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HomeMy WebLinkAboutWPO202100022 Plan - VSMP 2021-08-20SOUTHWOOD PHA BLOCKS 11 & 12 WPO PLAN (WP02021-00022) SITE INFORMATION COUNTY OF ALBEMARLE, VIRGINIA TAX MAP PARCEL, ZONING, AND OWNER INFO: 09000-00-00-001AO PARCEL AREA: 8.83 ACRES DB 3375PG. 063 0 4/ ♦1 3/ 2 0 2 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) 11 09OA1-00-00-001E0 PARCEL AREA: 22.92 DB 4773 PG. 328 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) 09OA1-00-00-001DO PARCEL AREA: 86.80 DB 3375 PG. 063 ZONING: R2 RESIDENTIAL OWNERSHIP OF ALL PARCELS: SOUTHWOOD CHARLOTTESVILLE LLC 919 WEST MAIN STREET CHARLOTTESVILLE, VIRGINIA 22903 ZONING: REFER TO ZMA 2018-003 LIMITS OF DISTURBANCE: 4.11 ACRES OVERLAY DISTRICT: ENTRANCE CORRIDOR MAGISTERIAL DISTRICT: SCOTTSVILLE SOURCE OF BOUNDARY AND TOPOGRAPHY BOUNDARY TOPOGRAPHY SUPPLEMENTAL TOPO WILLIAM S ROUDABUSH, JR. 1974 LOUISA AERIAL SURVEYS, INC. TIMMONS GROUP ROUDABUSH, GALE, & ASSOCIATES, INC 2003 P.O. BOX 340 28 IMPERIAL DRIVE ROUDABUSH, GALE, &ASSOCIATES, INC 2015 MINERAL, VA23117 STAUNTON, VA24401 DATE OF PHOTOGRAPHY: 03/23/04 TELEPHONE: 540.885.0920 BENCHMARKS DATE OF COMPILATION: 02/02/07 CONTACT: PAUL HUBER, L.S. (SPOT ELEVATION) AT THE INTX PAUL.HUBER@TIMMONS.COM OF HICKORY & BITTERNUT ELEV=451.0 SURVEY CONDUCTED: MARCH 2O19 HORIZONTAL: NAD83(NA2011) VIRGINIA STATE SOUTH GRID VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS DRAINAGE DISTRICT: MOORES CREEK WETLAND IMPACTS: NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT. TOTAL IMPERVIOUS AREA = 2.84 ACRES BURIAL SITES: NO CEMETERIES FOUND ON SITE REQUIRED BUILDING HEIGHTS: MINIMUM MAXIMUM BLOCKS 10 - 12: 2 STORIES 4 STORIES OR 45' NEIGHBORHOOD CENTER SPECIAL AREA: 2 STORIES 4 STORIES OR 50' PROPOSED BUILDING HEIGHTS: BLOCK 11: 45MAX BLOCK 12, BUILDING 1: 35' MAX BLOCK 12, BUILDING 2: 35' MAX AGRICULTURAL/FOREST DISTRICT: NONE SPECIAL FLOOD HAZARD INFORMATION: SPECIAL FLOOD HAZARD AREA (FLOODPLAIN) YES[ ] NO[X] ALL NFPA REGULATIONS REGARDING PLACEMENT AND SETBACKS OF UNDERGROUND PROPANE TANKS SHALL BE ADHERED TO. NOTES: 1. ALL OF 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. Table 3: Phase 1 Site Trip Generation ITE AM PEAK HOUR PM PEAK HDUR �D I E CODE AMOUNT UNUS AADT 21 l� LN OLT I9-TA6 Phase 1 Rosidenha0'1 AparmlentsJTownhomes 220121 270 D.U. 2.000 28 95 12,9 sfo 53 143 Single Family 210 30 D.U. 343 7 19 26 20 12 32 Residential Subtotal 300 D.U. 2343 35 114 149 110 65 175 Commercial Retail 820 25,000 S.F. 944 15 9 24 46 49 95 Office 710 25,000 SF_ 277 43 7 50 5 26 31 Commercial Subtotal 50.000 S.F 1,221 58 16 74 51 75 126 Phase 1 Toralj l 3.564 93 130 223 161 140 301 Phase 2 Residentiall"l Aparmren6(Townhomes 220(21 143 D.U. 1.040 15 52 6; 1 30 51 Single Family 210 16 D.U. 193 4 12 16 !1 6 17 Residential Subtotal 159 D.U. 1,233 19 64 83 62 36 96 Phase 2 Total 1 1.233 1 19 64 83 1 62 36 98 Southwood Total (Phase 1 + Phase 2) 1 4.797 1 112 194 306 1 223 176 399 Source: ITE Trip Generation, 10th Edition. 1. Residential trip generation assumes 10% of the units wit be single family dwelling units. All others will be apadmenlshownhomes. 2. ITE includes tcwnhomes and apartments in the same category with the 10th edition. 3. The oserall development (Phase 1 + Phase 2) is capped at 5.000 daily trips. To ensure maximum flexibility, Phase 1 trips were assumed to be split elenly between residential and commercial uses. 4. Phase 2 consists of 500 total units but will replace the existing 341 units currently on site for a net increase of 159 units. V Rc r Oak Hill Q J� SITE B7te,r�t -n LOCATION o Hickory Sc Mn C1 Jacks, a o VICINITY MAP 11f =10001 DEVELOPERS: HABITAT FOR HUMANITY OF GREATER CHARLOTTESVILLE 967 2ND ST SE CHARLOTTESVgILLE, VA 22902 (�C PIEDMONT HOUSING ALLIANCE 682 BERKMAR CIRCLE CHARLOTTESVILLE, VA 22901 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 54 D.U. 400 6 19 25 18 11 29 TOWNHOMES SINGLE 210 26 D.U. 297 6 17 23 17 11 28 FAMILY VILLAGE 1 TOTAL 80 D.U. 697 12 36 48 35 22 57 APARTMENTS/ TOWNHOMES 220 86 D.U. 641 13 34 47 30 17 47 BLOCKS 9-11 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 & 12 121 D.U. 886 19 49 68 47 34 81 CUMULATIVE TOTAL 287 D.U. 2224 44 119 163 112 73 185 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 C0.0 COVER 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= /4-� Bryan D. Cichocki Lie. No. 53741 S/zolZl V7118 0 W c7 N z 0 f f Z ,--I O # In Z U UJ W 0 O Z U O in Z KO DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE N/A V/ UQ 0>^ JL0 Q Q m a W = o > LL QU O 0 0 T� i O IOB NO. 47118 SHEET NO. C0.0 L GENERALNOTES LEGEND 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION. 2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A) 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD ACSA GENERAL WATER &SEWER CONDITIONS INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). JUNE 27, 2019 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT LINES AND STRUCTURES, AS NECESSARY. STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. SUBGRADE. 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. WAY. (N/A) 9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE THE LINE. OF ROAD. (N/A) 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE SLOPE OF 0.004 ft./ft. JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE LATERAL STUB -OUT STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. PLUMBING' PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-03. THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS THE END OF THE DAY INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. CONTRACTOR. 34. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL BY THE BUILDING DEPARTMENT. SEWER AND FIRE LINES IDENTIFIED BUT NOT WATER LINES. APPROVAL IS GIVEN BY THE ACSA. Albemarle County As -built Road Plan Policy As -built drawings shall be prepared for all public and private roadway construction projects within Albemarle County. The following is a list of the minimum information required on the drawings. Additional information may be requested. The County only reviews private road as -built plans. The county does not review or approve public road as-builts. For questions regarding public roads, please consult with VDOT. 1. A signed and dated professional seal of the preparing engineer or surveyor. 2. The name and address of the firm and individual preparing the drawings on the title sheet. 3. "As -built" must be labeled on the drawings with the date of preparation or revision. 4. The constructed location of all items associated with the road construction must be shown. The items include, but are not limited to the following: a. Horizontal Alignment - Show and label measurement points, and an interpreted line between measurements. Show the as -built centerline over the design centerline. Distinguish between the design elevation and as -built by labels and line type. Measurements shall be at each station as a minimum, and at frequent enough intervals to accurately portray the as -built centerline, and the position of the roadway 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. 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. 35. RETAINING WALLS GREATER THAN TIN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4' IN HEIGHT REQUIRE A STAMPED ENGINEERED DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. 36. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. 37. BUILDINGS OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR A DEMOLITION PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH FROM ALBEMARLE COUNTY AND VDOLI. CONTACT VDOLI FOR THEIR ADDITIONAL REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS AT (540)562-3580 (EXT. 131). BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50150 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) A COUNTY OF ALBEMARLE Department of Community Development Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding. including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated and for drainage to the facilities. 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). ;4 Bryan D. Cichocld Lie. No. 53741 V7118 -'► m E 0 0 0 N � N C > E w v E w w 3 Q LL o 3 0 LL - wO `mom d W L M a_J U00 W J -N M to co Z W w 30'x LL 0 Q v _ N N Fva� c O' EO1 N W M a� W J CDW am O ce 0 Z O # a F Z U w W� 0 O Z O ul Z � O F 0 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 a Q 06 2�w o Cn a O o Z O O 2 ,O V 1 IOB NO. 47118 SHEET NO. C1.0 L CD-1 CUT .aenE PAVEMENT IIBBASE UBGRADE FILL COMBINATION UNDERDRAIN CD-1 AT LOWER END OF CUTS CENTER LINE SECTION (WITH TYPE 1SELECT MATERIAL) TRENCH PLACEMENT E PAVEMENT SURFACE M BASE 0 0 0 0 .8. 0 0 S S o f SUBBASE o_-6-6-06E SELECT MATERIAL TYPEIORI Gam/ 057 AGGREGATE, #6 AGGREGATE OR CRUSHED CLASS MEETING #8 GRADATION REQUIREMENTS. CEOTEXTILE DRAINAGE FABRIC PLAN VIEW (PLACEMENT OF CD-1 COMBINATION UNDERDRAIN) OR 1 PAVEMENT SURFACE & BASE 0 0 0 000 0 000 0 0 SUBBASE OR CEMENT STABILIZED SUBBASE = FSELECT MATERIAL TYPE D OR SUBGRADE 0 0 00 o�ooftz (CEMENT OR LIME STABILIZED) GEOTEXTLE #57 AGGREGATE, #8 AGGREGATE OR CRUSHED G GLASS MEETING #8 GRADATION REQUIREMENTS. GENERAL NOTES 1. UNLESS SPECIFICALLY INDICATED,COMBNATION UNDERDRAIN WILL NOT BE LOCATED AT THIS POINT WHEN BOTH SUBBASE AND SUBGRADE ME STABILIZED. 2. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HMD TAMPED TO INSURE COMPACTNESS. NON -PERFORATED OUTLET PIPE 3. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MIN. (3 X DESIRABLE) GRADE. CRUSHING STRENGTH TYPE OF PIPE NW.T. 4" NOM. DIAMETER MW.T. 8" NOM. DIAMETER SMOOTH WALL PVC .%13 1 1 0.153 SMOOTH WALL PE 1 70 PSI XXX 1 1 70 PSI MAN 4. ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR UNDERDRANS, THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP INLETS OR MANHOLES. 5. ON SUPERELEVATED SECTIONS, TRENCH 6 TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. 6. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-O" MOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. X WALL THICKNESS (MIN) - INCHES 7. ILL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ME TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. M)f( TESTED ACCORDING TO ASTM D-2412 AT 5% DEFLECTION. S. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-120R OTHER DRANAGE STRUCTURE. �VDDT STANDARD COMBINATION UNDERDRAIN SPECIFRENCE ICATION ROAD AND BRIDGE STADMDS REFERENCE SHEET 1 OF 1 REWSION DATE (AT LOWER END OF CUTS) 232 501 108.04 VIRGINIA DEPARTMENT OF TRANSPORTATION 701 CD-2 r� ItM -LIMITS OF PAY FOR COMBINATION UNDERDRAIN CD-2 ON FILLS CENTER LINE SECTION (WITH TYPE 1SELECT MATERIAL) TRENCH PLACEMENT �-PAVEMENT SURFACE M BASE SUBBASE ..6%6.6. 