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Home My WebLink AboutWPO202200046 Plan - VSMP 2022-10-31SOUTHWOOD PHASE 1 -BLOCKS 9, 10, & 11 SITE INFORMATION TAX MAP PARCEL, ZONING, AND OWNER INFO: LIMITS OF DISTURBANCE: 7.97 ACRES OVERLAY DISTRICT: ENTRANCE CORRIDOR MAGISTERIAL DISTRICT: SCOTTSVILLE SOURCE OF BOUNDARY AND TOPOGRAPHY: BOUNDARY WILLIAM S ROUDABUSH, JR. 1974 ROUDABUSH, GALE, & ASSOCIATES, INC 2003 ROUDABUSH, GALE, & ASSOCIATES, INC 2015 BENCHMARKS (SPOT ELEVATION) AT THE INTX OF HICKORY & BITTERNUT ELEV=451.0 DRAINAGE DISTRICT: MOORES CREEK 09000-00-00-001AO PARCEL AREA: 8.83 ACRES DB 3375 PG. 063 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) 090A1-00-00-001EO PARCEL AREA: 22.92 DB 4773 PG. 328 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) 090A1-00-00-001DO PARCEL AREA: 86.80 DB 3375 PG. 063 ZONING: R2 RESIDENTIAL OWNERSHIP OF ALL PARCELS: SOUTHWOOD CHARLOTTESVILLE LLC 919 WEST MAIN STREET CHARLOTTESVILLE, VIRGINIA 22903 ZONING: REFER TO ZMA 2018-003 TOPOGRAPHY SUPPLEMENTAL TOPO LOUISA AERIAL SURVEYS, INC. TIMMONS GROUP P.O. BOX 340 28 IMPERIAL DRIVE MINERAL, VA 23117 STAUNTON, VA 24401 DATE OF PHOTOGRAPHY: 03/23/04 TELEPHONE: 540.885.0920 DATE OF COMPILATION: 02/02/07 CONTACT: PAUL HUBER, L.S. PAUL.HU BER@TIM MONS.COM SURVEY CONDUCTED: MARCH 2O19 HORIZONTAL: NAD83(NA2011) VIRGINIA STATE SOUTH GRID VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS WETLAND IMPACTS: NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT. TOTAL IMPERVIOUS AREA = 4.63 AC WPO PLAN WP0202100004 COUNTY OF ALBEMARLE, VIRGINIA BURIAL SITES: NO CEMETERIES FOUND ON SITE. BUILDING HEIGHTS: MINIMUM BUILDING HEIGHT PROPOSED IS 2 STORIES (25' REVEALED ON HIGH SIDE OF TUCK UNDER TOWNS) AND MAXIMUM BUILDING HEIGHT PROPOSED IS THREE STORIES (35'). STORMWATER: WATER QUALITY REQUIREMENTS AND FLOW ATTENUATION WILL BE ACHIEVED THROUGH THE USE OF A STORMTECH ISOLATOR ROW, A STORAGE PIPE, AND A CONTECH JELLYFISH FILTER. AGRICULTURAUFOREST DISTRICT: NONE SPECIAL FLOOD HAZARD INFORMATION: SPECIAL FLOOD HAZARD AREA (FLOODPLAIN) YES[ ] NO[X] ALL NFPA REGULATIONS REGARDING PLACEMENT AND SETBACKS OF UNDERGROUND PROPANE TANKS SHALL BE ADHERED TO. NOTES: 1. THE STREAM BUFFER(S) HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE. 2. A PORTION OF BUILDING UNITS SHOWN ON THIS PLAN ARE AFFORDABLE UNITS (16 IN TOTAL). 3. SIGNS IDENTIFYING THE NAME OF EACH STREET WITHIN THE SUBDIVISION SHALL BE INSTALLED AND MAINTAINED AS PROVIDED IN CHAPTER 7 OF THE CODE. 4. ALL WATER AND SEWER FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY. CUMULATIVE SITE PLAN TRIP GENERATION WEEKDAY LAND USE ITE CODE AMOUNT UNITS ADT AM PEAK HOUR PM PEAK HOUR IN F OUT TOTAL IN OUT TOTAL APARTMENTS/ 220 54 D.U. 400 6 19 25 18 11 29 TOWNHOMES SINGLE FAMILY 210 26 D.U. 297 6 17 23 17 11 28 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 TOTAL 86 D.U. 641 13 34 47 30 17 47 CUMULATIVE TOTAL 166 D.U. 1338 25 70 95 65 39 104 Table 3: Phase 1 Site Trip Generation RE WEEKDA AM PEAK HOUR PM PEAK HOUR LAND USE CODE AMOUNT UNITS ADT IN OUT TOTAL IN OUT TOTAL Phase 1 Residential"' Apartments/Townhomes 22d�1 270 D.U. 2.000 28 95 123 GO 53 143 Single Family 210 30 D.U. 343 7 19 26 20 12 32 Residential Subtotal 300 D.U. 2,343 35 114 149 110 65 175 Commercial Retail 820 25,000 S.F. 944 15 9 24 46 49 95 Office 710 25,000 S.F. 277 43 7 50 5 26 31 Commercial Subtotal 5R000 S.F. 1,221 58 16 74 51 75 126 Phase 1 Total 3,564 93 130 223 161 140 301 Phase 2 ResidentiaP" Aparhments/Townhomes 22d�1 143 D.U. 1,040 15 52 67 51 30 81 Single Family 210 16 D.U. 193 4 12 16 11 6 17 Residential Subtotal 159 D.U. 7233 19 64 83 62 36 98 Phase 2 Total 1 1,233 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 will be single family dwelling units. All others will be apart ments/lownhomes. 2. ITE includes townhomes and apartments In the same category with the 10th edition. 3. The overall dewtopmenl (Phase 1 + Phase 2) is capped at 5,000 daily trips, To ensure maximum flexibility, Phase 1 kips were assumed to be split evenly between residential and commercial uses. 4. Phase 2 consists of 500 total units but will replace the existing 341 units currently on site for a net increase of 159 units. 1/18/2021 U Oak Hill Q J� /btle SITE LOCATION er7re.��t `n M S� p Hickory St n wn cx lacks, i a o VICINITY MAP 111=10001 DEVELOPER: HABITAT FOR HUMANITY OF GREATER CHARLOTTESVILLE 967 2ND ST SE CHARLOTTESVILLE, VA 22902 OWNER: SOUTHWOOD CHARLOTTESVILLE LLC 919 WEST MAIN STREET CHARLOTTESVILLE, VA 22903 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVE. SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: BRYAN CICHOCKI, P.E. TELEPHONE: (434) 327-5380 Sheet List Table Sheet Number Sheet Title C0.0 COVER C1.0 NOTES & DETAILS C1.1 NOTES & DETAILS C1.2 NOTES & DETAILS C1.3 NOTES & DETAILS C1.4 NOTES & DETAILS C2.0 EXISTING CONDITIONS & DEMOLITION PLAN C2.1 BLOCKS & OVERALL PLAN C2.2 OVERALL PHASING PLAN C3.0 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.1 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.2 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.3 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.4 EROSION & SEDIMENT CONTROL PLAN PHASE I C3.5 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.6 EROSION & SEDIMENT CONTROL PLAN PHASE II C3.7 EROSION & SEDIMENT CONTROL PLAN PHASE II C4.0 LAYOUT & UTILITIES PLAN C4.1 LAYOUT & UTILITIES PLAN C4.2 LAYOUT & UTILITIES PLAN C4.9 LOT & EASEMENT PLAN C4.10 LOT & EASEMENT PLAN C4.11 LOT & EASEMENT PLAN C5.0 GRADING & DRAINAGE PLAN C5.1 GRADING & DRAINAGE PLAN C5.2 GRADING & DRAINAGE PLAN C5.3 DETAILED GRADING PLAN C5.4 DETAILED GRADING PLAN C5.5 DETAILED GRADING PLAN C6.0 STORMWATER MANAGEMENT PLAN C6.1 STORMWATER MANAGEMENT CALCULATIONS C6.2 STORMWATER QUALITY SUMMARY C6.3 STORMWATER SUMMARY PLAN C6.4 PIPE & INLET CALCULATIONS C6.5 PIPE & INLET CALCULATIONS C6.6 UNDERGROUND DETENTION DETAILS C6.7 UNDERGROUND DETENTION DETAILS C6.8 UNDERGROUND DETENTION DETAILS C6.9 UNDERGROUND DETENTION DETAILS C7.0 STORM PROFILES C7.1 STORM PROFILES WPO PLAN TOTAL NUMBER OF SHEETS = 41 APPROVED by the Albemarle County Community Development Department Date 11/1/21 �tal l03'10ys uuTIuL M yan D. Cichocld 'Z -1 Lie. No. 53741 a� I/9o3b N z 0 f f tiiti DATE 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE N.A. V � U 0 W w J IY Q LU w LLl a 0 " U W0 U 0 0 0 T� i 0 V/ JOB NO. 47036 SHEET NO. C0.0 L LEGEND ROADS SEWER TRAFFIC STOP BAR m � `'� S EXISTING SANITARY SEWER STORM PIPE & STRUCTURE NO. �® DROP INLET & STRUCTURE NO. S�SAN-W--OS PROPOSED SANITARY SEWER CURB O PROPOSED SANITARY SEWER LABEL CURB & GUTTER WATER 0 PROPOSED PAVEMENT -W- - EXISTING WATER LINE -••�••- CENTERLINE OF DITCH g• yy PROPOSED WATER LINE BENCH MARK 4 g• yy PROPOSED VALVE . . CLEARING LIMITS -iTI- g• NI PROPOSED TAPPING SLEEVE R-1 VDOT STANDARD STOP SIGN PROPOSED FIRE HYDRANT (COMPLETE) - - 200 - -- EXISTING CONTOUR GRADING 200 PROPOSED CONTOUR + 240.5 EXISTING SPOT ELEVATION TC = TOP OF CURB BC = BACK OF CURB TC 240.5 PROPOSED SPOT ELEVATION EP = EDGE OF PAVEMENT TW = TOP OF WALL 1Q PARKING COUNT BIN = BOTTOM OF WALL IS = TOP OF STAIRS BS = BOTTOM OF STAIRS N/A = NOT APPLICABLE TO THIS PROJECT MANAGEDSLOPES PRESERVED SLOPES ACSA GENERAL WATER & SEWER CONDITIONS GENERALNOTES 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION. 2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. B. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A) 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR SEPTEMBER 14, 2021 INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). LINES AND STRUCTURES, AS NECESSARY. 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. SUBGRADE. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF 9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF WAY. (N/A) THE LINE. 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. OF ROAD. (N/A) 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). SLOPE OF 0.004 ft./ft. 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-09. 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. THE END OF THE DAY 16. PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE, ALL BACKFLOW PREVENTION 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS DETAILED IN SECTION 8 OF THE MOST RECENT 34. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED REVISION OF THE ASCA RULES AND REGULATIONS. BY THE BUILDING DEPARTMENT. SEWER AND FIRE LINES IDENTIFIED BUT NOT WATER LINES. 