 0 o FEMAf00 / / / / ' / ' �� / ' ' I' ` ' ---__ / — _ _ --- --------4-------� ---------- F-----------�--------- / I / / — 500-YEAR FLOODPLAIN o 0 0 0 0 0 0 FEMA500 %�— \ I \ \ / �/ - ' ' / / I / a I ` 496.9 / I _ / C 1 / ----------/--------------------------------------------- STREAMBUFFER -7 / / / / o Ij I 1 I G� I ---------- �- 'o __________________ EXISTING TREE DRIP LINE _ _ / / /' / / /' / r / / ' I I I J I I - ` / I _ i-- _ —------� a s a \--- — - EXISTING TREE 15' OAK / / / I l I l I — / I - ---- ----- I I I --- - l I 1 I I I J I ) F------- � \ �--- I I I I ------ 1 \ \\ I I------1--------r-------I-------T- 1 \ I \ 1 I I 1 \a� ------I \ 10 02' I \ \ / 1 1 \ OLD TYNCHB_ RG ROA___— / ------� ---- 1 1 \ \ qqq/ \ \\ 1 ST�ITE ROUTE 631 C\ \ \ \\ --------------------- ------- I -- - - - - I ELEQTRIC gISTRI UTIOM - - - - - - - x - - 1------� - = - - --- - _—_ -1 -- - \ \ -- t-- -------------t----- \ 1 ---- \ I 1 �------8'------ \ \ \ \ \ \ \ (VARY�IyIG R/W�tVIDTI-� -�- 1 \ \ _-- ---------\______-� _ ---LNVEfASE]V/ENTFOR VlIZGINIA i------\ - \ 1 1 PI)BLIC SERVICE COMPANY \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ _ _ - - ,-194.47 \ � zz�\ \ \ \ Z7NDERGROUND \ \ \� \ a>A° •FEATURYLINKLINE —0 r _,— �> Ord= - - , , er _ _ ` ` ` ` ` / c / y // /� ' / / / / EX�TI G OVEFtk D UTILIyIES P //�_ _ - -_-_- - RELOCATED _----__-_- _UND�RGR�UND. CONTACTOR /' / / ' � - - - / / /' / / // / / - - - - - _-_-_- - --_ _- . COORDINATE -WITH / / / / / / , ' /' / ' / EX. ELE 12/ G S WIBUTION / I GP � / l - - - - - - - - _ _ �Tr C7 / Z/NE�AS T FOR i/IRC�iIN%A OF , l TH �Cl HP— PUBLIC R l CO,GpiktY I / ' O.H ELEG'TRIC \ \ I 1 \ O\ \ _ _ - ' ' / - - / DB. 247, P 50 I l PARCEL 0900b-00-00-001AQ I TELE & TV INES \ ` / oI \ \ \ \ ' ' , / \ SOUTHWbOD CHAR�OTTESVILLjFLLC NEIGHBO\RHOOD M(ZDEL DISTRICT I \ \ \ \ . \ \ \ \ ` \ ` � ' / / / / I +0510.4 ' D41 3375 PGA. 063 \ \ \ ` \ \ 1 \ Tp - / TREES �OCATED OFF THE 'FLOF' S' ' R \ \ \ \ \ ` \ \ 1 I ` \ / _ - ' / PROJECT PROPER NOT TO r pl Ip VIEIGL----- , _L.S, 1 \ \ \ \ \ \ \ 1 I I) \O . �\ \ \ ` _ U / - - __/------� /18, DRIVE / R1 �' \ FCC[G \ \ . \ ` - - - \III J / ` \ / / /I BE DISTURBED. IN I LLTREE Rp, / \ \ / / / / / J/ / I \ \ �' / PROTECTION FENCING. oHp� / _ / OF OVA?' 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UNITS SHOWf� HEREPN ARE APFROXIMATEI TREES CLEARED WITH _ SOU�HWOOD BLOCKS 9-/11 / (SDP202100066) / EX k' WIDE COMIMUNICATI lN3 \ EA EMENT FOR SOUTHER �OF VIRGINIA, INC. & CLl a IN ' l /l l � I /,' I I \ \ (A \ III 11 I I II lit FORGE WA Yjtj /l // I I I \\ J \\ 1111 IIII TELttPHONE CO fl )' / / ` I / I I I I \ \ III l I DB. 930, RG. 17� / / / / I I /ll/l//l/ll Ln N � � /' I I I v \ frl Q PARCEL 07600-00\00-051AO �- / �� Fzr1� � � — � � � � /l ////////l�l,'.;/\ d'• I /l I I I I I �\ III11 11 //ii// � l SOUTHWOOD CHARLOT ESVILLE LLC 1 EXISTING DITCHES TO E � \ REivIOVED AS SITE IS REGF PED NEIGHBORHOOD MODEL D%STRlGI SAN \ DB. 4706 PG. 198 / / /, WITH CONSTUCTION OF -- - - - - -� / / // / \ W W \ - - - - - - - - - /////�// /// / / :. / \ / I / PROPOSED BUILDINGS 1 / 8 W / R2 20'� �// / /l/l /// ,•/ / // \\\ \` \ ```�� `� \\ �� 1111 \I\\\ -'/ III 1 \, Z�' \ 1 t - — - - - - - - - - _— /// / / / ' / / / / \\ \ ` \ PROPERTY LINE TO BE 20 TY i / 01� ' / _ _ - \ _ - _ —PORTION-0FSTRi RE 00gD/ // - - -' J /// \\ \\ \ \ \ ARECONSOLIDATEDREMOVED WHEN OPERTIES \\\ / - - - - J / -- -- - - - - -- _'ram----------''� PORTION OF CURB TO`/��i I \ ' _ _ _ \� /' w I •> \ _ \ / \ ' / / / / DEMOLISHED SAN ----- - - - - - - ` ---- /i �. •,.- ,. • - H0421ZON�AD_ 1 ---' I I �'-�-------------------- EXISTING STRUCTURES — �OiEMA1NANDEE — — — — — — — — '- - -- PROTECTED DURING OFjRUCT16T1------------------- - - - -- --- --- \� --� I I ---�- 1--_--rt- \_�-� \ I / '/v \t\ \ --___ ------- - - - -_ ----- 490.8 .-- _ _ - - -/ / / - - - - - - - - - --S�OUTHWOOD CHARLOTTESVIL E LLL (_ _- - - - - - - / / / l 111 l I "� \ \ \ ' R2 RESIDENTIAL r .�DB337SP6-06 488-8� i NPR 26„/ / i /�---'/// // //// I///\ \\ I 11 / �- I\\ \ \\__�� _ -_ _ L --_ --- \Cr / I' \ ' SCALEV=30' _ _ __ __ BEE I ' '/ / / / \ // \\ / ,-I ` ��_ J-�►�� J, --- - -- /OG rZ / / \\ J 0 30' 60' ryan D. Cichocla Z lie. No. 53741 011A M E 0 o N � N C > E w v E w w 3 ¢ LL 3 � LL 0 w 0 m Y W L f•'l ¢LLB Voo J — uj 00 N rn C7W NV W M 3:o x oa =LL ti = N xv >m c EmO1 00 W M Lm Z - N N O # # # Z a F F F O Z Z Z V) w w w .. N F E E E w � E E coz 0 0 0 W U) z z z 0 r =) D D d Lu0003: w lO N N N F \ \ Ln 0 ON ti .^Ln -i O DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE 1"=30' 1� °6 z a J I`1—/A�/ Z O U > 2i E� 0 Q 06 m co QQz = 00 a z 0 Q ° Z 0 0 z = X W 0 U) IOB NO. 47118 SHEET NO. 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ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE 1"=100' cz ` ) i Z U Q 0 1 J LL (D m_j � /`^, 2:V / iwa Q aLL CL O = � J a z NQN 0 L.I_ W O O O T: i Z) (O V / IOB NO. 47118 SHEET NO. C2.2 0 C 5 n as > N J = C > m 0 m 3 m N 0 0 Q, a I m 0 a v , 0 v 2 0 s N , m , c 0 m 0 3 c a v'O o !r O C. -0 z(1) 20 o 2 c `= m w FI,, 0 m m a0 Oc tr w O 3 Z m O � a 2 ro I- m o r �3 0 0 c 2 Y = h X = 0.0 016 _0 h m = 12 0 `0 m 06 a c Nc 10 a 0 III o m46 m cFI, 2 m c ° m ° nE 0 _ L 1- E L EROSION AND SEDIMENT CONTROL NARRATIVE: PROJECT DESCRIPTION THIS PROJECT INCLUDES THE CONSTRUCTION OF A RESIDENTIAL COMMUNITY, PARKING LOTS AND ASSOCIATED SITE WORK,UTILITIES & LANDSCAPING. LIMITS OF CLEARING AND GRADING 4.16 ACRES. ADJACENT PROPERTY THE PROPERTY IS BOUNDED BY A ROUTE 631 ON THE NORTH AND WEST, A RESIDENTIAL COMMUNITY ON THE SOUTH, AND HORIZON ROAD AND A MOBILE HOME PARK ON THE EAST. EXISTING SITE CONDITIONS THE EXISTING SITE IS MOSTLY WOODED. OFF -SITE AREAS NO OFFSITE AREAS WILL BE DISTURBED. ANY OFF -SITE LAND -DISTURBING ACTIVITY ASSOCIATED WITH THE PROJECT SHALL HAVE AN APPROVED ESC PLAN. CRITICAL EROSION AREAS EARLY ESTABLISHMENT AND PROPER MAINTENANCE OF PERIMETER CONTROLS WILL PROVIDE SEDIMENTATION CONTROL. ALL SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITH BLANKET MATTING. EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. STORMWATER RUNOFF CONSIDERATIONS A PORTION OF THE PROPOSED DEVELOPMENT WILL BE CONVEYED TO ONE STORMTECH ARCH DETENTION PIPE WITH ISOLATOR ROW AND ONE DETENTION PIPE WITH A CONTECH JELLYFISH FILTER STRUCTURE. THESE FACILITIES HAVE BEEN DESIGNED TO MEET STORMWATER QUALITY REQUIREMENTS. ALL OTHER AREAS WILL SHEET FLOW INTO THE SURROUNDING VEGETATED AREAS. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS. STRUCTURAL PRACTICES: 1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. 2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. 3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. 4. DIVERSION DIKE - 3.09, 3.11 & 3.12 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA. 5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. 5.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 6. TEMPORARY SEDIMENT BASIN - 3.14 A TEMPORARY DAM WITH A CONTROLLED STORMWATER RELEASE STRUCTURE IS TO BE USED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. 5.1. MAINTENANCE OF SEDIMENT BASIN - INSPECT BASIN EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE BASIN SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 6. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING DEVICES PLACED AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS. 7. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT. VEGETATIVE PRACTICES: 1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION. 2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 14 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. MANAGEMENT STRATEGIES 1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY FOLLOWING INSTALLATION. 2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER CONTROLS. 4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3:1. FOR SLOPES GREATER THAN 3:1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK. FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE IA (SEE SHEET C3.02) 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 ENTRANCE, SILT FENCE, SUPER SILT FENCE AND OTHER PERIMETER MEASURES. 3. CLEAR AND GRADE SEDIMENT TRAPS. INSTALL DIVERSION DIKES, CLEAN WATER DIVERSIONS & INLET PROTECTION. 4. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN. 5. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE IB (SEE SHEET C3.03) 1. ONCE ROUGH SITE GRADING HAS BEGUN, INSTALL PIPES AND INLETS PER PHASE 1B. SEE GRADING AND DRAINAGE PLAN FOR PIPE AND INLET INFORMATION. 2. APPLY INLET PROTECTION TO NEWLY INSTALLED INLETS. 3. SEDIMENT TRAPS SHALL REMAIN IN PLACE UNTIL SITE RUNOFF CAN BE CONTAINED THROUGH INLET PROTECTION AND SILT FENCE. SEDIMENT TRAPS SHALL NOT BE REMOVED UNTIL THE ESC INSPECTOR HAS INSPECTED THE SITE AND APPROVED THEIR REMOVAL. PHASE II (SEE SHEET C3.04) 1. INSTALL ADDITIONAL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT CONTROL PLAN AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL. 2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 3. ALL STORMWATER PIPING & STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE EELS INSPECTOR. 4. ONCE THE SITE UPHILL FROM A SEDIMENT TRAP OR BASIN HAS BEEN STABILIZED AND APPROVED BY ESC INSPECTOR, REMOVE THE SEDIMENT TRAP OR BASIN. 5. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 6. 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: ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND DISTURBANCE. ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES IMMEDIATELY. �3NJI�II\IY01aliENII1e]1 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 Sediment Trap #1 design drainage area (acres) (<3) 2.05 trap volumes: elevation (ft) area (sf) volume(cy) 480 290 483 928 67.7 484 1199 39.4 485 1498 49.9 486 1357 52.9 487.5 2320 102.1 312.0 wet storage wet storage required (cy) (67*DA) 137.4 bottom of stone weir (ft) 485.0 wet storage provided at this elevation (cy) 157.0 slope of wet storage sides 2-1 storage storage required (cy) (67*DA) 137.4 A of stone weir 487.5 storage provided at this elevation (cy) 155.0 le of dry storage sides 2:1 m CREST OF STONE WEIR L y CROUND nN. ryan D. Cichocld DRY STORAGEN t; YMPni U Lie. No. 53741 WET STORAGE a• LEL L SSIONAL0 (F%CAYAIED) FLIER 'LOTHoPRAwu GIO1.1D ttN. 47d A -SEE PLATE 3.111 COARSE AGGREGATE' Cl 5I RRRAP **coarse aggregate shall be VDOT #3, #357 of #5 weir length (ft) (6xDA) 12.3 bottom of trap elevation (ft) 480 bottom trap dimensions: 32'X8' top of dam elevation (ft) 488.5 top width of dam (ft) 2.5' top trap dimensions 65X43' 8 3.13 SEDIMENT TRAP 1 No Scale Sediment Trap #2 design drainage area (acres)(<3) 1.28 trap volumes:, CREST OF STONE WEIR elevation (ft) area (sf) GROU volume(cy) GROUND \ 472 523 473 696 22.6 DRY STORAGE 474 893 29.4 475 1113 37.1 476 1356 STOR 45.7 WET AGE 477 1622 55.1 ExavA Eo> 190.0 -SEE PLATE 3.13-1 wet storage wet storage required (cy) (67*DA) 85.8 bottom of stone weir (ft) 475.0 wet storage provided at this elevation (cy) 89.1 slope of wet storage sides 2:1 storage storage required (cy) (67*DA) 858 A of stone weir 4770 storage provided at this elevation (cy) 100.9 le of dry storage sides 2:1 SEDIMENT TRAP 2 No Scale vAaAs� .