666.6-66666666o6-SELECT MATERIAL TYPEIORI #57 AGGREGATE, #8 AGGREGATE OR CRUSHED GEOTIXRLE „I p-n„I GLASS MEETING #8 GRADATION REQUIREMENTS. DFRAM I FYj OR E-PAVEMENT SURFACE & BASE 0 0 0 0 0 0 o SUBBASE OR CEMENT STABILIZED SUBBASE TOP OF I -f EDGE OF PAVEMENT I' 90" TRAVEL LASS -1----J-4 -------�-- I YI I•N EDGE OF PAVEMENT Try SHOULDER LINE IOALI►Al TOE OF FlL / LIMITS OF PAY FOR OUTLET PIPE PLAN VIEW SHOWING PLACEMENT OF CD-2 UNDERDRAIN NON -PERFORATED OUTLET PIPE TYPE OF PIPE CRUSHING STRENGTH )(W.T. " NOM. DIAMETER )EW,T, 6" MOM. DIAMETER SMOOTH WALL PVC .103 0.153 SMOOTH WALL PE 70 PSI )GIN)( 70 PSI MMM i666.66606 _ �- SELECT MATERIAL TYPE R OR SMORADE X WALL THICKNESS (MNI - INCHES 6-6.6 a-6.6-6-a- _ o - o - o - o o (CEMENT OR LIME STABILIZED) M3{M TESTED ACCORDING TO ASTM D-2412 AT 5 X DEFLECTION. 1157 AGGREGATE, 1)e AGGREGATE OR CRUSHED GEOTIXRLE GLASS MEETING NB GRADATION REQUIREMENTS. GENERAL NOTES 1. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HMG TAMPED TO INSURE COMPACTNESS. APPROACH SLAB PAVEMENT 2. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MIN. to DESIRABLE) GRADE. BRIDGE 2 SUBBASE 3. ON CURB AND CUTTER SECRONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR UNDERDRANS, THEY ARE TO BE LOCATED SO AS TO DRAN INTO DROP CD-2 - INLETS OR MANHOLES. 5'-0" S� NOAZIS (BE�T� THD 4. ON SUPERELEVATED SECTIONS, TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. S. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1'-0" PROVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. PLACEMENT OF CD-2 UNDERDRAIN AT 6. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ME TO BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 7. OUTLET PRE TO BE SECURELY CONNECTED TO EW-12OR OTHER DRAINAGE STRUCTURE. SPECIFICATION STANDARD COMBINATION UNDERDRAIN �VDDT REFERENCE ROAD AD BRIDGE STANDARDS 232 (AT GRADE SAGS AND BRIDGE APPROACHES) REVISION DATE SHEET 1 of 1 Sol ]01 VIRGINIA DEPARTMENT OF TRANSPORTATION DB.05 CG-6 NOTES( 1. THIS REM MAY BE PRECAST OR CAST N PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST N PLACE, 4000 PSI F PRECAST. 3. COMBINATION CURB M GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ILONO FACE OF CURB) SHALL BE PIN) FOR AS RADIAL COMBINATION CURB M GUTTER. 4. FOR USE WITH STMRJZED OPEN -GRADED DRAINAGE LAYER,THE BOTTOM OF THE CURB # GUTTER SMLL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWABLE CRITERIA FOR THE USE OF CG-6 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SHOWN N APPENDIX A OF R THE ROAD DESIGN MANUAL IN THE SECTION ON GS URBAN STANDARDS. • D A BE CONCRETE OF THE CONTRACTOR ERENCE COMBINATION 6" CURB AND GUTTER ROAD AND BRIDGE STANDARDS 105 REVISION DATE SHEET 1 OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 A LJ A R1-1 STOP *Reduce spacing 40% A i666.66606 _ �- SELECT MATERIAL TYPE R OR SMORADE X WALL THICKNESS (MNI - INCHES 6-6.6 a-6.6-6-a- _ o - o - o - o o (CEMENT OR LIME STABILIZED) M3{M TESTED ACCORDING TO ASTM D-2412 AT 5 X DEFLECTION. 1157 AGGREGATE, 1)e AGGREGATE OR CRUSHED GEOTIXRLE GLASS MEETING NB GRADATION REQUIREMENTS. GENERAL NOTES 1. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HMG TAMPED TO INSURE COMPACTNESS. APPROACH SLAB PAVEMENT 2. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MIN. to DESIRABLE) GRADE. BRIDGE 2 SUBBASE 3. ON CURB AND CUTTER SECRONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR UNDERDRANS, THEY ARE TO BE LOCATED SO AS TO DRAN INTO DROP CD-2 - INLETS OR MANHOLES. 5'-0" S� NOAZIS (BE�T� THD 4. ON SUPERELEVATED SECTIONS, TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. S. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1'-0" PROVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. PLACEMENT OF CD-2 UNDERDRAIN AT 6. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ME TO BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 7. OUTLET PRE TO BE SECURELY CONNECTED TO EW-12OR OTHER DRAINAGE STRUCTURE. SPECIFICATION STANDARD COMBINATION UNDERDRAIN �VDDT REFERENCE ROAD AD BRIDGE STANDARDS 232 (AT GRADE SAGS AND BRIDGE APPROACHES) REVISION DATE SHEET 1 of 1 Sol ]01 VIRGINIA DEPARTMENT OF TRANSPORTATION DB.05 CG-6 NOTES( 1. THIS REM MAY BE PRECAST OR CAST N PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST N PLACE, 4000 PSI F PRECAST. 3. COMBINATION CURB M GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ILONO FACE OF CURB) SHALL BE PIN) FOR AS RADIAL COMBINATION CURB M GUTTER. 4. FOR USE WITH STMRJZED OPEN -GRADED DRAINAGE LAYER,THE BOTTOM OF THE CURB # GUTTER SMLL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWABLE CRITERIA FOR THE USE OF CG-6 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SHOWN N APPENDIX A OF R THE ROAD DESIGN MANUAL IN THE SECTION ON GS URBAN STANDARDS. • D A BE CONCRETE OF THE CONTRACTOR ERENCE COMBINATION 6" CURB AND GUTTER ROAD AND BRIDGE STANDARDS 105 REVISION DATE SHEET 1 OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 A LJ A R1-1 STOP *Reduce spacing 40% A A BE CONCRETE OF THE CONTRACTOR ERENCE COMBINATION 6" CURB AND GUTTER ROAD AND BRIDGE STANDARDS 105 REVISION DATE SHEET 1 OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 A LJ A R1-1 STOP *Reduce spacing 40% A B C D E F 18 .375 6 6 C 3 7.75 24 .625 8 8 C 4 10 30 .75 10 10 C 5 12B 36 .875 12 12 C 6 15 48 1.25 16 16C 8 20 COLORS: LEGEND - WHRE (RETROREFLECTIVE) BACKGROUND - RED (RETROREFLECTIVE) 1-1 MUTCD STOP SIGN DETAIL No Scale TOP OF CURB 12" \A d : e d. 9 CONTINUE 21 B STONE BASE j FROM ADJACENT PAVEMENT SECTION UNDER CURB FLUSH CURB (PARKING LO No Scale VDOT A-3 CONCRETE CONCRETE BUMPER BLOCK ANCHOR WITH 5/8" REBAR IMBEDDED 24" IN GROUND HANDICAP SIGN HANDICAP SIGN LOCATION (VAN) FACE OF LOCATION (TYP.) CURB � 0 0 PAPER INTED D k 18, 18' 4„ 2 MAX. VDOT PAINTED I„ coGr STRIPE 9' 1 5' 1 9' 1 9' 1 8' 1f TYPICAL I VAN ACCESSIBLE ACCESSIBLE HANDICAP SPACES TYPICAL PARKING SPACE DETAILS No Scale (TYPICAL) 9' REGULAR SPACE NON -SLIP BROOM FINISH VARIABLE WIDTH' MAX. CROSS SLOPE 2% COMPACTED SUBGRADE d 4" 3,000 PSI AIR -ENTRAINED CONCRETE 4" TYPE 21A STONE COVER DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT STANDARDS. 1.5" ASPHALTIC CONCRETE SURFACE COURSE - SM-9.5A 2" INTERMEDIATE BASE COURSE - IM19.OA 3" INTERMEDIATE BASE COURSE - BM25.OA 8" TYPE 21-B AGGREGATE SUBBASE COURSE COMPACTED SUBGRADE (PER GEOTECHNICAL REPORT) DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS HEAVY DUTY ASPHALT PAVEMENT SECTION No Scale 2" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A (PLACED IN ONE LIFTS) 8" TYPE 21 B AGGREGATE BASE COURSE COMPACTED SUBGRADE DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale EXPANSION JOINT WITH PREMOLDED EXPANSION 1/4" SEALANT FILLER, "ZIP STRIP" OR NON -SLIP BROOM FINISH EQUIV., SEAL WITH WWF 6x6 W2.9xVV2.9 SILICONE SEALANT 211 F(ESERIIED FIESEW PAWFNG PAWM 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 pg(gLjY PBVALTY GRADE SIGNS AS RESERVED FOR PHYSICALLY -MFIE r DISABLED PERSONS. PROVIDE ONE (1) R-7-8 TOW AWAYZOFE TOW AWAYZOIE SIGN AT EACH PARKING SPACE INDICATED ON SITE PLAN. SIGN SHALL BE ALUMINUM (PAINTED WHITE) WITH GREEN LETTERS AND VAN INTERNATIONAL WHEELCHAIR SYMBOL. SIGN ACCE'89ELE F6` ABOVE SHALL BE PLACED ON STEEL POST 1-1/2" 0 FINISHED PAINTED BLACK SET IN MIN. 2' OF CONCRETE. GRADE ADA PARKING SIGNS No Scale �• -• -• -• -• -• -• -. r~�.~ 10" 3,000 PSI AIR ENTRAINED PORTLAND CEMENT CONCRETE 6" TYPE 21A STONE COVER COMPACTED SUBGRADE (CBR 11.2) 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 GL CG-6 1.5" SM-9.5A 20' 11 2.5 (PAVEMENT WIDTH) f 2D/n 1 20/ 1 COMPACTED SUBGRADE 2" IM-19.OA 5, 6' 3" BM-25.OA SIDEWALK (PLANTING STRIP) 4T PARCEL WIDTH COVERED BY PRIVATE & EMERGENCY ACCESS EASEMENTS NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND ALBEMARLE COUNTY DESIGN STANDARDS. V BEYOND THE BACK OF CURB (TYP.) PUBLIC ROAD CROSS SECTION No Scale 2016 ROAD & BRIDGE STANDARDS NOTE: WHEN A PEDESTRIAN ACCESS ROUTE CROSSES A COMERCIAL ENTRANCE THE CROSS SLOPE SHALL BE 2X FOR A WIDTH OF 5 FEET. 3 A� •(STREET APPROACH SAME SURFACING (RADIUS TO BE AS I o C C SHOWN ON PLANS) AS MAINLINE ROADWAY (SEE NOTE 3) in _ _ _ _ _ _ (RADIUS TO BE AS SHOWN ON PLANS) / CG-2ITE (SEE SIDEWALK SIDEWALK (SEENOTE 5) tt UNPAVED SPACE EXPANSION EXP/ JOINT JOIN - _ 4 NOTE: WIDTH "B" 2'-0" OR AS �ca' MAINLINE ROADWAY SHOWN ON TYPICAL SECTION. A 0.5, 6' (PLANTING STRIP) CG-2 5' SIDEV GENERAL NOTES 1. WHEN USED IN CONJUNCTION WITH STANDARD CG-3 OR CG-7, THE CURB FACE ON THIS STANDARD IS TO BE ADJUSTED TO MATCH THE MOUNTABLE CURB CONFIGURATION. 2. SEE STANDARD CG-12 FOR CURB RAMP DESIGN TO BE USED WITH THIS STANDARD. 3. MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE R/W LINE (EXCEPT ANY SUBGRADE STABILIZATION REQUIRED FOR MAINLINE PAVEMENT WHICH CAN BE OMITTED IN THE ENTRANCE.) 4. RADIAL CURB OR COMBINATION CURB AND GUTTER SHALL NOT BE CONSTRUCTED BEYOND THE R/W LINE EXCEPT FOR REPLACEMENT PURPOSES. PLAN VIEW ENTRANCE NOTES 5. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK MAINLINE ROADWAY SLOPE TRAFFIC, THE DEPTH FOR SIDEWALK & CURB RAMPS 10'PARABOLIC CURVE (ENTRANCE ONLY( WITHIN THE LIMITS OF THE RADII SHOULD BE INCREASED TO 7". (SEE CG-13) EDGE OF PAVEMENT OR B%MAX. D OPTIONAL FLOW LINE GRADE CHANGE ® _ _ - - p 6. PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW _ (SEE LINE IS REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS MAINLINE ROADWAY - - - - - - - - - - - NOTE 7) THE ENTRANCE. D 7. THE DESIRABLE AND MAXIMUM ENTRANCE GRADE CHANGES GRADE CHANGE I T" ARE LISTED IN THE ALLOWABLE ENTRANCE GRADE D TABLE. THESE VALUES ARE NOT APPLICABLE TO STREET CONNECTIONS. ® CONSTRUCT GRADE CHANGES WITH A PARABOLIC CURVE. SECTION A A 2" B °. za .) -� CLASS A3 •c. .u. ,p ' .e. CONCRETE SECTION C-C INTERSECTION NOTES 8. WHEN CG-11 IS USED FOR STREET CONNECTIONS, THE CONNECTION MUST BE DESIGNED IN ACCORDANCE WITH AASHTO POLICY AND THE APPLICABLE REQUIREMENTS OF THE VDOT ROAD DESIGN MANUAL, INCLUDING STOPPING SIGHT DISTANCE AND K VALUE REQUIREMENTS. 9. OPTIONAL FLOWLINE MAY REQUIRE WARPING OF A PORTION OF GUTTER TO PROVIDE POSITIVE DRAINAGE ACROSS THE INTERSECTION. ALLOWABLE ENTRANCE GRADE CHANGES ENTRANCE VOLUME GRADE CHANGE .D" DESIRABLE MAXIMUM HIGH MORE THAN 1500 VPD 0 % 3 % MEDIUM 500-1500 VPD S 3 % 6 % LOW ILESS THAN 500 VPD < 6 % 8 % NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT APPLICABLE TO STREET CONNECTIONS SPECIFICATION `Vp[]T REFERENCE METHOD OF TREATMENT ROAD AND BRIDGE STANDARDS 502 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE SHEET 1 OF 1 VIRGINIA DEPARTMENT OF TRANSPORTATION 07/15 203.04 2016 ROAD & BRIDGE STANDARDS WP-2 EDGE OF EXISING PAVEMENT (AS DETERMINED IN FIELD) TACK COAT THE PROPOSED CONSTRUCTION JOINT EXISTING ASPHALT LAYERS PROPOSED ASPHALT LAYERS EXISTING SUBBASE PROPOSED SUBBASE COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS ® PROPOSED MINIMUM 11/2 INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) x MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS AS DETERMINED BY CORES (SEE NOTE 3) NOTES( 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT. SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. 