17. A DEED OF EASEMENT AND EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, SHALL BE RECORDED PRIOR TO ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED. Albemarle County Private Road Acceptance Procedure Albemarle County As -built Road Plan Policy This is the procedure developed by the Albemarle County Community Development Department for the completion of private roads. The items in this list must be completed in the order given. As -built drawings shall be prepared for all public and private roadway construction projects within Albemarle County. The following is a list of the minimum information required on the drawings. Additional information may be requested. The County only reviews private road as -built plans. The county does not review or approve public road as-builts. For questions regarding public roads, please consult with VDOT. 1. A signed and dated professional seal of the preparing engineer or surveyor. 2. The name and address of the firm and individual preparing the drawings on the title sheet. 3. "As -built" must be labeled on the drawings with the date of preparation or revision. 4. The constructed location of all items associated with the road construction must be shown. The items include, but are not limited to the following: a. Horizontal Alignment - Show and label measurement points, and an interpreted line between measurements. Show the as -built centerline over the design centerline. Distinguish between the design elevation and as -built by labels and line type. Measurements shall be at each station as a minimum, and at frequent enough intervals to accurately portray the as -built centerline and the position of the roadway 4 8h Y P Y P Y within the right-of-way or easement. Any portions outside the right-of-way or easement must be corrected by plat or construction. b. Vertical Alignment - Show and label measurement points, and an interpreted line between g P tP measurements. Show the as -built centerline over the design centerline. Distinguish between them by labels and line type. Write the constructed vertical elevations adjacent to the design elevations. Distinguish between the elevations by striking a single line through the design elevation. Measurements shall be at each station as a minimum, and frequent enough intervals to accurately portray the as -built centerline. For alignments which deviate significantly from the design, provide curvature and sight - distances. Corrections may be required for alterations from the design alignment. b. Edge of Pavement - Display the constructed edges of pavement and width measurements at every station, or more frequently if necessary to accurately portray the as -built edges. Show the as -built edges over the design edges. Show and label constructed edge of pavement radii for all intersections and cul- de-sacs. Edges for sidewalk, as well as ramps and curb cuts must be included. c. Culverts, Pipes and Drainage Structures - Display the installed type of drainage structure, culvert/pipe size, material, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. For slopes flatter than design, or inverts shallower than design, provide computations verifying design standards. d. Ditch Lines - Display the constructed location of all ditch lines, including typical section, direction of flow, and linings. e. Drainage Easements - Show all platted easements with dead book references labeled. Drainage must be within platted right-of-way or drainage easements. Provide copies of recorded documents. e. Guardrail - Display the constructed location of guardrail, including the guardrail type, length and applied end treatments, compared to design. f. Right of way and associated easements - Label deed book and page numbers for all dedicated right- of-ways, sight easements, slope easements, etc., and provide copies of recorded documents. g. Pavement Designs - Label the as -built pavement and base on the design typical sections. Strike through any design elements which were not applied. Inspection reports are required for fill compaction, CBR's, and pavement applications. h. Street Trees - if street trees are on the design plan, provide design and as -built locations and species. i. Signs - Show all installed signs and pavement markings. Include any pedestals or other features. 1. Tests and Inspections: Have all necessary tests and inspections performed by a professional engineer or geotech, or VDOT certified inspector. This should include, at a minimum, a. California Bearing Ratio (CBR) tests, b. stone depth inspections, including installation of under -drains and cross -drains, c. fill compaction tests, d. pipe and drainage structure video inspections or equivalent, e. base and surface pavement inspections, documenting materials, thickness and compaction f. concrete tests g. structural and related inspections for any bridges and foundations Compile a report of these tests, certified by a professional engineer, and submit this report with the as -built plans. 2. As -built plans and plats: Provide drawings of the constructed improvements according to the Albemarle CountyAs-built Road Plan Policy. Provide copies of all recorded drainage easements Y P sight right-of-way copies of the actual recorded documents � easements and � t-of-wa YPlats. Plats should be from the Clerk's office. Before completing as -built drawings, make any corrections necessary to ensure all improvements are within right-of-ways and easements. 3. Bond inspection: Request a bond reduction or release inspection from the County, which will reduce or release your bond, indicating completion or partial completion, or generate a letter indicating items in need of documentation or completion. The following documents will be needed with your bond inspection request; A. Completed Bond Inspection Request form and fee A form and fee are required for each bond, such as for a project with multiple phases and bonds. B. As -built documents per items 1 and 2 above. An as -built plan prepared in accordance with the County's As -Built Road Plan Policy is required. For any releases or reductions, the minimum requirements of this policy must be met, if only to ensure that all improvements are in right-of-way and easements. C. Signed and sealed letter from a professional engineer listed and certifying that completed improvements are built according to plan. Please do not e-mail or fax copies of this letter. An original signature and certifying seal are required. Please do not use qualifying statements such as "it appeared", or "to the best of my knowledge", or "generally in accord". Improvements were either built to plan, or they were not. As -built measurements, construction inspections, and other field verifications should be cited and included. Tolerances should be noted. The items not built according to plan must be listed, with explanations. Deviation in pavement materials and thicknesses must be listed. If street trees or sidewalks, or other items were moved, or added, this should be noted. If drainage changed, by addition or deletion of culverts, inlets, or re -alignments of pipes or grades, this should be verified by revised computations and attached to the letter. If there are outstanding items or omissions, these should be listed. Graphics are helpful. In short, please provide more than a statement of opinion or assurance. Please demonstrate that the improvements and construction have been inspected, investigated and documented, and are certified in detail, and county staff will not be in the position of discovering discrepancies and deficiencies in the field. D. Completed Certificate of Completion This form must be received for release of a bond. It is available on the county website. In the case of reductions, a letter listing the outstanding items that need to be completed before signing the certification is acceptable. It must be signed by the owner. This form says all subdivision improvements have been completed. It also says that all construction conforms to approved plans and any discrepancies have been 35. RETAINING WALLS GREATER THAN TIN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4' IN HEIGHT REQUIRE A STAMPED ENGINEERED DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. 36. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. 