• Lux. \ 1 1 FLTER CLOTH CMONAL GRCIINo ELN. COARSE AGGREGka CLASS I RIPRAP **coarse aggregate shall be VDOT #3, #357 of #5 weir length (ft) (6xDA) 7.7 bottom of trap elevation (ft) 472 bottom trap dimensions: 26'X22' top of dam elevation (ft) 478.0 top width of dam (ft) 4.5' top trap dimensions 49X43' FLOW FL FLOW/�/� Excavated Drop Inlet Sediment Trap design drainage area (acres) (<3) 0.99 trap volumes: elevation (ft) area (so volume(cy) 490 6995 491 15900 424.0 492 25765 771-6 Storage storage required (cy) (134*DA) 132.7 bottom of excavation (ft) 490.0 top of inlet elevation 491.0 storage provided (cy) 1195.6 slope of wet storage sides >3:1 EXCAVATED DROP INLET SEDIMENT TRAP SEDIMENT -LADEN RUNOFF AS REQUIRED MAX. SLOPE 2:1 e STORM WATER WITH T WEEP LARGER PARTICLES HOLES REMOVED FOR DE - ST3 IP EXCAVATED DROP INLET SEDIMENT TRAP #3 NO Scale DRAIN DEPTH BELOW TOP OF INLET MIN. 1'- MAX. 2' LARGER PARTICLES SETTLE OUT M E CD � o N Vi N C o > E w ° E y U-o 3 ow- K W L E d J U 10 W J -ui d 5: 0 N In N U W w v 3: 0 X LL �d � of Q v = N N = U > ~ c I^ o O N � M a� Go J O W L� Z - N N 0Z a- F- N a Z Z Z N wwwH. (n E E E E w E E E m o 000:) Z U U U W 0 p " »>a w 000>i K U L U W O r.04 N N Q n n Ll DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE N.A. N I_j � a 66 w 0 T- 1 0 (V 1� rz V / J Lu UQ0 O> JLLJ O J Q m Z Q Q O LL Z O Q U O o O U) 0 Z Z p (n O � JOB NO. 47118 SHEET NO. C3.0 0 c s 0 m 0 3 OL 0O o X 0 CL -0W n0 o 2 c 2 E a c m D- 0 o= X" (7 3rn z„ 0 22 E, o &_ o .3 CL 2 d Y �N X0.0 = g„ 0 0 E `o M dM o � �a 10 'a 0 0.2 a c m o m V nE c E F_ L PIPE OUTLET CONDITIONS 70' MIN. 5:1 EXISTING COMPACTED SOIL CWD TO HAVE VDOT A 3 PAVEMENT ryan A Cichocki Z STANDARD EC-2 1 I MATTING ON UPHILL A A 6" M FILTER A MOUNTABLE BERM U lie. No. 53741 { { { SIDE 18" MIN. j � � � 1 1 TYPICAL ORIENTATION OF VESCH TREATMENT - 1 SOIL (STABILIZATION BLANKET) CLOTH (OPTIONAL) a) 1 ~FLOW 4MUNSON 4 4 4 4 t SOP OW SIDE ELEVATION 'Po � � � � � � All 111101111 IIIIIFAIIFAII IIIRilIRRO II III ON SHALLOW SLOPES, STRIPS NETTING EXISTING GROUND `S670NAL ado ill 111 � do PROTECTIVE COVERINGS MAY BE APPLIED 70' MIN. 7 /NA PIPE OUTLET TO FLAT ACROSS THE SLOPE. � WASHRACK T 10' MIN. 4.5' MIN. B OPTIONAL 1 AREA WITH NO DEFINED CHANNEL PLAN VIEW WHERE THERE IS A BERM AT THE TOP OF THE SLOPE, BRING THE BERM MATERIAL OVER THE BERM AND ft 10 EXISTING 12' MW.' MIN. PAVEMENT o E N c DD CWD 3.09-1 STEEP ; Le ANCHOR IT BEHIND THE BERM. SLOPE .- ON STEEP SLOPES, APPLY PROTECTIVE COVERING PARALLEL TO THE DIRECTION VDOT #1 COARSE AGGREGATE B POSITIVE 10' MIN. {DRAINAGE TO *MLIST EXTEND FULL WIDTH OF SEDIMENT E w °i _ ~ V 3 TEMPORARY DIVERSION DIKE No Scale i- OF FLOW AND ANCHOR SECURELY. INGRESS AND EGRESS OPERATION TRAPPING DEVICE PLAN VIEW F. QU. o '0 o O o 0 - _ T BRING MATERIAL DOWN TO � t M 0` � U vmi O # # z A LEVEL AREA BEFORE 4-,_.._` 12' MIN. d> oo ry a F F 0 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO TERMINATING THE - INSTALLATION. TURN THE 11111111111111111111 3"MIN. z H w r� z z z N TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED 12„ FLOW END UNDER 4" AND STAPLE "' `" wmwm - 3" MIN. H X 3: O m V w POSTS. - 6' - CLOTH FOR ENTIRE PERIMETER DITCH AT 12" INTERVALS. FILTER CLOTH SECTION A -A J a �d oC ° O E O E O O m Lu j IN DITCHES, APPLY PROTECTIVE COVERING = cZi > m O A PARALLEL TO THE DIRECTION OF FLOW. 67 V, o N (n zzz0 ] ] a l �~ II: 55 3do (MIN.) USE CHECK SLOTS AS REQUIRED. AVOID JOINING MATERIAL IN THE CENTER OF THE _ ti a w O V O V O V � JJJi O ' A DITCH IF AT ALL POSSIBLE. FLOW II o _1 "- - 4" do REINFORCED CONCRETE DRAIN SPACE PIPE OUTLET TO SECTION B-B WELL DEFINED CHANNEL PLAN VIEW BM 3.36-1 CE 3.02 vi 0 3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE THE WIRE FENCE AND EXTEND IT INTO EXCAVATED SOIL. THE TRENCH. 0 SOIL STABILIZATION BLANKET (TREATMENT-1) STONE CONSTRUCTION ENTRANCE No Scale No Scale H La p w - NNNN r N N - TYPICAL VESCH TREATMENT - 1 (SOIL STABILIZATION BLANKET) INSTALLATION CRITERIA L U F Q N o N ^\ 00 N ^\, N o 0 % - Q N \ \ \ FLOW r III -III-' z 00 00 OfJj=11='I - d ANCHOR NOTES 0 DATE 1-III-III. m mjj)Ilr- - SECTION A -A SLOT APPROXIMATELY 200 STAPLES REQUIRED GRAVEL CURB INLET SEDIMENT FILTER 1n > FILTER KEY IN 6"-9"; RECOMMENDED PER 100 SQ. YDS. OF MATERIAL ROLL. _� \� -�- OS/14/2021 CLOTH FOR ENTIRE PERIMETER ANCHOR SLOTS, JUNCTION SLOTS & =O DRAWN BY CHECK SLOTS TO BE BURIED 6" TO 12". } EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. NOTES: 12" MAX. 4A OR FLATTER O K. ROESER 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR JUNCTION SLOT 6" MAX. STEEPER THAN 4:1_ I FILTER FABRIC ��-- - _ WIRE- CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. EDGE AND END JOINTS CHECK SLOT TO BE SNUGLY ABUTTED I I I I I I I I TERMINAL FOLD (JUTE MESH WILL HAVE I \ • DESIGNED BY K. ROESER I I_I-1 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 LAP JOINT 2" MIN. (JUTE STAPLED LAP JOINT IN LIEU OF EDGE JOINT) I I I I ' • CHECKED BY -I SF 3.05-1 INCHES. MESH ONLY) TAMP FIRMLY • B. CICHOCKI oP 3.18-1 O ANCHOR SLOT 5' MAX. 4:1 OR FLATTER 3' I I v MAX. STEEPER THAN 4:1 I I 0 I I I I I I GRAVEL FILTER 12 RUNOFF WATER WIRE MESH • • SCALE N.A. SILT FENCE (WITH WIRE SUPPORT) NO Scale OUTLET PROTECTION CHECK SLOT FILTERED WATER • 1" TO q. " • No Scale 2" I I I I I I I I I _ a • TAMP z I I I .•:.i. a;: _ FIRMLY CHECK SLOTL7 I y.. R �I �I ��II ��II El��II 1-I G 1� 1-� 1-� TABLE 3.32-C `° t -VAR. VAR.�t 2" 0 O SEDIMENT a.: _ _ _ O CONCRETE - U 0 SITE SPECIFIC SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN m ~ GUTTER CURB INLET N '^ AREA STAPLE FORMED FROM NO.11 STEELWRE. CHECK SLOTS ATMINDWTH INTERVALS; NOT REO.'D VNTH 12 J STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION TOTAL LBS. PER ACRE F STAPLE MIN. LENGTH FOR SANDY SOIL. 6" STAPLE MIN. LENGTH FOR OTHER SOIL. ALL COMBINATION BLANKETS 'GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. a FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST MINIMUM CARE LAWN JUNCTION SLOT f TAMP FIRMLY TERMINAL FOLD A� COMMERCIAL OR RESIDENTIAL 200-250 LBS. �12"� TAMP FIRMLY W Q 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL o KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100 /o �4"� SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE IMPROVED PERENNIAL RYEGRASS ` 0-10% KENTUCKY BLUEGRASS 0-10% 2" O 2" F CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND 1-1 FENCE AS A TREE PROTECTION FENCE. TP NO SCALE HIGH -MAINTENANCE LAWN ~ BM O 3.36-2 UNPROTECTED AREAS. IP 3.07- 6 O O0 1__I Z Q 3.38 O MINIMUM OF THREE (3) UP TO FIVE (5) VARIETIES OF BLUEGRASS FROM APPROVED LIST FOR USE INVIRGINIA. 125LBS. U) � U) W TREE PROTECTION SOIL STABILIZATION BLANKET TREATMENT-1 STORMWATER INLET PROTECTION No Scale GENERAL SLOPE (3:1 OR LESS) No Scale No Scale 1z U 0 TABLE 3.31-B KENTUCKY 31 FESCUE 128 LBS. < O Z ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS RED TOP GRASS 2 LBS. > J "QUICK REFERENCE FOR ALL REGIONS" SEASONAL NURSE CROP " 20 LBS. ERNST CONSERVATION SEEDS O 150 LBS. LOW SLOPE THAN 3:1) RIGHT-ONON-NATIVE WOODS MIX - ERNMX-132 F-WAY SILT FENCE DROP INLET PROTECTION MM � W PLANTING DATES SPECIES RATE (LBS./ACRE) -MAINTENANCE (STEEPER KENTUCKY 31 FESCUE 108 LBS. 2 X 4" WOOD DROP INLET WITH Q 2: FRAME GRATE SEPT. 1 - FEB. 15 50/50 MIX OF ANNUAL RYEGRASS RED TOP GRASS 2 LBS. SEASONAL NURSE CROP " 20 LBS. BOTANICAL NAME COMMON NAME m Q Z O (LOLIUM MULTI-FLORUM) CROWNVETCH "` 20 LBS. PRICE/LB FRAME 1.5' ' l< U & 50-100 150 LBS. 30.00% FESTUCA RUBRA CREEPING RED FESCUE 1.90 MAX. - �- O = I"' CEREAL (WINTER) RYE U (SECALE CEREALE) o 20.00% LOLIUM PERENNE, PERENNIAL RYEGRASS, 1.85 � 3' z Z ` PERENNIAL RYEGRASS WILL GERMINATE FASTER AND AT LOWER SOIL 'FASTBALL RGL' 'FASTBALL RGL' �� MIN. p FEB. 16 -APR. 30 ANNUAL RYEGRASS 60-100 MULTI-FLORUM) TEMPERATURES THAN FESCUE, THEREBY PROVIDING COVER AND EROSION RESISTANCE FOR SEEDBED. (TURF TYPE) �- GATHER - EXCESSAT U 12 C G_ (LOLIUM '\ U z 0 MAY 1 - AUG. 31 GERMAN MILLET 50 " USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES 20.00% PHLEUM PRATENSE, TIMOTHY, 'CLIMAX' 1.20 CLIMAX' �/ CORNERS O ui (SETARIA ITALICA) AS STATED BELOW: MARCH, APRIL THROUGH MAY 15TH ANNUAL RYE PERSPECTIVE VIEWS TS 3.31 .............................. MAY 16TH THROUGH AUGUST 15TH......................... FOXTAIL MILLET AUGUST 16TH THROUGH SEPTEMBER, OCTOBER...... ANNUAL RYE 12.00% TRIFOLIUM HYBR/DUM ALSIKE CLOVER 3.25 p NOVEMBER THROUGH FEBRUARY................................. WINTER RYE 10.00% AGROSTIS PERENNANS, AUTUMN BENTGRASS, 14.00 ALBANYP/NEBUSH - ALBANYPINEBUSH- STAKE _ Z Q TEMPORARY SEEDING PLANT MATERIALS IF FLATPEA IS USED, INCREASE TO 30 LBS./ACRE. ALL LEGUME SEED MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY ALSO BE INCLUDED IN ANY SLOPE OR LOW -MAINTENANCE MIXTURE DURING NYECOTYPE NY ECOTYPE 8.00% AGROSTIS ALBA REDTOP 8.00 FABRIC z No Scale WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. 100% MIX PRICE/LB BULK: $3.61 PS 3.32 SEEDING RATE: 40-60 LB PER ACRE DETAIL A (/1 PERMANENT SEEDING MIX FOR PIEDMONT AREA WOODLAND OPENINGS ELEVATION OF STAKE AND FABRIC ORIENTATION vv �� LLI THE SHADE -TOLERANT GRASSES AND CLOVER ARE GOOD FOR No Scale WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET ON THE AVAILABILITY OF EXISTING AND NEW PRODUCTS. WHILE THE DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE FORMULA MAY CHANGE, THE GUIDING PHILOSOPHY AND FUNCTION OF THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE - THE MIX WILL NOT. TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. JOB NO. IP 3.07-1 47118 SLOPE STABILIZATION SEED MIX STORM DRAIN INLET PROTECTION SHEET NO. C3.1 No Scale No Scale 0 m 0 3 a 0O o X Ez n0 o 2 c E a c m a- O 0 3 Z Z„ 0 � a or �3 nm �N X0.0 C mh mo 12 V E `o dM 06 a c �c 10 'a 0 o a c m m c � o m o ao c E F_ L I EROSION CONTROL LEGEND I \ LIMITS OF CLEARIN G AND GRADING DRAINAGE DIVIDE SOIL AREA DIVIDE —SAF— SAFETY FENCE 3.01 /l ONSTRUCTION ENTRANCE 3.02 -L SILT FENCE 3.05 -7 INLET PROTECTION 3.07 'r W W I_ Na DIVERSION DIKE 3.09 ------------------ ---------------- ----------------` /-- 1 \I �L/II /\cI\,/I • ` S- /\E\;D-��I_MQ` ENI�11TIlI\1.