3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART. 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1 %2 INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED BY THE ENGINEER. 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. 6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER. 7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(a) OF THE SPECIFICATIONS. ROAD AND BRIDGE STANDARDS SHEET 1 OF 1 REVISION DATE 303.02 ASPHALT PAVEMENT WIDENING FOR WIDENING SUBJECT TO TRAFFIC VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATION REFERENCE 315 AI Bryan D. Cichacld Lie. No. 53741 nE 0 0 U N � N 0 > E w a E LU Q UM o 3 0 LL wO `6,^ CC W L M d J U 00 w J -N Ce Iy rn d (B N V (D LU w v 3: Q = D C LL 0 C = 0. (nS �N F Q EO10 N W M a v CD w H- vi M O 2 (7 0 F 0 w W_ 2 U Z 0 > O N z 0 Z 4 0 # EL F � Z U w U) 0 0 Z U 0� (f) Z >Z) LU O LU 0 DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY 8. CICHOCKI SCALE N.A. 1� Cz 1-i i UQ O J J Q aLu W ' co aU_ °6 _ W a � O ° Z Q O O 2 Z) 0 Y )OB NO. 47118 SHEET NO. C 1.1 L 1 x6CAF 1 x 6 TRIMMEF 2 x 4 RAILS FRAME & COVER (SEE FIG. S-I-D,E) E °i NOTE, MIN, 60' DIAMETER MANHULE I`J STREET R E REQUIRED. z NON—PAVEDFAREAACE PVC CRGSSUSE SLOPED AREA APPROVED FLEXIBLE RUBBER 0" 1'-0" MAX MU �a2'-0" V2' Boor, 0 3000 PSI CONC. BASE BENCH SLOPED TO FLOW g GASKETED CHANNEL 1/4 1 MINSTOP COUPLING o > f— RUBBERCOATED STEEL MIN Eg$o STEPS CAST IN PLACE3'-0" gg..__°°�'tTJWNLESSAS 4o N EEL) -i! D EVERY fII:N �� PRECAST REINFORCED SECTIONS CO N o rcp. !;,11..�*•_ j _ �,� IL/ •yp C B' VERnCALLr 4 4 - - 1 BRANCH RINGSEALSA 6" MAX 2 <E\g o 90' RESTRAINED BEND •;a 12" —� r— MINIMUM ELEVATIOER e' / / J - DIFFERENCE ACROSS M.H. 5" 4'-0"5: -WENTE E A E INLET ET �� . . . • SHALL BE 0.20 FEET Eaa' `:v E n 4 AA . • SEWER ° • •P PIPE Q 2" dNEL DEPTH OF FLOW CONCRETE ' VARIES FILLETS �E \„0G �� TO vom PLAN 3/4CHANDIAMETER OF CONTRIBUTING a '. • '' SEWER. 12 PROFILE •'" ',/ 0 MIN. 6' BEDDING VITH NO, 68 STONE NOTE: A FILLETED INVERT OR A SM00 • 1. HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN TWO (2) FEET. FLEXIBLE CONNECTION WITH STAINLESS STEEL ALL CONNECTIONS TO BAND EXISTING MANHOLES SHALL TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE PROVIDED. MIN. 6" BEDDING 2. VERTICAL DROP PIPE SHALL BE SOR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECFED TO w BE CORED AND A FLEXIBLE NOTE : W/ NO. 68 STONE �r g� O THE DROPFIrnNGWITHSTANDARD GASKErJOINT. 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 MADEOF o INSTALLED SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. $ 6 Nn �� w STAINLESS STEEL. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE �u `• u :°D'+ ¢ 4.SHAPE INVERTAS NEEDED TO PROVIDE SMOOTH TRANSITION FROM OROPCONNECTION DISCHARGEPOINT 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. O O 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 12" 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. V DUMPSTER PAD R EL 17'-0" - 1 x 6 OUTSIDE ELEVATION 3 SIDES VARIES VARIES .. �r IIIII IIII IIII NOTE.ALL LUMBER SHALL BE PRESSURE TREATED INSIDE ELEVATION 3 SIDES 1/ H F DUMPSTER ENCLOSURE DETAILS 1 x4CAP 0VER OUTSIDE GATE VIEW INSIDE GATE VIEW SHAPE TO ELEVATION OF MID -POINT OF LARGEST PIPE. `°- SLOPE TO DRAIN TO AVERT OF OUTLET PPE .CTION A -A IF TREATMENT IN DROP INLETS SLOPE TO DRAIN TO INVERT OF OUTLET PIPE -o PLAN METHOD OF TREATMENT IN MANHOLES = SPECIFICATION ROAD AN`RID�TANDARDS STANDARD METHOD OF SHAPING REFERENCE SHEET , OF , REVISION DATE MANHOLE & INLET INVERTS 302 106.OB VRGNA DEPARTMENT OF TRANSPORTATION 4 x 4 METAL POST UNLESS )TED POST ELEVATION IMMER ING AIR RELEASE VALVE BRASS OR BRONZE PIPE SUPPORTS OR CEMENT BLOCKS 27 1/2' DIA [699mm] 26 1/4' DIA [667mm) I 24' DIA _ T"- [BOemm] 28 7/16" DIA - DIA] 35' DIA _ [914mm] FRAME SECTION LETTERS FLUSH) [38mm) 7' I- [178mm] B/8" J (lomm] I 0 26" [660mm 1 1/2' 13/16" r [38mm] F [20mm] i 3 1/8" [541nm 3 t3/1s" [93 I _ [07 mI --"-Ilf IIII------ 25' 1 3/8" [635mm] 0 it/16" [m"T] g/t g" O.D. OF GKT GROOVE [77mm] [14mm] SECTION VIEW 1/4" (6mm) DIA CAM BOLT sE ASSEMBLY NEOPRENE GASKET DETAIL L (2) WSHR 1/16 X 5/8 X 1 1/2 S C 1800" (PICKBARS 1 5/8' RUBBER PARIII 0o981015 (2) BLT HFX S/8-11X3 1/2 SS l W [5mm [41 mm RTS 00981250 .2400" 1 1/8" {29mm) DIA BO55 [6mm [1a/N21m .63 DIA STANlE55 STEEL RODR7981318 5/21 ID 1.50 OD SS PLAN VIEW PICKBAR & LOCKLUG HOLE DETAIL NOTES: 2) NUT NX 5/8-11 ZN NYLK *(2) RTiI00981284 1. ALL MANHOLES WITHIN 100 YEAR FLOODPLAIN OR LOCATED IN AREAS SUBJECT TO FLOODING SHALL HAVE WATERTIGHT FRAME 6: COVER.) NUT HX JAM 5/8-11 ZN S ALTERNATIVE DESIGN FOR WATERTIGHT COVERS WLL BE CONSIDERED. RT/ W901228 3. COVERS SHALL BE FIXED TO FRAMES NTH LOCKING LUGS OR SIMILAR ASSEMBLY. TYPICAL WATERTIGHT (SHORT)SPART# LUG MANHOLE FRAME & COVER LOCK LUG ASSEMBLY COPPER" SOFT STOP N.T.S FIG S-I-E SHED GRADE REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL 36' MIN LARGER THAN 5" IN ANY DIMENSION INZE GATE VE 24' MI INITIAL BACKFILL+ EMBEDMENT 8"MIN (6" LIFTS) THOROUGHLY COMPACTED I SPRING LINE OF PIPE NO, 68 STONE G BY HAND OR APPROVED MECHANICAL TAMPER MUNCHING .II BEDDING 6" max 4" min OUNDATION SHALL BE REQUIRED WHEN SOIL STONE CONDITIONS ARE UNSTABLE NOTES: 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL, SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER LINES 12" AND LARGER USE 2' A.R.V. AND FITTINGS. 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT THE MANHOLE CONE. 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 Bryan D. Cichoeld Lie. No. 53741 M E 0 rn o N � N C > E w a E < w w 3 U.0 U. 0 3 w 0 m 0 W L M Q�J VGO J —N .. o IA N V 0 W 0 M I. 30�1x oc=LL Ln = N =v>M MT .o, N a � =, r�7 LM Z .•H O 4k CL F a. Z V w Lu 0 O z O U) z LO F Q 0 DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE N.A. N 1� cz 1� `U) i UQ O>J MJ W J ct� Q [- LLJ m 0 a LL °6 2°LL a � O Q ° Z O O 2 ,O V 1 3013 NO. 47118 SHEET NO. C1.2 L N.T.S. AIR RELEASE VALVE (ARV) NTS NTS FIG. S-3 VARIES WATER MAIN-/ / M.J. FITTING L 4" DIP RESTRAINED JOINT FITTINGS BOX TO METER BOX (SEE FIG. THRU W--7E). •-- 101E-- 1 / 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 CHARLOTTEB- VILLE THREADS WHICH IS ATHE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' IN (270) 2, To 10' 18"-22' ALVE BOX 7 CU. FL #68 STONE 42"MIN 6" GATE o °• 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 TREE OF CONCRETE 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. A THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF 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 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 H' MIN. 8' MIN. f 17.5'8' MIN. q (22.5- FOR COMPOUND METER) A: e •o- 4- a e IMF FOR COMPWND METER) 16 MIN. 17.5'� yT}I 37' MIN. 12" YIN. wNGNUT LOCKING ASSEMBLY 1 `• NOTES: 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. 2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN -PLACE VAULTS SHALL BE 4'. MINIMUM WALL THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE 8". 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATER PROOFING COMPOUND. TYPICAL METER VAULT (2" METER) NTS FIG. W-7C TD-16 - ruK wI a M 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" - t'-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" 1r 3'- 4'-3' T-0' 2'-3- S-6' 2" -5 V-6' 3'-3' 3-0. V-e• 2 1/r -6 3'-0 2'-6' 1'-e V-W 1 14- - 4'-3. 7-e• 2'-9" 3'-3" r 22 t/2•r W-0 3'-0 2'-9 X-9 2' W 8'-3 S-0 3'-B" 4'-3 2' I -0 7'-8 3'-3' 4'-0" 5'-e 2 7/r 0' V-0 S-0" 3'-3" 3'-3" 2 1 4 8 W-8 T-O' 3'-8' Y-9- 2 1 4' 4S 1'-e 3'-0' ♦' 5'- 2 1 4 -3 •'- J'-3' 6'-0 5'-9" 2 I/2' - tt•- s-•^ e•-a r-3' z t CHART FOR UPPER VERTICAL BLOCKING B" B ww fn = Ulm. 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 Oy CENTER FosCONCRETE 12' BENDS & 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 CertiflcOtion 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 Nis Fig. W-30 TD-6 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT DF WAY. VARIES �-lair-•- 10' 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 r 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 Pam\\��\\ 1 - 1 1- 10 _=10!!KII. SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL TEE AND PLUGS VOL SIZE OF (FEET) W.M. FEE CU.YD. BEND L I H I T I L I H I T 90 2.50 2.50 101 0.24 4" & 8• 45 200 225 7 So 0.15 200 225 25D 0.15 221/2 1.50 200 2.52 0.10 111/4 1.50 ZOO 2.50 0.10 90 3.60 3.16 3.21 0.48 46 266 280 2.77 0.26 8" 221/2 1.66 2.15 289 0.13 3.18 2.91 266 0.32 111/4 1.66 2.16 2.67 0.13 90 4.83 3.83 3.42 0.83 10" de 12" '�` 3.33 3.58 295 0.43 3.83 4,00 2.83 0.52 221/2 2.33 2.58 2.86 0.24 11 1/4 1.83 2.33 2.84 0.18 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2 USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS NTS FIG. W-3 m-3 Bryan D. Cichocki Lie. No. 53741 `SSIONAL ��` V7118 H M E 0 0 rn U N Vi N C > E ai E w Q UM o 3 O U. w Lu m a_j U 00 Z .•4 w w -N O # rn a(A" F (D W D_ Z of LU 30lf�)x U w 0 0 O oQ �LL U U)= 0ry Z O} FvaU ui U)Z w O w4 v o w 10 H- N 0 2 (7 0 o w N LU W 2 Q O U 0 N Q 00 aD z O V) DATE > 0 } 0511412021 DRAWN BY K. ROESER • DESIGNED BY • K. ROESER • CHECKED BY B. CICHOCKI • • SCALE N.A. 71 cz U O J LL Q C2 I - Q W LLJ' DO a_ Q °es O W a � O Q O Z O O 0 T� i D O IOB NO. 47118 SHEET NO. C1.3 L LEGEND I ; Tx 0 STEEP SLOPES -MANAGED Bryan D. Cichocki Z STEEP SLOPES - PRESERVED I I II Lie. No. 53741 EXISTING INTERMEDIATE CONTOUR EXISTING INDEX CONTOUR - - - - �O I 7 �SSIONAL7��8 EXISTING EDGE OF PAVEMENT _ - EX. EP- - EXISTING CURB AND GUTTER _ _ EX. 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CONTRACTOR / / / / ,' / - - - - '' / / / ' '- - - - -_ - __ - _ _ _ O TO COORDIN-ATEWITH ,/ /' / /' / ,/ (�' ' / ' /----------_ _ - _ } DRAWN BY EX. ELE l�l STRlB�/TIQN / GP ' / � — - K. ROESER LIMELAS T F'OR,VIRGINIA I - / '251. p 1 , / PUBL/E R l COMPA4VY 1 ' / / - //' 3 OF / / I / O.H. ELECTRIC / I / _ 9 , _ _ (WIDTH ,S ECIAIED� ' / HP • DESIGNED BY PARCEL 09000-00-00-OOIAO \ \ \ \ \ ! - - / ' , / DB. 247, G 50 / TELE 8) TVLINES o \ / , / / / l l / ' K. ROESER / , \ SOUTHWOODCHARLOTTESVILLELL I I \ \ \ \ \ \ \ \ \ / , -U O _ _ / / , / I I I • / / \ N�IGHBOI�HOOD MODEL DISTRICT 1 I \ \ \ \ \ \ \ ` \ \ / / - , / / / / 1 \ �? 510.4 • CHECKED BY Dh 3375 PG. �63 I I \ \ \ \ \ _ / 9p • B. CICHOCKI NEW _ --- , \ I I 1 \ \ �\ \ 0\ I I I O `� ``�\ \ �, U ' / / / I ` I \ / • • SCALE \ \ SOH / OF r OVA?' 1"=30' All\--- ON O -' EXISTING ELECTRICAL! DISTRIBUTION LINE Ef\SEMENT TQ— /' BE VACIATED. INST�tUMENT (DBI 247, PG. �07) DOES LOT SPECIFY VSI� ' /' / / /' / /'� EASEMEN WIDTH. 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Cichoclri Lie. No. 53741 O O / O/ 1 O° I , \ I /, M E //\\ / r ° 0°°° 1� N U °O O / / 01 \ \� O v E �jl o �r r = uj 1—�� — -- /�i� a03 /^ O i \LL ° °\ — - --- Omo — — ---- -- -- - - -- / WoV� o o n o \ \ o / i — — — — --- - ---- -- -------------------- I- ------- — — — � ce > o ry Ul ° / \ °o \\ \ '( r...