37. BUILDINGS OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR A DEMOLITION PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH FROM ALBEMARLE COUNTY AND VDOLI. CONTACT VDOLI FOR THEIR ADDITIONAL REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS AT (540)562-3580 (EXT. 131). 38. WHERE THE FLOOD LEVEL RIMS OF PLUMBING FIXTURES ARE BELOW THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER, THE FIXTURES SHALL BE PROTECTED BY A BACKWATER VALVE INSTALLED IN THE BUILDING DRAIN, BRANCH OF THE BUILDING DRAIN, OR HORIZONTAL BRANCH SERVING SUCH FIXTURES. PLUMBING FIXTURES HAVING FLOOD LEVEL RIMS ABOVE THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER SHALL NOT DISCHARGE THROUGH A BACKWATER VALVE. BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) A COUNTY OF ALBEMARLE Department of Community Development rya Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. Albemarle County Engineering Final Plan General Notes Page I of 4 ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES General Construction Notes 1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT). This Ian as drawn may not accurately mtel reflec t the requirements uirements of 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:verticai). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). yan D. Cichocki lie. No. 53741 9*34 M E 0 o N � N C > E w o E y < w v 3 Q LL O 3 C)LL w 0 m d J U W J - rn d W N V Z W Z f iIr �x LL p < v = W N Fv¢� c N W M a� no O ce 0 Z 0 a_ U C] ti h _0 LU LL1 (n w O O > j 00 2 � � U) a to ti uj O O F , Q V V) C)N ti I - DATE 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE N.A. TT� V / U O > J_ W w Q _1 I - a LU � 0 w 00 1-I a 06 LLJ O Cn W Z I- Dp Q U Z 2 0 O O 2 �O V/ JOB NO. 47036 SHEET NO. C1.0 L CD-1 ( EW-12 TOP OF CUT PAY LIMITS FOR (TYPICAL) CUT OUTLET PIPE TO raenE PAVEMENT BEGIN WITH 45- UBBASE DITCH LINE ELBOW FILL UBGRADE COMBINATION UNDERDRAIN CD-1 AT LOWER END OF CUTS EDGE OF PAVEMENT CENTER LINE SECTION TRAVEL LANES 4 �y� 55 (WITH TYPE 1 SELECT MATERIAL) - sL- - - 4� - - i � - 4 - . • 5° TRENCH PLACEMENT EDGE OF PAVEMENT >V PAY LIMITS FOR OUTLET PIPE T( SHOULDER LINE \ BEGIN WITH 45° F PAVEMENT SURFACE M BASE I LN ELBOW 0 0 0 0 0 0 0 0 �- SUBBASE OFF TOE OF FILL �oo9S=o-s-oo �o-12 oo-g6 �a , 12 (wAL) o o - o000000 - o - o_ o 00 000o SELECT MATERIAL TYPE I OR X O/ 057 AGGREGATE, #8 AGGREGATE OR CRUSHED - ° .... CLANS MEETNG #8 GRADATION REQUIREMENTS. PLAN VIEW CEOTEXTILE DRAINAGE FABRIC (PLACEMENT OF CD-1 COMBINATION UNDERDRAIN) OR �- PAVEMENT SURFACE M BASE 0 0 000 0 000 0 0 0 0 �'- SUBBASE OR CEMENT STAILIZED SUBBASE 0 000 0 60- - -oo F(CEMENT MATERIAL STAABBILIZEED)SUBGRME •••°,° o 0#57 AGGREGATE, #8 AGGREGATE OR CRUSHED MANA EILB GLASS MEETING #8 GRADATION REQUIREMENTS. GENERAL NOTES FABRIC 1. UNLESS SPECIFICALLY INDICATED, COMBINATION UNDERDRNN WILL NOT BE LOCATED AT THIS POINT WHEN BOTH SUBBASE AND SUBGRADE ARE STABLIZED. 2. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. NON -PERFORATED OUTLET PIPE 3. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LME PAVEMENT AND SHALL BE PLACED ON A MADE PARALLEL TO THE SHOULDER SLOPE 2 X MIN. (3 X DESIRABLE) GRADE. TYPE OF PPE CRUSHING STRENGTH M(W.T. 4" NON. DIAMETER MEW.T. 6" NOM. DIAMETER SMOOTH WALL PVC .T3 0.753 SMOOTH WALL PE 1 70 PS XXX 1 1 70 PSI AMA 4. ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR UNDERCRANS, THEY ARE TO BE LOCATED SO AS TO MAN INTO DROP INLETS OR MANHOLES. 5. ON SUPERELEVATEO SECTIONS, TRENCH IS 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" PROVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. ME WALL THICKNESS (MIN) -INCHES 7. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ME TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. AAA TESTED ACCORDING TO ABTM D-2412 AT SX DEFLECTION. S. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-120R OTHER DRAINAGE STRUCTURE. `VQQ'r SPECIFICATION ROM AND BRIDGE STANDARDS STANDARD COMBINATION UNDERDRAIN REFERENCE SHEET 1 OF 1 REVISION DATE (AT LOWER END OF CUTS) 232 501 108.04 VIRGINIA DEPARTMENT OF TRANSPORTATION 701 CD-2 t`- _.6+ -UNITS OF PAY FOR Mn:a.;y EDGE OF PAVEMENT COMBINATION UNDERDRAIN CD-2 ON FILLS 1��yy0" TRAVEL LAIES CENTER LINE SECTION -1--g-- �i_f--------- - (WITH TYPE 1 SELECT MATERIAL) IM EDGE OF PAVEMENT TRENCH PLACEMENT SHOULDER LINE YPICAL)�A+I TOE OF FILL F PAVEMENT SURFACE M BASE 0000000000000 00 SUBBAE / LIMITS OF PAY FOR o OUTLET PIPE o o_00000000000-0 0 ?6 6 -SELECT MATERIAL TYPE IORX PLAN VIEW SHOWING PLACEMENT OF CD-2 UNDERDRAIN °T #57 AGGREGATE, #8 AGGREGATE OR CRUSHED GEOTEXTILE GLASS MEETING #8 GRADATION REQUIREMENTS, 0,: MANME FABR C NON -PERFORATED OUTLET PIPE OR �-PAVEMENT SURFACE M BASE TYPE OF PIPE CRUSHING STRENGTH "( W.T. 4" NON. DIAMETER M(W.T. 6" NOM. DIAMETER SMOOTH WALL PVC .103 1 1 0.153 SMOOTH WALL PE 70 PSI XXX 70 PSI AMA 0 0 0 0 0 o SUBBASE OR CEMENT STABILIZED SUBBASE o - o - �- SELECT MATERIAL TYPE I OR SUBGRADE *WALL THICKNESS (MNl -INCHES _ oho-o o (CEMENT OR LIME STABILIZED) M(M(M(TESTED ACCORDING TO ASTM D-2412 AT 5% DEFLECTION. k57 ABGREGATE, ke AGGREGATE OR CRUSHED GEOTEXTILE GLASS MEETING #8 GRADATION REQUIREMENTS. DRAINFABRIC GENERAL NOTES 1. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HMO 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. (3X DESIRABLE) GRADE. BRIDGE SUBBASE 3. ON CURB NO GUTTER SECTIONS. WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE CD-2 OUTLETS FOR UNDERMAINS, THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP CD_2 - INLETS OR MANHOLES. 5'-O" SIZE NO. 21B (fi'EMW?DEPTH) ERIAL TYPE 4. ON SUPERELEVATED SECTIONS, TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. 5. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-O" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. PLACEMENT OF CD-2 UNDERDRAIN AT 6. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITH! PAY LIMITS FOR OUTLET PPE ME TO BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 7. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-12OR OTHER DRAINAGE STRUCTURE. SPECIFICATION STANDARD COMBINATION UNDERDRAIN DVDO'T REFERENCE ROAD PAID BRIDGE STANDARDS 232 (AT GRADE SAGS AND BRIDGE APPROACHES) REVISION DATE SHEET 1 OF 1 501 701 VIRGINIA DEPARTMENT OF TRANSPORTATION 108.05 CG-6 NOTES: 1. THIS ITEM MY 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 (ALONG FACE OF CURB) SHALL BE PAID FOR AS RADIAL COMBINATION CURB # GUTTER. 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER, THE BOTTOM OF THE CURB M GUTTER SBALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWMLE CRITERIA FOR THE USE OF CG-6 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED M SHOWN W APPENDIX A OF R THE ROM DESIGN MANUAL N THE SECTION ON GS URBAN STMDMDS. D D D D • D D e D D • D , D - D > A BE CONCRETE OF THE CONTRACTOR r:RB"°` COMBINATION 6" CURB AND GUTTER ROM AND BRIDGE STMDMOS 105 REVISION DATE SHEET 1 OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 A A • R1-1 STOP *Reduce spacing 40% A B C D E F 18 .375 6 6 C 3 775 24 .625 8 8 C 4 10 30 .75 10 10 C 5 12.6 36 .875 12 12 C 6 15 48 1.25 16 16C 8 20 COLORS: LEGEND - WHITE (RETROREFLECTIVE) BACKGROUND - RED (RETROREFLECTIVE) 1-1 MUTCD STOP SIGN DETAIL No Scale TOP OF CURB FLUSH CURB (PARKING LO No Scale r 6" VDOT A-3 CONCRETE NON -SLIP BROOM FINISH VARIABLE WIDTH' MAX. CROSS SLOPE 2% 4" 3,000 PSI AIR -ENTRAINED CONCRETE COMPACTED SUBGRADE 4" TYPE 21A STONE COVER DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS z NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT STANDARDS. ��l '•I•�•I•I�•.='•ram 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 \/\\\/M>N/\\/\/\\\/\\\/�\ ,� j COMPACTED SUBGRADE DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale 2016 ROAD & BRIDGE STANDARDS NOTE: WHEN A PEDESTRIAN ACCESS ROUTE CROSSES A COMERCIAL ENTRANCE _ THE CROSS SLOPE SHALL BE 2/. FOR (RADIUS TO BE AS SHOWN ON PLANS) A WIDTH OF 5 FEET. A� •'(STREET APPROACH SAME SURFACING o G C AS MAINLINE ROADWAY (SEE NOTE 3) v) (RADIUS TO BE AS _ _ _ _ _ _ SHOWN ON PLANS) / CG-2 OR CG-6 (SEE NOTE 1) L- - - - 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. CG-11 2. SEE STANDARD CG-12 FOR CURB RAMP DESIGN TO BE B 8 SIDEWALK USED WITH THIS STANDARD. (SIDEWALK (SEE w - w - - - NOTE 5) OPTIONAL UNPAVED SPACE 3 MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE In FLOW LINE R/W LINE (EXCEPT ANY SUBGRADE STABILIZATION - - ----- REQUIRED FOR MAINLINE PAVEMENT WHICH CAN BE EXPANSION 9 0 EXPANSION OMITTED IN THE ENTRANCE.) JOINT JOINT 4. RADIAL CURB OR COMBINATION CURB AND GUTTER SHALL NOT BE CONSTRUCTED BEYOND THE R/W LINE NOTE: WIDTH "B" 2'-0" OR AS MAINLINE ROADWAY EXCEPT FOR REPLACEMENT PURPOSES. SHOWN ON TYPICAL �cH� SECTION. A PLAN VIEW ENTRANCE NOTES 5. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK MAINLINE ROADWAY SLOPE TRAFFIC, THE DEPTH FOR SIDEWALK M CURB RAMPS 10'PARABOLIC CURVE (ENTRANCE ONLY? WITHIN THE LIMITS OF THE RADII SHOULD BE INCREASED TO 7". (SEE CC-13) EDGE OF PAVEMENT OR OPTIONAL FLOW LINE 8%MAX. GRADE CHANGE ® D _ _ - 6. PLANS ARE 70 INDICATE WHEN CONSTRUCTION OF A FLOW _ _ p (SEE LINE IS REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS MAINLINE ROADWAY _ - - - - - - - - - - - NOTE 7) THE ENTRANCE. 8% MAX. M - D 7. THE DESIRABLE AND MAXIMUM ENTRANCE GRADE CHANGES GRADE CHANGE - "D" ARE LISTED IN THE ALLOWABLE ENTRANCE GRADE D TABLE. THESE VALUES ARE NOT APPLICABLE TO STREET CONNECTIONS. 5' MIN. 20' MINIMUM FOR COMMERCIAL ENTRANCE INTERSECTION NOTES 8. WHEN CG-11 IS USED FOR STREET CONNECTIONS, THE ® CONSTRUCT GRADE CHANGES WITH A PARABOLIC CURVE. CONNECTION MUST BE DESIGNED IN ACCORDANCE WITH AASHTO POLICY AND THE APPLICABLE REQUIREMENTS SECTION A A OF THE VOT ROADMANUALINCLUDI GN IREMENTS. STOPPING SIGHT DISTANCE D K VIALUE REO 9. OPTIONAL FLOWLINE MAY REQUIRE WARPING OF A PORTION OF GUTTER TO PROVIDE POSITIVE DRAINAGE 2" B ACROSS THE INTERSECTION. ALLOWABLE ENTRANCE GRADE CHANGES �,��\ •n. 10 CLASS A3 ,p, .o •e. •e, •n. (H.E.S.) e , e • e. ' �• ' °' - - CONCRETE ` SECTION C C ENTRANCE VOLUME GRADE CHANCE 'D" DESIRABLE MAXIMUM HIGH MORE THAN 1500 VPD 0 % 3 % MEDIUM 500-1500 VPD _<3 % 6 % LOW LESS THAN 500 VPD <6% 8% NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT APPLICABLE TO STREET CONNECTIONS SPECIFICATION XV DC7T REFERENCE METHOD OF TREATMENT ROAD AND BRIDGE STANDARDS Soz (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE SHEET 1 OF 1 VIRGINIA DEPARTMENT OF TRANSPORTATION 07/15 20304 2016 ROAD & BRIDGE STANDARDS PRIVATE ROAD CROSS SECTION C%L CG-6 1.5" SM-9.5A 22' 1251 (PAVEMENT WIDTH) f 3% I - I- -1- I 1 COMPACTED SUBGRADE 2" IM-19.OA 5, 61 3" BM-25.OA SIDEWALK (PLANTING STRIP) 4T PARCEL WIDTH COVERED BY PRIVATE & EMERGENCY ACCESS EASEMENTS NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND ALBEMARLE COUNTY DESIGN STANDARDS. V BEYOND THE BACK OF CURB (TYP.) PRIVATE ROAD CROSS SECTION No Scale ALLEY 1 (WHOLE LENGTH) ALLEY 3 (9+85.27 - 17+25 & 19+65 - 20+55.64) 0.5' 6' 11 (PLANTING STRIP) C%L CG-6 VARIES 20' MIN (PAVEMENT WIDTH) f2%TYPICAL(VARIES SUBGRADE I „ NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. ALLEY CROSS SECTION No Scale CG-2 2 IM-19.0A 3" BM-25.OA TE & EMERGENCY ACCESS EASEMENTS AGGREGATE SHALL EXTEND V BEYOND THE BACK OF CURB (TYP.) ALLEY 3 (17+25 - 19+65) ALLEY 4 (WHOLE LENGTH) C%L 1.5" SM-9.5A VARIES 20' MIN (PAVEMENT WIDTH) f 2% TYP COMPACTED SUBGRADE \_2" IM-19.0A 3" BM-25.OA I PRIVATE & EMERGENCY ACCESS EASEMENTS�i NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND ALBEMARLE COUNTY DESIGN STANDARDS. V BEYOND THE BACK OF CURB (TYP.) ALLEY CROSS SECTION No Scale CG-2 li CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) ALLEY 2 (WHOLE LENGTH) C%L 1.5" SM-9.5A VARIES 20' MIN (PAVEMENT WIDTH) COMPACTED SUBGRADE NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. ALLEY CROSS SECTION No Scale `2" IM-19.OA 3" BM-25.OA TE & EMERGENCY ACCESS EASEMENTS AGGREGATE SHALL EXTEND V BEYOND THE BACK OF CURB (TYP.) 0.5' .5' CG-2 5' SIDEV CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) yan D. Cichocld 'Z Lic. No. 53741 a� I/9o3b m E 0 0 rn U N Z N > E G E w LU Q LL o ILL.0 n 0 Of O 0Of M Q j U 00 Z W J -v1 N O v z 01- 3: 0X A ( K DL w U z Q (n 2 CN Z Z Z =vQ� O_ ~ C U-1 (n N > Q Q M K U U N J O O Ui LU O Z ti LLI O O x Q IN MOON ��rn DATE 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE N.A. C6 O T� `U) i U O > J_ W CIDJ Q J' LU LU 0 cc TI Q 06 Uj w � �O T� O Z i 0 O O T� i O 5 J c L JOB NO. 47036 SHEET NO. C 1.1 TTT�T11 �T p IS-1 WP-2 ADJACENT TRAVEL LrWE ASPHALT PAVEMENT WIDENING / (ON 32 (25r ) CIA HO) DNS 1 27 1/2^ DIA BOLT GIRDLE. [899mm] I ] O 28 CONCRETE BUMPER BLOCK / SHAPE TO ELEVATION �// OF IRD-POINT OF 2"x EDGE OF EXISING PAVEMENT {.__ 67m1/4� ] ammi I [66/mm] I778mm] n D. Cichocld ANCHOR WITH 5/8" REBAR WRGEST HE. ��j I (AS DETERMINED IN FIELD) � I --I IMBEDDED 24" IN GROUND HANDICAP SIGN-.-.; SHAPE TO CONTOUR I OF PIPE I TACK COAT THE PROPOSED + L 24" DIA U lie. No. 53741 /LOCATION (VAN) FACE OF d I • I CONSTRUCTION JOINT EXISTING ASPHAT LAYERS PROPOSED ASPHAT LAYERS ----------------- r [BOBmm]1 HANDICAP SIGN LOCATION (TYP.) CURB . /' I I I E%ISTING SUBBASE PROPOSED SUBBASE 1 26 7/16• Du _� s/e^ [722mm] L16mm] Off, �SSIG 1// O -------------------------- COMPACTED SUBGRADE 36"Du 26• O O [91 [6601n3/16" [36mm] NAL 7 103� EOP i CONSTRUCTION JOINT DETAIL SEC1 FRAME SECTION [20mm] PAINTED SLOPE TO DRAIN TO INVERT 9 OF OUTLET PPE ® REMOVE EXISTING ASPHAT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS 2' (51mm) LETTERS (RECESSED FLUSH) f+l E O U o8' 18' PER 2 MAX.Mx SECTION A A ® PROPOSED MINIMUM 1'/, INCH THICK ASPHALT SURFACE COURSE (SEE NOTE Sl MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS 1. [25mm) I A [7g O N C 4" A5 DETERMINED BY CORES (SEE NOTE 3) PN M I713mm]+I 5 r �g ¢ VDOT 4" SPEC. PAINTED TRANSITION BETWEEN PPE REN SIZE WHEN METHOD OF TREATMENT IN DROP INLETS DIFFERENT SIZES OF 22 13 16" 2 1/6" 3 13/16" STBm [97mm] [ > E E E STRIPE PIPES ARE ENCOUNTERED. B NOTES [$4mm 125" 1 3/8" [635mm] a W _ (TYPICAL) 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 4 11/i6^ [35mm] 9/16" O.D. OF GKT GROOVE [t7mm] w> 3 I- W GN 3 8' 5' 8' 8' 8' IT�� \\ 2. THE PAVEMENT DESIGN FOR SPRAT 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. [14mm] SECTION VIEW 1) (6mm) DIA CAM BOLT :GASKET ¢ LL p 0 U. TYPICAL VAN T NOTESr SHAPING OF MANHOLE AND INLET AVERTS IN ACCORDANCE WITH \ \ THIS DRAWING 5 TO APPLY TO THOSE STRUCTURES SPECIFIED ` SLOPE TO DRAIN 3. A MINIMUM OF THREE CORES SHALL RE TAKEN AONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AID THICKN SS OF EXISTING PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART. SEE ASSEMBLY L (2) WSHR 1/i6 X $/6 X 7 1/2 RUBBER PART# 00B81046 1_ w 0 m H d' LL, L R.•1 Q U 00 Z ACCESSIBLE ACCESSIBLE HANDICAP SPACES REGULAR SPACE ON PLANS OR WHERE INVERT OF PPE IS ABOVE INVERT OF ] TO INVERT OF STRUCTURE. OUTLET PPE MANHOLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED / 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1'// INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAVED BY T[IE ENGINEER. S C FL (2) CORED 18(iO" 1 5/6" (2) ELT HEX 5/8-11X3 1/2 SS l W PICKBARS [5mm III RT 00981250 2400""" [41mm f J w J - LUj I"I O M > 0 P IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. L� THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A / • PORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS AT OR �7 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. FFF------ 1/2" [6mm 63 DNA. STAINLESS STEEL ROD) WSHR 5/B ID 1.50 OD 55 1 1/8' (29mm) DIA BOSS [13mm 00931318 a O N Lu N V V' w �• C1 EXCEPT THAT 25X OF COARSE AGGEGATE MAY BE TO 4'IN DIAMETER AD CONSIST OF STONE. BROKEN BRICK, ; _ U' S. E%ISTING PAVEMENT MARKINGS AND MARKERS WITHN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL O• THE ENGINEER. T VEMENT RM TO SECTION 315.05(0 OF THAT TES O10 IOFTSECTIONC3P5.07(0 JPART# PLAN VIEW_UP PICKBAR & LOCKLUG HOLE DETAIL O1 MCLASS ~ 0 x BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE r BE LEFT SMOOTH MHALL HNID TROWELLING. NONE IOF TESTED USI GOUA OT AT TIE-IN LOCA�RONSASHALL BE FOOT STRAIGHTEDGE IN MNTS CCORDANCE WITH THE REQUF II EMENTS F THE SPECPICATDNS. 2) NUT HX 5/5-11 ZN WALK NOTES: ART# 00981264 (AU LLDETAILS Ln WSNAIL TE COARSE AGGREGATE SHALL REMAIN EXPOSED. TE E OF INVERT SHAPING AS SHOWN HEREON PRE FOR E%AIPLE - ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED-� '• 1. ALL MANHOLES WITHIN 100 YEAR FLOODPLAIN OR LOCATED IN AREAS SUBJECT TO FlAODING SHALL HAVE WATERTIGHT FRAME & COVER.) NUT HX JAM 5/8-11 ZNPURPOSES 2 ALTERNATIVE DESIGN FOR WATERTIGHT COVERS WILL BE CONSIDERED• RT# 00961228 i c N Z 2 2 INOVOUALY TO BEST FIT THE AN PARTICULAR INLET D OUTLET CONFIGURATION MD FLOW LINES. SECTION B-B 3. COVERS SHALL BE FIXED TO FRAMES WITH LOCKING LUGS OR SIMIUAR ASSEMBLY. 