\III1 \I IT\1IIII�I\ I1\III IIIIII I1�RII IIoI1 I� III\AI\' IP 1 I I1—II I T `\ '/�--5o/ 20- 1- '-6I✓1_/ /T/ —i / �3,//-/��/ ./ 13 / ---\ -------- OUTLET PROTECTION 3.18 -- - - OTEMPORARY SEEDING 3.31 - � / ----- -------I------- ----f-a�---- PERMANENT SEEDING 3.32 __ \__- 1 ---1--------1 10.02' \------------------- -------------- MULCHING 3.35--------- - t---- '193.4T �TREE PROTECTION FENCE 3.38 ---- \ I DUST 3.39 - -- - --' --- -- - - - - - -- - - - - -- EETHAN 3.1 3.36 -- - -TOBESTABILIZEDWITH STABILIZATION BLANKET c /T -°T�/OHP P�47S 80 9' mi"VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION, � \ NUMBER =477- �O6HPT -476 92 �-0413B UO �/ 493- 'p �- TOF/L LIMITS 'OF DISTURB NCE= 4.11 AC if HP \ 0�1 Q\ ,50 IP ST2 SF OPi5 IP o%R5P �T_-- F HPO 18 1.28 \AC DRAI NAG€ AREA 0HP,R15, 8' r SEDIMENT TRA2 TOTA STORAGE REQUIRED: 17T.5CY IP 0 IP TOTASTORAGE POVIDED: 190 CYsNP pHTOP OF TRAP = 477. SEDIMGNT TRAP 2 TO BE ORDINATED \41TH CONSTR�CTION OF W%0202100004. 1I\ SOIL'TYPS°8 h 11 27B /506- DD IP SOIL TYPE: 'A1127B -yp3 SF A6I50 R3' RA ASH RACK R15' SANago IP SFN E - - - - - -- 500 8"W 20'�o 482 / /3, TOTA LIMITSO DISTURB NCE=4.A84 ST1 --- - - - - -— — — �85 _ - - - - // C \ ` IP 480 TYPE: 2.05ACDRAINAGE AREA 494 -TOTAL STORAGE REQUIRED: 274.7 CY\ \- / I- / 1TOTS STORAGE PROVIDED: 312.0 CY TOP OF-TRAP=487.5 \ \ IP DD IP � i \ �_-/` \ \- \ - `� \ I / / SAN / I ` ---------- �� L r ►AD / - - - -- V \ R2' HoglzoN /' IP SF DID ----- - - - - -- \ \\` CE------------ /1\ �\` T WASH RACK L \\ \ WSF \ \ \ !Y•------------ -- --- -- 493 -- "+ / _\ -- C Lj / I L / / - - - - - - - - - - / / / \ I I \ \ ` /r _ — T6iA 0Mffl 0DISTU = .68CAC� J------------- ---�—� IN\ _ T 491 / i �, ;� l ---- _j --- ---- - - -�� --- / --'' 'L /� \ I 1 �— I \ 490� —__--- ---- --------fib-- — — — — — — � — `� I rh IL_ UG 489 .3i \ BEECH , / 1 / I / I/ // / I� / 1 \ ` i /�-.c \ \ - - - - ' _ -48 ` - - - - - - - - - - _ ,� -- �-- �Ir--1 _ _r� i \ I I , , I I 1 \ ` \ % ` ✓ / I I \ \ \ \ — _ 487 , - - ' �I I\ — L ] k 4t 5 \ I I ` ` \ \ \` \� \\-- - --- -- - - ' i I\ ' ill\ �i\ ' /I �•�� --- _--_'� y\ -� / \� I I _--------___—_—_---- y;-- L_-- - --- _ — — -- -- — �— �__—__ _ _-_====mac=_------��s'�--��-i -- —� /\\\ \Y�c/� - - - - - - - - - - - - - - - - - - - - - - — — - - - - - - - - _ — SCALE 1"=30' 0 30' 60' ryan D. Cichocla Z lie. No. 53741 U7ut1 M E 0 o N C > E w v E � w w 3 Q LL 3 p LL w o m ° j L < Lu V of"l o J — uj co w rn C7W NV w MI.30t�x oa =LL ti = N =v>� F a C EO1 N � M �� Z -I N N O # # # z a F F F O �2 zzzV) w w III.. N FEE E w EEm z0 0 0 W U) z z z 0 " »>a Lu0003: DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE 1"=30' IOB NO. 47118 SHEET NO. C3.2 L I I I EROSION CONTROL LEGEND LIMITS OF CLEARING AND GRADING DRAINAGE DIVIDE SOIL AREA DIVIDE O ryan D. Ci0h00k1 'Z _- -SAF- SAFETY FENCE 3.01 I 1 / '- _ ---------------- -- - �� ,;'- _---_----- i /-Z� CE ® CONSTRUCTION ENTRANCE 3.02 -X ) SILT FENCE 3.05 -7 - - INLET PROTECTION 3.07 / IP \ I 1 ' / // ,' -'' I ' ✓ / /T W ' fn / / E W ---1---------- I I - - -� DD DIVERSION DIKE 3.09 N r' / l I - / / Q \--->----------------- ---- ' ¢ 0 /r / ` \ \ \) �/ ' / / /' ' / / ' / / o I I I ' I 1\ G� \ / \ 1 \ \ \ - ---------------------- ---- SEDIMENT TRAP 3.13 = - I' ST v E -- \i Uw3 -- - - - - _ _ / OUTLET PROTECTION 3.18 _ TEMPORARY SEEDING 3 31 _ \ \ ----�-------- "- I \ \ \ I � LL o 3 I IIIJJJ ' \' 1 as J U 0` 00 /' /' / /' / / ! I I I I ---- I--------- I \ I II 1 - / \ \ / ' / ' r / / I I I I I I 1 I 1 _1________ T- \ \ \ \ \ \ \ \ - _ �� °i />7 / _-- I I 1 \ 1 \ \ I \ -- > ' \ > PS PERMANENT SEEDING 3.32 N v 11 `--------`Ir I I \ \ \ > - �------ \ 1 \ > ` z o y v \ 1 \ \ ----- - \ c\ I ` < -- - \ \ \ MULCHING 3.35 a I \ I 1 \ \ _ - -\ 1 1 \ \ \ - - _ _ 193.4T �P_ TREE PROTECTION FENCE 3.38 F Q' u ------ \ \ \ \ \ _ - _ - _ 3.39 \ \ > - - - - _ DUST CONTROL > \ \ - `------- ` ---� .�---- - c '- ' � •� i i\ / f I r gM 336 - AREASSTEEPER THAN 3'1 -____ ___' ---- c-------- - GP% , _ / / \ , ' - - - _ � TO BE STABILIZED WITH i Gp GP / , '. • i'/ / / 1 / // / STABILIZATION BLANKET C//''!J g' '' ,/ ,/ P , /' La - - -o AB a1 a' / G l - - - / A .Aa 69 0' GP i / / / / "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER 416 _477-^/ka,d9^ / / A13' _47a < 47 - / / \_ b �b�b 4' \�i� I l l - / / /' / /' / _ - , - ' ' DD 1 Ohrl� 6S�4B6 I - / c - _ - , ' , ' GP / / _ - - EXCAVATED DROP INLET SEDIMENT TRAP #3 - - __ _ _ o UFO 93- A / , 0.99 AC DRAINAGE AREA -------- I� / 0 - / \ / TOT / S OF DISTURB NCE = 4.11 AC TOTAL STORAGE REQUIRED: 132.7 CY --t-OHP \----\ , / , / TOTAL STORAGE PROVIDED: 1,195.E CY w \-�------�._--yPBOTTOM ELEVATION=490.00 TOP OF INLET = 491.00 (TEMPORARILY RAISE WITH GRADE RINGS) I Lu IP \ \ \ \ d IP ,' \ ST2 ` ` \ \ S \ \ OHT \ �\ > . - 'y6 / / / Ir z 22. 6' \ \ �1 \ T$ \\ >>\ \>>\ `\\ 1 I \\ \ \ \>� >> >> �_--i ' / / / I \ \ O R5' R3' \ \ / >v�o%n� �� •� �_ �_ 6 G in \ \ \ \ \ \ P \ R\ \ _ \ _ TP / \ _ / R15' SEDIMENT TRAT7 2 \ - ' I / 1 \ _ _ _ ` \ \ \ \ \\ 9 \ p 1 1 1.28\AC DRAINAG€ AREA `\ / / / / / / I \ \\ \ \ `_ _ __ �� ' - - - - a' \ I u I AF STORAGE REQUIRED: 17T.5,CY / / l l \ 1 'g _ _ °hT� `_y _ ; _ ` _ V� 10 IF, IP a \ TOTAL\STORAGE PROVIDED: 190 CY� / f / � / / I \, �` � ; �\��= - _ `;� � \ ` F 5;t IP TOP OF TRAP = 477.0 \ / / \ \ - ; ; � � Q�j\ `� \ \ - sN - I I 1 SEDIM NTTRAP 2 / �/ / /f / / / DC \; \�\\�\\\T\ / S • TO BE ORDINATED \kITH DC / / / / / / / / / ` y�Tr x'9 \\ \\ \ \ \ - - - °a - - • CONSTRICTION OF WP0202100004. / / / S p Aq \ \ \` 1 \ \ \ ' I r' - - • \ I / SOIL-'TYPE:I / /;'/'/'/ TS I / / / D D /\ ' / / / / // // // a I \ I`fl \ 111 IIIIII -- SOT' /' • • 27B /' I I � I /' ,' DC /' / // � /�/ /'////' '• \\ IP ST3 \\ \ I I I'I 1,,1%III DD . ' TS / / ,/ / \ 1 I ' 1 I I _ 506- ,I.�# \\ 1111'II III I11 '604 1 ' / / /// // / / Ao ,SOIL TYPE: \\ I I' I I\I' 1'1\ 1 1 I Al / / / / \ \ 1 1 I I II .!/ I / III II I11\I 11\ -yp3 AVI 12 _ I / RA R3 / _ _ a / ' / / / , / / / / \ ` \ 1 I SHH RACK / a79,' \ / SAN r ' / / 48 1 / / IP IP 6FN / CE- - - - - -- 'W R2'ae� 20'/' \ l//' 'l l/ / `S \ poo __ = 1 � 11 \ -5001I�� / \ / / / / / /PROVIDE TEMP RFIRY \ \ I ��// DD 1 \ g9 II \ I. qep g O _ � � GRATE Iit 7 / / y a83" / /• I"00,\ / DC TOTA LIMITS O DISTURB NCE = 4.6 AC ' ag4 - _ - - - -_- - - -_- �/ // / / / / / / /,/// / 85 ST1 _--- \ \ _ \ ` \ ` ` TS `� \ \ \ A�\ - _ ` 485� \ - -f __-_--------- �'�/�//l ;/ I ,-- /l// 480 SEDIMENTTRAP1 A %SILTY e.11\\ \ \ /� --- -- - _ - - - - -- ---------------','// '/ \ \\ 2.05ACDRAINAGEAREA ^�' 1 ` \ / e / ------ --- / 31.92' _.495 - , , �I'I^' // / 8 -TOTAL STORAGE REQUIRED: 274.7 CYO \ `` 494 - `_ TOTS STORAGE PROVIDED: 312.0 CY TOP OF -TRAP = 487.5 IP / 9 \ _ IP T / SAN IP -� - _ 1 AD IP DD W OIR\ \\\ W \ \ �mjl\ INi I III 4sZ' - - - - _� dr WASH RACK / \ I / \ IP 49/- - - \ i W W \ \W \ - _- _ _ _ SF \ \ _ _ _ _ _ _ / _Sonoma 0modEn Ll / i / _ ___--7 / ' / T� __------� - __ 1 - / --_ -_ -- --IP_ _ -- /-- -- -- ___-- / // /' ,/ \\\ I \ \\ \` / , T6iA OM1 DISTURBANCE=4.68CAC�� / - _RACIR T T T10N FROM - - - y - - _ - - - - - - - �I / / I I I \ ` \ �_ 'I' `\ _-1r - --TRADIT oNAL SrPIM�N TRAP TO EXCAVATED --- /,//�\\ \\ \ _------- 491 /=ice �� --% - `_��AD�COMI.SEBIMENDETRAPAS_BUILDING------_ I rI /L-1 I \ 1 - 4990i_ _ -- - --r _____-_ __ �_ I 26„ / `- ,-'- /' /1 / /I / ' I; c,' \ / 'I 1 ,'� _,-�\ \\ ` \ \ _ _ _-1 _- '`,- ' /_ -f-----------� -1' / \ I II I / /� A89i_ ` Jam/ L _-----__-- /GG� 3i \ BEECH 488-- - - - - -- ----- J - \ '111-AI \ ,' \ �-- -� 487 - / - _ � 1 a3 4t r SCALE 1"=30' J� Lv\ 0 30' 60' _-------- ____o - - � - - - - �- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ Z - N N O # # # z a F F F O zzzV) wwwV) N F E E E w 2: E E m zOOOW r r p '. »>a Lu0003: w lO "200 N N DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE 1"=30' c 1� w ��1� Q V \/ i O UQ � O>z J J O m < U m Z QQw LL rO r Q =) W Qo0 0 O z O z O 2 O w IO V / IOB NO. 47118 SHEET N0. C3.3 0 3 c a 9X 20 0 �z .2o o� A - a A a0 0 xg3 0 Z z„ 0 22 o r �3 a m @' 2 Y J N m 0 m m 12 m= E `o M 06 2c 10 a 0 0.2 m a N 0 w 0 nE L F E L I I I i I I \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ EROSION CONTROL LEGEND LIMITS OF CLEARING AND GRADING DRAINAGE DIVIDE O �f SOIL AREA DIVIDE —SAF— SAFETY FENCE 3.01 111 D. Cichocla 2, /_� lie. No. 53741 - - - - - -- - - - - - - - - �' PCE PAVED CONSTRUCTION ENTRANCE 3.02 4�0 �_ _ �¢ ' � = G�/ // / L SF �— SILT FENCE 3.05 �/.,� ' -/ / _ _ _ - _ , , _ _ _ _' /— — -7 — INLET PROTECTION 3.07 _ / IP T / _ — —�_ ��- —rs W ' W fn r - `�� / W W - I I - - --- - DD DIVERSION DIKE 3.09 NI o r / / l I / / c / 4 --------------------------------------- ¢ NI i / I I / ` \ ' I \ > � / // '' / / / / y r I // I \\ 0\ \ \ / \ \ 1� ST SEDIMENT TRAP 3.13 v E ` >3 \ c / / / _ _/ / / / 1 I 4----------- - - - _ \ i \ I OP OUTLET PROTECTION 3.18 v ° 3 I - Q U. v 3 LL ---- --- — _ _ — — — — — TEMP RARY SEEDING 3.31 --\ \C II 11\ I ` ------- \ \ \ \ \ -� \ ((�) I TS a�vb /' / I 1________I_ 1_______1 1 \ \ \ 0 \ - ' \ \ \ PS PERMANENT SEEDING 3.32 Lu m N v I I I - 1 \--------- I n 1---- \ i n f ' ' I I + - I 10.02' 1 I 1 \ \ - ------ - \ \ \ \ v'1 / I I \ 1 ----1-- I 1 ------ ------------- '' / /-------- L---------- -----------\--------------------- � \ MULCHING 3.35 - 1 1 \ -- -\ - ------ --- ---- ----- ------ \ \ \ - --------- ----- - ` ` ` _ \ \ rt \ n n I 1 1 ---- 1 1 t It?/W \ 1 \ 1 -- --=_----- - \ \ \ \ _ \ �= � _ , , ` — �� TREE PROTECTION FENCE 3.38 • \ � \ \ \ \ � \ \ \ \ ui ` � - - _ — - � � - DUST CONTROL 3.39 00 \ \ ` - -�--- '\----\ \ \ _ 1- c 1c 1 \ \ \ /) / ' / _ ' _ •� i / / / / BM 3.36 AREAS STEEPER THAN 3:1 \ _ � 1 ` � ! „ � '' a' /' TO BE STABILIZED WITH \' ly « n \ l /\ i / \ - T— P _ GP -/— G / ! '' • / / i '/ / P' 1 / / / / STABILIZATION BLANKET —0 T�---�'-- / ' G - - - ' 41y 477_ - �/a8= ' v b _ - - '�' / / ti' / - 6 -A .Aapakg0' GP _ / / / / / / l _ _ / "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER O ,a7a 4I - / wER= _1 _ b b - IP / IP / /,' /' /'' ' r GP - - , _ - - - - _ _ cD g3' a ' ' / - 0 / TOT, / S OF DISTURB NCE = 4.11 AC / / / 1 I /I / / HP MU / I - S� / w-50 Go R3 \ \ TP UGP 'b R�2.5' a \ 1 \\ \ \ \ • \ \e\ / I \\ \ ` ` 4 4g6 49� 98 4 OF / R15' A,1 _ - - 8' ' \ - 1 I I / / d NCSA10-MINJIMUM J \ _ � 99 JrOp�SO O p� \ I � O / \ \ FRONT SETBACI( _ _ 510 \�ICSA28'MAXIMUM \\ � � \ � � � PS MU O6_- _ !�� I �\ FRONT SETBACK / 0) _ s - r I tk n / 1 •/ _ \0,9 UVID 507 1 / // / // PS /• / ' � -, I \ v �' I ' p1� '' A� // MU / / IP PS I 11 1 5 ,//% • \ / NCSA ' 4NIMUM / yo / I / , / FR SETBACK / / / / � I \ � I I _ / / / /// /, • / I / NCS 8/MAXIMUM 1 / I / FR SETBACK / / / / / / / / :, W \ I I 'A1 /// / I ti I MU -603 4160 / l / 11 P O l jl.,, I , c n I R15' / r.. 6 PVC PRIVATE \ / r � •::•. NITARV LINE � // /// / /// / \ d"' \ ',\'. 