-j �' —__ -- —� --i --- o SEE SHEETS C �'L`\ / ?F °'v w °� ° \ / / - - — C4.7, AND C5. / v LL w � / / ° \ \ BLOCK 2 ° / \ \ �\ � Z / (0 ° p W o . . °o ° \°\ ooe /° /,\�\�—\\ / l,0— a\r\/ \\—A \\o_-\.�—/ '►/oS-C—'_ -�U %_\/_ 0 of S\_V �1E'C�� Ef-\1CSi\ H�$e,EF�. E��/DT�S° 0 0 ° O� w O O !�G-,/®i _>�\\O/`\.-��P� c ®������-^-I•�1�_</\ �- -/UO—`\ �e °O I00 O °� J�� a oI/- —y\�j'Os(Ev \1 _ - j°"• .-\ ��/'%/ Jv`p-\�I�C`/— ��I I ' �l�I\_.;I`` I1` \,/—\•/�//_\ //�C\7/—/ / �F • 1I )% \ •:• •• vZ>i• O(TQQT�inO OLI D ATE o os1Ia1z oz l o ° 010 DRAWN BY° BLOCK 19�L K5 I7 00 it/ I- 0 � BLOCK 3 K. ROESER o B 4 IT G�/ 1 DESIGNED BY O joI /O 0� K. ROEE ° r� 01 O CHECKED BY 00 / B. 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No. 53741 9/20/z( m E 0 s N N C > E LL v E Q LL o 3 0 LL w w m -i-i tY W = M QLJ Vc° J -m w m vi (7W NV W M I. 30t,x oa =LL ti = N N =v>m I- Q 0 M °' N III W M O_ v -. uri x 0 F 0 w Lu Q z O m O Lm z .­1 O It a F �z V w 0 0 z u O V) z Lu O F 0 DATE 05/14/2021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY 8. CICHOCKI SCALE 1"=100' IN 1"I cz i Z U J O> JLI (D m _j ` � /^, 2:V / i co a a /_ LL CL O = � J a z Q O 0 W O O O 2 IIIIIIII- Z) (O V / IOB NO. 47118 SHEET NO. C2.2 0 , 5 m N J = C > m 0 III 3 m N 0 0 D a I m 0 a v N 0 v 2 0 I s N , m , c 0 0 3 a D 90 o O O. `z 20 o 2 c 2 m w a 0 c m m a0 0 x w O 3 Z m O a 2 ro F m o r &3 O. 0 c 2 :22 h X = 0.0 016 _0 Z 12 0 ` o m 06 a c Nc 0a 0 �o m46 a = c m c ° c 0 nm E 0 _ L I_ 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 30 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. MANAGEMENT STRATEGIES 1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY FOLLOWING INSTALLATION. 2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER CONTROLS. 4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3:1. FOR SLOPES GREATER THAN 3:1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK. FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE 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 (ftF 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 21 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 LyygE ®' nEv. Bryan D. Cichocld DRY STORAGE H YMPna U Lie. No. 63741 N 'P O WET STORAGE (ExcAVAEEo) �'%'IONAL O FLIER aorH oPrANAL cxluNo ELEv. -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) volume(cy) GROUND \ ELN. 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 vARus� .• Lux. \ 1 1 FLTER CLOTH CMONAL GRCIING ELt 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: 26X22' 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 (sf) 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 CL 5: 0 N fA N U W w v 3: 0 X LL Qv = > N F U Q 0 o O1 N � M C V Go J CD W L� Z - 0 41Z a F- a Z U W 0 O Z U O (n Z > > � O W 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 1__1 Z (� rQ V / VJ 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 0 o= O 3 rn z„ 0 � a E, o &_ o .3 CL m N 2 Y �N X0.0 = g„ 0 0 E `o M dM o � �a 10 'a 0 0.2 a c m o m 0 nE c E F_ L 111 Q� PIPE OUTLET CONDITIONS 70' MIN. 5:1 EXISTING COMPACTED SOIL CWD TO HAVE VDOT A PAVEMENT 3 Bryan D. Cichocld 'Z STANDARD EC-2 1 I MATTING ON UPHILL A A FILTER 6" M MOUNTABLE BERM A H U Lie. No. 53741 18" MIN. j ! ! ! ! ! ! SIDE TYPICAL ORIENTATION OF VESCH TREATMENT - 1 SOIL (STABILIZATION BLANKET) CLOTH (OPTIONAL) ! 1 1 FLOW 4 4 4 4 t SHALLOW SIDE ELEVATION 0� MUNSON4 OimilFAIIRil IIIIRROI 3d0 SLOPE -.' ON SHALLOW SLOPES, STRIPS NETTING EXISTING GROUND �s` IONAL �1 7� EffillioilIffillIII NilIffillIII�I�I�I�I�I�I Ims do PROTECTIVE COVERINGS MAY BE APPLIED 70' MIN. PIPE OUTLET TO FLAT ACROSS THE SLOPE. � WASHRACK T 10' MIN. 4.5' MIN. B OPTIONAL 1 AREA WITH NO WHERE THERE IS A BERM AT THE BERM o E DD CWD 3.09-1 DEFINED CHANNEL PLAN VIEW TOP OF THE SLOPE, BRING THE MATERIAL OVER THE BERM AND 10 EXISTING 1z' Mw.' MIN. PAVEMENT N c Le STEEP 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 SEDIMENT *MUST EXTEND FULL WIDTH OF~ ; � w °i E _ 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 - _ TA BRING MATERIAL DOWN TO � t M d v s z0 LEVEL AREA BEFORE 4 12' MIN. > oo ry H N 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO TERMINATING THE =- INSTALLATION. TURN THE 3"MIN. z W w M - H a V z 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. '> m X N POSTS. - - 6' CLOTH FOR ENTIRE PERIMETER DITCH AT 12" INTERVALS. FILTER CLOTH SECTION A -A _j a �d CC e O �Aypy -III M'P;X - IN DITCHES, APPLY PROTECTIVE COVERING O .0 = Ln _ @ " x v ¢' m kO F z O U P PARALLEL TO THE DIRECTION OF FLOW. 6 7 ^ N z 3do USE CHECK SLOTS AS REQUIRED. AVOID JOINING MATERIAL IN THE CENTER OF THE _ ti w O V O ' A (MIN.) DITCH IF AT ALL POSSIBLE. a FLOW II o _1 "- - ¢" do REINFORCED CONCRETE DRAIN SPACE PIPE OUTLET TO SECTION B-B WELL DEFINED CHANNEL PLAN VIEW BM 3.36-1 CE 3.02 vi O 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 w _- La F N N ry TYPICAL VESCH TREATMENT - 1 (SOIL STABILIZATION BLANKET) INSTALLATION CRITERIA 0% a =111i FLOW /r III -III=' z 00 o\ � OfJj=11=' I - I 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. _� \� -�- 05/14/2021 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: 44 12" MAX. 4:1 OR FLATTER O K. ROESER 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR JUNCTION 6" MAX. STEEPER THAN 4:1_ SLOT FILTER FABRIC 1 -- - _ � - � - � 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 ABUTTEI I I I 1 11 1 1 1 1 1 TERMINAL FOLD (JUTE MESH WILL HAVE I \ • DESIGNED BY K. ROESER 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 1 1 1 I • CHECKED BY -I SF 3.05-1 INCHES. MESH ONLY) 1 TAMP FIRMLY • B. CICHOCKI oP 3.18-1 O ANCHOR SLOT 5' MAX. 4:1 OR FLATTER 3' 1 I v MAX. STEEPER THAN 4:1 1 1 1 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 Z" 1 1 I I • TAMP z I I I .•:.i. a;: �I �I ��II ��II El��II 1-I G 1� 1-� 1-� _ _ 000 TABLE 3.32-C SITE SPECIFIC SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN FIRMLY CHECK SLOT L7 1 I I I I m t VAR.y VAR.�t 2" 0 O O y.. R SEDIMENT a.: CONCRETE - '^ AREA ~ STAPLE FORMED FROM NO.1 1 STEEL WRE. CHECK SLOTS ATMINDWTH INTERVALS; NOT REO.'D VNTH GUTTER 12 CURB INLET N J STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION TOTAL LBS. PER ACRE F STAPLE MIN. LENGTH FOR SANDY $OIL. 6" STAPLE MIN. LENGTH FOR OTHER $OIL. ALL COMBINATION BLANKET$ '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 C\I�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) � 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 4WOOD 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 = 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 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 Q 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 ,-- 1 1j MIN. z O - 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 oX L'z 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 m o ao c E F_ L I EROSION CONTROL LEGEND I I * LIMITS OF CLEARING AND GRADING \ \ I I I DRAINAGE DIVIDE SOIL AREA DIVIDE /-- / /,'/ / / / � � � / ! / / ' �/ � ' �- - / ' /' ,r'' / /' 7 � � SAF —SAF— SAFETY FENCE 3.01 '__- _' �_;= � _ __ _%;� ;==-___--_ _ _ _ = i, ,- /' CONSTRUCTION ENTRANCE 3.02 SILT FENCE 3.05 S -? n D. Cichoclri Lie. No. 53741 - INLET PROTECTION 3.07 / IP / / / ' / ' / / W ------ -/------------ ---------/--------------- ----------- --L ��_ / I VI'1 --r---- DD DIVERSION DIKE 3.09 °u / ' ' / / / / I ---- --/-- --- \ I ry \--------------- -- SEDIMENT TRAP 3 13 I / r / / ti I / / / I ` \ -- -- �- ST v E I — \ I I — ' I ( / 1 l/=--'—/`/ / /' /' / /' / / , , I / I I /I I I /I I / \ _\_�\-i�� — ===aa> Hvw3 / ___-----_--\l-------------------------`-------- OP OUTLET PROTECTION 3.18 DLL 'I /' /' / r / / / l ,' 1 —ate==� _ �� J\ \ I �oL6 / / I I_________k----- 1 I I - TS TEMPORARY SEEDING 3.31 _j smo Lu r--- \ \ _ - _ _ _ t-- - 1 — — — — /,-} - - 1 \ \ \ \ I ------- ------- - \ PERMANENT SEEDING 3.32 \ \ `\ -� PS � W v v _ ---- a r \ , \ \ ` - \ - -`- - \ \----------- + — \ \ ` \ 0 / 1 I - -I- t 11, 0.02'-------------------- - I 1 ----- 1 1 \/ \ 1 , } \ C- - e\ I \ \ - \ \ \ \ - - _ \ MU MULCHING 3.35 / I --- -- �-- T------I \ \ _--------\- --\--- \ \ --- \ \ ------- r y \ 7 \ \ \ 0 a ___1_______�_- \ \ \ \ \ \ - _ - - - -- - - \------- -- -� - - - - - * - _ �� TREE PROTECTION FENCE 3.38 F 1 ---------------\ \, , _ — — — , , _ — — - — _- - _ _ui ------- - --- \------ \-- -- \ I \ 1 \ \ \ \ _ - - — — - - - - _o \ \ ` \ \ \ \ \ ` \ ` \ \ - - — — - _ - DUST CONTROL 3.39 \ p \ s a _ / TP x c \ \ \ \ \ \ \ \ \ \ \ ------ - \\ ___ - -= \ \ I \ I _ 1 DC ------------------ t \ < \\ \ - \ `-` _ ^ \ ` r - - _ _ _ / BM AREAS STEEPER THAN 3:1 _NA:_ TO BE STABILIZED WITH - y - �ti- -\- = \ \ j / _ U ' / > ` l l/ I / /' /: ' 'i i i'i % / // / / / /' STABILIZATION BLANKET _-•ice/ T C \ \ � =Iii1T —% � / a O / v, , / I — - _ D '_ - -� - m� --ti r o . / / / y/ dapglp8Ag9ap _ /' , / /' , /' / /' /' / / _ _ _ _ / /� I * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER OHP� L- _ / i� 11 OHp� p]� �i 4 15 �_476\' d J �O vim a "` / t1FO R / - _ - _ - - _ - - -- -- - - / / 1' _ / / / _ -47 i4 - C7 DD 2� /' __O O-_ p/ / r / / I — - -/ / / 0 TO AL LIMIT 'OF DIS II NCE = 4.11 AC Hp F Lu IF, \ \ ` I 1 \ \ `\ \ `\ \ \ O p� (J :. I OHT,26.04\ ,'fjO DC IP / \ \ ST2 \ \ \ \ \ \ I 3F 0 \ OH}_ \ - 5 / / z 22. 6' TS \ \ \ \ \ I I P p_ — —\ \ \ / _ 5 r / , \ O \ 1 I I OH / > \ HP 0 3a1 SEDIMENT TRAP 2 \ - % I I I I I I / \ \ \ �¢_ — oHP - ` \ Olin- _ ` \ \ \ - / r / 1.28 AC DRAINAGE AIR A O 5>0 1 _ - - _ - IP I TOTAL STORAGE REQUIRED: 171.5 C\Y / I / 1 / \ \ \ - - _-z� _ - - - - / - ta/ 1 1 TOTAL STORAGE PRO\jDED: 190 CY 1 I l l / I I \ ` \ �'\ OHP���_ _ r 5 IF I TOP OF TRAP = 477.0 / l l l / I 1 I \ I ` �_ oA� ` _ \ \ \ \ \ \ _ - �N o _ , • SEDIMENT TRAP 2 TO BE CQORDINATED WITH / / / / // / \ DC DC \ \ - \\ -spa / - - • / I / CONSTRIIICTION OF WP0202100004. 1 `\ \ \, 1 1 ' _ - ' • / / / SOIL'TYPE:'I I / !��/, ,�, oo w \ \I11 11,, /' - • 27B rl // / // /// ,,//,/ 1,' I \\\ \\\ \ - �1111111�111,111 --507'� ,'/ • • /it It I DID / TS / / // / / f , \ \ I I I I III 1 -50 / / \ \> 1 11 I I I I 50A, SOIL TYPE: .\ 11 I I II I1111 SF I`\ \ \ 1 II 11 11 11 1 I -50, WA15H RACK / /l1 /l Oc TP SAN / 480- - - - - // � IP $AN / / - - - - _.481 / y //////�/ / \\ �c90 \\\ 1 1 , \ 500111 / 482 ` / l l, l / l \ ` ` \ \ \ \ 11 I \ \ _ dg I 1 I \ TOTA LIMITS O DISTURB NICE = 4.1 AC / asA - f - - _ _ - - - - - -' / /i / / / / ST1 ------- - - - - -' / / \ / // 85 --------'/��'/' :'/ 1/ // ` SEDIMENT \ I \ _ - - - IP 480 _ \ S01L,TYPE: 495 \ /_-- - - - - -- --_-_ --_-_ .''