2 1935R LACK LUG () � U j l0 O lti W W PLAN TYPICAL WATERTIGHT (SHORT) PART# 00193585 F c "N METHOD OF TREATMENT IN MANHOLES MANHOLE FRAME & COVER LOCK LUG ASSEMBLY > O U O U N.T.S FIG S-I-E d v OU J VDOT X STANDARD METHOD OF SHAPING SPECIFICATION REFERENCE VDO'T ASPHALT PAVEMENT WIDENING SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS MANHOLE & INLET INVERTS 02 ROAD AND BRIDGE STANDARDS FOR WIDENING SUBJECT TO TRAFFIC 315 (=) U O O TYPICAL PARKING SPACE DETAILS SHEET , GF , REVISION DATE SHEET 1 OF 1 REVISION DATE 106.08 303.02 VIRGINIA DEPARTMENT OF TRANSPORTATION VIRGINIA DEPARTMENT OF TRANSPORTATION U W V W No Scale 2016 ROAD &BRIDGE STANDARDS OL CL 2 FRAME & COVER =O g W W PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE SEE FIG. S-I-D, E ~ ~ SIGN WITH PART V. SECTION G OF THESE SPECIFICATIONS. C)O O PLACE 5' GALVANIZED " WITNESS " POST WITH & FRAME COVER STREET SURFACE OR O a a STD. U POST CAPPED ENDS PAINTED BLUE IN REMOTE AREAS NON -PAVED AREA O GALVANIZED _ o AS DIRECTED. MARKER LOCATION MAY BE SUBJECT (SEE FIG. S--D,E) � TO HIGHWAY DEPARTMENT APPROVAL f .'s;.; .''. SLOPED AREA F '. STREET SURFACE OR - "' = w; ="" ry IV (V FINISHED GRADE SET DOGHOUSE BASE • i •• " EXISTING SANITARY NON -PAVED AREA 1'-0" MAX 2 -0" RUBBER COATED STEEL STEPS e CAST 1N PLACE W F N N \ o CN ON CONCRETE BLOCKS '.. SEWER PPE SLOPED AREA e v p \ r', ry • DOGHOUSE OPENING SHALL +•• • '°� r.. IL •• MIN. 12" CLEARANCE '• 'S "+' 't;! : ," ` . PRECAST REINFORCED CONCRETE •Q: \ �M \ \ 6' BE PREFORMED BY " • ' '.! • BETWEEN EXISTING PIPE MANUFACTURER OR •'- `"F '; •:-' • AND STONE BEDDING 1'-0" MAX A' ° SECTIONS WITH "0" RING SEALS Z O DATE �• SAW CUT TO FIT PIPE * • :. OR APPROVED EQUAL OUTSIDE DIAMATER ''W, • ! .r.M 2'-0" a > POST TO BE �i,' ADJUSTABLE TRAFFIC RATED PLUS 6 ". `. ..:. 3'-0" MIN e a• 111812021 DRIVEN VALVE BOX W/ LID r 12" THICK VDOT THE DROP CONNECTION SHALL BE O DRAWN BY u 1` No. 68 STONE BEDDING RUBBER COATED STEEL e .4 DUCTILE IRON PIPE (CLASS 50) } B"XS"X16" AND 4"x8"xts" ` 3'-0" MIN STEPS CAST IN PLACE 5" BACKFlLLED IN 6" LAYERS AND y SOLID CONCRETE BLOCKS CENTER W/RISER COMPACTED BY HAND TAMPERS OR C. GAYNER ? N WALL (4 EACH) DOGHOUSE MANHOLE BASE PRECAST REINFORCED 1� BACKFILLED WITH SELF -COMPACTING l 111111 RIIll Illill InnlnllnnlnllNn,ullnnll,nlnnnn,nnnlln„I l,nnnnn ,illlil Tllnnnnnnn CONCRETE SECTIONS 12 MIN • " .• " 16" MAX STONE. Q DESIGNED BY x 0 RING SEALS 16 MAX S,T° } dN' MANHOLE ABOVE BASE SHALL FILL DOGHOUSE OPENING AROUND EXISTING PIPE MINIMUM ELEVATION ° MINIMUM ELEVATION DIFFERENCE •• C. GAYNER BE CONSTRUCTED A5 SHOWN WITH 3,000 PSI CONCRETE DIFFERENCE ACROSS M.H. 5" 4'-0" 5 12"MIN 12"MIN ACROSS M.H. FROM INLET TO CHECKED BY ON FIGURE S-1-A OR NON -SHRINKING GROUT FROM INLET TO OUTLET . VARIE 0 OUTLET SHALL BE 0.20 FEET • M.J. GATE VALVE _ _ _ -- -- -- ALLOW CONCRETE WRAP EXISTING PIPE WITH SHALL BE 0.20 FEET. a CONCRETE VARIES DEPTH OF FLOW FILLETS CHANNEL TO BE 3/4 DIAMETER OF 1, 1 •° • A FILLETED INVERT FOR A SMOOTH Q + " TRANSITION OF FLOW BETWEEN "' t'. INLET & OULET PIPE SHALL BE .� � A � P PROVIDED. ' • • • B. CICHOCKI SIGN AND POST DETAIL SCALE TO FLOW A MIN. 1'-0" BEYOND BASE ` x .. NEOPRENE GASKET MATERIAL tip• CONTRIBUTING T .+ -- - + 12" .. �: D "e° '°., , P' 6 ,.s �; P, • N.A. Scale No BEFORE FILLING THE OPENING �' STRUCTURE NEOPRENE SECURED BY 2 NON- SEWER. i •• . 'A ' .'•a' " 12"" CORROSIVE STRAPS, 1 ON A FILLETED INVERT OR A SMOOTH • '• d 3/4 DIAL OF LARGEST FlES@iV® fEBU WATER LINE EACH SIDE OF OPENING TRANSITION OF FLOW BETWEEN PIPE IN MANHOLE P��. VA. SIGN FOR THE DISABLED ON 0.80 GAUGE pffm INLET & OUTLET PIPE SHALL BE MIN. 6" BEDDING WITH NO. 68 STONE ALUMINUM. COLORS: GREEN BORDER & 1 41 �' 12" MIN. CAST -IN PLACE PROVIDED. MIN. 6" BEDDING LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, WHITE BACKGROUND. j -j � 3,000 PSI CONCRETE BASE FOUNDATION SECTION VIEW NOTE W/ NO. 68 STONE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE NOTES: 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE 1� 2500 P.S.I. SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. CONCRETE '• MP a 2'x 2' BEARING AREA. '1R'I1I1""„1IIII 1"„'1111""1,1'1111'11111"R111M 1111",1111R„111„11R 1111"1'11I'11""111'll""'1'111I I, NOTES: SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. WHETHER MANHOLES SHALL HAVE 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON BASES. SPACES SHALL BE IDENTIFIED BY ABOVE THRUST BLOCK d 2. THE CONSULTANT WILL DETERMINE -EXTENDED PENALTY pBlgLr( GRADE SIGNS AS RESERVED FOR PHYSICALLY e. 1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED SM-�IE $M-NDRE DISABLED PERSONS. PROVIDE ONE (1) R-7-8 A d . d FLOW TO THE EXISTING PIPE. 3• ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE TOWAWAYZq� TOWAWATZ(ME SIGN AT EACH PARKING SPACE INDICATED ON o 4 . 2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE. INSIDE AND OUT. DESIGN ON SEWERS WITH STEEP SLOPES. O - - SITE PLAN. SIGN SHALL BE ALUMINUM a 3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6 TYPICAL MANHOLE SECTION � (PAINTED WHITE) WITH GREEN LETTERS AND VAN INTERNATIONAL WHEELCHAIR SYMBOL. SIGN OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN SHOWING BRANCH TIE-IN A 6'ABOVE SHALL BE PLACED ON STEEL POST 1-1/2"O NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. ACCORDANCE WITH THESE SPECIFICATIONS. TYPICAL MANHOLE WITH DROP CONNECTION FINISHED PAINTED BLACK SET IN MIN. 2' OF CONCRETE. TYPICAL MANHOLE BASE N.T.S T� V , GRADE GATE VALVE SHOWING "DOGHOUSE" INSTALLATION FIG. S-I-A 0 TYPICAL NTS � /1 TD-25 ADA PARKING SIGNS NTS FIG. W-5 N.T.S FIG. S-1-Al FIG. S-1-C No Scale VARIES FINISHED GRADE U VALVE BOX NOTE: HYDRANT MUST BE 4" DIAMETER BRANCH EQUIPPED WITH CHARLOTTES - VILLE IS O AND VALVE THREADS WHICH 11 111- 1 �1- - -! Q J M.J. PLUG VARIES THE LOCAL STANDARD. LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' [COVER LIFT NOTCH 1/2" 12 1/2" 12 3/8" - AIR RELEASE VALVE REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL " " LARGER THAN 5 I ANY J LLi J < Q . , (270') 36 MIN � w " �*•' 18"-22" 7 CU. FT. VALVE BOX I #68 STONE WATER BRASS OR BRONZE PIPE BRONZE GATE VALVE DIMENSION 24'MI INTIAL BACKFILL* 8"MIN " I Lu co � T-I Q 0 ,,,,�xt 06 (6 LIFTS} WATER MAIN 1-I EMBEDMENT *THOROUGHLY COMPACTED � RESTRAINED JOINT FITTINGS ^>,'. 6" GATE CAST IRON LID 18" METER BOX DRAIN TO GRADE IF POSSIBLE I -II' BY HAND OR APPROVED SPRING LINE MECHANICAL TAMPER OF PIPE O }O Lu ~ H-' 42"MIN , P VALVE _ HAUNCHING z ON-LINE %'�; i' I' NO. 68 STONE - 0O O (TYPE "B„) aEEx s _ -I 1=111- i II11, I�III- I BEDDING 4" min " Q U z 2500 P.S.I. CONCRETE ; " + I ^- BRICK SUPPORTS OR -.,'-. `^ •,� SOLID CEMENT BLOCKS FOUNDATION (SHALL BE BASE AND THRUST ;C::,;;:, 1,.��,- �:...; BLOCK AGAINST LE USTEEL L '_J CRUSHED STONE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE VARIES THREADED COUPLING BRASS NIPPLE AND PVC SOIL PILE yv�`� yp �'� SOFT Q PVC SLEEVE o CAP RESTRAINED JOINT FITTINGS �\ COPPER" I LUBRICATE ALL THREADS WHEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADDITION 18U O THRUST BLOCK � METER BOX (SEE FIG. W-7) TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. 6" EXTENSION CORPORATION STOP O VALVE OX NO. 57 STONE 6„ NOTE 1.OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE PIPE SLOT BACKFILLED ENTIRELY WITH NO. 21A STONE. M.J. FITTING 2" PIPE SLOPED NOTE (2 PLACES) 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED TO DRAIN IF 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 - GRADE ALLOWS 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT NOTES: STONE SHALL BE PROVIDED' VARIES VARIES 2" BRASS PIPE ( INCLUDING DITCHES) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND 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 3.WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE ' MAIN AND VALVE 2" THREADED TAP VALVE BOX, 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. SHALL BE USED. WATER IT IS NOT ALLOWED IN THE DITCH. NOTES: 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER ARE SAME SIZE PLUG 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE GROUNDWATER (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. LINES 12 AND LARGER USE 2" A.R.V. AND FITTINGS. � /•� PREVAILING ELEVATION. IF 3} IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN V / DEAD END REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. THE MANHOLE CONE. (TYPE 'PAP') TYPICAL SEWER PIPE ]GIB NO. TYPICAL METER BOXES TYPICAL BLOW ---OFF ASSEMBLY TYPICAL FIRE HYDRANT ASSEMBLY DETAIL (5/8"-l" METERS) INSTALLATION IN TRENCH 47036 AIR RELEASE VALVE (ARV) FIG S 8 N.T.S. FIG. w-4 NTS NTS NTS SHEET NO. C1.2 FIG. W-7 FIG. W-9 FIG. S-3 L 44" MIN. �35 d' �e 1 MIN. �r--17.5�•� j• •j 3Y MIN. .i WINGNUT LOCKING ASSEMBLY � ..