5• -. 1� //// / / SAN / / ;,r.':;:r;:;))':i:;;;;y::•.;:: • ! - - - - - l l 1 ggfv / / / "_ � �, ;::;:i PCE :�;:.:�'::.'•.:`:.'..;:.,..':.• - - / / 8"1 / / W I R2 4g1 20'/' //// // � \\ 1\ � _59r 1 ' / 1 483- /, TOTA LIMITS 0 DISTURB NCE = 4.1 AC / 48 483 _ _ _ - _ - _ _ _ // / / / / /. \ \ , \ A _ 18' MAXIMUM FRONT B�UI6DING SETBACK IP ,',/ 1 • • • \ 1 p / s• ... '' -° ' / \ '/ // // MU F. PV ATE \ \ 5' MINIMUM FRONT BUILDING SETBACK . \ / j • . _ _ / / / \ \ / , ' / A92 A (LINEA92) 0? 92 1 / IP IP SAN - > > \. \.. 5MINIMUM SIDE _ g1 _ IP B sa K \ IP — _ 1 �4s \ • \- i BUILDING TBAC \ W \ _ — — — — — — 4 7� 1 I \ n�j ..:: PCE :•:::i'.•'4:ti_•>" ,"•,.,y,,^'�,':;r A9 _ - - - 492 A91„ :........... ............... ................. AD , Q� s r _ •::•::::....................... -- ---- ROAD ------- — '8W / \ \ I1 \ 1 i \ Rw 8 W 811W IP / \ VP W \ W - \ \ \ \ - - - - - - - - - - - - - - IP - \ SF _ \ \\ / \ \\ , /' _ _ TOTAL LIMITS OF DISTURBANCE = 4.16 AC / /1 IP / /It �\ \\ \\ I� // _4 \ It --J491 / i�'� ,� l 1 --- --- - - - -�� i --/-- --- 26„ / `L%� �/ I / I / \ \ 1 'Q I \\ \ _ ff-4�I _ _--//� \I- --- // --- - - - - -- r/� I/ Q \ / \ I �' t �I\ ` _ , J _ ase _ — �, '' - - -_-- —L \ BEECH I I 1 �'� I // //I I� //I \ / \\ /�� -I\\ \\ _ '--__ I -_488 --- ` -- - - - -- rl ------��J------- -�/ \ \\ If \ \ I I IJ I // /( / \ I �I 11 \\ I \ \\ - t�r r' I I \\ \` �-771--- _ 487 i / - II � \ / \ \ $3 ------- ------------' ` `\``\-__- -'O SCALEI"=30' -i /I I _ _ _ _�� I / \ \ _-- - - -_- ----\� - `i / /-- _0�� 0 30' 60' / _ / - '-------------- ---- - - - - ---- - - - - -- --- — — �- - -----� �ON--- �sz� —Ilrp— — - — — — �- _ - - - - - - - - - - — Z -I N N 0 # # # z a F F F O zzzV) w w w .. N F E E E w 2: E E m z0 0 0 W U) z z z 0 .. »>a Lu0003: 1714 w IO N00 N N DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE IN 1I c N 1I W TI — / ILL 0 U >z J LL 0 m U U � ' coZ J W a L0 2�0 a z W O Q U 0 0 Q 0 0 VJ 2 � W ,0 V 1 3013 NO. 47118 SHEET N0. C3.4 L LEGEND: 0 CONCRETE SIDEWALK HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT MILL AND OVERLAY DRAINAGE DITCH II II I I II I I I I m 8"W ------------------------------ NOTES: 1. NCSA SETBACKS REFER TO THE --------------- ----------------------------------------- y NEIGHBORHOOD CENTER SPECIAL - ----- - -- ---- --- _ - AREA. ---------------------------------------------- ------- I 2. APARTMENT BUILDINGS 1 & 3 INCLUDE MAIL ROOMS, WHICH IS SEE SHEET L1.1 FOR WHY MAILBOXES AND CLUSTER REPLANTING PLAN IN UNITS ARE NOT INCLUDED AS A PART OF THIS PLAN. ---------_---- - TRAILBUF�€k�.- I ryan D. Cichocia Z Tic. No. 53741 APPROXIMATE LOCATION OF REROUTED U_NDERGRQUND- — — — — — — - — — — — — ——UTLITIES (BY OTHERS). SHOWN — — — — — — — — _ _ _ _ _ _ — — — ENTRANCE FEATURE GP 4'71/A »' ��• GP FOR INFORMATION ONLY. GP GP GP GP GP "' E ° GT — _ _ U GP 0 — —OHT — OH T� —UGT — — —UGT -- GP ^{ c — — SG — OHP� ° P P� GP > E — OHP— GP GIP N RETAINING WALL v E OHP I G HEIGHT t3.95' c STORMIRAIL SEWER °yT. _ EMOVE EXISTING UFO GP a a 3 °HP� _ BUFFER �U OHT� G_ c OW OFF ASSEMBLY, 0 w o DUMPSTER PAD DRAINAGE OH P I I TALL 8"x6" REDUC I UFO 6"X6" CROSS WIT 6" w s M Q�Ji52 Z .ti NN BUFFER lam` DITCH TO 6" FIRE LINE, T OF a j oo N ui ui vi 0 BLO OFFASSEMBL W ^ v a vI W/ 6' GVAND CA \ U , P W H �I z°" U z z z 3.2 V w w w .. 12 as' OHP�_� ATA FOR 2"COPP 30�Q w co LL VAULT. A L ;. ❑ 71.01' 0 0 0 O o a = 0 I ITTI E \ �= uN z c�vvw R3' R5' C OS R FITTINGS F I a; U) z z z O ' ASSEMBLY. ° I PROPOSED PROPERTY LINE E ry > > a 8': PER w 000� / D,' R BLOCKS 11-12 SDP w M V v v / ACREAGE: 2.63 AC00 a v / / I 24' e 0 2„ ER DU�4PSTTER A ' C R3 8' ` TRANSFORMER 5, ' / D / 9' R20' 91 45 BEND n I NCSA 10' MINIMUM ° FRONT SETBACK 0 / ®' • '16'' . ! SOUTHWOOD APARTMENTS 450 BEND BUILDING 1 / ". �, o (4% LIHTC) I NCSA 28' MAXIMUM _ 4 FRONT SETBACK I FIRE LINE W; 6" DIP N N N N R3' a 9° BEND Lu F N N N N I 10 TENTIO / 1 (TYP j B CUT DOMESTIC LINE'G' ' a N M O O :�; • R • t/{ ' DATE O ERS 3 7" R ° 9' I SWALLOW -Al LAN : ' � :° 0511412021 PAVEMENT CON / / / 230.34' 0 DRAWN BY PARALLEL PAR JG SPAC 9. / STRIPING T 3E ADDE / a'. © K. ROESER In I WITH THIS 26' e S, y�. / SOUTH BU01LD BUILDING 2TMENTS �° TRANSFORMER : DESIGNED BY / $ / (9% LIHTC) • W 9' TYP. v`. 6, • K. ROESER J W > / 6.5 ° / • CHECKED BY 11 250+22 5° I I I I I LINE II I ACSA EAS MENT 9-11 E v v Qt Q I BEND • B. CICHOCKI 5 R3 �.•' 4 • o 2 OVERHANG FOR / / l / SCALE Q / : PARKING ° 11 25°+45° 1 "=20' R3 NCSA 10' MINIMUM ND • N 240.4, FRONT SETBACK 1$'�` FDC 11 y i PROPERTY ° / ' KS 9-11 SDP s / 16' ; NCSA 28' MAXIMUM FIRE:LAN R GE: 1.40 AC / FRONT SETBACK / MARKING R12 • / 11.25°+ / / 67.1' 450 BEND C. J 900 BEND / WITH R3' FIRE LINE'F' 6"W CL IN 6" REDUCERI / FIRE LANE FIRE LINE W - . 15°. EN / MARKING / / ° / cz 62 R/VV v • o. D DOMESTIC LINE'B' 6" PVC PRIVATE 9 V ®' . SANITARY LINE ' ^ / / �� 1 j'�''O / ' / � a 22.50+450 1� 450 BEND r' ' • q / BEND / 24 6, / '. �c c 11.25+4.5° BENIJ w 811W R20 12 1 ° FIRE LINE" .5' r Z r p / Y Q � / FIRE LA / FDC MARKING Q\ �L.//� / •// / / e/' ° In a z13 ° J J W_ cc RETAINING WA L / . • , ° MAX. HEIGHT .95' ° m J WE EAS ENT F BENEF / 5SOUTHWBOO BUILDING 3TMENTS OF THIS PROP e LL WLTHSGUTHW06B-9-M AS 6 • / v'. PARK PACE (9% LIHTC) }0} 06 6,5 0 SF L.L z SAN S �o v ° 20' SANITARY p ACSA EASEME T'. Q U O 6 . g 'PVC PRIVATE Q �• > /V / �a SANITARY LINE .a J 2 377 O >• SAN �/ l ° ° m .i . .� ..> O' STOP AN ° ..° ... .. ° - �,. '..°' °° ➢ d , s .' . �' { .. • ' 5' MINIMUM SIDE I / 5' S NA 'eh y.' S'A ' A' > BUILDING SETBACK / / SIGN (TY G-11 I lip 7 00 / € NICE 61' / 22' lJ 1 d // $w W 8 8 W 8"W ° • ••: ..•:.� ., .. .. Y. v.: .• : 'e ".v.; .•' ". s: '. :. / `n{ 5 _ • V W • _ \/ µ ae... •e v .. j \ \ \ \ . I O 25' ROW FOPUBLI — ° • \ ACREAGE0 49 AC \ a :° ° >. ,.<' a° '. c O a •s. '.s.., .� v° / \\ \\\ I ' IOBNO. I -----— \ \ "NO PARKING" SIGNS (TYP.)iczxm 3 47118 I SCALE 1"=20' F- — I I SHEET N0. L E SHEET L1.1 FOR 'LANTING PLAN IN -TRAILBUF-F€R.- ------------- r II -------- -- I NOTES: c I 1. NCSA SETBACKS REFER TO THE -------------------- ti NEIGHBORHOOD CENTER SPECK I II I I AREA. I ------ ------------------------------ 2. APARTMENT BUILDINGS 1 & 3 INCLUDE MAIL ROOMS, WHICH IS WHY MAILBOXES AND CLUSTER _ _ UNITS ARE NOT INCLUDED AS A G) PART OF THIS PLAN. APPROX LOC i l / ENTRANCE FEATUREURE GP GP vv -UGP GP GP GP — — —ucr— — GP / � RETAINING WALL APPROXIMATE LOCATION _ GT HEIGHT t3.95' I c REROUTED UNDERGROUND C'P I OHr, _ EMOVE EXISTING OF GP UTILITIES (BY OTHERS). SHOWN P OW OFF ASSEMBLY, I FOR INFORMATION ONLY. OHr� Gr _ I I TALL 8"x6" REDUC GP RAI AN GE °yP— _ 6"X6" CROSS WIT 6" OF GP I GPI pITrH s=� o� GV O 6" FIRE LINE, a� _ BLO OFF ASSEMBL UFO I l R� W/ 6' GV, AND CAP W H Cp OH, — �\ A TA FOR 2" COPP a I OF I 1� / \ 1 1 OM TER VAULT. A L ❑ 71.01' DRAINAGE DITCH A (,p ' —L > ITTI E \ I OS R FITTINGS F UFO ASSEMBLY. 1 PROPOSED PROPERTY LINE op / PER BLOCKS 11-12 SDP OF ACREAGE: 2.63 AC 211 ER I 181 GP C I LEGEND: CONCRETE SIDEWALKHEAVY DUTY CONCRETE UrDD..Cichocki HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT M E 0 o / MILL AND OVERLAY N > E v E - - — DRAINAGE DITCH W -> 3 Q LL 3 p LL o w0 m,�-i T W L f" a J V W Z .-I N N O *k # # Z LL FFFV) O Hp �'/1Nv V W M (L z z z z�; F._v V www.. vI HP w ZEEj �o aria p 000 I p Q U u u V) 0. Mrol ~ >jza o ory > w 0003: M uuu a� 00 �w TRANSFORMER • I PAD �_:�_�a; UFO GP i vi 45BEND ° I NCSA 10' MINIMUM o.18'. �� OF \ M 45° BEND / SOUTHWOODAPARTMENTSI: FRONT SETBACK / DNP aa' Rniv i 2 W �' 5A!An p' Y Y $� $ W 22' 20'8'W N Y Y , 8' W w O" 11/ O^^I O YY / 8"X8" TEE \ v 25 ROW FOR PUBLIC ROAD / \ ACREAGE: 0.43 AC / "NO PARKING" SIGNS (TYP.) iczxm � � • \ �I L-------- 0 SNP / p yrNNN N /I W F N 000 N N Q N M V DATE / (n L > — — o 05/14/2021 0 v > DRAWN BY K. ROESER • DESIGNED BY RETAINING WALL � I K. ROESER MAX. HEIGHT t4.5' • • CHECKED BY B. CICHOCKI • • SCALE • 1"=20' -DRAIN E DITCH B �\ < / I \ F�------1 z Q a \ \ J u) \ LLJ J W \\ < H \ m J J �. aLL Q o 06 \\\ a z \ \ o0 U \v O Q O J t=OF MADWA7MA CER (On WITH "NO PARKING" SIGN v , TYPE III BARRICADES END OF ROADWAY MARKER WITH "NO PARKING" SIGN — O a'3 IOB N0. NP 47118 SCALE 1"=20' SHEET NO. 0 20, 40' C4.1 NOTE ------------------------- THIS SHEET IS PROVIDED FOR INFORMATION ONLY TO - ----- ENHANCE CLARITY OF EASEMENT AND PROPERTY LINES. -------------------------------------------------- -- THIS PLAN IS NOT INTENDED TO BE A PLAT. SEPARATE SUBDIVISION AND EASEMENT PLATS WILL BE SUBMITTED --- _ ----------------- FOR APPROVAL AT A LATER TIME AND FOR USE IN RECORDATIONS. OLD LYNCHBURG ROAD STATE ROUTE 631 (VARYING R/W WIDTH I - - - - - - - -- - -10' PUBLIC ACCESS EASEMENT — — — — — — - ------------------------ — — — -fNGRESS AND�MERGEN-CY — — — — — — — — EASEMENT P AT EASEMENT PLATS Apdmbhk "A� . r � �7aD` II II II II I II II II I ESEu 18' R1 PUBLIC DRAINA E I SEMENT RECORDED WI H 9-11 EASEMENT PLA R15' R2^ I r. I I ' I I > I I I I d Is I �Y I I d.. s' I I I I ACSA EAS MENT R C RD WITH R3' 9-11 EA E EN LATS/ SAN 811W 8" • • .>' — — — — — — — — / / / �• / SA > LEGEND F1PUBLIC DRAINAGE EASEMENT ❑INGRESS AND EMERGENCY ACCESS EASEMENT & STORMWATER ACCESS EASEMENT F7ACSA SEWER EASEMENT ■ PUBLIC ACCESS EASEMENT ACSA WATERMAIN EASEMENT ® VDOT ACCESS EASEMENT 'r v. -jinni onIniGa - ° .s A 9 r 1'9 VARIABLE WIDTH 7t STORMWATER FA ACCESS AND MFy1NTENANCE ' EASEMENT i \ c .> 9 b .\ I T-u �gAN SOUTHWOOD APARTMENTS BUILDING 1 (4% LIHTC) EX. 2' (WIDE) COMMUNI TIONS EASEMENT FOR SOOT ERNNET OF VIRGINIA, INC. CLIFTON FORGE W NESBORO TELEPHON COMPANY DB 30, PG. 176 SEWER EAS ENT F BENEF OF THIS PROP W1IH-S9UTHWO0Dl 11 ASB > ld d.. HORIZON ROAI HORIZON r UAD I ryan D. Cichocia Z Tic. No. 53741 SCALE 1 "=20' 0 20' 40' OVA —{JGP GP UGP E 0 o 4-------UGP- 0 0 GP > E W ai E UFO GP ~ w a 3 LL O O L UFO Q J V M W Z .-I N N o—ui O ###Z UFO � o >o K o N N� a FFFvi Lu www� J LL W m a I Ln �ry z OV OO W xVau\°i. 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L--------� C4.6 0 m 3 a 7 9 0 o o .Z .E0 o � C E a c m a0 OC X3 N U3 Z m 0� 2 o o� �3 o. d m 2 Y �N X C 0.0 d m 12 d `o E m 06 a c 2c 10 a 0 02 N a c m m c o c o no L F E L LEGEND--------------------------- c PUBLIC DRAINAGE EASEMENT ~ I II II ❑INGRESS AND EMERGENCY ACCESS EASEMENT & STORMWATER ACCESS EASEMENT I ACSA SEWER EASEMENT i ■ PUBLIC ACCESS EASEMENT GP El UGT — — ACSA WATERMAIN EASEMENT � ® VDOT ACCESS EASEMENT �) G) c �p a OHP� .� -.0 �.. • Oh,P� O i `7 !