/ / `\ 2.05ACDRAINAGE AREA I - - -TOTAL STORAGE REQUIRED: 274.7� 27C - \ I 494 - TOTA1 STORAGE PROVIDED: 312.0 CY v ' , / \ I IP / TOP OFZRAp=487.5 DD IP ' / ' ' SAN / 1 \ - - -- - - �f RizoN PN6A \ \ \ r SF \ \ / / / ----------------- U) ,. _ WASH RACK — — _ _ - z _____ - - SIF \ 1 SIF Ip -.:-------------------- / / /l / /' \�\ I - I \ `\\\ \ - - - - - - T(ifiALr`Mlf`0FDISTURBANCE=4.11WI `I ` 491 26"L� /' ' I/' �\/' _ I—ramr�1 - - - -- -` — — — ,� �/ \ \ / I \ \yam%y I \ \ �\ — j i�i \ / J_ -- ---_ - /UG 1 /i I�------\\�_ / // ` II-J \ / / r / / / / \ \ l -� `ice / I L=__ \ \ BEECH /'I I I\ \ \ \ �/i I� I \ \ \ I _ _ 48�- - - 7v - - - \ __ 1 I\\`` / - - - --- /�/ /y'-_� \ L_� SCALEI"=30' \_ ` - -- - / '-^\ \ \� \W!�O IP Ji\ 0 30' 60' - - ---------- z O it a F �2 z V w Lu 0 O z u 0 U) z Z) Lu O F 0 DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE 1"=30' IOB NO. 47118 SHEET N0. C3.2 0 m 0 3 a 9x o O �z .2o o� c E w a c m a- O xg3 O U3 z„ O 22 oim �3 o- dm 2 Y J N X C 0.0 d� 18 E� M 06 a c �a 10 a 0 0.2 m a c m N C O c o sE L F E L I I I EROSION CONTROL LEGEND — I LIMITS OF CLEARING AND GRADING DRAINAGE DIVIDE SOIL AREA DIVIDE -SAF- SAFETY FENCE 3.01 I / / - ------------------------ _'_-___--_- S/ + CONSTRUCTION ENTRANCE 3.02 X X SILT FENCE 3.05 S -? n D. Cichoclri Lie. No. 53741 �� ---- INLET PROTECTION 3.07 w-----------/----------- --------- ------------------------------------- ----------- / VU / DD � DIVERSION DIKE 3.09 S / I / I I 1 G \ \ - \--------------- -- SEDIMENT TRAP 3 13 / / , / / l ti I l \ \ \ \ -- -- �- ST v E \ \�__ __—= I > T---------- --t------- i — a > W a) �+ -____-___-_\----------- - _ _ _ \ \ OP OUTLET PROTECTION 3.18 < UM ° 3 ` - -- / , / / / / I I - - I------- a - 1 I I I \,------- \----- \� — a �_ 1 \ \ \ I TS TEMPORARY SEEDING 3.31 ¢ J v oo / / / 1 / / // I I I I I l ------r -- \ - - I \ \ \ 1 - - --------------- - ` ` \ PERMANENT SEEDING 3.32 - 1 1 ---- I- \ \ \ \ \ I \ I \ 1 I \ \ ` -A----- \ \ \ t= 1 / \ / ` \ PS C7 W ry v -_ 1 Y------1- 110.02' I I I 1 \ -----\- ` \ \----____ ,----- ----- / \ \ \ 3 0 x I ___ _______ 1 1 \, __\__ __-__-__-__ / I 1 _ --\- -1----- --- I----- - - 1 \ \ \ I c - - - \ �\ I \ \ --\ -- \ \ - \ \ _ \ \ MU MULCHING 3.35 'LL ___ \ _ _ - - - \_---- \---- - rt - _ \ _ _ ` �P— TREE PROTECTION FENCE 3.38 F \------- -- -_,, -- __ \ \ \ \ \ o \ \ y DUST CONTROL 3.39 \I \ \ \ \ \ \ \ - -�---- -- -�- 00 - - - J \\ `.� `� \-\ \ \ - �\ --t-\ \\ �.-` - ` _� _ -� \ \ \ / _';''_'� ''' ' I-__ --- _ _�--_ _/ // BM AREAS STEEPERTHAN31 336 --- -- - - -- -- \ -- - - - - _ GP, ' ' \ TO BE STABILIZED WITH -- -- - -----� _ / O Gp STABILIZATION BLANKET �'—Af1T—'—/ ` DH� /_-� —�' ���� ' � "`w-4 / C ' I //' �J861/ /�/' //' / //' // / // G _\ _ _ / * M pyp� ��� _ A da gag Gp , / / / / "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER / c/ .,d e 0 a � O v�mc�� �^ -`i / tiFO / d ka / / ' - 0 DD _ / ' GP / �' / / ' / _ _ _ / EXCAVATED DROP INLET SEDIMENT TRAP #3 - - - - - _ _ _- _ _ 0 36 \ �� dal / 1 I 98' / I I. \ L ` a / TO 'OF DIS l3RB NICE = 4.11 AC �y / 0.99 AC DRAINAGE AREA - - 0 / T 1 , TOTAL STORAGE REQUIRED: 132.7 CY �-OHP NP� \ / I \ / F I GA / TOTAL STORAGE PROVIDED: 1,195.6 CY \y\-¢j 1 I 8�\ `\ - / d ag / / BOTTOM ELEVATION = 490.00 w IP \ \ I \ `\ \ \ \ \ oyT� \ \ \ / ' Ag y0 —U — TOP OF INLET = 491.00 (TEMPORARILY RAISE WITH GRADE RINGS) I = / ST2 \ \ \ S \ \ _ 50 I Ip Z IP \ \ \ \ \ \ I \ \ oH% \ \ \\ / ,I / / T$ \\ \\ \\\\\\\\\\I I P - \ \ F\ �-\ I \ O N a \\ > \ / al SEDIMENT TRAP 2 O / 1.28 AC DRAINAGE AR�A TOTAL STORAGE REQUIRED: 171.5 CY / /� / % \ I \ \\ �� 51 / TOTAL STORAGE PRO\ JDED: 190 CY / / \ ' - \ _ �\ \ \ \ (✓p TOP OF TRAP = 477.0 sN SEDIMENT TRAP 2 / / / / / / / / / DC DC \\\ \\�\\t,\\\ / so / - - / • TO BE CgORDINATED ITH \� - - - - • \ SOILITYPE:� ww l , l' 8\,- / CONSTRIIICTION OF WP0202100004. / / / T$ � S \ Q Q9 \ I 1 1 1 - ' • DD t'�h 27B /I // / // //////// •'� e I \ \ \\\ 57� �� \ i11111Ii1I111I1 --50T' ,// • • IP ST3 \`\ \ 111111 11/I11 1 DD 1I I 5p6 / / / • / , �' , I I D / / I / A1a ' // //////.I //I I I I ,� I111 604- A� \ = SOIL TYPE: WASH RACK ' / / / ///// / / / I \ \ \ \✓✓ I I 1 II TP //// AN SAM / 4g0 — — — — — — — — — / � / / /// � // ' \ / I 11 11 '1 1 ////, <_ / Ip / / W J _,4g1. /• ////////// \ �� \\ \� 1 1 \ \ 500I1I o PROVIDE TEMPO"Ry \ 9 I I I - a82 DC / / / / / / / 92 \ , \ \ DD \ GRATE INLET TOP cs / 84 t - _--------- DC 1 T$ \\\\\y1 \ /A�.�'/ J/ \ TOTA LIMITS O DISTURB NCE = 4.1 BC a _ _ _ _ - - / / / / / -----------------''///// '/• IP 1 /Il/ 480. SEDIMENT TRAP 1 \ \ a \ 3UL\TYP I \ 49 \ /--- ------ ------- - - - - -- / '/ //// 3192' `\ 2.05ACDRAINAGE AREA \ n�i I \ \\ / - - - - - - - - - - - , -TOTAL STORAGE REQUIRED: 274.7�' \ 1 8' ��c 494 PROVIDED: 312 0 C \ /l TOTA�F�ORAGE PROV Y RAJP IP IP \ \ 1 HORIZON ►AD IP DD _� — — — — — — — - — — _ — — • \ \•. \ •r. \ >\.., ,' \ I \N ii iiiiiiiiiiiii CE \ / � WASH RACK r` r/ / / \�W \ I r r' — — — ~ — i SF IP \ 49/- N/ W Wes, \ / ___--_-_-_--_ _..[2 ---' IP _wommoi i /� \ - - - - - - - - - - - - - -- SF / / / / / \\\ ----------- / / / '/ / I \ I \ \\\ \ / ' TOAL-UMI OFDIETURBANCE=4.11�C��� - / / / / / / I I \ \ \ J - ` \ \ \� _ �ti-60PdiRf[C R T _T TIONi FRQM- - - - - - - - - / /----T�bITIONALS PIM�TRAPTOEXCAVATED /491 , / 1 _ DRO_IULET-9EBIMENT TRAP AS BWLD1NG r L / ,'� / I /\ \� 1 1 \ /�- I \\ \ \ �.490i-� ___--- ` �AD�COMET+DE. __�________--�_ I II 26" ��r�1 ----- -\ / /U� \� \ \ BEECH /I ' 1 /�' / I I 1 �\ \ \ \ \ I 488 - -7v - - - r-- \-------L=,__ _ -1 / _r� $ \ I I / / I \ \\ \ \ +r j / I\ \ \ - �- - T U _ -487- L_ III \ -� vl - I/ \\r, ���-_- I _-/_ \_y/ ��+ -_- ` _L\I -\ \_- --__I_-- \\\ ----✓------\- /��Y� /I _ /- ��\ \ \ _____-- -_-- -� - - -/_/---_--O-_ \\_�\_ /�i� O_- \\/y�/ma�/y'//'' yIyII//l'-I' �-^�hII /r'i \ ��\ I-��-L\O- -' _ _—mayI _//' \\ \-�/�/ \�///� / /\ \ \ \ I \ 1iI 1I L / SCALE 1"=30' r - -- _---- / 0 30' 6 � \ 0' -- - --- - - - — — — — — — — — — iz ------------- - - - _ •lam _� / .� \ \ \ `/�% Z O it a F � Z V w 0 O z (> O U) z Z) Lu O F 0 DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE 1"=30' IOB NO. 47118 SHEET N0. C3.3 L I I I I EROSION CONTROL LEGEND I I MENEM= WEEMEN LIMITS OF NG AND GRADING _ I I I I I I DRAINAGE DIVIDE SOIL AREA DIVIDE —SAF— SAFETY FENCE 3.01 L - - - - - - - - - - - - - - -_ _ - i: PAVED CONSTRUCTION ENTRANCE 3.02 SILT FENCE 3.05 n D. Cichoclri Lie. No. 53741 r �f — — — — INLET PROTECTION 3.07 W-----------/-----------------------/--------------- --------------- /Fill V11 DD DIVERSION DIKE 3.09 S /---------- -� r / 1 C - \ -------- -- SEDIMENT TRAP 3 13\ \ � ST E-----w v�i \--------- _ _ - ` \ OP OUTLET PROTECTION 3.18 w °/ 3 —/ / / l I I I - - I - - - 1 \.LUL --------- - - =\T — - - - _ I \ \ \ TS TEMPORARY SEEDING 3.31 ¢ c� o0 /// 1 1/ / /' I I I J I I I ' \ II 1 J - - -r -- \ \ t - I t - - I \ \------------------ — — \ PERMANENT SEEDING 3.32 - \ \\ \(a7 � \ \ \ \ ` \ PS C7 W N a r \ I \ \ \ \ \`- II \ \ \ \\ zF� - 1 1 I , \ - - - \-- - ` \� \\� \\ \ - - \ - \,\ \ \ ` MULCHING 3.35 _ ¢ t- 110.02' x I f 1 1 1 1 I 1 - -- ---------- — _------- - \ \ / I -- --- \ 1 1 I I -Y-- `\ \ \ -- - - \--------------\-------- -Y \ \ \ \ \\ \ \ \ `\ \ \ \ ` _ \ _ - �� TREE PROTECTION FENCE 3.38 F 1 -- - - -- —1-- --------------� -- -- \ \ \ \ \ — -- — — — -- —_ \om \ \ \ ` \ \ \ — — — — — _ _ — DUST CONTROL 3.39 2 ¢ �n \ \ \ \ \ \ \ \ \ \ __ ______� __\ \ \ \ \ G _ / _ i — — — — — — — — — — — — — / \ --- \ _----� : -- -- -00 \ �_ — — =-- -•—` — _ — ` \ — ` \ ' / �' , _ _ _ / _ _ '', ' I / — _ — _ / I / BM AREAS STEEPER THAN 3' 1 w �- - - \ S' G"P - / �' , / / TO BE STABILIZED WITH C�iP _/— r � _ / i i'� / � _ / 6`P / � � / \ \ / / / STABILIZATION BLANKET / a 8 9 / // / / / \ - - / "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER _ Y` '� %'p—_ �'S ,416'�/P� r`�b A r , y .� N / ���;, _$ a d 1p8 AgkaQ GP _ / / / / / / ' / / / /' , G / / _ _ _ _ * O Ol.lp - _ s _ 3 ' 4 i — OH \0/4 — p V / .— Ip / IP / / ' ' ' ' / / / / ' / / / / / — _ — — — — — — -- — — — — — — GP 0 '�J` / GP / / / _--/ r // / / I I I — --_ —I ��=_ 0 TOJ OF DISJLJIRB NCE = 4.16 AC / / I I 1 HP 4ju^ ti_• A 448g� .6 PS MU \ / / I `/ // GP / \ ti op / t0 1 10'SETBRCK_____- 4 I 0 \SOD' SO 8� O I Val 1' O2�S0 S s oti \\ 10'SETB cic/ I IP _-------' IP IP \ �/ 510 Sa\ / IPto / / /l J i.'. , I 'f I \ 4g I I 1 II I — — — 50T ,' / • • - 506 ate/ IP PS I / '' / • IP MU PS 50a- 6"W 6"W I .I - 603 0 ')' �` 101SETBACK �9 \ _\ Ip , , I � $AN / 1 / I / :••:•x;:�:::a•:;:;:•::::�•: PCE �ri:;::a: — — — — — — —' / it W , 0' SE C / - � /° 1 � \ 1 \ 1 I/ / , — (l1a6 :" \ \ \ \ (� / / / / / / \ •..s ` .•, v<y \ \ \ \ I , ¢\ / dg1 / � \ TOTA LIMITS 0 DISTURB NCE = 4.1 BC/ a6a \ _- - - -_- -_- - - - / / r I/l \ \ - d — — — ` I P 1 1 I l / \ \ v 49 \ PS MU 485.48� 7 ----- ,/// .> l 11 ,l y PS K9� -\ \ A 4846489490 °� - 92 ' - - / '' /I'/� tJ MU \ IP — — — — — —— — _ / • i N \ 4g1 IP \ 1 \ \ s _ sMika w Ip 20�01I a m O iiy' „4:yi� \ / / / / 1 a mw `o — iiiii:::i?;:•'c :::::. PCE �'•:•ri�i•:ii••:....•.....:I_:`� — — — — — 4g HORIZON HORIZ40N ROAD v Q� s _ e:>::a;:;;•::•:r::;;;o:::•. ::•:• ..::::•::::::::::•::::::. - — — — — — _ �j I— — 3 ROAD SF w W I q — _ _ _ \ \\ \\ \\ 9..--------------- — -- IP SF / / \ ,' \ \\ _ — — , _ _ _ TOTAL LIMITS OF DISTURBANCE = 4.16 AC 0 F. 491 /�/yam_-fy�I \\ \ \\ = / 1 A89— ---_ U� 1 /i I�\ \ BEECH '/I I / I I I\ \ ` \ \ --' --488 — —7y--- -Oro —487— \ \�_\/'y—�\ ' / lP �i\/'/ ♦I'/ l \ �`I- _ /\�\7C — _ _ _ _ _ _ _ 7` / \ /\ /'�/ / \ i 1 SCALE 1"=30' c X } ---- --- — — — —— -----� Q`—� z O it a F z V w 0 O z \..1 O .fir z Lu O F 0 DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE 1"=30' 1� z w 1 V / i2 p U O>z J w p m E�j U m z aLLu LL 2°0 a z W O Q U 0 O Q O o (n 2 0 w (O V / IOB NO. 47118 SHEET N0. C3.4 L LEGEND: -------------- - - NTH ----------- ---------------------------------------------------------------------------------------------------------------------------- 0 CONCRETE SIDEWALK OLD LYNCHBURG ROAD Bryan D. Cichocld Z HEAVY DUTY CONCRETE STATE ROUTE 631 ~ (VARYING R/W WIDTH I Lic. No. 53741 HEAVY DUTY ASPHALT ______________ _ _ _ _ _ _ _ c ------------------ APPROXIMATE LOCATION OF _ _ _ _ _ _ � ~ REROUTED UNDERGRQUND- — — — — — — — — — — — — — — GP I $ SSIONAL O LIGHT DUTY ASPHALT — — — — — — �JTILITIES (BY OTHERS). SHOWN GP FOR INFORMATION ONLY. GP 0 — _ Gr— _ — GP GP �GP \� GP GP GP o E MILL AND OVERLAY — —OHr — — _/ate— — — OHT = O P— _ G� U — r — — —UGT — — —UGT — — C,p ¢ o — OHP— — r �L OHP— — — ..no P� GP > E GIP RETAINING WALL W v E — - — DRAINAGE DITCH cwp� _ cT_ MAX. HEIGHT t3.95' c w => 3 OHT� I y OF �'p Q a 3 LL 30' TRAIL BUFFER DUMPSTER PAD —OH _ I J OF Q W v z P I a ui O it� �� w .J. — �-r f OHP� OF W N a F- ` _ OH §i U 18'•'.•'.•'.•'.•'. '. LL w TYP � 1 e . 71' �Q 0 O 1 LS . �/ ,.,wafts, :.. OF Lnx vN z v \ x�Q'� O z ' R3' R5' ' PER w O ACREAGE. 