• 1 YDL (JD BYPASS Lj NOTES: 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. 2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN -PLACE VAULTS SHALL BE 4". MINIMUM WALL THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE 8". 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATER PROOFING COMPOUND. TYPICAL METER VAULT (1 1/2" METER) NTS FIG. W-7B 7 y- O ISITI -� q ,. 5 MIN. e' MIN. e 4" DIAMETER BRANCH AND VALVE -� - WATER IDID=15 ALVE BOX VARIES N--RESTRAINED JOINT FITTINGS ON-LINE (TYPE 'AB") PLUG Iru. THREADED COUPLING PVC SLEEVE BRASS NIPPLE AND PVC o CAP i LUBRICATE ALL THREADS THRUST BLOCK RD METER BOX (SEE FIG. W-7) VALVE NO. 57 STONE M.J. FITTING 2" PIPE SLOPED TO DRAIN IF = GRADE ALLOWS VARIES VARIES 2" BRASS PIPE WATER MAIN AND VALVE Y THREADED TAP ARE SAME SIZE PLUG DEAD END (TYPE "A") TYPICAL BLOW -OFF ASSEMBLY NTS FIG. W-B TD-19 FINISHED GRADE III. �11 �111- AIR RELEASE VALVE BRASS OR BRONZE PIPE BRONZE GATE IFRPOSSIBLERADE 1 I ' SOLID CEMENT BLOCKS .. ~ CRUSHED STONE COPPER" SOFT CORPORATION STOP NOTES: 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL, SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1- A.R.V. AND FITTINGS. FOR WATER LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS. 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT THE MANHOLE CONE. AIR RELEASE VALVE (ARV) NTS FIG. W-9 TD-20 VARIES BOX TO METER BOX (SEE FIG. W-6� THRU W--7E). VARIES NNI_ 2" COPPER IZ WATER MAIN M.J. FITTING PLUG THREADED FOR 2" COMPRESSION FITTING RESTRAINED JOINT FITTINGS NOTES: • GATE VALVE WILL BE 4" UNLESS OTHERWISE SPECIFIED BY THE ACSA. • SERVICE LINE TO CONNECT AT MAIN WITH X"x4"TEE. • REFER TO FIG.W-3 FOR THRUST BLOCK DETAILS ON TEE. • REFER 70 FlG. 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 250E P.S.I. CONCRETE. LARGE METER SERVICE LINE NTS FIG. W-6C COVER LIFT NOTCH 12 3/8" r WATER CAST IRON LID V NOTES: (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. TYPICAL METER BOXES (5/8"-1" METERS) NTS FIG. W-7 TDTD13 METER SIZE DIMENSION A DIMENSION B IN NSIDN C 2 112, 3'1' S'0' 3'8' 2' 3.1' 5'0• 31 5' MIN. 4- S' MIN. 12' MIN.61 MIN. GREATER THAN 4' PROPOSALS WILL BE SUBMITTED, i g i DOOR HINGES r----- ---- -----� I I I I I I I I I I I I I I I I LIFT HANDLE L- - - .- - - - - - - - TYPICAL METER VAULT N.T.S. FIG. W-7A TD-14 SIDE VIEW 75' DIAMETER DRILLED IDLE FOR TOUCH READ NITS. TOP VIEW 3" DIAMETER FLAT BEARING SURFACE UNDERNEATH RV X 36' 1LUMINUM ACCESS 4ATCH 4LENIM HYDRANT MUST BE ED WITH CHARLOTIES- HREADS WHICH IS CAL STANDARD. CF BRANCH VARIES 'TO109"-2r-VALVEBO :. ffVA 8" X 6" TEE 250E P.S.I. CONCRETE BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL STEEL PILE WREN THE SOIL IS DISTURBED WHEN RESTRAINED JOINT FITTINGS A HYDRANT IS LOCATED IN A FILL IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 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. FTC. W-4 TD-8 PLACE 5' GALVANIZED "WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS AS DIRECTED. MARKER LOCATION MAY BE SUBJECT a TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE -\ II ADJUSTABLE TRAFFIC RATED II VALVE BOX W/ LID U �� M.J. GATE VALVE WATER LINE 1_-� . . 2500 P.S.I. CONCRETE '• 8 d 2'x 2' BEARING AREA. THRUST BLOCK ': 4 4. d, 4 d d NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE Y COMPRESSION x 3/4 MALE PIPE COUPLING OR APPROVED EQUAL SOFT COPPER NOTE MQ SWEATED Drnxcs DUAL SERVICE SINGLE SERVICE NOTE: 1) SAUGUS SHALL BE USED GN PVC PIPE. NTS FIG. W-5 TD-9 0 FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL STRMCES OR DUAL RESIDENTIAL AND IRRIGATION SEANCES. �2 R '• MMPRESSIGN x 3/4' MAT£ PIPE COUPLING PPROVED EQUAL 'OR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERVICE WHERE AN IRRIGATOR AETER IS NOT PROVIDED. CAST IRON UD �FNISHED GRADE 3B" MIN. COPPERSEnFR 1/8 BEND CGUPUNG-\ Y - Lr" METER CORPORATOR STOP ,,. 'a'.jy,J,.�, BNCN A6 NECESSARY SAND OR DUST UNDER 4 DIAMETER MAIN PIPE, 12' BOX AND SET7ER (2-INCH }l:aff: ,.. LONG STONE ROCKET, MOST '%y`-::tom'-^*"!:,:.:, MINIMUM THICKNESS) >`. <<iyr SPEC. 203. NO. 57 AGGREGATE TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FIG, W-6A - FOR BENDS 8" & SMALLER USE STRAP ON BEND WITH ANCHOR BOLT ON CENTER LINE OF BEND. - FOR BENDS 10" THROUGH 12" USE 2 STRAPS ON BENDS ADJACENT TO BELLS. - FOR 18" BEND USE 3 STRAPS AS SHOWN. ELEVATION PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT. BEND PIPE SIZE A B C D E F 4" - 6" 1` 2'-3 Y-e- 1'- 2'- 1 1/4' 2'-e' V-6 X-8" 1 lie 11 7/4' 10" V-9 S- Y-B' 2'-0 3'-0 2' 2'-S X-6- 2" 10' 3'-6 5'-5 S-3' 3'-0' 4'-8' Li /Y 4' - e Y-e S-0 Y-e' 1'-e 2'-e" 1 1 4 8' 3'- 22 1/2' 10, 3'-3" W S-0 2'- S-8 2' 12' S-9' 8'-3 3'-0 3'-B" 4'-3 2' 3'-3' 9'-0" 5'- 2 1/2' 4 - 6' N-W 6'-0 3'-O' 3'-3" 3'- 1 1 4' 5 3'-B 6'-8 3'-0' 3'-e" S-9' 2 1 4' 4 W 10" V- Y-e 3'-0' 4'- 5'- 2 1 4 tY 5'-3 AY- 3'-3' 5'-0 5'-9' 2 1/Y 15 e'- 11'- S-9" 6'-0 7'-3' 2 1 tr 3" THREAD 1 NOMINAL INSIDE DIAMETER EXTRA STRONG STEEL PIPE B CHART FOR UPPER SECTION VERTICAL BLOCKING NOTE: STANDARD 90- HOOK ON END OF ANCHOR BOLTS TO FACE CENTER OF BLOCKS. CONCRETE BLOCKING FOR UPPER VERTICAL BENDS N.T.S. FIG. W-3A Top View a' a 6" MINIMUM 4' MINIMUM m. 4 Q. 4 4" MINIMUM d. . d 4 4 .d .. 4.' NOTE: RESTRAINED JOINT FITTINGS. Side Mew rG, 2" Minimum .a: d Q I I4 d G . teel Beam,min. size) .d 3' min. penetration into undisturbed soil or as approved by the 4 ACSA. VOg I11010, TYPICAL THRUST BLOCK IN FILL AREA NTS FIG. W-3B TDTD=S ASIM A36 AND HEX NUT ASTM A588 (TYP) UNDISTURBED EARTH UNDISTURBED 2 - 3/4" CIA SOIL (lYP) ALL -THREAD ROD WATER MAIN xi a3 VALVE -� 24"MIN UNDISTURBED EARTH PUN CLASS A-3 CONCRETE ;'-` .n::-� EGA-LUC 18 y{^'.ti:titi:l .: a a°. $.s:ati?{i°atti?:tiP�ili '•'.�°K,$1:,titi`ti.°°s: MIN W 8" ELEVATION UNDISTURBED FART " TRENCH 24" MB7 WIDTH MIN I SECTION NOTE: 1. ALL RODS AND FASTENERS SHALL BE GIVEN TWO COATS OF ASPHALTIC PAINT AFTER ASSEMBLY. 2. CONTRACTOR SHALL ENSURE THAT THE COLLAR BEARS AGAINST UNDISTURBED SOIL FOR THE MINIMUM DIMENSION SHOWN. 3, DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MINIMUM. IF THE TRENCH WIDTH IS URGER DURING CONSTRUCTION, THE COLLAR DIMENSIONS SMALL INCREASE ACCORDINGLY. CROSS ANCHOR RESTRAINTS FOR VALVES NTS Fig. W-30 ID-6 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY, VARIES •--30'��-I I.'�-10't 5' 111 1 1 1 5' I 1 F WATER SEWER 3 z 13 of E LOCATION OF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM WATER & SEWER 30' MINIMUM r SEE PART 3, PARAGRAPH DI SEPARATION OF WATER & SEWER SYSTEMS, UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 90" TO THE RIGHT OF WAY, UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG W-1 T11-1 GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL 6za IN e„ INITIAL BACKFILL e?4' IN MIN O MIN. MIN. MIN. 6" BEDDING #68 STONE * STABLE SOIL ROCK * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE FOUNDATION IN POOR SOIL UNDER -CUT CONDITION 4'MI INITIAL BACKFILL MIT UNSTABLE UNSTABLE B.• $OIL _MIN. MIN. MIN MIN. #68 STONE �� = GRANULAR FILL AS - :�<:z>- APPROVED BY ACSA ':' s'•::-,- STABLE.SOIL OR ROCK' NOTE 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION & BEDDING NTS FIG. W-2 PIPE DEGREE BEND DIMENSIONS VOL TEE AND PLUGS VOL. SIZE OF FEET) CU.YD. CU.YD. BEND L H T L H T 90 2.50 250 101 0.24 4" & 6' 45 2.00 225 2,60 0,15 2.0E 225 2.5E 0.15 221/2 1.5E 2-00 2.52 0.10 111/4 1.50 2.0E 7-50 0.10 90 3.66 3.16 3.21 0.48 45 268 266 277 0.26 B. 221/2 1.66 2.16 2.89 0.13 3.16 2.91 2.66 0.32 111/4 1.68 218 287 0.13 90 4.83 3.83 3.42 0.83 10" & 12, 45 3.33 3.58 0.43 3.83 4.00 2.83 0.52 221/2 2.33 2.58 _86 286 0.24 11 1/4 1.83 2.33 2.84 0.18 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2 USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS NTS FIG. W-3 TD-3 yan D. Cichocki 'Z Lie. No. 53741 %/Zz�L( y9o3b M E 0 rn o N N vi > E wLU I. a > i tj ly o 3 LL W Q m d U Do Z - LO O •, d N N a V Z H y M Y H 'max L) K lY N w U) W o Q D'T O iU- un S C N Z Z Z = U Q � O ~ c � U N N W O O W M � m J 2 2 O O o a�I- O O x H ti N rN W �p O O = rN Q N N Q tin Z O (n DATE � 111812021 O } DRAWN BY C. GAYNER • DESIGNED BY • C. GAYNER • CHECKED BY B. CICHOCKI • • SCALE N.A. C6 O l� \ U O > J_ W J cQc ' LU LU 0 cc TI Q 06 LL O W O O Z O O T� i O V) JOB NO. 47036 SHEET NO. C1.3 0 c 5 J c L OF SEWER SERVICE LATERAL CONNECTION NOTES: TH �. 