° SOUTHWOOD APARTMENTS BUILDING 1 (4% LIHTC) � x e.. e 9 a/ EX. 2' (WIDE) COMMUNI TIONS / EASEMENT FOR SOOT ERNNET OF VIRGINIA, INC. CLIFTON FORGE W NESBORO TELEPHON COMPANY DB 30, PG. 176 / N \ \ \ \ c (• 7, l NOTE -------------- — THIS SHEET IS PROVIDED FOR INFORMATION ONLY TO ENHANCE CLARITY OF EASEMENT AND PROPERTY LINES. THIS PLAN IS NOT INTENDED TO BE A PLAT. SEPARATE SUBDIVISION AND EASEMENT PLATS WILL BE SUBMITTED FOR APPROVAL AT A LATER TIME AND FOR USE IN — — — — — — — — — — RECORDATIONS. Gp _ UFO Gp L UFO- Oyr� OHP� SOUTHWOOD APARTMENTS BUILDING 2 (9% LIHTC) 20' WATER MAIN ACSA EASEMENT ' PUBLIC DRAINA 44' R/W EASEMENT n 8„W $„W S W - _ — — — — — — — — — — — — — IL------------J �_-----J I IlP I GP �o I GP Ij I �HP ' I I I OF op GP — UFO I � OHP� GP OHP� UFO � — OHP — —0 OHP OHP— — NP 0 UFO o / Oy _ p ONP/ OH 01 � I VARIABLE WIDTH PUBLIC DRAINAGE EASEMENT m 1 r- --r L - WILN a INGRESS D EMERGENCY ACC S SEMEN T & STOR WATER ACCESS EASEM NT ALONG FACE OF CURB ryan D. Cichocia Z Tic. No. 53741 011A M E O O N � N C > E a E W y Q LL o 3 WLL o n)^y q W L M a J V o0 o-MJ Z O rl ###Z N N �Lu Nv a FFn FnV) ZF yr-% ZZZv) 0 000� oa . v > o O ~ z » a o '�" W o o o 3: V V U O W �H M O x (D 0 F N N W N N N N 1 F N N N N 0 N O\ Q N M ZO O O DATE in 0 0511412021 DRAWN BY K. ROESER } • DESIGNED BY • K. ROESER • CHECKED BY B. CICHOCKI • • SCALE 1"=20' T I \ CZ(I\. / I \ / I rl I TI -20' ER MAIN \ AC EASEMENT v \ O > Z \ J J J \ m a a \ � H \ m Z Qw a o Lu 2 VDOT ACCESS EASEMENT \ (FOR TURNAROUND) \\ \ Q o w 0 0 2 O O a'3 IOB NO. NP 47118 SCALE VI SHEET NO. 0 20, 40' C4.7 - `\ \ ---------- /---- ---(-- I I \ I -------- -------------- --------- ------ -- ---- \-------� I --- -- \ \ \ \ \ \ \ \ I I 1 ---------- ---- -- / I I/ \ I 111-------- ------ ---------- -- -- -- \ -- -- - ----------------------- 1 ---------� - \ I I 1 1 I \ \ II 1 1 I 1 I 1 ` \ ` \ \ \--------- \ \ y \ \ F --L--- ----- - \ \ I \\ \\ \ ----- \ 1 \ \\ \ \ \ -------- I \- - - -- `— - - -- - - - - \ _ _ _ _------- \ ----- \----- \\-------i-------------\ \ \ \ I \ \ \ \ \ -� -a --\ \ \ 1 \ 1\ OLD LYNCHBURG �OAD ` \ \ \ \ ` \ \ I \ \ ` \ \ l \ \ \ \ — , \ \ \ \ \ \ ` — — — \ — ` —\ \ \ cyan D. Cichoc)a Z \ \\ \\ \ \ \\ \ \ STATE ROUTE 6311 \\ \ \ \ \ — — , — — — — — \ \ \ \ \ ` \ r U lie. No. 53741 I \ t - _ — ` \ RYING �2/W WIDTH-I� \ `--------------------- - , — \ \ \ \ \ \ \ (VR \ \---------- ----- — - - \ — 1 \\ \ \ \-------\-- -- '- — — — \ / - ' \ \ \ \ -tONAL — fill A GP 90 \-- I� �— — \ ��\ 1 `\\ \\\ \ `\, \i GP •' -P,/ // / / ^� E / OHTI— — — �- 1< T — T= — 7• —OHT —_ / _� OFIT / -( _ — _ _UGY P ^I c ,� OH/� OHP i — — — — _ — / ! < = // / // GP q� �` P / i y°` GP / GP i 4j6 TP — �478— —_ N / // / A9^^ \ — H w > 3 -S ISEWER oyr� _ �I /p — — / / / _ — ' �y / — — — V�® / — _ _ _ ' ' GP _ _ / // ~ 3 U. 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II \ O FRONT SETBACK _ / R18' - - - - _ / TO 203 SOUTHWOOD APARTMENTS 475.31' \ \ BUILDING 1 76.75' \ (4% LIHTC) I / / / / / / NCSA 28' MAXIMUM / FRONT SETBACK p ti ti N N r \ TO 1 4 8.04' b. / / ... \\ , 1 11 V�J \\ \ W W o N N N y°\., Q O N\�� z W N O O 0 / \ \ I • I 2 j / / / / / / / ,/ >' s'. 1 p i_n DATE \ I TREATMENT: CU 1 / / / / / 5 DISSIPATOR CE / / / CONTECH VORTECH / 0 I / , / OS/14/2021 /FFE= 2.50' / ! / STRUCTURE \ O o`, 1 I w >- DRAWN BY GABION FOREBAY / / ! /' EX 04783 / FIFE 0: 1.60� / / / 492.21"/ /,: 490.15' e SOUTHWOOD APARTMENTS \ / v , a92ss' \ K. ROESER FFE 1: 2.59 /492.15' 490.2T a DESIGNED BY / BUILDING 2 TO • (9%LIHTC) Q 492.49' • K. ROESER /\ / / ' / // / // TW 491.23' / / I I - , TC 17 CHECKED BY BW 491.20' / / f / I I : 492.67, • TO / b90 I • B. CICHOCKI 460.34' five ok' °'. FIFE: 493.00 I REATMENT: CURB /sv, 0.er, / / I I CUT DISSIPATOR CE • SCALE NCSA OINIMUM / / / // / , / I I I • 1,._20' ' TO FRO T )SETBACK 480.40' $/MAXIMUM 492. \ I I 1 I - d1 1 / FR T SETBACK , / / / / / \ / // / I i • / I / 41 6" N 1d0 R3' TO 419/ 480.8 ' / / / IY�,// / q / / I \ 8 R15 / ' / / / / / Z. / V •.•v• .ri / FFE-493100' 8 ° / / / / / / / / A9\ ° TO R18' R18' % / / / / / / / / /. / \. 492.79' 1� \ \ — — — — — 4 — —V V — //--�� — — — F E 493.00' J $ll� $"W ' TO / - / / / / / / / / ~ / \\ .. a. / //• . ° °. \ . D8 D Z i8"W "W �m(1 I I I / 481 / \ 5 1 • '. ! / Y" \ ° \ Q OI / \ . p I • O II 00 i \I / / / / / / / \ \ ` \ aaz.os SAN `°°. /�/ /// / ////// // / // / /1 -\\\°; .482 / . \ \ /\ ° y' \ Q LIJ FFE=481.60 / / / / e. 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OU) Z Z» Z O T�.14'P o a 1 BW 492.79' O '50, 00 FFE=481.66' D \ \ 493.06' \ TW485.60' - 1' I / FFE=493.TC .- \\ ssoG' PBW 48NCSA10'MINIMwbi irTW\ \ r� II FRONT SETBACKWaei1 /°N p SOUTHWOOD APARTMENTS Byj BUILDING 1 / / l I / qv 1 / \ / \ \ 0 (4% LIHTC) I / / l / g l I \ NCSA 28' MAXIMUM 507 \ \ y x FRONT SETBACK e _ \ \ ' - -510, r HP/ ; rN N N D 3 - /I .w- Lu N N N \ ' PRE-TREATME- \\\\\ DI�v Z 0 `CUT DISSIPATa9 a\o 0 0 o DATE CONTECH VORTECH I \ GABION FOREBAY \ \TOP = 490.33 1 \ 1 — — / 05114 2021 2.50' / / , J 1 I I STRUCTURE a \ A9 \ 1 1 1 I P / _ _ _ p •` // / p. /� J l / ^. /` EX a Y' I 11 s 4` \\ 491 95' 491.5T ��q \ \ \ 1 1 1 W 49583' P / / / DRAWN BY 490.15' \ c� eW 492.21' � ° /. � I TC I I 1 1 K. ROESER /! I FFE 0: 1.591! / ; EX s SOUTHWOOD APARTMENTS 492 66 \ \ 4 I I I o ' : 490.27' ` I 1 I / / DESIGNED BY FFE 1: 92.595' I \ \ 491 99' � \ 95- I II I 1 11 � - -507' / e$ I BUILDING 2 TC \ \ I / / • (9% I LIHTC) I° 492.49' I °Li \ \ \\\ 128 •• K. ROESER TW491.23' I 17 1.2 '489.33' `l CHECKED BY / BW 491.20' / / I 492.6T TC • \ I I I I I ' ' / 489.33' \ Q I I 506 - / / / • B. CICHOCKI / d9 490.9 I I a �iivj slo 8TC 4, rFE: 493.00' REATMENT: CURB \ I o / / // // • • SCALE CUT ISSIPATOR CE a93.57' TW 495.23' NCSA ' 1)AINIMUM / / / / / / / / / TC BW 4s4.p577' // /// / / / 1 "=20' / FRO T SETBACK 17 492.1 I of _ ,y / NCSA IMUM MAX / I I 492. 1 N 1 FIR SETBACK / / / / / I I \ o � 5op' / s1s1 \ I / C CN 0 , r CC' \ \ $„W II 1 _ _ y03' \ \am IN Vim/ 1 8"W \ I I 1 1 1 // / PAR4N CEL 07 0 �Q-0 1A0 \ \ c TC / / / / // / Mom/ I 1 1 1 b°- // / / / \ \ W I FFE=493100' 0) TC 492.79' 493.53' FFEV93.00' o\ :. ° v C D5 - � I I 11 1 00 ❑ 113 d I 1 1 d //// F---__— Z I 1 1 / / / / 500 III / � V - Q w - - — - / / / /� / /.. ' \ ° ° `n.�\ - FFE=493.00' °1.110 a° \ \ I \ / p91 / / \ / LLJ - — — — —_/ SOUTHWOOD APARTMENTS - Q , - - - ' I BUILDING 3 ��xt LL EX ;a . I 1 ! `(g% LIHTC) W FFE�492,50 /.> /• �'./ ••>./ 49 31' / 1 / / / `\ FIFE: 493�90' \ - I II y \ 49 / \ 1..� z \ . \ 18' MAXIMUM FRONT BUItD1NG SETBACK \ r --- — 492.5A' ! .. \. - n / gy,110 3 \ / / /// / —iP�\ \--r— - - ` - - - TC ` \ TC - a / 5' MINIMUM FRONT BUILDING SETBACK 106 491.94' \ / N / \ / / A9 494.84' \ m - - \ 493. - - �, 492 ISE RI —y \ CONTECH Sq !R EL.=49i.7 0l, - - - - -- q9 -\ - 77 I SAN ---- - - - -- --- - -P --- - 104 — — 105 104 `_\ 11 \` - - - - -- V \\ // \ 491.24' 491 _yam' / / \ \ " ° -4 — 0 I '4g2 --- - / \ - / 103 g \ 133 OVERLAND - - - -- 9121 9 �\ -- 2 / 1 4 � \ RELIEF PATH 1 Qg ` _ - 49j- - I Y��4ss 12 _ - - - / ' 134 \ \ I I - - - - - - IOB NO. 490 SCALE 1"=20' 47118 SHEET N0. ---- -\\ - �c 0 20' 40' C5.1 L 206 VDOT STD. DI-1 WATER OUANTITY ANALYSIS DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 2011 BMP Standards and Specifications s. 2013 Draft BMP Standards and Specifications Project Name: Date: Site Information Southwood- Block it 8/20/2021 Linear Development Project? No Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 1.27 Pre-ReDevelopment Land Cover (acres) A Soils B Soils C Sails D Soils Totals Forest/Open Space (acres) -- undisturbed 0.00 forest/open space Managed Turf (acres) -- disturbed, graded for yards or other turf to be 1.27 1.27 Impervious Cover (acres) 0.00 1.27 Post -Development Land Cover (acres) A Soils B Soils C Sods D Soils Totals Forest/Open Space (acres) -- undisturbed, o.00 protected forest/open space or reforested Managed Turf (acres) -- disturbed, graded for yards orotherturf to be 0.43 0.43 Impervious Cover (acres) 0 0.84 Area Check OK. OK. OR. OK. 1.27 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 (Rv) data input cells constant values calculation cells Check: BMP Design Specifications List: 2013 Draft Stds & Specs Linear project? No Land cover areas entered correctly? Total disturbed area entered? d A Soils B Soils cSoils D Soils Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 0.20 022 0.25 Impervious Cover 0.95 0.95 0.95 0.95 I 1 • • Land Cover Summary -Pre Pre-ReDevelopment Listed Adjusted' Forest/Open Space Cover(acres) 0.00 0.00 Weighted Rv(forest) 0.00 0.00 %Forest 0% 0% Managed Turf Cover(acres) 1.27 0.43 Weighted Rv(turf) 020 0.20 %Managed Turf 100% 100% Impervious Cover (acres) 0.00 0.00 Rv(impervious) 0.95 0.95 %Impervious 0% 0% Total Site Area (acres) 1.27 0.43 Site Rv 0.20 0.20 Treatment Volume and Nutrient Load Pre-ReDevelopment Treatment Volume (acre-ft) 0.0212 0.0072 Pre-ReDevelopment Treatment Volume (cubic feet) 922 312 Pre-ReDevelopment TP Load (lb/yr) 0.58 0.20 Pre-ReDevelopment TP Load peracre (lb/aue/yr) 0.46 0.46 Baseline TP Load (lb/yr) (OAS Ibs/acre/yr applied to pre-redevelopmentarea excluding pervious land proposed for new impervious cover) D.IB 'Adjusted Land CoverSummory: Pre ReDevelopment land cover minus pervious land cover (forest open space or managed turf) acreage proposed for new impervious cover. Adjusted total acreage is consistent with Post-ReDevelopment acreage (minus acreage of new impervious cover). Column I shows load reduction requriement for new impervious cover (based on new development load limit, 0.41 Ibs/acre/year). * * Land Cover Summary -Post (Final) Post ReDev. & New Impervious Forest/Open Space D.00 %Forest Managed Turf Cover Weighted Rv (turf) % Managed Turf Impervious Cover (acres) Rv(impervious) %Impervious Final Site Area (acres) Final Post Dev Site Rv Final Post - Development Treatment Volume (acre-ft) Final Post - Development Treatment Volume (cubicfeet) Final Post - Development TP Load (lb/yr) Final Post -Development TP Load per acre (lb/acre/yr) Land Cover Summary Post Post-ReDevelopment Forest/Open Space 000 0% %Forest Managed Turf Cover 0.43 (acres) 0.20 Weighted Rv (turf) 34% %Managed Turf Impervious amReDev. Cover(acres) 0.95 Rv(impervious) % 66% %Impervious Total ReDev. Site Arei 1 (acres) M70 ReDev Site Rv Post -Re Development 0.0737 Treatment Volume (acre-ft) �LReDevelopment 3,209 Treatment Volume �(cubicfeetJ 2.02 0% 0.43 0.20 100% 0.00 0.95 0% GA3 0.20 0.0072 312 Load (TP) I 0.20 (lb/yd* Post-ReDevel opment TP 1.59 Load per acre (lb/acre/yr) talc. Reduction Require (Below Pre- ReDevelopment Load) 20% TP Load Reduction * Required for 0.02 Redeveloped Area (lb/yr) * Reduction below new development load limitation not required Nitrogen Loads (Informational Purposes Only) Post -Development