2.63 AC a v PROPOSED PROPERTY LINE T NSFORMER / R BLOCKS 11 12 SDP V J 24 W I / U M5,R �� 8' R3' 9 /+ / 10' SET PAD / • ° ° d' R20' 9' ' a T I W I / Q 10' SETBACK _ FIRE LINE W 0 O I 4„ DIP F � N I R3' . L N 10 TENTIO 6' CURB CUT DOMESTIC LINE'G' 1 I (TYP.) CAP TEE & TAP 2"R + A z O o 2" MEE @; • COPPER INTO CAP p, ° R DATE (3) - 4.52" RISERS 8X4 TEE 0 ' p.. I � 05/14/2021 230.33' O i SOUTHWOOD APARTMENTS B ° / 4 >- DRAWN BY i I (4% LIHTC) D ° 'g. z v / K. ROESER DESIGNED BY Z I I 9' \ 6' TYP.. 6 5 v . • K. ROESER I : TYP. / SOUTHWOOD APARTMENTS A _' • CHECKED BY BUILDING 1 ^ I I O ` �' (9% LIHTC) V TRANSFORMER • B. CICHOCKI 1 I RT 1 / 4 • II I 2' OVERHANG FOR SCALE D. I I m PARKING R3' / / FDC 1 "=20' RO OS PROPER LINE E BL KS 9-11 SD ° I . • ' 1S' I D CR GE: 1.40A I / R1 z > I ° , 7 •�• n e. + / .� ° '22.5° BEND ^' I CL R3'441 [V , V FIRE LINE'I e y ' ° 10' SETBA K FIRE LINE'F' I. co /FDC 9' / FIRE LANE / (4) - 5.79" IRIS S - - MARKING - . / O 6' 2" METER 6X2 TEE cz / FHA r / 18 :v • DOMESTIC LINE'B' AN SAN / a A 24' -a-SAN SAN BE �' 45° ND D: / /y ° V W VV R20 R7.5' z W / s FIRE LINE'S ° 00 10' SETBACK O Q 5' / O w in t>� > 1'i .a D • D. ' W J 6' SOUTHWOOD APARTMENTS A Q — — — — — BUILDING 2 LL ----- ---- - — — — POSED—� ° 0 SF — — — — MANHOL�PF� ` / v' • PARK SPACE (9°k LIHTC) O I O = °u UNDER SOUTHWOOD $ g > 6,50 2 ^^ }} VILLAGE 1 SDP202000048 s . / w L.L z / 0 SAN O ♦ ' ♦' . STOP AND D > `'> s ♦ ' / p / ROAD NAME a5 AWNING (TYP.) O Q . N / / SIGN (TYP.) O J 3 SqN ♦ .. > HORIZON ROA / d ° °o R25' ° >e ..r .♦ ; > .. .♦r. ° °)°♦ ,4s' I // �SqN ENT o D• °° �CG- �- ENTRANCE 00AV AE 8X6 EDUCER O 22' HORIZON ROAD V W \ _ 1+ / ' ° \ \ V 25 ROW FOR PUBLIC ROAD O ACREAGE: 0.43 AC — D IOB NO. ' \ ..e -------- \— — — — \ \ "NO PARKING" SIGNS (TYP.) 347118 iczxm / I SCALE 1"=20' r— \ \ I � I SHEET N0. L II --- -------------------------------------------------------------i LEGEND: ------------ TH OF y I I I I ------ ------------------------------- na O 0 CONCRETE SIDEWALK � - �A Bryan D. Cichocld 'ZZ Lie. No. 53741 �-------------------------_— HEAVY DUTY CONCRETE ------- c �.� / HEAVY DUTY ASPHALT �SSIONALGti GP GP GP / LIGHT DUTY ASPHALT GP "GP GP Gp GP I / o E T� — — —ucT— — —ucr— — GP / / / / MILL AND OVERLAY N G GP > E RETAINING WALL APPROXIMATE LOCATION GP Z GT MAX. HEIGHT t3.95' c REROUTED UNDERGROUND I — " - " — DRAINAGE DITCH uw .N 3 OF G1' UTILITIES (BY OTHERS). SHOWN P Q U. 3 c I ) FOR INFORMATION ONLY. O LL _pyr�cr�� y GP woLM oHP_ ��C — _ _ I OF GP I GP a � ui O # ' — o UFO I � W ry � a F \ �oH OF I HP I �OVU 12Lu 071' INAGCpDRAZOF UFO F v a' O PROPOSED PROPERTY LINE p I - ry > Z) / o TR NSFORMER / PER BLOCKS 11-12 SDP OF i M w O f+ ACREAGE: 2.63 AC a v O UM R 8', . \ UFO GP 10' SET PAD GP vi i I OF \ I j d pNP x 10' SETBACK �. FIRE LI4 EDIP OF a % W pNP Lu Lu DOMESTIC LINE'G' a o 2" METER P/ ¢ 0 00 CAP TEE & TAP 2" + ° 6' CURB CUT Y4' / ON I O O COPPER INTO CAP R15' (3) - 4.52" RISERS •': (TYP.) — — ° :° �;9', '. 9 � — ; DATE 8X4 TEE ° 5/ 14/20 2I If SOUTHWOOD APARTMENTS B + 230.33' 2' OVERHANG FOR } 0 DRAWN BY (4% LIHTC) 9.75' o PARKING g 16 •;: •': •': K. ROESER �. � � DESIGNED BY 6 5' a : RETAINING WALL I : SOUTHWOOD APARTMENTS A 6_- , MAX. HEIGHT t4.5' • K. ROESER / BUILDING 1 ETENTION 12 14 • CHECKED BY ' e (9% LIHTC) ©' ' TRANSFORMER , _ • O _ B. CICHOCKI 9' I • • SCALE FDC A 1 "=20' 241.6' 4$ 18. '. '.•'.•'.•'. '•; 14 / , <. • °; FDC • ' T^lP; • ; / R 15' // / TYP. R1 R3' 450 .. / 67.1' 11.25° + P. BEND TEE FIRE LINE W 900 BEND DRAIN E DITCH B �\ / � �: : � 6 / �,./ : • 22.50 BEND c� FIRE FIRE LANE 26' I \\ ij LINE' MARKING 6'NV 6"W 6"W ci 10' SETBA K 6'NV 6X2 TEE , V FIRE LINE'F' / SFF 900 R15' rn CIDs b: F ; p :: sxsPMC E1U 22.50 BEND / \ (4) - 5.79" RIS S S CHA' 1L E CLG . • : / '•.:•.:•: O 2"METER 06 U / v • DOMESTIC LINE'B' ramC' I \ g sae " METER ° ° / 90° BEND o 45r° BEND R3' / TYP. Y I.� / E LINE'Sz 10' SETBACK '° rn \ d> TRANSFORMER �� \ ° u FIRE LINED' v \\ \ O > J DOMESTIC LINE'C' w w FIRE LINE'E' J 0 24' \ Q Lu J 6' SOUTHWOOD APARTMENTS A 67. o ° I \ Q BUILDING 2 9' 1 a LL / v PARK SPACE (9 /o LIHTC) 1 / \ O :r 0 \ I \ \ O 0 V_ STOP AND o 206.3' \� ROAD NAME a6 AWNING (TYP.) 5' SETBACK SIGN (TYP.) D J IV S AN Q1 ° ------____ i - /VDOT CG- / / ENTRANCE / 14 20' - R20' 8X6 EDUCER ' - - 22' 20' \ — 22' HORIZON ROAD HORIZON ROAD U) " 90° ND iL - _ - - - - - v 25 ROW FOR PUBLIC ROAD — ACREAGE: 0.43 AC W — — I O93 ]OB N0. \ I I — — — — "NO PARKING" SIGNS (TYP.) _ — J / \4 47118 r • SCALE 1"=20' icz, i I I —���—� � / / r� SHEET NO. L_---------J ___J L- i i I I 0 20' 40' C4.1 i/ky— 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. OLD LYNCHBURG ROAD STATE ROUTE 631 (VARYING R/W WIDTH I-----------------------------------------------------------------10' PUBLIC ACCESS — — — EASEMENT (PER SDP2021-006) — — — — — — — ----------------- -- - -- -- _ — — — — — — — --------------------------------------- — — — -fNGRESS AND-EMERGEN-Y — — I I I I 1901 dip . r � J J I I I I I I I I I I I I I II I I I I I I I i i I I I II Z I I I I I I I I I I I I I II I I I II I I � I I D I z I ; I a CIO r z- ° SA LEGEND PUBLIC DRAINAGE EASEMENT ❑INGRESS AND EMERGENCY ACCESS EASEMENT & STORMWATER ACCESS EASEMENT F7ACSA SEWER EASEMENT ■ PUBLIC ACCESS EASEMENT ACSA WATERMAIN EASEMENT ® VDOT ACCESS EASEMENT i. / i / 20' WATER MAIN ACSA EASEMENT rj� / e p S � V HORIZON ROAI HORIZON r UAD p °a t ----------, SOUTHWOOD APARTMENTS B (4% LIHTC) EX. 2' (WIDE) COMM UNI ATIONS EASEMENT FOR SOOT ERNNET OF VIRGINIA, INC. CLIFTON FORGE W NESBORO TELEPHON COMPANY DB 30, PG. 176 SCALE V=20' 0 20' 40' UGP GP GP UFn_ GP I-� vrU— UFO H — 0"I OHT / — — ONP— — — e -- /7.-- ° I e / e Y / v' • va • � ! / SOUTHWOOD APARTMENTS A BUILDING 1 (9% LIHTC) I 111/ ;4 Bryan D. Cichocld Ile. No. 53741 `SSIONAL ��` M E 0 � o N � N C > E v E w Lu Q LL o 3 p LL wO `mom j V 2 Z w w —ui O # Ce rn a w ry F C7 W a Z wr Lu 30'nx V w 0 0 O i ry Z O Fv> u V) Z w w O v o w � H O c� 0 F eti � N Lu F N 0 N Q 00 Z 0 O VI DATE 0 } 0511412021 DRAWN BY K. ROESER • DESIGNED BY • K. ROESER • CHECKED BY B. CICHOCKI • • SCALE 1'1 /;!.! '�� J '•. ICI "nN L. S J PUBLIC DRAINAGE O EASEMENT , ^ V 1 ' ]OB N0. — — --------- -- 47118 I I I r SHEET NO. I L--------i C4.6 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 I �I G e e`. SOUTHWOOD APARTMENTS B p (4% LIHTC) EX. 2' (WIDE) COMMUNI ATIONS EASEMENT FOR SOUT ERNNET OF VIRGINIA, INCJIT CLIFTON FORGE W NESBORO TELEPHONf COMPANY DB 930, PG. 176 IEir'.�xir (• 1 OHT— OHT OH.— — 8 va SOUTHWOOD APARTMENTS A BUILDING 1 'e (9% LIHTC) ------------ I - \ I L------- PUBLIC DRAINAGE EASEMENT NOTE -------------- — THIS SHEET IS PROVIDED FOR INFORMATION ONLY TO ENHANCE CLARITY OF EASEMENT AND PROPERTY LINES. THIS PLAN IS NOT INTENDED TO BE A PLAT. SEPARATE SUBDIVISION AND EASEMENT PLATS WILL BE SUBMITTED FOR APPROVAL AT A LATER TIME AND FOR USE IN — — — — — — — — — — RECORDATIONS. Gp _ UFO Gp All UFO ;P I GP �0 I GP Ij' I �HP I I HP I I Uop -I,-I Gp — UFO I OHP� GP OHP� i — UFO � OHP — — — OHP OHP OHP— — 0 I NP UFO 0 — OH — Oh,T� — ONP/ OH — OH OVA x � I 1 r- --r L - INGRESS D EMERGENCY ACC S SEMEN T & STOR WATER ACCESS EASEM NT ALONG FACE OF CURB ;4 Bryan D. Cichacld Lie. No. 53741 SSIONAL G` M E O O N � N C > E a E w � .Wu Q LL o 3 p LL w 0 m j V 2 Z w .J. — ui O it rn ~ C7w a Z w r 30V)x U o< �LL w 0 O i ry Z O m > U)Z o w O v 00 � H M x cD 0 F � N F N 0 N Q 00 z 0 O VI DATE 0 } 0511412021 DRAWN BY K. ROESER • DESIGNED BY • K. ROESER • CHECKED BY B. CICHOCKI • • SCALE 1"=20' \ CZ(I\. / I \ I -20' ER MAIN \ AC EASEMENT v \ O > Z \ J J J \ m ac a \ G \ m Z aQw C) Lu \ a VDOT ACCESS EASEMENT z \ (FOR TURNAROUND) \\ \ Q OU w O 0 2 O O a'3 IOB NO. NP 47118 SCALE 1"=20' SHEET NO. 0 20' 40' C+4.7 L T I , - \- ----- GA _-------------- I I 1--------- 1 I \ \-------------------\ I I\ \ -- --- 'I----------t------------ I 1 I I \ 1 I \------------------------------- -- \-----------------\------------- -- \ --- \ \ ----\------------- - \--------------------------------\ -- --- r---------\-- 1 1 - ---- ----t------------1 \ - ----�--- F 1 ---- \ \ I \ \ -, - \ \ I I I \ ---\- 1 \ \ I \ _ \ Bryan D. Cichocld 'ZZ ------�----------\--- \ \ 1 \ (LLD LYNG�NBURG ROAD \ \ \ \ \ - , \ \ \ \ \ \ \ \ \ \ \ \ \ \ \STATE ROUTE 631 \ \ ` \ \ \ \ ` _ _ _ \ _ \ \ \ ` ` \ \ � Lic No 53741 � \ \ \ \ \ \ I '\ \ (VARYING RAN WIDTH\ ---- - - - , - - - \ - \ \ \ \ (21 \- � \ C (� �' S I O L `I NA f�GP GP \ OHTI- - - / iT - /-� T- �- ��4 -OHT '1, / 'OHP - r - - l T\ UGT- / / / / / / / / / / // 7 GP Q o /�.� =ONa-= - �GPi/ ��iG2 P - i �� - 3 Pam` O / TW.6,2"/ / / / \ J = Q$fj �86� 1 / / GP /' E G i 1 \ v BW 480.i2' 8 8' / / v j4 i 415. - �76i' A O� G .� / �f 1 / \ \ - - _ 'A/ �a pa9 g0 ^,. \ _ / / / / _ ;c 4 OHT� T ` Q > ..'� - l `--- ' Q 9 -- �' / ~v w 3 \ � I ,_- � / _ fib /A _ GP - - / aLL o 3 �.10 _ _ -492 TO OH \\ p ` / I ' ' ' - OF J V oo Z .� TO ` \ \ \ \ 479.38' I �� / I l - 493' w o O it 475.93' \ \ }C Q$U�4,,.^ \ \ - I ' - CIF 9b o_ ,A o ry A79.54'. I / O W ry v a z I 479.23' z F ? v V w I U) Lu co -co TO z m `>' w O / / \ wr II I �( T m V v \ \ \ 1 1 I 1 / \ \ D \ 493.0�" o w �FE=81.60' I I \ \ \ 477.71a^ \ \ Bw as eo' \ \ \ I I 1 " ` I 10- SET 19 _ BW48136='� \ .\ 1 FFE=492.99' I \ Y 484 50' 1 / o \ \ \ TO CAI \ 2 2 TO 492.82' 204 O TO 203 RD2 a \\ 10'SETB�qK� 475.31' "1 \ l l l 1 I l / \ l \ ` O 476.75' 1 RD1Lu & I /I l I I l 1 / l • / \ °.' \ 1 y ° ~ ,..i I / 477.52'I 478.04' I ...� •475.3 477.081 ,.., / \ 1 00 RD1 ° z 0 \ O \ I• I / 2 5 / I r l 1 1 1 / 1/ l .°. tl' I I O DATE TREATMENT:CU I- r / / / / // > CONTECH VORTECH G°UT DISSIPATOR CE FFE=492.50' / / I 0511412021 I STRUCTURE O \ ' SOUTHWOOD APARTMENTS B ',� DRAWN BY ��h 0g GABION FOREBAY I / (4%LIHTC) ° ,/ / .r I r , . 7 ; EX , 49 / I / / D5 r FIFE 0: 481.60' / / J \ 490.19 e', I a92ss' K. ROESER •a7s.3 °� FIFE 1: 492.59 /492B. 5'r °. I I° • DESIGNED BY EX TO It / /4s11. 490.32' v- I I 492.49' / / r a'`. I • K. ROESER l/ I p q SOUTHWOOD APARTMENTS A / / / / / / / / / II I / , / \ \ \ \ \ • \ ` \ / / / 1 / '� II I I I \ \ - / / - /' b10/ / / / / > ': I / `�a%�y\ � I / '���9 D6 % r r r ,l / TW 491.23' // Bf///W r / ,/ / r/,/l / /� / /' I B ••CHECKED BY/BW 491.20' BUILDING 1 TO 17 (9/LIHTC) 492.67' 8. 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I \ \ \ \ 1 \ 1 - - 1 � FFE=492.50' / \ TOP = 490.33 \ 1 \ / D 0511412021 / STRUCTURE a \ A9� 1 1 1 1 1 I D _-' O / SOUTHWOOD APARTMENTS B 1 / , / 1 9 w TIC \ (4% LIHTC) ° l b j , / EX ' TC 491.95' 491.57' I I I I I I I W 49583' / / > DRAWN BY / aso.ls' v , aszss' \ \ I I I 1 I K. ROESER / FIFE 0: 481.60� / / J s , . \ rC \ 4 I I 1 / FIFE 1: 492.5q /4�28. ;' EX I I I TIC \ 491.99' , 9g I 1 I I - - - - 50T / / • DESIGNED BY 490.32' .. Cr I TIC 49' \ \ ` \ I I / / / / / / I Q \ ` I , ' / • K. ROESER SOUTHWOOD APARTMENTS A 4g TW 491.23' / / / 0.4 ' TIC 17 t491.2 �489.33 128 0 \ \ I 1 1 1 1 ' ' / / • CHECKED BY BW 491.20' / / .F. BUILDING 1 v' (9% LIHTC) 492.6T TC 0489.33" \ y I I I I _ - / 1 t 506" ' / /, • B. 