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE NOTE, MIN, 60' DIAMETER MANHDLE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE o REQUIRED. D. Cichocki IZ TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECT 7yan TO THE MANHOLE. NH. STEP DROP'w"mLE PVC CROSS ° ° z LTC. No. 53741 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL s- BE CONNECT USING A PIPE SADDLE. USE APPROVED FLEXIBLE RUBBER " BOOT. d / ( •fy" 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% ° (1/4" PER FOOT) o PSI CONC. BASE `ssIONAL� (� ROADWAY R 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN s �2 °" 3000 DIAMETER OF 4". GASKETOU e STOP couPLwD ° BENCH SLOPED TO FLOW 77a3(/i 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER o - 27• 1 CHANNEL 1/4" : 1' MIN d OF 3 FEET. PIPE STRAPS ,;YI" ✓.". DROP PIPE " `• : f- SALT (STAINLESS STEEL) o e SPACED EVERY ' N • -_ • T`') u TREATED �'+: a a B' VERTICALLY {:,p i. P.:.af,. 1 !� ` / �� •' N Vi FINISHED GROUND MARKER 90' RESTRAINED HED '�;a 1 * ; I Y7 - BRANCH ¢ o = PAVEMENT I SEWER 12" �_ E ai E A PIPE MAIN'� •" fl I-W N 3 -,ay a.asa a.•a.. SEWER a PIPE - 4.. QI, LL p - 0,25' MIN, THICKNESS COATED STEEL BAND OR STAINLESS 42' MIN, STEEL CASING INSULATORS PLAN 2" o (� w O L m 42' MIN, STEEL CASING I FILL BOTH W ¢ , U m Z -a{ --Is- ENDS i PLUG END OF PROFILE n u.l ,�., - vt O d I SECTION SERVICE LATERAL MAIN LINEflN MIN, 6' BEDDING WITH NO. 68 STONE � (A i 1.HEIGHTOFTHEVERTIGLDROPPIPEWILLBEDLTERMINEDBYTHEACSA,BUTSHALLN076ELESSTHANTWO FLEXIBLE CONNECTION NNOTE. 7' OR 8'�' DR B' 2'-0'2'-0 (27 FEET• WITH STAINLESS STEEL ALL CONNECTIONS TO p x a � N ¢2. (v2'-o'T Uj VERTICAL DROP PIPE SHALL BE SOB 26 PV.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO BAND EXISTING MANHOLES SHALL af W a? �'` 0 (nII UCTILE IRON PIPE 18' OR 20' JOINT OF D,I, I THE DROP FITTING WITH STANDARD GASKETJOINT. I j BE CORED AND A FLEXIBLE "BOOTa = C N Z Z ZESTRAINED JOINTS) 3.VERTICALDROPPIPESHALLBESTRAPPEDTOTHEMANHOLEATPIPEJOINTS.STRAPS$HALLBEMADEOF CONNECTION O z zSTAINLESSSTEEL INSTALLED rnNOTE: 1. STEEL CASING TO EXTEND TO BACK OF CURB, DITCH, SIDEWALK, ETC. OR A MINIMUM OF 5' BEYOND THE EDGE OFNWPAVEMENT. WHICHEVER IS GREATER. 4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT2. ENDS OF CASING CAN BE SEALED USING A PULL -ON END SEAL GASKET IN LIEU OF CONCRETE FILL. WYE-TEE TO SPRING LINE OF MANHOLE INVERT. d 3, MIDDLE SPACER SHALL BE PLACED AT THE CENTERPOINT OF PIPE JOINT. PLAN 5. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT45 DEGREES, INTO THE FLOW. TYPICAL MANHOLE PLAN > 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT90 DEGREES FROM THE ACCESS STEPS. O O WATER VARIES 7. MINIMUM 72' DIAMETER MANHOLE REQUIRED FOR A SINGLE IO"OR 12" DIAMETER DROP CONNECTION, OR SHOWING BRANCH TIE - IN TYPICAL STEEL SLEEVE INSTALLATION TWOS" DIAMETER DROP CONNECTIONS. W W UNDER ROADWAYS R Z 0. SEWER SERVICE LATERAL CONNECTION STANDARD INTERNAL DROP CONNECTION NTS o N.T.S Q. N.T.S. N.T.S. FIG. W-to FIG. S-I-B O O O FIG. S-2 FIG. S-1-C2 0 'a. Q. TD-33 TD-30 TD-27 = H ti � 0 w ti Lu = Q ry(�ON ¢ 0 n rn FRAME & COVER �lE 00 DATE FRAME & COVER (SEE FIG. S-I-D,E) U) m �E SEE FIG. S-i-D, E j REMAINING BACKFlLL SHALL NOT CONTAIN ROCK MATERIALg HN 8 �� m -� �m o y STREET SURFACE OR NON -PAVED AREA STREET SURFACE OR NON -PAVED AREA 0 111812021 DRAWN BY 36"MIN LARGER THAN 5" IN ANY �a E sOL� AREA SLOPED AREA } DIMENSION EM Va I-- N =��'e:;"„= -_;�:.`(?s"-; 24 MI �o I 1•-O" MAX .' z'-O" '. RUBBER COAT STEEL STEPS C. GAYNER INTIAL BACKFlLL* 4 CAST IN PLACE 1'-0" MAX 8"MIN (6" LIFTS) EMBEDMENT * THOROUGHLY COMPACTED ivy PRECAST REINFORCED CONCRETE "0" 2 -0" DESIGNED BY SPRING LINE O BY HAND OR APPROVED OF PIPE MECHANICAL TAMPER 3 E sl< $ E $ E� o Q 8 RING SEALS SECTIONS WOR OR APPROVED EQUAL • • C. GAYNER HAUNCHING MM Ew RUBBER COATED STEEL N0. 68 STONE - _ �g g -' "a S-G" MIN o STEPS CAST IN PLACE 3'-0" MIN • CHECKED BY BEDDING 6" max ' 4" min SO W a0 q 6- -� \� o THE DROP CONNECTION SHALL BE DUCTILE IRON PIPE (CLASS 506 ABACKFILLED ) 5" I13YBHA PRECAST REINFORCED • OUNDATION SHALL BE s n E !_, COMPACTED D TAMPERS OR 1 M BACKFlLLED WITH SELF -COMPACTING CONCRETE SECTIONS 12 MIN "0" RING SEALS a 16" MAX • B. CICHOCKI REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE EEms- E E T+� m 18' MAX STONE. T MINIMUM ELEVATION • SCALE ALL PIPE) " 5' 7 DIFFERENCE ACROSS M.H. 5" 4'-0" N.A. n to E �E '" MINIMUM ELEVATION DIFFERENCE 1YMIN 12"MIN FROM INLET TO OUTLET �E my Fo$ .' ACROSS M.H. FROM INLET TO VARI SHALL BE 0.20 FEET. a OUTLET SHALL BE 0.20 FEET CONCRETE VARIES •' DEPTH OF FLOW FILLETS + A FILLED INVERT FOR A SMOOTH CHANNEL TO BE • p _ TRANSITION OF FLOW BETWEEN 3/4 DIAMETER OF ,S'•'�-- NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE O INLET & OULET PIPE SHALL BE ' . : • � ' Q PROVIDED. 2 p. ° '' :'` "' p- CONTRIBUTING .a -- , SEWER' " 1-1 BACKFILLED ENTIRELY WITH NO. 21A FT A FILLETED INVERT OR A SMOOT STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED 3/4 DIA OF LARGEST PIPE IN MANHOLE TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF N0. 68 STONE SHALL BE PROVIDED' $ $ E $ r E, E s E m 21 E @ rvE a6 'f MralsegIN. s" BEDDING WITH NO. 68 STONE PROVIDED. . 6" BEDDING MIN �/ /�/� 06 3. WHERE ROCK IS 0 ur ' NOTES: NOTE W/ NO. 68 STONE ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" n� BEDDING OF NO. 68 STONE ' Ntl Nu 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE LL I{ O O ILL I SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE soa caNDrnoNs. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUT INSIDE AND OUT. SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.ftk 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. O 1 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE 3. ALL JOINT'S, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED DESIGN ON SEWERS WITH STEEP SLOPES. INSIDE AND OUT. TYPICAL SEWER PIPE \ TYPICAL MANHOLE SECTION INSTALLATION IN TRENCH TYPICAL MANHOLE FRAME &COVER TIE-IN TYPICAL MANHOLE WITH DROP CONNECTION SHOWING BRANCH N.T.S 0 , ^ NTS I FIG S-I-D N.T.S \J , FIG. S-3 NTS FIG. S-I-A TD-31 FIG. S-I-C U TD-34 TD-25 TO-28 O vJ PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE Q --- WITH PART V. SECTION G OF THESE SPECIFICATIONS i J MJ w LL SLOPED AREA RUBBER COALED STEEL STEPS " W FRAME & COVER CAST IN PLACE .: ' . • w. Q W (47 1• Wmm) ow xD1rs 1 i/2• a1 az s Y (w,mm) Dw 27 1/2. OR 0T T [689mm7 [36mm1 28 1/4' Dw SEE FIG. S-I-D, E,°' PRECAST REINFORCED CONCRETE SET DOGHOUSE BASE ••'s •• • ' ; SEWEREXISTING SANITARY «" ON CONCRETE BLOCKS •. SEWER PIPE ' w ED Q [867mm] -� Ct78mm7 N, OR _..I [BOemm ] SECTIONS WITH 0" RING SEALS OR APPROVED EQUAL V-O" MAX 2 -0 :. 'e DOGHOUSE OPENING SHALL �' a' '06 BE PREFORMED BY', MIN. 12" CLEARANCE !A e • BETWEEN EXISTING PIPE MANUFACTURER OR "' A'Y _ ; - AND STONE BEDDING SAW CUT FIT PIPE ' • * • :.• •,. FIT PPE Q LL (/� OUTSIDE DTO IA r ,a:s PLUS 6". W a 7/,B" DA 5/8. D22mm7 [i6mm7 I A FITTING MAY BE REQUIRED WITH ACSA APPROVAL 12" THICK VDOT Z Ln 0 0 36• DN " 25" [914mm] [660mm (t No. 68 STONE BEDDING O t 1/2' FRAME SECTION 13/i6' [3Bmm] a B"XB"06" AND ex8"xi6' ` SOLID CONCRETE BLOCKS O Z [20mm] z• OMD DB:cFss6D F1usx) THE DROP CONNECTION CN SHALL BE 3'-0" MIN BUCKLE IRON PIPE. (CLASS CENTER W/RISER WALL (4 EACH) DOGHOUSE MANHOLE BASE H) N BACKFILLED IN 8" LAYERS AN Izomm7 NI A 31/B' 1/2" I c,P RJ- 14 [t3mm]"I p COMPACTED BY HAND TAMPERS OR ' S' BACKFILLED WITH SELF -COMPACTING I.rnlnnn,n un n...... ,,nlnn,i ll„innnnl n,nnnnnnnnnnunu...... niu,i i, ,, i, ii,inn i 3 13/18' ► 22 13/16' STONE. MANHOLE ABOVE BASE SHALL FILL DOGHOUSE OPENING 2 1/e• [B7nen7 [0725x7 76" BE CONSTRUCTED AS SHOWN AROUND EXISTING PIPE [5amm 1 3/8' 0 11/18' [635mm] [SSI11m7 9/18' O.D. OF GKT GROOVE MAX MINIMUM ELEVATION DIFFERENCE a p ACROSS M.H. FROM INLET TO ON FIGURE S-i-A WITH 3,000 P9 CONCRETE OR NON -SHRINKING GROUT Q [111nD] MI BOLT 114mm7 SECTION VIEW 1/4' (6mm) DIA 5" 'e OUTLET SHALL BE 0INL FEET DME°A wXy NEOPRENE GASKET (2) -R 1/16 x 5/8 z 1 1/2 12-MIN 12-MIN A FILLETED INVERT FOR A SMOOTH VARIE 4 TRANSITION OF FLOW BETWEEN O S z cDB6o 800 RUBBER FARY DD99fa6 E W rcxaws [smm 1 5/e" (x) eEr xrt s/e-nxa t/z s8 2400 [41mm PARTY aD961260 .