New Impervious New Impervious Cover (acres) Rv(impervious) 0.84 0.95 Post -Development Treatment Volume 0.0665 (acre-ft) Post -Development TreatmentVolume 2,897 (cubic feet) Post -Development TP Load(lb/yr) 1.82 TP Load Reduction Required for New Impervious Area 1.4$ (lb/yr) CLEANOUT WITH DOME GRATE TOP = 475.85 RAMP SOIL TO LIP OF OVERFLOW STRUCTURE MIN SLOPE 3:1 \ BOTTOM OF BIORETENTION BASIN 475.35 3" HARDWOOD BARK MULCH BOTTOM ELEV 475.15 48" BIOFILTER MIX BOTTOM ELEV 471.15 3" NO. 8 STONE BOTTOM ELEV 470.90 15" NO. 57 STONE SEE CLEANOUT DETAIL SHEET C1.1 SCHEDULE40 PVC UNDERDRAIN DAYLIGHTED ON SITE SEE SHEET C5.0 FABRIC OR EQUIVALENT. TO BE 2' WIDE CENTERED ON UNDERDRAIN ELEV. 469.65 NOTES 1.48" BIOFILTER MEDIA DEPTH SHALL BE THE MINIMUM DEPTH AFTER A SETTLING PERIOD OF THREE DAYS. BIORETENTION FILTER 11 DETAIL (LEVEL NO SCALE WATER QUANTITY REQUIREMENTS FOR THIS SITE WILL BE MET THROUGH A STORMWATER POND CONSTRUCTED PER WP0201900062. NO ADDITIONAL STORMWATER QUANTITY MEASURES ARE PROPOSED WITH THIS PLAN. WATER QUALITY ANALYSIS - BLOCK 11 SITE DATA PRE -DEVELOPED AREA MANAGED TURF = 1.27 ACRES PRE -DEVELOPMENT LOAD (TP) (LB/YR) = 0.22 POST -DEVELOPED AREA IMPERVIOUS = 0.84 ACRES MANAGED TURF = 0.43 ACRES POST -DEVELOPMENT LOAD (TP) (LB/YR) = 2.02 MAXIMUM PERCENT REDUCTION FOR REDEVELOPMENT = 20% TOTAL LOAD REDUCTION REQUIRED (LB/YR) = 1.50 REQUIRED REMOVAL WILL BE ACHIEVED THROUGH THE USE OF A LEVEL 2 BIORETENTION FACILITY, AS WELL AS THE PURCHASE OF 0.84 LB OF OFFSITE NUTRIENT CREDITS.. Plan Number VRRM Total Area Phosphorus Reduction Required Phosphorus Reduction Provided Credits Purchased % Phosphorus Treated onsite WP0201900062 21.58 9.77 8.52 1.25 87.21 % WP0202100004* 7.49 8.52 6.67 1.22 78.29% Offsite WP0202100004 2.91 0.18 0.63 0 350.00% PHA Block 11 1.27 1.5 0.66 0.84 44.00% PHA Block 12 2.84 3.48 2.7 0.79 77.59% Village 2 4.88 4.5 3.07 1.43 68.22% Total 40.97 27.95 22.25 4.1 79.61 % 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) 0.16 0.16 0.20 Impervious Cover (acres) 0.28 0.28 0.95 Total 0.44 Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (ac) IMPERVIOUS COVER (ac) IMPERVIOUS COVER TREATED (ac) MANAGED TURF AREA (ac) MANAGED TURF AREA TREATED (ac) AREA CHECK D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK 0.00 0.00 0.00 0.00 0.00 OK. 0.28 0.00 0.00 0.00 0.00 OK. 0.28 0.00 0.00 0.00 0.00 OK. 0.16 0.00 0.00 0.00 0.00 OK. 0.16 0.00 0.00 0.00 0.00 OK. OK. OK. OK. OK. OK. Site Treatment Volume (ft3) 3,209 Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (ft) TP LOAD AVAILABLE FOR REMOVAL (lb/yr) TP LOAD REDUCTION ACHIEVED (lb/yr) TP LOAD REMAINING (lb/yr) D.A. A D.A. B D.A. C D.A. D D.A. E TOTAL 865 0 0 0 0 865 0.68 0.00 0.00 0.00 0.00 0.68 0.66 0.00 0.00 0.00 0.00 0.66 0.02 0.00 0.00 0.00 0.00 0.02 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 4.47 0.00 11 0.00 11 0.00 11 0.00 1 4.47 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (lb/yr) 2.02 TP LOAD REDUCTION REQUIRED (lb/yr) 1.50 TP LOAD REDUCTION ACHIEVED (lb/yr) 0.66 TP LOAD REMAINING (lb/yr): 1.36 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 0.84 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (lb/yr) 14.42 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 4.47 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 9.96 Bioretention Filter PHA Block 11 Design Level 2 Soil Type B Drainage Area Rv Impervious= 0.28 0.95 Managed Turf = 0.16 0.20 Forest- 0 0.03 Total Drainage Area= 0.44 Rv= 0.68 Impervious/pervious ratio 64% Water Quality Volume= 1352CF (1.25*(Rv) (A) )/12 1.25 Tv From Upstream Practice= 0 CF Total Required Volume Tv= 1352 CF Storage Depth (ft) Void Ratios Pending Depth= 0.5 1 Depth of Media Filter-- 4 0.25 Stone Sump Depth 1.5 0.4 Total Storage Depth= 2.1 FT Surface Area Minimum Req= 644 SF Provided 665 SF Total Volume Provided 1397 CF Forebay Volume Required Forebay Volume: 203 CF Forebay Dimensions: I circular Provided Forebay Volume:1 265 CF WATER OUANTITY COMPLIANCE NARRATIVE DRAINAGE FROM BLOCK 11 IS INCORPORATED IN BLOCKS 9-11 PLAN (WP0202100004). THE BLOCKS 9-11 PLAN ACCOUNTS FOR 1.34 ACRES (0.83 ACRES IMPERVIOUS) OF DRAINAGE FROM THE DEVELOPMENT OF BLOCK 11 WITH THIS PLAN. THIS PLAN PROPOSES 0.83 ACRES OF IMPERVIOUS AREA WHICH WILL BE ADEQUATELY CAPTURED AND SERVED BY THE DOWNSTREAM DETENTION SYSTEM TO BE INSTALLED WITH THE BLOCKS 9-11 PLAN. ryan D. Cichocla Z I� lie. No. 53741 m E 0 rn o N Vi N C ¢ o > E w a E w O w 3 ¢ LL V3 U. - wO `mom fY W L M ¢� J U 00 J - Lrl .. o, (0W NV 011. 30'tox 9W 6LL � Q v _ N N ~ c ui EO N W M a� �H to o_ O x C7 0 O 2 F 0 w Lu U Q z O in rY D O Z - N N 0 # # # Z a FnFF� Z Z Z ( j ) of wwwV) U) FEE E LOU 2: CO0 000:) z U}}U}L})W U) Z Z Z 0 a Lu 0003: w lO N N N Qr^-I 0O DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE N/A N 1"I Cr Y � U ,-� 0 V` i'/ m I U Q O Q a_ J LL Q LLJ LLJ ' m LLJ co a LL 2orQ I� Z O 2 0 cl� O G LO VJ IO V / L IOB NO. 47118 SHEET NO. C6.0 DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 ' 2011 BMP Standards and Specifications 2013 Draft BMP Standards and Specifications ( Project Name: Southwood - Blodt 12 Date: 8/20/2021 ..... ..... Linear Development Project? No Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 2.84 Pre-ReDevelopment Land Cover (acres) A Soils BSoils CSoils DSoils Totals Forest/Open Space (acres) --undisturbed 0.00 forest/open space Managed Turf (acres) --disturbed, graded foryards or Mher turf to be 2.84 2.84 Impervious Cover (acres) 0.00 2.84 Post -Development Land Cover (acres) A Soils BSoils CSoils DSoils Totals Forest/Open Space (acres) -- undisturbed, 0.00 protected forest/open space or reforested Managed Turf (acres) -- disturbed, graded for yards or other turf to be 0.88 0.88 Impervious raver (acres) 1.96 1.96 Area Check OK. OK. OK. OK. 2.84 Constants Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 Total Phosphorus (TP) EMC (MI 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 (Rvi data input cells constant values calculation cells Check BMP Design Specifications List: 2013 Draft Stds & Specs Linearproject? No Land cover areas entered correctly? �I Total disturbed area entered? �I A Soils B Soils C Soils D Soils Forest/Open Space 0.02 0.03 0.04 O.DS 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) 0.00 0.00 Weighted Rv(forest) 0.00 0.00 %Forest D% 0% Managed Turf Cover(acres) 2.84 0.88 Weighted Rv(turf) 0.20 0.20 %Managed Turf 100% 100% Impervious Cover(acres) 0.00 0.00 Rv(impervious) 0.95 0.95 %Impervious 0% 0% Total Site Area (Kres) 2.84 0.88 Site Rv 0.20 0.20 Treatment Volume and Nutrient Load Pre -Re Development Treatment Volume (acre-ft) 0,0473 0.0147 Pre -Re Development Treatment Volume (cubic feet) 2,062 639 Pre-ReDevelopment TP Load (lb/yr) 1.30 0.40 Pre-ReDevelopmentTP lead per acre (lb/acre/yr) 01 Baseline TP Load (lb/yr) (aA1 lbs/aae/yr applied to pre-redevelopmentarea excluding pervious land proposed for new i mpervious cover) 0.36 'Adjusted Land Cover Summory: Pre ReDevelopment land cover minus pervious land cover (forest/open space or managed turf) acreage proposed for new impervious cover. Adjusted total acreage is consistent with Post-ReDevelopment acreage (minus acreage of new impervious cover). Column 1 shows bad reduction requriement for new impervious cover (based on new development load limit, 0.4116s/acre/year). Land Cover Summary -Post (Fine Post ReDev. & New Impervious Forest/Open Space Cover(acres) 000 Weighted Rv(forest) 0.00 %Forest 0% Managed Turf Cover (acres) 0.88 Weighted Rv (turf) 0.20 %Managed Turf 31% Impervious Cover (acres) 1.96 Rv(impervious) 0.95 %Impervious 69% Final Site Area (acres) 2.84 Final Post Dev Site Rv 0.72 Final Post - Development Treatment Volume 0.1698 (acre-ft) Final Post - Development 7398 Treatment Volume (cubic feet) Final Post - Development TP 4.65 Load (lb/yr) Final Post -Development TP Load per acre 1.64 (lb/ave/yr) TP Load Reduction Required (lb/yr) Land Cover Summary -Post Post-ReDevelopment Forest/Open Space 0.00 Cover(acres) Weighted Rv(forest) 0.00_ %Forest 0% Managed Turf Cover 0.88 (acres) Weighted Rv (turf) 0.20 %Managed Turf 100% ReDev. Impervious 0.00 Cover(acres) Rv(impervious) 0.95 %Impervious 0% Total ReDev. Site Area 098 (acres) ReDev Site Rv 020 Treatment Volume and Nutrient Load 3.48 Post-ReDevelopment Treatment Volume 0,0147 (acre-ft) Post-ReDevelopment Treatment Volume 639 (cublcfeet) Post-ReDevelopment I • load (TP) 0.40 (lb/yr)" J Post-ReDevelopment TP Load per acre OA6 (lb/an-e/yr) Max. Reduction Required (Below Pre- 20% ReDevelopment Load) TP Load Reduction * Required for 0.04 Redeveloped Area (lb/yr) * Reduction below new development loud limitation not required Nitrogen Loads (Informational Purposes Only) Pre-ReDevelopmeMTN Load Final Post -Development TN Load (Ib/yr) 9.27 (Post-ReDevelopment&New 33.25 Impervious) (lblyr) Land Cover Summary -Post Post Development New Impervious New Impervious Cover 1.96 (ayes) Rv(impervious) 0.95 Post -Development Treatment Volume 0.1552 acre-ft) Post -Development Treatmentvolume 6,759 (cubic feet) Post -Development TP Load (lb/yr) 4.25 TP Load Reduction Required for New Impervious Area 3A4 (lb/yr) CLEANOUT 128 VDOT STD. CIA TOP = 489.83 RAMP SOIL TO LIP OF OVERFLOW STRUCTURE MIN SLOPE 3:1 BOTTOM OF BIORETENTION BASIN 489.33 3" HARDWOOD BARK MULCH BOTTOM ELEV 489.08 36" BIOFILTER MIX BOTTOM ELEV 485.08 3" NO. 8 STONE TOP ELEV 482.83 30" NO. 57 STONE SEE CLEANOUT J ELEV. 482.58 DETAIL SHEET C1.1 MIRAFI 140N FILTER 4" PERFORATED FABRIC OR EQUIVALENT. SCHEDULE 40 TO BE 2' WIDE CENTERED ON PVC UNDERDRAIN DAYLIGHTED ON SITE UNDERDRAIN SEE SHEET C5.0 NOTE: 36" BIOFILTER MEDIA DEPTH SHALL BE THE MINIMUM DEPTH AFTER A SETTLING PERIOD OF THREE DAYS. BIORETENTION FILTER 12 DETAIL (LEVEL 2) NO SCALE • •. • • • • • • FiW .. AAA _s_s_s_s_s_s_ I Drainage Area A Drainage Area A Land Cover (acres) WATER OUANTITY ANALYSIS WATER QUANTITY REQUIREMENTS FOR THIS SITE WILL BE MET THROUGH A STORMWATER POND CONSTRUCTED PER WP0201900062. NO ADDITIONAL STORMWATER QUANTITY MEASURES ARE PROPOSED WITH THIS PLAN. WATER OUALITY ANALYSIS - BLOCK 12 SITE DATA PRE -DEVELOPED AREA MANAGED TURF = 2.84 ACRES PRE -DEVELOPMENT LOAD (TP) (LB/YR) = 0.40 POST -DEVELOPED AREA IMPERVIOUS = 1.96 ACRES MANAGED TURF = 0.88 ACRES POST -DEVELOPMENT LOAD (TP) (LB/YR) = 4.65 MAXIMUM PERCENT REDUCTION FOR REDEVELOPMENT = 20% TOTAL LOAD REDUCTION REQUIRED (LB/YR) = 3.48 REQUIRED REMOVAL WILL BE ACHIEVED THROUGH THE USE OF A LEVEL 2 BIORETENTION FACILITY, A MANUFACTURED FILTERING DEVICE, A MANUFACTURED HYDRODYNAMIC DEVICE, AND THE PURCHASE OF 0.79 LB OF OFFSITE NUTRIENT CREDITS. PRE-TREATMENT PRE-TREATMENT METHODS USED FOR THIS BIORETENTION FILTER CONSIST OF A CURB CUT DISSIPATER CELL AND A GABION FOREBAY. Plan Number VRRM Total Area Phosphorus Reduction Required Phosphorus Reduction Provided Credits Purchased % Phosphorus Treated onsite WP0201900062 21.58 9.77 8.52 1.25 87.21% WP0202100004* 7.49 8.52 6.67 1.22 78.29% Offsite WP0202100004 2.91 0.18 0.63 0 350.00% PHA Block 11 1.27 1 1.5 0.66 0.84 1 44.00% PHA Block 12 2.84 3.48 2.7 0.79 77.59% Village 2 4.88 1 4.5 3.07 1.43 68.22% Total 40.97 27.95 22.25 4.1 79.61% A Soils B Soils C Soils D Soils Totals Land Cover Rv Forest/Open Space (acres) 0.00 0.00 Managed Turf (acres) 0.58 0.58 0.20 Impervious Cover (acres) 1.68 1.68 0.95 Total 2.26 WATER OUANTITY COMPLIANCE NARRATIVE DRAINAGE FROM BLOCK 12 GOES TO HORIZON ROAD, WHICH IS ACCOUNTED FOR IN THE VILLAGE 1 PLAN (WP0202100019). THE VILLAGE 1 PLAN CAPTURES ALL OF THE BLOCK 12 DRAINAGE AND ACCOUNTS FOR 2.14 ACRES OF IMPERVIOUS AREA. THIS PLAN PROPOSES 1.97 ACRES OF IMPERVIOUS AREA ON BLOCK 12 WHICH WILL BE ADEQUATELY SERVED BY THE POND TO BE INSTALLED WITH VILLAGE 1. 