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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- Bloi 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 Soils 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 L27 Impervious Cover (acres) 0.00 1.27 Post -Development Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed, o.00 protected farest/open space or reforested Managed Turf (acres) -- disturbed, graded for yards orotherturfto be 0.43 0.43 Impervious Cover (acres) 0.84 0.84 Area Check OK. OK. OK. OK. 1.27 Constants Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 Total Phosphorus (TP) El (ml 0.26 Total Nitrogen (TN) EMC (ml 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 BSoils cSoils DSoils 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 •zl&lr •• 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-ReDevel opment TP Load per acre (lb/aue/yr) 0.46 0.46 Baseline TP Load (Ib/yr) (OAS bs/aae/yr applied to pre-redevelopmentarea excluding pervious land proposed for new impervious cover) 0.18 'Adjusted Land Cover Summary: Pre ReDevelopment land cover minus pervious land cover (foresUopen 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 requrientent for new impervious cover (based on new development load limit, 0.4116s/acre/year). * Land Cover Summary -Post (Final) Post ReDev. & New Impe iv, 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 0.43 Managed Turf Cover (acres) 0.20 Weighted Rv (turf) 34% %Managed Turf amReDev. Impervious Cover(acres) 0.95 Rv(impervious) 66% %Impervious IL Total ReDev. Site Are. (ayes) 70 ReDev Site Rv Post -Re Development 0.0737 Treatment Volume (acre-ft) Post -Re Development 3,209 Treatment Volume (cubicfeet) Post -Re Development 2.02 * Load (TP) (lb/yr)* Post-ReDevel opment TP 1.59 Load per acre (lb/acre/yr) talc. Reduction Require (Below Pre- ReDevelopment Load) 0% 0.43 0.20 100% 0.00 0.95 0% GA3 0.20 0,0072 312 0.20 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 Ne w 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$ (Ill 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 Plan Number VRRM Total Area Phosphorus Reduction Required Phosphorus Reduction Provided Credits Purchased %Phosphorus Treated onsite WP0201900062 21.05 9.82 7.81 2.01 79.53% WP0202100004 7.49 8.25 6.67 1.58 80.85% Offsite WP0202100004 2.91 0.18 0.63 0 356.00% PHA Block 11 1.27 1.50 1 0.66 0.84 44.00% PHA Block 12 1 2.84 3.48 2.70 1 0.78 77.59% Village 1 4.88 4.67 3.19 1.48 68.31% Total 1 40.44 27.9 21.66 5.21 77.63% 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 (ft) 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 JF 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 0.00 0.00 0.00 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 (Ib/yr) 14.42 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 4.47 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 9.96 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.. Bioretention Filter PHA Block 11 Design Level 2 Soil Type B Drainage Area Rv Impervious= 0.28 0.95 Mar 0.16 0.20 Forest= 0 0.03 Total Drainage Area= 0.44 l 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 Ponding 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 l 644 SF Provided 665 SF Total Volume Provided 1397 CF Forebay Volume Required Forebay Volume: 203 CF Forebay Dimensions: I circular Provided Forebay Volume: 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. B D. Cjchoclli lac. No. 53741 z - O # CL Fn � z U Lu U) Lu 0 O z O 1n z > Lu O Lu 0 DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE N/A N 1"I Cr Y � U ,-� O V` I '/ i U Q O Q a_ JL,J l­_ Q LLJ LLJ ' coLI J co a LL 2orQ I� Z o 2 0 cl� O Q G LO VJ IO V / L 1013 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 LIMP Standards and Specifications Project Name: Southwood - Block 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 Cover (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 (mg/L) 0.26 Total Nitrogen (TN) EMC (mg/L) 1.86 Target TP Load (lb/acre/yr) 0.41 Pj(unitless correction factor) 0.90 Runoff Coefficients (Rvl 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 0.05 Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Land Cover Summary -Pre Pre-ReDevelopment Listed Adjusted[ Forest/Open Space Cover (acres) 0.00 0.00 Weighted Rv(forest) 0.00 0.00 %Forest 0% 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 1 0.95 %Impervious 0% 0% Total Site Area (acres) 2.84 0.88 Siteliv 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 (cubicfeet) 2,062 639 Pre-ReDevelopment TP Load (lb/yr) 1.30 0.40 Pre-ReDevelopment TIP lead per acre (lb/acre/yr) 0.46 Baseline TP Load (lb/yr) aA1 lbs/ave/yr applied to pre-redevelopmentarea excluding pervious land proposed for newimpervious cover) 0.36 'Adjusted Land Cover Summory: Pre ReDevelopment land cover minus pervious land rover (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 developmen t load limit, 0.41 lbs/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 (Ib/acre/yr) TP Load Reduction Required (lb/yr) Land Cover Summary -Past Land Cover Summary -Post Post-ReDevelopment Post -Development New Impervious 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 000 New Impervious Cover 1.96 Cover(acres) (ayes) Rv(impervious) 0.95 Rv(impervious) 0.95 %Impervious 0% Total ReDev. Site Area 098 (acres) ReDev Site Rv 020 TreaUnentVolume and Nutrient Load Post-ReDevelopment Post -Development Treatment Volume 0.0147 Treatment Volume 0.1552 (acre-ft) (acre-ft) Post-ReDevelopment Post -Development Treatmemvolume 639 Treatmentvolume 6,759 (cubic feet) (cubic feet) 3.48 • load (TP) OAO (lb/yr)* Post-ReDevel opment TP Load per acre OA6 (lb/acre/yr) Max. Reduction Required (Below Pre- 20% Reoevelopment Load) TP Load Reduction * Required for 0.04 Redeveloped Area (lb/yr) * Reduction below new development load 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) Post -Development TP Load (lb/yr) 4.25 TP Load Reduction Required for New Impervious Area 3.44 (Ib/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 • •. • • • • • • 'MR .. r var ar r�. 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 21.05 9.82 7.81 2.01 79.53% WP0202100004 7.49 8.25 6.67 1.58 80.85% Offsite WP0202100004 2.91 0.18 0.63 0 350.00% PHA Block 11 1.27 1 1.50 0.66 0.84 1 44.00% PHA Block 12 2.84 3.48 2.70 0.78 77.59% Village 4.88 4.67 3.19 1.48 68.31% Total 40.44 27.9 1 21.66 5.21 77.63% 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. (I Bioretention #1 or Micro-Bioretention #1 40 0 0 0 0 25 0.00 0.00 0.00 0.00 or Urban Bioretention (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) 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 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 (lb/yr) 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 I 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 ForebayVolume: 267 CF Forebay Dimensions: circular Provided Forebay Volume:1 268 CF 411 D. Cichoclri Lic. No. 53741 m E 0 rn u N N C > E w ai E �W .v.w3 ¢,M V 3 0 LL 0 w 0 a Lu L M Q� J U 00 J - 1 w rn d Vt N V (0 W w v 30'x n Ln LL LnQ v _co N F a . 0� ELA N W M W J uo H N Z 0 Z O # a Fn z DI U Lu U) 0 O z U O u) z .. Z) Lu O Lu 0 DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE N/A N 1"I C � U \I.-A,I O 120 Z UQ a O>� J J W Q Z LSLJ I m L J LU Q aJ Z z J 0 O LLJ O Q G L O I U) ,O V / IOB NO. 47118 SHEET N0. 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CICHOCKI I / SCALE 604 / _ ' j/ i i� ' / 'y • 1 "=30' 0.8 4g9 0.46 A"I \ 6"\N III I I _ -6p3 /'/�6„� i • RD4 / P RC L 0 600 0-Q -051A0 wl 502 i/' D I SARI , DB ////// �/ / /Ag\ \\ 1 \ DB.47 G so / 493.0 r-vv _ 4 / // \ D8 RD6 ,� I o�� \ \ \ \ �Jll/ \ I ^ O� - II 1 1 �11 500 126 / \ / // q2 \ �// / / / /1 \ \ - I 1 rn \ 1d' g III \ I \ / `yr /,J{.� /1// Z4$3 \ \ \ \ \ I 20'ACSA -EASEMENT_ 494. 495 --\ BA - __- —4$490 - -492 _- /' pgry• // / r' \ / �. ��, �� I - �_ -. •aa� \ -- /// / 0.18 0. .\ �� I - 494 \ /'` a_ \�Rgk 4 - - - % O> Q i \ \ \ \ Of21ZONJ R AD { � - — — — — — 106 \ � % ' " J — H W �_W 0.03 0.7721 /, 1 ��_ / /' ' -Luz 0.16 .7 — — , / / / I I n o 104 'asp__ / /////(II IIr�—� _— w _ 1 q 91, 200.6� _ _ Q Lij 490.81 LL --- - - - - -- ---, - - I I - 493 122 124 1 .`,-, �,\C — — — — ' - - / \ ,_ + \ / PARCEL- 09QAL-00-oo do1D0 y� // , ,/ - - - - - --8{OUTHWOODCHARLOTTESVILLELL� ' — / — — \ % 1 \\ \ �cc� Q U) zu C) C- - - - - - 7 / \ — R2 RESIDENTIAL 490 •PG-063 �7 \489.5 \ \ O - 488.�. /' _ _ — — \ _ ,491! iJ' /_ _ _ — — ,/ \ \ \ _/ _ L—__- J------ - - - - -- I I\� (n --- �J I 1 UGT��=•� 488---- v—� ---�� --LJ --- _ _-Ij 487-- _ _ /N I LJ - _ _ - - - _ - _ ` - _ - _ _ - - - - _ —UGP— —� — —UGP— — - — —UGP— - - - - - - - - - - - - UGT - U6T--476-.4— — —UGT— -UG7— /' - - - - - _ - - - _ _ — _ -_��_- ---UGP-- UGT- / --- -CH �9 I ___ _ —_ _ _ _ �C Toe N0. UGT— Z UGT - _ Sol, \ \ \ \ 1 GGp \ y / \i' �y\ 1 '` + /------- - ---_ -D- - ----- e�=T- ---- _ _ _ - ---__ , y 1 47118 X /_ J.- - ------ - -- ---- ===s — - —UAL= --_ \ \\ \ \ 1 \ \"\ \` / ISCALfzI= , _ _ _ _ _ _ _ - \ \ \ �^ \ \ \ SHEET NO. _ \ ucr \\\ \ \\ I 1� / 30' \\ 60' I C6.2 / 0 m 0 3 c a 9 0 o o �z .20 o � c m w E� a c m a- Oc X3 w U3 z„ 0 22 F � o� �3 a �m 2 Y J N X0.0 C L j 12 m h Eg m 06 a c Na °a 0 0.2 a c m m c o c 0 no L E I- L TH 0 ROUTE PROJECT Southwood -Block 11 DESIGNER: KAM DATE 8/20/2021 PHA Block 11 Storm PROJECT: Designed by: j CHECKED: UNITSiNGLISH STORM SEWER DESIGN COMPUTATIONS LOCATION: s COUNTY: Checked by: B D. Cichoeld STORM FREQUENCY 10 Lie. No. 53741 UNITS ENGLISH �/ �O / ,/ SSIONAL M E 0 0 U N Vi N C PHA BLOCK 12 STORM PROJECT: Designed by: > E STORM SEWER DESIGN COMPUTATIONS LOCATION: W v E COUNTY: Checked by: l- v w 3 STORM FREQUENCY 10 ¢ LL tj 3 LL 0 UNITS ENGLISH w O m w w on O 4k rn a (Ary CL F C7 W arM Z V W C) n x ROUTE PROJECT Southwood_Block 12 DESIGNER: KAM DATE 8/20/2021 ai u- w 0 CHECKED: UNITS:NGLISH = v ry Z OU in x >M O u� U) Z on �4 W O a U 7 H U) O 2 (7 O 2 F 0 W N W O M Q O Q Z O O 0 V1 DATE PHA Block 11 Storm PROJECT: DESIGNED BY: j 0511412021 HYDRAULIC GRADE LINE ANALYSIS 0 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 122 10+30.38 487.23 15 0.08 30.01 0.00% 0 2.43 0.02 0 0 0 0 0 0 0 0.02 0.03 TRUE 0.01 487.24 493.09 OK 124 10+43.92 486 15 0.79 42.93 0.01% 0.01 4.36 0.07 0 0 0 0 0 0 0 0.07 0.1 TRUE 0.05 486.05 490.69 OK 4.63 0( n 126 10+39.02 487.56 12 0.33 36.79 0.01% 0 3.83 0.06 0 0 0 0 0 0 0 0.06 0.07 TRUE 0.04 487.6 491.91 OK -431 L` '/ z 128 10+29.09 488.04 15 2.58 25.16 0.14% 0.03 4.21 0.07 0 0 0 0 0 0 0 0.07 0.09 TRUE 0.12 488.17 489.83 OK -1.66 i O U � O>a J w J U J � Q w U m J a LL _z< Q U C O O O ~ U) L2 I ,0 V 1 ]OB NO. 47118 SHEET NO. C6.3 I66 xi 00 LU Cz NLET Sag Inlets Only U V cJ 9 W .U. � o L � W � ❑ '�'' z 3 �'y O x$ � '-�a W OU• $ U a � G� F 202 DI-3B 6.000 0 4 0 0 Back/It. 0.000'RI 0.150 0.90 O.I35 Ahead/Rt. 0.170 0.35 0.0595 Ahead/Rt. 0.19� 4 0.78 0 0.0300 0.0208 2.567 2.000 0.77912 0.0833 4.00481 350 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 INLET o cW7x to OC��j �' ¢ � � c v, � a �ei �.� 3 Wei cC� w y� � W � F'u' c7 [x- � 3 �� F� � a '�' rj °' S O F � � �� F5 F✓ w F °..° rn Q� wy z x >u, �q Sag Inlets Only w „w' [-' � .wa m �q C � w �'�. m .9 C. ° � v � - 100 DI-1 2.000 0 4 0 0 Back/Lt. O.000RI 0.050 0.90 0.045 Ahead/Rt. 0.120 0.35 0.042 Ahead/Rt. 0.087 4 0.348 0 Ahead/Rt. 0.348 0.001 2.000 2 0.348 1.047 Weir Flow 102 DI-3B 6.000 0 4 0 0 BacWLt. 0.000'RI 0.020 0.90 0.018 Ahead/Rt. 0.010 0.35 0.0035 Ahead/Rt. 0.022 4 0.088 0 0.0100 0.0208 1.163 2.000 1.71969 0.0833 4.00481 3.50 Ahead/Rt. 0.088 0.0100 6 0088 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. O.000RI 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/Rt. 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 Back/Lt. 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 2.000 0.76482 0.0833 4.00481 3.50 Ahead/Rt. 0.560 0.0150 C, 0.560 1.035 0.166 0.333 0.498498 3.035 4.145 Weir Flow 117B DI-36 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 0.0150 0.0400 4.153 2.000 0.48158 0.0833 2.0825 3.04 Ahead/R1. 1.480 0.0150 6 1.480 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. 0.000RI 0.150 0.35 0.0525 Ahead/Rt. 0.053 4 0.212 0 Ahead/Rt. 0.212 0.001 1.000 1 0.212 1.518 Weir Flow 122 DI-3C 6.000 0.010 0.90 0.009 ORIt3-IT 0.009 4 0.036 0 0.036 0.0100 0.0208 0.832 2.000 2.40385 0.0833 4.00481 1.000 3.50 0.1458 0.1666 1.359 6.000 4.415 1.000 0.036 0.000 0.832 124 DI-3B 6.000 0 4 0 0 Back/Lt. 0.000'RI Q130 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 126 DI-1 1.000 0 4 0 0 Back/Lt. 0.000RI 0.150 0.35 0.0525 Ahead/Rt. 0.053 4 0.212 0 Ahead/Rt. 0.212 0.001 1.000 1 0.212 1.518 Weir Flow 128 DI-1 2.000 0 4 0 0 Back/IA. 0.000RI 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 > S.O 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[. Q2) SLOPE F[./F[. (13) SIZE (Dia Or Span/Rise) In. (14) SHAPE Capacity CFS (15) Friction Slope Ft./Ft. VEL Vn Ft/Sec (16 FLOW TIME Min. (17) REMARKS (18) INCRE-ACCUM- MENT (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 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 Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. 04) SHAPE Capacity CFS (1s) Friction Slope Ft./Ft. VEL Vn Ft/Sec (16) FLOW TIME Min. (17) REMARKS (18) INCRE-ACCUM- MENT (s) ULATED (6) ADDTL CA UPPER END (]0) LOWER END (11) REFERENCE (D STA. REFERENCE (2) STA. 119 120 ll8 0.140 0.350 0.049 0.049 0.000 6.000 6.230 0.305 488.058 487.250 80.774 0.010 12.000 Circular 3.858 0.000 2.939 0.458 117C 118 ll7B 0.000 0.000 0.000 0.355 0.306 6.458 6.098 2.165 486.724 486.480 48.719 0.005 15.000 Circulaz 4.947 0.001 3.905 0.208 rea from RDl 117A ll7B 116 0.430 0.820 0.353 0.708 0.000 6.666 6.041 4.274 486.383 486.310 14.563 0.005 15.000 Circular 4.947 0.004 4.548 0.053 127 128 116 0.560 0.740 0.414 0.414 0.000 6.000 6.230 2.582 486.447 486.310 25.158 0.005 15.000 Circular S.159 0.001 4.214 0.099 115 116 114 0.000 0.000 0.000 1.122 0.000 6.719 6.026 6.761 486.211 485.700 ]02.237 0.005 18.000 Circular 8.041 0.004 5.112 0.333 113 114 112 0.000 0.000 0.000 1.392 0.270 7.053 5.937 8.264 485.603 485.430 34.677 0.005 21.000 Circular 12.136 0.002 5.439 0.106 rea from RD2 111 112 110 0.000 0.000 0.000 1.392 0.000 7.159 5.909 8.225 485.330 484.960 74.039 0.005 21.000 Circulaz 12.136 0.002 5.433 0.227 109 110 ]O8 0.180 0.770 0.139 1.531 0.000 7.386 5.850 8.955 484.855 484.690 33.080 0.005 21.000 Circular 12.136 0.003 5.532 0.100 125 126 ]O8 0.150 0.350 0.053 0.053 0.000 6.000 6.230 0.327 487.494 486.758 36.790 0.020 12.000 Circular 5.457 0.000 3.829 0.160 107 108 ]O6 0.000 0.000 0.000 1.583 0.000 7.486 5.825 9.222 484.588 484.500 17.519 0.005 21.000 Circular 12.136 0.003 5.564 0.052 123 124 106 0.160 0.790 0.126 0.126 0.000 6.000 6.230 0.787 485.644 485.000 42.933 0.015 15.000 Circular 8.568 0.000 4.365 0.164 105 106 104 0.000 0.000 0.000 1.710 0.000 7.538 5.812 9.936 484.326 484.090 47.184 0.005 21.000 Circular 12.136 0.003 5.642 0.139 104 104 103 0.210 0.690 0.145 1.854 0.000 7.678 5.777 10.713 484.088 483.080 201.695 0.005 21.000 Circular 12.136 0.004 5.709 0.589 102 103 102 0.000 0.000 0.000 1.854 0.000 8.266 5.636 10.451 482.979 482.570 81.870 0.005 21.000 Circular 12.136 0.004 5.689 0.240 121 122 102 O.OlO 0.900 0.009 0.009 0.000 0.000 8.901 0.080 486.830 486.230 30.014 0.020 15.000 Circular 9.894 0.000 2.433 0.206 101 102 EX MH 0.030 0.770 0.023 1.887 0.000 8.506 5.581 10.528 482.472 482.310 32.417 0.005 21.000 Circular 12.136 0.004 5.695 0.095 INLET INLET OUTLET 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 H Vo He Qi Vi QiVi Vi'2/2g H Angle Fia H H H H Surface Bev JUNCTION E1EV. (In) (CFS) (Ft) (Fr/FT) (Ft) (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 OUiLEi WATER SURFACE ELEV. IXA. PIPE Do (In) DESIGN DISCH Qo (CFS) LENGTH PIPE Lo (R) FRICTION SLOPE, Sfo (FT/Ff) FRICTION LOSS H (R) JUNCTION LOSS FINAL H (R) Inlet Water Surface Devation Rim Bev Cortrrents V. Fb (R) Oi VI QiVi Vi'771Zg H Angle Fia H 1.3 H 0.5 H 102 10+33.25 483.71 21 10.53 32.42 0.38% 0.12 5.7 0.13 10.45 5.69 59.45 0.5 0.18 26.32 0.15 0.45 0 TRUE 0.35 484.06 493.17 OK -9.11 103 484.06 21 10.45 S1.S7 0.37% 0.3 5.69 0.13 10.71 5.71 61.17 0.51 0.18 9.39 0.07 0.37 0 TRUE 0.49 484.55 493.04 OK -8.49 104 13+16.80 484.55 21 10.71 201.7 0.39% 0.79 5.71 0.13 9.94 5.64 56.05 0.49 0.17 2.31 0 0.3 0 TRUE 0.94 485.48 490.93 OK -5.45 106 13+64.07 485.49 21 9.94 47.15 0.34% 0.16 5.64 0.12 9.22 5.56 51.31 0.48 0.17 86.44 0.34 0.63 0 TRUE 0.47 485.96 491.31 OK -5.35 108 13+81.77 485.96 21 9.22 17.52 0.29% 0.05 5.56 0.12 8.95 5.53 49.53 0.48 0.17 90.36 0.33 0.62 0 TRUE 0.36 486.32 492.04 OK -5.72 110 14+15.30 486.32 21 8.95 33.oS 0.27% 0.09 5.53 0.12 8.23 5.43 44.69 0.46 0.16 91.33 0.32 0.6 0 TRUE 0.39 486.71 491.91 OK -5.2 112 14+89.33 486.71 21 8.23 74.04 0.23% 0.17 5.43 0.11 8.26 5.44 44.95 0.46 0.16 91.41 0.32 0.6 0 TRUE 0.47 487.18 492.76 OK -5.58 114 15+24.18 487.18 21 8.26 34.65 0.23% 0.08 5.44 0.11 6.76 5.11 34.56 0.41 0.14 39.76 0.17 0.43 0 TRUE 0.3 487.48 492.9 OK -5.42 116 16+26.42 487.48 18 6.76 102.24 0.35% 0.36 5.11 0.1 4.27 4.55 19.44 0.32 0.11 96.91 0.19 0.41 0 TRUE 0.56 488.04 490.84 OK -2.8 117B 488.04 15 4.27 14.56 0.37% 0.05 4.55 0.08 2.16 3.91 8.46 0.24 0.08 4.02 0 0.16 0.21 TRUE 0.16 488.2 490.95 OK -2.75 118 16+89.63 488.2 15 2.16 48.72 0.10% 0.05 3.91 0.06 0.31 2.94 0.9 0.13 0.05 63.38 0.08 0.18 0 TRUE 0.14 488.34 491.89 OK -3.55 120 17+70.35 488.34 12 0.31 So.77 0.01% 0.01 2.94 0.03 0 0 0 0 0 0 0 0.03 0.04 TRUE 0.03 488.37 492.21 OK -3.84 L RAISE EXISTING STRI AS NEEDED 1 PROPOSES STA 13+81.77 TOP 492.04 112: 24" Basin - Circular Grate (Solid) INV IN 484.69 (109) STA 14+89.33 INV IN 486.76 (125) TOP 492.75 INV OUT 484.59 107 INV IN 485.43j� ( ) 7JJ44 Basin -Circular Grate (Solid) �, 106: MH-1 INV OUT 48 1 33.01 U 9 116: MH-1 STA 13+64.07 TOP 494.38 0 STA 16+24.49 O TOP 491.31 INV IN 485.75 (115) Q ^ m TOP 491.31 o N o INV IN 485.00 123 m ° N u0 c�i °1 INV IN 486.31 117ALO ( ) - o INV IN 492.67 (RD5) � n o o 2 � ( ) � N cO ^ o INV IN 484.50 (107) t INV OUT 485.65 (113) ry ^ N " co °00 U INV IN 486.31 (127) U ry u� n M N N CO INV OUT 484.33 (105) o" v_ cy M m M rn m F c o Ci INV OUT 486.21 (115) 108: MH-100 v o'om cNn��'No ego 104:DI-2A coM m �NC?m°D g�vzz mCo6 °� STA13+81.77 NQ r ONv Q00 C.)C!04 EDP �L6 riv ap�rn v =+��v� o_--O mrn � 128: DI-1 10M0, �owj 3C' � � _��� F STA13+16.80 cn+SIT � ��az � p o~OZ Z Z i��oN'� STA TOP m+�� o0v D�azzp g�vz0 TOP490.93 �Q 0- SOH--- ��v INV IN484.69109 No O o -- O O�vz 0 `o�0>Z> o p TOP489.83 ( ) ���0 0�0> o�OZ Z Z o�0> > INV IN484.09(105) oF0> > lmFz- z oa > INV IN486.76(125) �Qo co v) H ? � m � - - - � cn F z z INV OUT 484.09 (104) � U) z � c~i� � z INV OUT 486.45 (127) INV OUT 484.59 (107) � U) � z sn-1; _rn.r 1;n-r qn-r rnq 500 500 PROPOSED GRADE EXISTING 495 GRADE 495 6" FIRE LINE'A' 6" FIRE 3' 490 - - - - LINE'A' MIN. 490 RIM OF JCTURE O MEET 119 RD1 GRADE 4 4 117C 62.92' OF 4.65' O 485 15 7171'OF 12" HDPE 2" HDP tA n rnot 485 11 91.48' OF 15" @ 0.76 0 105 1 9 ' 74. ' OF 3.55' OF 18" HDPE @ 1.500/0 104 47.18' 33.0 F HDPE OF 21" HDPE 1" HDPE @ 0.50% 101 102 01.70' OF 21" HD 21" E @ 0 ° @ 50 /0 .50% 0.50% 32.42' OF 81.87' OF 21" HDPE @ 0.5 % 117A 480 21" HDPE 0.50% 4.56' OF 480 @ 0.50% @ 0.50% 17.52' OF 5" HDPE 21" HDPE @ 0.50% @ 0.50% 475 1 1 1 475 470 470 500 500 PROPOSED GRADE EXISTING GRADE 495 495 490 1 1 1 490 2' MIN. 485 O 127 485 15" HDPE @ 0.54% 480 480 475 475 470 470 VILI 500 500 EXISTING GRADE PROPOSED GRADE 495 495 JT T 3 490 125 490 OF 485 367gmr- 485 1@ 2.00% 480 480 475 475 470 470 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 18+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 STR. 100 - STR. 120 STR. 116 - STR. 128 STR. 108 - STR. 126 HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 0) VERT SCALE: 1"=5 VERT SCALE: 1"=5 m RD2: 12" Basin -Circular Grate (Solid) i) STA 11+15.48 M ° M 2 o TOP 480.40 0 0� (D o t 1 t INV IN 476.16 (RD3) `m m ui - o 0 V v 106: MH-1 STA 13+64.07 N m co °i rn 102: DI-2A STA 10+33.25 o Cq co M m 202: DI-3B 6 ft Throat INV OUT 476.06 (RD1) 204: MH-1 y v f0 `- o cn M TOP 491.31 m v co v M+ O F TOP 493.31 rn m roi o M+ Q STA 10+00.37 STA 10+80.39 m `+' o V U W oo RD8: 12" Basin - Circular Grate (Solid) N m o "' o o^ 206: DI-1 LL7 INV IN 485.00 (123) 0 INV IN 482.57 (102) 0 0 0 TOP 475.22 TOP 478.56 v z 0 O> w o' o o STA 12+52.20 + _o r STA 10+47.06 z z INV IN 484.50 (107) Q o INV IN 486.23 (121) �; Q o >O O_ INV IN 470.34 (203) INV IN 474.44 (RD1) p F 0 > m m coo v TOP 481.20 Q o TOP 475.85 INV OUT 484.33 (105) z INV OUT 482.47 (101) c~n z INV IN 470.35 (205) INV OUT 474.18 (203) o' m � z z iv _+ m v INV OUT 477.45 (RD7) N z z INV OUT 470.60 (205) � tz O 505 505 505 505 490 m Q d > > 490 490 490 500 500 EXISTING GRADE PROPOSED 495 GRADE 495 490 490 3' MIN. 485 me-485 123 42 93' OF 15" HDPE @ 1.50% 480 480 475 1 475 9+50 10+00 11+00 11+50 STR. 106 - STR. 124 500 500 EXISTING GRADE PROPOSED GRADE 495 495 14.7 490 490 6" FIRE LINE'A' 121 485 F 485 15" HDPE @ 2.00°/u 480 480 475 1 475 9+50 10+00 11+00 11+50 STR. 102 - STR. 122 m mFz z 485 485 PROPOSED GRADE EXISTING GRADE 480 � / 480 MIN. RD7 475 RD3 RD5 ACV OF475 67.31' OF 8" HDPE �HOD75E @ 0.85% @ 0.75 /o 20 •OF LD1 470 60� OPT 35.10' OF 470 1 A$ 8" HDPE @ 4.62% 465 465 460 1 1 460 9+50 10+00 11+00 12+00 STR. 202 - STR. 204 13+00 13+50 485 485 4PROPOSED GRADE EXISTING 480 GRADE 480 475 475 3.7' 470 470 42.97' OF 12" HDPE @ 0.58% 465 465 460 1 460 9+50 10+00 11+00 11+50 STR. 202 - STR. 206 11+50 0 50 PROFILE SCALE ;4 Bryan D. Cichacld Lie. No. 53741 V7118 -PO n E 0 o N � N Q O > E w a E � .WU Q LL 3 0 LL - wO `mom 0 W L M a_j U00 W J -N o rn d (nN . W (� w IT 30'x LL Ln _ N m >m F Q 0� EO1 N 00 W M d � CL O ce 0 Z O it a F z U w U Lu 0 O z O U) z > 0 Lu O F 0 DATE 0511412021 DRAWN BY K. ROESER DESIGNED BY K. ROESER CHECKED BY B. CICHOCKI SCALE 1 "=50' 1� Cz 1__q // \V i UQ 0 > 11J J LL J of LL Z 00 J ^ LL a s LL I..L ? 0 Q O (n 0 0 2 ,0 V 1 IOB NO. 47118 SHEET NO. C7.0 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 L HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5