6.a. Bioretention #1 or Micro-Bioretention #1 40 0 0 0 0 25 0.00 0.00 0.00 0.00 or Urban Bioreternion (Spec #9) 6.b. Bioretention #2 or Micro-Bioretention #2 80 0.11 0.39 1,274 2,159 540 2,699 50 0.64 0.89 1.38 0.15 14.b. MTD - Filtering (Spec #9) EW 14.a. Manufactured Treatment Device- 0 0.14 0.34 0 0 1,274 1,274 20 0.00 0.80 0.16 0.64 6.b. Bioretention #2 Hydrodynamic 14.b. Manufactured Treatment Device -Filtering 0 0.28 0.94 540 0 3,985 3,985 50 0.15 2.16 1.16 1.16 14.c. Manufactured Treatment Device -Generic 0 0 0 0 0 20 0.00 0.00 0.00 0.00 Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (ac) IMPERVIOUS COVER (ac) IMPERVIOUS COVER TREATED (ac) MANAGED TURF AREA (ac) MANAGED TURF AREA TREATED (ac) AREA CHECK D.A. A D.A. B D.A. C DA. D D.A. E AREA CHECK 0.00 0.00 0.00 0.00 0.00 OK. 1.68 0.00 0.00 0.00 0.00 1 OK. 1.67 0.00 0.00 0.00 0.00 OK. 0.58 0.00 0.00 0.00 0.00 OK. 0.53 0.00 0.00 0.00 0.00 OK. OK. OK. OK. OK. OK. Site Treatment Volume (ft3) 7,39s Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (it') TP LOAD AVAILABLE FOR REMOVAL (lb/yr) TP LOAD REDUCTION ACHIEVED (lb/yr) TP LOAD REMAINING D.A. A 2,159 0 0 0 0 2,159 3.90 0.00 0.00 0.00 0.00 3.90 2.70 0.00 0.00 0.00 0.00 2.70 1.21 0.00 0.00 0.00 0.00 1.21 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 11.15 0.00 0.00 0.00 0.00 11.15 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (lb/yr) 4.65 TP LOAD REDUCTION REQUIRED (lb/yr) 3.48 TP LOAD REDUCTION ACHIEVED (lb/yr) 2.70 TP LOAD REMAINING (lb/yr): 1.95 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 0.79 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (lb/yr) 33.25 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 11.15 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 22.10 Bioretention Filter PHA Block 12 Design Level 2 Soil Type B Drainage Area Rv Impervious= 0.39 0.95 Managed Turf= 0.11 0.20 Forest= 0 0.03 Total Drainage Area= 0.5 Rv= 0.79 Impervious/pervious ratio 78% Water quality Volume= 1781CF (1.25 `(Rv) (A) )/12 1.25 Tv From Upstream Practice= 0 CF Total Required Volume Tv= 1781 CIF Storage Depth (ft) Void Ratios Ponding Depth= 0.5 1 Depth of Media Filter= 3 0.25 Stone Sump Depth 2.5 0.4 Total Storage Depth= 2.25 FT Surface Area Minimum Req=J 792 SF Providedl 834 SF Total Volume Provided I 1877 CF Forebay Volume Required Forebay Volume: 267 CF Forebay Dimensions: circular Provided Forebay Volume:1 268 CF ryan D. Cichocki Z Lie. N0. 53741 m E 0 o N N C > E w ai E � U UM V 0 LL 0 w0 a Lu L M d J U 00 J -1 w rn (0W NV w v 30'x n is LL 0 Q v Ln _ N =v �uS E a' N La W M W J uo i- M 0 x cD 0 F 0 w Lu x U z O K 0 O N Z 0 Z - N N 0 # # # Z a Fin Fin Fin � Z Z Z V) DI wwwV) U) FEE E w 2: E E m 0 000D z UUUW Ln z z z 0 " »>Q. L0003: Lu lO N N N p Q.^-1 o DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY 8. CICHOCKI SCALE N/A N c U \I.-A,I O 120 Z UQ a O>� JLL Q Z LLJ LLJ ' m J w Q0< Z Z J 0 O LU O Q G L O I U) ,O V / IOB NO. 47118 SHEET N0. C6.1 L ---- - - - - -- - - - - - ---- - - - - -- - ---_ -�'/ - / \ \ l _ / ` LEGEND TH l J ryan D. Cichocb r / ' - /-------------- --- - - - - ' ,'_,- l? — - - ' lie.- No. 53741 F- --i-- J (� ------ - /- - 4969 _____________________________ _ _ T------- �- �W ool - - - - - - ---- --- F -- - ------------- - SIONAL / — I a- - \------------_ T It / / / / / / / I ------ _ _ _ _ _ _ / / I I----------------- I I ( -------- - - - I \ � a o I---- I — — �- _ I I I 1 -----I \ 1 \ \ \ \ _ _— \ \ _ \ \ I10.02' \ ---�------1-------- I 1 \ OLD L' YNCHB6r~RG BOA!#- � I I \ \ \ / < I ` \ \ _ _ �� _ � � I � � E 1 -- -- - ------ < \ \ v ----t-----�--- 1 1 \ \---------- - - .. --------\--------v - I \ \ \--------- ST�ITE ROUTE 631 � \ \ \ � � ---- ------- � __o \ _ > . 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ROESER RD1 / I I �p , , / / / \ \ . - / _ / j ///i 'j, /./ • DESIGNED BY K. ROESER ! k Blois/zoe D6 / / 9p / ;' %/� /• \ y i , •�� / / d \ / I I \ I I 1 0 506" ' /i / / • CHECKED BY I / / / / / I \ I / /, // /� / • B. CICHOCKI / Spy _ � i-/ %/ /'.� / / RD1 , /// / I 1 p9 1 NI 4 '-' /. / • • SCALE 50 ./. / / / ). 1 "=30' 00 - / 480 ' / //1 ,/ I / ol� ,\� ` Yak R"W I I 1 -yp3Lo /Al a - l�/ /I P / / J� - 1176 \\ 1 3' I pI • RD4 <\\ ,� \ \ 111 0� _ 502- -/// //,' / /' \ • Ob HO D mmm SAN0.15 / J 493.0 W R2'4� 20', s / /,// // ,_, \ RD6 ♦ `� 132 RD8--� / / T If \ 3 ' \\ �\_A99 III �/ \ \\ / V /�\ cz 1 sn46 - 20' ACSA - z II4 _E_ASEMEN_T _ // / //, / // \ / \ n� d / 4 q83 - ------ -- ///l / �\ -- -I 0.30 .90 110 \ A91' \ \` A961 494. ?I/- z V/ <\ 495 • \ 1 /Aa�1 - — ---- - A // 0.18 0. 110 I 494- \\ ' a_ ` _ -- - -SAN srg LLI AD ---------- � 021ZON , M vv 104 , �_------'''/////�/1l II/\-�� W 9g 102 103 0.16 0.79 I / \\ L ` `` ` -_ 07 '^ 17-Es��,-�-�� 91 �1•-f-s_.�� R91 134 I 1 --�T! I ��_ `\._.^�\_�_= Q /v, -_-r- /\_�-� 8"W 8 \/\I B-�/ $i�W- i , // / ; 1\\\\\\l \ \\`< \ !�` a LL LL. vw \ //- 4sr- \� - -- - - - - -- 122 134 P z A L00-00r001DO _ _ BARGEE 09Q- "------pO_-----U -_-_-- __--- ----7 / // / / l \\ \\ 122--- R2RESIDENTIAL / _- - - -_ _ -_ / / / / / \ < r - / _ — _ _ — DB 3375 P6-06� — -490 � \ J \ < (Y / fp', \ < \ 1 - f � G �/\ 489.5 \ \ < 1 488-8-,' _-\ \\ `� _,491 _ J - - - - -- c/ l\ l \ ' o - �\ < < \ — 1 /� -\-- /----------_�� _�__\ ,� I \ \ / I \ />\/ \\ < \�\ \ _, ' L_ -- --_ - - -- 6GP✓ r--�f __ �, < I II '0 1 \ a� — \��, \ _ -488 - / ' - - J — _ \ I 1 / / _• \ _—''----%d _ � I r I f —1 487 —---'/ —_— `� ` —I — —L= _ �� — _ _ \<\ \�—' I/// „��> I L—j \ 0 _ - - - -- -- ' <�� \` \ _ -- -- '' /'�"\ / , _I j- / \ < \ '' — —UGP— —UGP- -� — — - — —UGP - - - - - - - - - / - _ _ - - _ _ - - — _ _ _ _ _ I UGT— - U6T-47E.4— UGT— — - -U�--- - - ____-_____ -- -_� P UGT— - - - - - - - - - - - - - - - - - ♦-n - - I- _ _ _ _ _ _ _ _ _ _ _ - _ - \ \ \ \ \ \ GG \ 1 i� / �% \ �� < /V'I/ \ \ 1 ------ -------'�--� TT—_- —Iz = I � - -,\� _\ < \\ \ 1 � 1 ��<\ `\\ / � \ \! I y \ 47118 rX --}�f /•-_/ _ -C -- _ --- ---__ --�—� �s��aaQ� ��—u� ---_ - \ \ \< \ \ \�^ \ \�\\/\/ \\ \ I 6CALrYI"'= 1 �.1 SHEET NO. / x(/Gt \ < \ l lY r 3o' \ < 60' I C6. 9 L ROUTE PROJECT Southwood -Block 11 DESIGNER: KAM DATE 4/5/2022 PHA Block 11 Storm PROJECT: Designed by: Q CHECKED: UNITS :NGLISH STORM SEWER DESIGN COMPUTATIONS LOCATION: COUNTY: Checked by: 1'y8n D. Cle}IOei(1 Z STORM FREQUENCY 10 U Lie. No. 53741 UNITS SSIONAL A M E 0 0 U N Vi N C ¢ 0 PHA BLOCK 12 STORM PROJECT: Designed by: > E STORM SEWER DESIGN COMPUTATIONS LOCATION: COUNTY: Checked by: ~ v w 3 STORM FREQUENCY 10 o a o 3 UNITS ENGLISH w O `6 ti 0 W L M d J U 00 Z .-I N N N on O ###Z Ce �t'/1Nv a FFF� Z F i M � Z Z Z V) 3 0 x V) FEE E ROUTE PROJECT Southwood -Block 12 DESIGNER: KAM DATE 121612021 � ai u- W 0 0 0 j CHECKED: UNITS:NGLISH _ 'c N z 0 0 0 W i u7 O ~ �on '" �»a W 000� M UUU 66 D �� N O x (D O 2 F w N N N N W O O O O W N N N I-\\\ ¢ O N \ \ N M O O O in DATE PHA Block 11 Storm PROJECT: DESIGNED BY: j 0511412021 HYDRAULIC GRADE LINE ANALYSIS O} Checked: DRAWN BY INCIDENCE PROBABILITY 10 Year K. ROESER • DESIGNED BY • K. ROESER • CHECKED BY PHA BLOCK 12 STORM PROJECT: DESIGNED BY: HYDRAULIC GRADE LINE ANALYSIS : • B. CICHOCKI Checked: INCIDENCE PROBABILITY 10 Year SCALE N/A • • N rr^^ `v� 0 Z i O U O>a Jl J U J Q w U m J a LL LL W�W O f Q U C O O O ~ U) 0 L2 I ,O V 1 ]OB NO. 47118 SHEET NO. C6.3 ICz NLET Sag Inlets Only x W H z � k Li �' m .-i .a w [-' m� d w W ti F. a E� � ❑ o °' m � m 2 � F Z � 202 DI-3B 6.000 0 4 0 0 Back/Lt. 0.000'RI 0.150 0.90 0.135 Ahead/Rt. 0.170 0.35 0.0595 Ahead/Rt. 0.195 4 0.78 0 0.0300 0.0208 2.567 2.000 0.77912 0.0833 4.00481 3.50 Ahead/Rt. 0.780 0.0300 6 0.780 1.291 0.166 0.333 0.498498 3.291 5.170 Weir Flow 206 DI-1 2.000 0 4 0 0 Back/Lt. O.000RI 0.280 0.90 0.252 Ahead/Rt. 0.160 0.35 0.056 Ahead/Rt. 0.308 4 1.232 0 Ahead/Rt. 1.232 0.001 2.000 2 1.232 2.432 T > 8.0 ft INlk;l' WC� � �U � Iw.+U a� �2� p�_❑ t-:. J �, y 3 � °0 i`.w. t- � a. W m W V �c'�J �(�` Sag Inlets Only m.w. Go W 2��j` a 100 DI-1 2.000 0 4 0 0 Back/Lt. 0.000'RI 0.050 0.90 0.045 Ahead/Rt. 0.120 0.35 0.042 Ahead/R[. 0.087 4 0.348 0 Ahead/R[. 0.348 O.00I 2.000 2 0.348 1.047 Weir Flow 102 DI-3B 6.000 (l 4 (1 (l Back/Ix. 0.000'RI 0.020 0.90 O.OIR Ahead/Rt. 0.010 0.35 0.0035 Ahead/Rt. 0.022 4 0.088 0 O.OI00 0.0208 1.163 2.000 1.71969 0.0833 4.00481 3.50 Ahead/Rt. 0.088 O.OI00 6 0.088 0.301 0.166 0.333 0.498498 2.301 1.206 Weir Flow 104 DI-3B 6.000 0 4 0 0 Back/Lt. 0.000'RI 0.130 0.90 0.117 Ahead/Rt. 0.080 0.35 0.028 Ahead/Rt. 0.145 4 0.58 0 0.0100 0.0208 3.366 2.000 0.59418 0.0833 4.00481 3.50 Ahead/Itt. 0.580 0.0100 6 0.580 1.059 0.166 0.333 0.498498 3.059 4.243 Weir Flow 110 DI-3B 6.000 0 4 0 0 BacWLt. 0.000'RI 0.140 0.90 0.126 Ahead/Rt. 0.040 0.35 0.014 Ahead/Rt. 0.14 4 0.56 0 0.0150 0.0208 2.615 2.0(10 0.76482 0.0833 4.00481 3.50 Ahead/Rt. 0.560 0.0150 6 0.560 1.035 0.166 0.333 0.498498 3.035 4.145 Weir Flow 117B DI-3B 6.000 0 4 0 0 Back/Lt. 0.000'RI 0.380 0.90 0.342 Ahead/Rt. 0.080 0.35 0.028 Ahead/Rt. 0.37 4 1.48 0 O.OI50 0.0400 4.153 2.000 0.48I58 0.0833 2.0825 3.04 Ahead/Rt. 1.480 O.OI50 6 1480 1.978 0.320 0.333 0.960961 3.978 4.122 Weir Flow 120 DI-1 1.000 0 4 0 0 Back/Lt. 0.000'RI 0.150 0.35 0.0525 Ahead/Rt. 0.053 4 0.212 0 Ahead/Rt. 0.212 0.001 L000 1 0.212 1.518 Weir Flow 122 DI-3C 6.000 O.OIO 0.90 0.009 O'RI(d-TF O.W9 4 0.036 0 0.036 O.OI00 0.0208 0.832 2.000 2.40385 0.0833 4.00481 L000 3.50 0.1458 0.1666 1359 6.000 4.415 1000 0.036 0.000 O.R32 134 DI-3B 6.000 0 4 0 (l Back/Lt. 0.000'RI 0.130 0.90 0.117 Ahead/Rt. 0.030 0.35 0.0105 Ahead/Rt. 0.128 4 0.512 0 0.0100 0.0208 2.970 2.000 0.6734 0.0833 4.00481 3.50 Ahead/Rt. 0.512 0.0100 6 0.512 0.975 0.166 0.333 0.498498 2.975 3.905 Weir Flow 132 DI-1 2.000 0 4 0 0 Back/Lt. 0.000-RICH-1 0.150 0.35 0.0525 Ahead/Itt. 0.053 4 0.212 0 Ahead/Rt. 0.212 0.001 2.000 2 0.212 1.518 Weir Flow 128 DI-1 2.000 0 4 0 0 Back/Lt. 0.000'RI 0.390 0.90 0.351 Ahead/Rt. 0.110 0.35 0.0385 Ahead/Rt. 0.39 4 1.56 0 Ahead/Rt. 1.560 0.001 2.000 2 1.560 2.847 T > 8.0 ft PIPE NO FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA TOTAL INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF Q CFS (9) INVERT ELEVATIONS LENGTH of Pipe F[. (12) SLOPE F[./F[. (13) SIZE (Dia Or Span/Rise) In. (14) SHAPE Capacity CFS QS) Friction Slope Ft./Ft. VEL Vn Ft/Sec (16) FLOW TIME Min. (17) REMARKS (18) INCRE-ACCUM- MINT (5) ULATED (6) ADDTL CA UPPER END (10) LOWER END (11) REFERENCE (1) STA. REFERENCE (2) STA. 203 204 202 0.000 0.000 0.000 0.333 0.333 6.000 6.230 2.075 474.183 470.342 80.018 0.048 15.000 Circular 15.328 0.001 8.740 0.153 ea from RD 1 205 206 202 0.440 0.700 0.308 0.308 0.000 6.000 6.230 1.919 470.600 470.350 42.974 0.006 12.000 Circular 2.943 0.002 4.001 0.179 PIPE FROM POINT TO POINT DRAIN. AREA "A" RUNOFF COEFF. "C"CA CA TOTAL INLET TIME Minutes i7) RAIN FALL In/Hr i8) RUNOFF QUPPER CFS i9) INVERT ELEVATIONS LENGTH of Pipe Ft. �12) SLOPE Ft./Ft. (13) SIZE (Dia.Or SpanRise) In. �14) SHAPE Capacity CFS �15) Friction Slope Ft./Ft. VEL Vn Ft/Sec �16) FLOW TIMENO Min.�1) (17) REMARKSAcre (I8) TINCREACACUM.ADDTL END i10) LOWER END (11) REFERENCE STA. REFERENCE (2)�3)�4) STA. 119 120 RD2 0.150 0.350 0.053 0.053 0.000 6.000 6.230 0.327 488.362 488.239 24.652 0.005 12.000 Circular 2.728 0.000 2.347 0.175 RDl RD2 ll8 0.000 0.000 0.000 0.053 0.000 6. I75 6.179 0.324 488.140 487.660 62.922 0.008 12.000 Circular 3.370 0.000 2.719 0.386 117C 118 117B 0.000 0.000 0.000 0.359 0.306 6.561 6.070 2. l76 487.556 486.480 71.713 0.015 15.000 Circular 8.568 0.001 5.842 0.205 Area from RD 1 117A 117B ll6 0.460 0.820 0.377 0.736 0.000 6.765 6.O14 4.424 486.383 486.237 14.563 0.010 15.000 Circular 6.996 0.004 6.045 0.040 127 128 ll6 0.500 0.7R0 0.390 0.390 0.000 6.000 6.230 2.430 486.436 486.310 25.158 0.005 15.000 Circular 4.947 0.001 4.022 0.104 1IS 116 Il4 0.000 0.000 0.000 1. 126 0.000 6.805 6.003 6.757 485.817 485.360 91.483 0.005 18.000 Circular 8.045 0.004 5.113 0.298 113 114 112 0.000 0.000 0.000 1.396 0.270 7.I04 5.923 8.267 485.258 485.U40 43.553 0.005 21.000 Circular 12.136 0.002 5.439 0.133 Area from RD2 111 112 110 0.000 0.000 0.000 1.396 0.000 7.237 5.889 8.219 484.940 484.570 74.039 0.005 21.000 Circular 12.136 0.002 5.432 0.227 133 134 132 0.160 0.790 0.126 0.126 0.000 6.000 6.230 0.787 486.380 485.875 50.232 0.010 15.000 Circular 7.012 0.000 3.788 0.221 131 132 110 0.150 0.350 0.053 0. 179 0.000 6.221 6.166 I.I03 485.247 484.570 67.674 0.010 21.000 Circular 17.163 0.000 4.014 0.281 107 110 106 0.180 0.770 0.139 L713 0.000 7.464 5.831 9.989 484.466 484.400 13.219 0.005 21.000 Circular 12.136 0.003 5.647 0.039 105 106 104 0.000 0.000 0.000 1.713 0.000 7.503 5.821 9.972 484.297 484.193 20.682 0.005 21.000 Circular 12.136 0.003 5.645 0.061 104 104 103 0.210 0.690 0.145 1.858 0.000 7.564 5.805 ]0.787 484.088 483.080 202.268 0.005 21.000 Circular 12.119 0.004 5.708 0.591 102 103 102 0.000 0.000 0.000 L858 0.000 8. I55 5.662 ]0.521 482.979 482.570 82.580 0.005 21.000 Circular 12.083 0.004 5.674 0.243 121 122 102 0.010 0.900 0.009 0.009 0.000 0.000 8.901 0.080 486.456 485.856 30.O14 0.020 15.000 Circular 9.894 0.000 2.433 0.206 101 102 60 0.030 0.770 0.023 L890 0.000 8.398 5.605 ]0.595 482.472 482.310 32.417 0.005 21.000 Circular 12.136 0.004 5.700 0.095 INLET INLET OURET WATER IXA. PIPE DESIGN DISCH. LENGTH PIPE FRICTION SLOPE, Sfo FRICTION LOSS JUNCTION LOSS FINAL Inlet Water Rim Comments 1.3 0.5 OR STATION SURFACE Do Qo Lo HF Vo He Qi Vi QiVi Vi'2/2g H Angle FiA H[ H[ H[ H Surface Bev JUNCTION E1EV. (In) (CFS) (Ft) (FT/F'f) (F[) (Ft) (R) Bevation 204 10+80.39 471.34 15 2.07 80.02 0.09% 0.07 8.74 0.3 0 0 0 0 0 0 0 0.3 0 TRUE 0.22 471.56 478.56 OK -7 INLET OR JUNCTION INLET STATION OUTLET WATER SURFACE B_EV. DIA. PIPE Do (In) DESIGN DSCH. Do (CFS) LENGTH PIPE Lo (R) FRICTION SLOPE, Sfo (FT/F7) FRICTION LOSS HF (R) JUNCTION LOSS FINAL H (Ft) Inlet Water Surface Bevation Rim Bev Comments Vo He (R) Cl VI QiVi Vi'2/2g Hi Angle FIB Ht 1.3 H[ 0.5 H[ 102 10+33.27 483.71 21 10.6 32.42 0.38% 0.12 5.7 0.13 10.52 5.67 59.69 0.5 0.17 22.18 0.12 0.43 0 TRUE 0.34 484.05 493.32 OK -9.28 103 484.05 21 10.52 82.58 0.38% 0.31 5.67 0.12 10.79 5.71 61.57 0.51 0.18 15.22 0.1 0.4 0 TRUE 0.51 484.56 493.16 OK -8.6 104 13+18.12 484.56 21 10.79 202.27 0.39% 0.8 5.71 0.13 9.97 5.65 56.3 0.49 0.17 84.86 0.33 0.63 0 TRUE 1.11 485.67 490.93 OK -5.27 108 13+38.80 485.87 21 9.97 20.88 0.34% 0.07 5.65 0.12 9.99 5.85 58.41 0.5 0.17 87.84 0.35 0.64 0 TRUE 0.39 488.08 492.26 OK -6.2 110 13+52.02 486.06 21 9.99 13.22 0.34% 0.04 5.65 0.12 8.22 5.43 44.65 0.46 0.16 91 0.32 0.6 0 TRUE 0.35 488.41 491.9 OK -5.49 112 14+26.06 486.41 21 8.22 74.04 0.23% 0.17 5.43 0.11 8.27 5.44 44.97 0.46 0.16 79.63 0.3 0.58 0 TRUE 0.46 486.87 492.76 OK -5.89 114 14+69.73 486.87 21 8.27 43.55 0.23% 0.1 5.44 0.11 6.78 5.11 34.55 0.41 0.14 30.87 0.14 0.4 0 TRUE 0.3 487.17 492.82 OK -5.66 116 15+61.21 487.17 18 6.76 91.48 0.35% 0.32 5.11 0.1 4.42 6.05 26.75 0.57 0.2 96.99 0.18 0.48 0 TRUE 0.56 487.73 490.89 OK -3.16 1176 15+75.78 487.73 15 4.42 14.58 0.40% 0.08 6.05 0.14 2.18 5.84 12.71 0.53 0.19 11.2 0.07 0.4 0.52 TRUE 0.32 488.04 491.01 OK -2.97 118 16+47.49 488.04 15 2.18 71.71 0.10% 0.07 5.84 0.13 0.32 2.72 0.88 0.11 0.04 75.45 0.08 0.25 0 TRUE 0.19 488.24 492.84 OK -4.61 RD2 17+10.74 488.46 12 0.32 62.92 0.01% 0 2.72 0.03 0.33 2.35 0.77 0.09 0.03 44.49 0.04 0.1 0 FALSE 0.1 488.56 492.93 OK -0.37 120 17+35.39 489.04 12 0.33 24.65 0.01% 0 2.35 0.02 0 0 0 0 0 0 0 0.02 0.03 TRUE 0.02 489.05 492.21 OK -3.15 122 10+30.38 486.86 15 0.08 30.01 % 0 2.43 0.02 0 0 0 0 0 0 0 0.02 0.03 TRUE 0.01 486.87 493.09 OK f.22 132 10+gg,g7 486.41 21 1.1 89.87 % 0 4.01 0.06 0.79 3.78 2.98 0.22 0.08 89.86 0.16 0.3 0.38 TRUE 0.2 486.6 491.91 134 486.87 15 0.79 50.47 % EO1 0.01 3.78 0.06 0 0 0 0 0 0 0 0.06 0.07 TRUE 0.04 486.92 490.88 OK -3.96 128 10+29.09 487.73 15 2.43 25.18 % 0.03 4.02 0.06 0 0 0 0 0 0 0 0.06 0.08 FALSE 0.11 487.84 489.83 OK -1.99 L R/ EXISTING Ir AS NEEDE PROPO; o O O N O N N N r (O N ON00 <M�N UJ + F N ++ m o�80 00 10 o�azzO O Qd-- OQ0> oH0>>> (0U)OZ U)Fz z z SM; N O O �00 u') a0 Cq 0 U') cori 00 00 Z0 oOz z U) 112: 30" Basin - Circular Grate- STA 14+24.24 TOP 492.76 INV IN 485.04 (113) 106: MH-1-I INV OUT 484.94 (111) STA 13+38.80 TOP 492.26 INV IN 484.40 (107) INV OUT 484.30 (105) 104: DI-2A STA 13+18.12 TOP 490.93 INV IN 484.19 (105) INV OUT 484.09 (104) m _ n �r rev to N M U'? 0 m Cl) + F 0 z z 0 o�p»> �U)�-z z z 114: 30" Basin - Circular Grate STA 14+67.91 TOP 492.82 INV IN 485.36 (115) INV IN 489.00 (RD5) INV OUT 485.26 (113) 116: MH-1 STA 15+59.39 TOP 490.89 INV IN 486.24 (117A) INV IN 486.31 (127) INV OUT 485.82 (115) 11713: DI-313 6 It Throat STA 15+73.96 TOP 491.01 INV IN 486.48 (117C) INV OUT 486.38 (117A) ^ uo (ro t o ((O0 00 + N W W 2 to 0>' ��azz0 66 F0>> > �Cl) FZZ Z -RD2: 12" Basin - Circular Grate (Solid) STA 17+08.91 TOP 492.93 INV IN 488.24 (119) INV OUT 488.14 (RD1) 120: 12" Basin - Circular Grate STA 17+33.57 TOP 492.21 INV OUT 488.36 (119) 116: MH-1 v STA 15+59.39 f0 TOP 490.89 M INV IN 486.24 (117A) U M INV IN 486.31 (127) c (n N INV OUT 485.82 (115) @ � o a0 00 U" It134: m IS � DI-3B 6 ft Throat 128: DI-1 v o rn v Z) STA 11+17.88 STA 10+29.09 ( � v z O Q a - TOP 490.84 TOP 489.83 M z z INV OUT 486.38 (133) INV OUT 486.44 (127) sn.,; RnS Sn� sn.1; 500 500 PROPOSED GRADE EXISTING 495 GRADE 495 490 _�_ -__--- -------- / 8"FI _ 490 IISE RIM OF STRUCTURE !D TO MEET RD1 119 3ED GRADE O 4 24.65' OF 485 1 71' OF 62" HDPE 12" HDPE 485 105 111 11 43.55 OF 1.48' OF 51' @ 1.50% ° 104 20.68' OF 74.04' F 21" H PE 8" HDPE 101 102 202.27' OF 21" HDPE 21" HD E @ 0 0% @ 0.50% 32.42' OF 82.58' OF 21" HDPE @ 0.50% @ 0.50 17A 480 21" HDPE 00.50% 14.5 ' OF 480 @ 0.50% @ 0.50% 15" HDPE 107 @ 1 00% 13.37' OF 21" HDPE @ 0.50% 475 475 470 470 9+50 10+00 11+00 12+00 13+00 14+00 15+00 STR. 100 - STR. 120 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 500 500 PROPOSED GRADE EXISTING GRADE 495 495 490 490 2' MIN. 485 O 127 485 15" HDPE @ 0.50% 480 480 475 475 470 470 16+00 17+00 18+00 18+50 9+50 10+00 11+00 STR. 116 - STR. 128 HORIZ SCALE: 1"=50' rol �i VERT SCALE: 1"=5 500 500 PROPOSED GRADE 495 EXISTING 495 RADE F 6" IR 490 490 1' - MIN. 485 133 485 131 50.23 67.67' OF 15 H PE 21" HDPE @ 1. 0% @ 1.00% 480 480 475 475 470 _ 470 11+50 9+50 10+00 11+00 STR. 110 - STR. 134 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 RD2: 24" Basin - Circular Grate STA 11+15.48 M ° m o Cm TOP 480.24 P ui o H INV IN 476.16 (RD3) U w H N N 102: DI-2A ' 00 v, INV OUT 476.06 (RD1) 9 (? STA 10+33.27 (o (' (O 202: DI-3B 6 ft Throat N� v m L 0 M rn 00 204: MH-1 m o r of (0 N 00� m��(O U p .. ONO O TOP 493.41 m M STA 10+00.37 STA 10+80.39 M 1- RD8: 12" Basin - Circular Grate Solid m O r r M+MH - +O F Of 00 (Solid) M+uj INV IN 482.57 (102) o rn 0 TOP 475.22 TOP 478.56 C co 0 E 0> °o r STA 12+52.20 O r INV IN485.86121 D�aO INV IN470.34203 �a20 m°Da�m D�vzz ( ) NQ > ( ) INV IN aQ » m n� TOP481.18 NQo -- INV OUT 482.47 (101) U) FO z INV IN 470.34 (205) INV OUT 474.18 (203) of � ? ? N ++ 6 v INV OUT 477.45 (RD7) N vZ O .ne ins aan 6 c a- _ _ aan aan 500 500 EXISTING GRADE PROPOSED GRADE 495 495 490 5.1 490 LINE'A' - 1'MN 485 121 485 30.0 DPE 15@ 2 00% 480 480 475 475 9+50 10+00 11+00 11+50 STR. 102 - STR. 122 mFz z 485 485 PROPOSED GRADE EXISTING GRADE 480 / 480 / 3' 3' MIN. RD7 RD3 RD5 67.31' OF 475 475 W HDPE "HDPE @ 0.85% @ 0.75% 0.75% 2� • OF RD1 470 8�� OPO 35.10' OF 470 1 O 8" HDPE @ 4.62% 465 465 460 460 9+50 10+00 11+00 12+00 STR. 202 - STR. 204 119=11�191wll 206: DI-1 STA 10+47.06 TOP 475.85 INV OUT 470.60 (205) aan 485 485 PROPOSED GRADE FF EXISTING 480 GRADE 480 475 475 3.7' 470 O 470 42.97' OF 12" HDPE @ 0.60% 465 465 460 460 9+50 10+00 11+00 11+50 STR. 202 - STR. 206 12+00 12+50 R 0 1 0 50 PROFILE SCALE ryan D. Cichocia Z Tic. No. 53741 #111A M E 0 o N � N C Q O > E w v E w w 3 Q LL 3 p LL O- wO `mr 0 W L M QLL J U 00 W Jco -N N rn C7W NV w 30'x LL p Q v U-) 0-1 N W M d � W J am O ce 0 Z -I N N 0 # # # Z a F F F O Z Z Z V) w w w .. N F E E Z w 2: E E m 0 000:) z UUUW U) z z z 0 > tl 00>0� til~ININ F N N o r 0 N ~ DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE 1 "=50' 1� Cz 1--i 1__q // \V i UQ 0 > 11J J w of J LL Z co J ^ LL a s LL I..L Q O U) 0 0 2 ,0 V 1 HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 IOB NO. 47118 SHEET NO. C7.0