• INLET & DULET PIPE SHALL BE ... PROMOED. ALLOW CONCRETE TO FLOW A MIN. WRAP EXISTING PIPE WITH 1/2' 77"' va�Rrg00981318 8I1.0 Do PLAN VIEW 1 1/8" (29mm) DR BOSS [6mm [i3mm .es Du. siaw(as s1m.:MlllER. ." p �� FITTING DIMENSION VARIES WITH SLOPE. V-O" BEYOND BASE NEOPRENE GASKET MATERIAL STRUCTURE BEFORE FILLING THE OPENING O PICKBAR BLACKLUG HOLE DETAIL uoTEs: 2) xur Hz 3/e-11 zN xnx DD981264 ' r 'P 121' .' tV'..... r ° . ®. • i. NEOPRENE SECURED BY 2 NON- CORROSIVE STRAPS, 1 ON EACH SIDE OF OPENING 1.PARTY ALL WITHIN YEAR ROODPLAIN OR LOCATED IN AREAS SUBJECT l0 FI.DOOINO SHALL HAVE MAlFRi1GXT FRAME •.->' I RNATWES R ALTERS SlA DESIGN FOR O MAMGHT COVERS NULL LU CON SIAL.PART# 60961226 (zJ NUT HX 3W 3/6-11 zx3/4 I cDvt'Rs SHALL BE RxeD To FRAMES vnTx Locgxc wcs wf sMIUP DIA OF LARGEST2 PIPE IN MANHOLE 12" MIN. CAST -IN PLACE A. CALY. TYPICAL WATERTIGHT (VORD5P % OD1103666 3,000 PSI CONCRETE BASE MANHOLE FRAME & COVER LOCK LUG ASSEMBLY MIN. 6" BEDDING WITH NO. 68 STONE FOUNDATION SECTION VIEW N.T.S FIG SHE NOTES: I nnnn unnnn unnlnn n..... unnnnunuln,nnn..... rnnnn nnl...... nur.rTnrin TO-32 1, BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE NOTES: SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES 1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW FLOW TO THE EXISTING O 3. ALL JOINTS, UFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED PIPE. INSIDE AND OUT. 2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE. 3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6" , ^ V I OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN ACCORDANCE WITH THESE SPECIFICATIONS. TYPICAL MANHOLE DROP CONNECTION TYPICAL MANHOLE BASE JOB NO. WITH STEEP INCOMING SLOPE SHOWING "DOGHOUSE" INSTALLATION 47036 NIS N.T.S FIG. S-1-Cl FIG. S-1-Al SHEET NO. C I A TD-29 TD-26 L E i • M WON EN / I' • III I �T • ' r[t�l�r� Y �II . " � � _ Cal � -• - . r� - . I '�G�`s�`y�lp` - `r � � - - � •��_/�!� I�� d'ri `Z . � :-� : "I=� �s/.-.'�`.:�.��"' -�a- �-��7�i c.� - _ i / / - I •• I / - ;. f �ilr '��,j �A�••lj��ihl��"��I!'�'rI��Y�',. r L ��'I�� ' �_-�� iI I- �I I _ � :'► ��i� +I°7!fi1+•1•+! 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CHARLOTTESVILLE OFFICE • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com p� DATE REVISION DESCRIPTION S O UTH W OO D PHASE 1 — BLOCKS 9, 10, & 11 � _ C) °_ 1/22/2021 WPO PLAN COUNTY OF ALBEMARLE, VA II " ~ m o BLOCKS & OVERALL PLAN n n 7 a z a :E� n 7/16/2021 UPDATES PER COUNTY COMMENTS rn O o 2 p 2 z N 9/22/2021 UPDATES PER COUNTY COMMENTS < z z ` < These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. 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YOUR VISION ACHIEVED THROUGH OURS. s THIS DRAWING PREPARED AT THE 1:1% .O3a C CHARLOTTESVILLE OFFICE YVGfr 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com __z" o N c - f4 c 0 t n h � rr 'p S O UT H W O O D PHASE 1 BLOCKS 9 1 O & 1 1 = n v n � DATE °� 112212021 WPO PLAN REVISION DESCRIPTION N m °m 1 r) [� n n G) n a 711612021 UPDATES PER COUNTY COMMENTS N Z W o COUNTY OF ALBEMARLE, VA o m o o z p 2 Z o "� 9/22/2021 UPDATES PER COUNTY COMMENTS O1 OVERALL PHASING PLAN � A _< A ` " These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, aril/or construction staking without the express written consent of TIMMONS GROUP. EROSION AND SEDIMENT CONTROL NARRATIVE: PROJECT DESCRIPTION THIS PROJECT INCLUDES THE CONSTRUCTION OF A RESIDENTIAL COMMUNITY, PARKING LOTS AND ASSOCIATED SITE WORK,UTILITIES & LANDSCAPING. LIMITS OF CLEARING AND GRADING ARE 7.97 ACRES. ADJACENT PROPERTY THE PROPERTY IS BOUNDED BY A ROUTE 631 ON THE NORTH AND WEST, A RESIDENTIAL COMMUNITY ON THE SOUTH, AND HORIZON ROAD AND A MOBILE HOME PARK ON THE EAST. EXISTING SITE CONDITIONS THE EXISTING SITE IS MOSTLY WOODED. OFF -SITE AREAS NO OFFSITE AREAS WILL BE DISTURBED. ANY OFF -SITE LAND -DISTURBING ACTIVITY ASSOCIATED WITH THE PROJECT SHALL HAVE AN APPROVED ESC PLAN. CRITICAL EROSION AREAS EARLY ESTABLISHMENT AND PROPER MAINTENANCE OF PERIMETER CONTROLS WILL PROVIDE SEDIMENTATION CONTROL. ALL SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITH BLANKET MATTING. EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. STORMWATER RUNOFF CONSIDERATIONS A PORTION OF THE PROPOSED DEVELOPMENT WILL BE CONVEYED TO ONE STORMTECH ARCH DETENTION PIPE WITH ISOLATOR ROW AND ONE DETENTION PIPE WITH A CONTECH JELLYFISH FILTER STRUCTURE. THESE FACILITIES HAVE BEEN DESIGNED TO MEET STORMWATER QUALITY REQUIREMENTS. ALL OTHER AREAS WILL SHEET FLOW INTO THE SURROUNDING VEGETATED AREAS. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS. STRUCTURAL PRACTICES: 1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. 2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. 3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. 4. DIVERSION DIKE - 3.09, 3.11 & 3.12 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA. 5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. 5.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 6. TEMPORARY SEDIMENT BASIN - 3.14 A TEMPORARY DAM WITH A CONTROLLED STORMWATER RELEASE STRUCTURE IS TO BE USED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. 5.1. MAINTENANCE OF SEDIMENT BASIN - INSPECT BASIN EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE BASIN SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 6. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING DEVICES PLACED AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS. 7. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT. VEGETATIVE PRACTICES: 1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION. 2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. MANAGEMENT STRATEGIES 1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY FOLLOWING INSTALLATION. 2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER CONTROLS. 4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3: 1. FOR SLOPES GREATER THAN 3: 1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK. FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE I (SEE SHEETS C3.2 - C3.4) 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT ALBEMARLE COUNTY COMMUNITY DEVELOPMENT BUILDING. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. INSTALL CONSTRUCTION ENTRANCES, SILT FENCE, DIVERSION DIKES, INLET PROTECTION, AND OTHER PERIMETER MEASURES. 3. CLEAR AND GRADE SEDIMENT TRAPS, BASINS AND INSTALL ASSOCIATED STORMWATER PIPES. 4. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN. 5. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE II (SEE SHEETS C3.5 - C3.7) 1. INSTALL ADDITIONAL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT CONTROL PLAN AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL. 2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 3. ALL STORMWATER PIPING & STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. 4. ONCE THE SITE UPHILL FROM A SEDIMENT TRAP OR BASIN HAS BEEN STABILIZED AND APPROVED BY ESC INSPECTOR, REMOVE THE SEDIMENT TRAP OR BASIN. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 5. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. MINIMUM STANDARDS: AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS- 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. Sediment Basin #1 Design MIN. TOUT SPILLWAY 2' WITHOUT Drainage Area (acres) 3.51 iy DESIGN HIGH WATER Basin Volumes: '(25-YR. STORM ELEV.)'(25-YR STORM ElEV.) Elevation (ft) Contour Area (so Volume (cy) 0,5. _ 438 1415 MIN 441 2881 238.7 RISER CREST • DRY STORAGE DEMIATERING 442 3421 1167 DEVICE 444 4575 296.1 WET • STORAGE Wet Storage Wet Storage Required (cy) (67*DA) 235.2 Dewatering Orifice Elevation (ft) 441.0 Wet Storage Provided at this Elevation (cy) 238.7 Available Volume Before Cleanout (cy) (34*DA 119.3 Cleanout Elevation (ft) 440.00 Distance from Cleanout to Orifice (ft) (> 1) 1.0 Dry Storage: Dry Storage Required (cy) (67*DA) 235.2 Riser Crest Elevation (ft) 444.0 Dry Storage Provided at this Elevation (cy) 296.1 Diameter of Dewatering Orifice (in) 3.0 Diameter of Flexible Tubing (in) (Orifice+2") 5.0 Runoff. (See Routing in Calc. Book) C (Use 0.45 for Bare Earth) 0.45 Tc (min) 5 12yr 3.69 Qp 2yr 5.8 1 25yr 6.85 Q 25yr 10.8 Principle Spillway: Available Head (ft) 1.0 Diameter Riser (in) 21 Diameter Trash Rack (in) 30 Barrel Length (ft) 69 Diameter of Barrel (in) 18 Barrel Inv. In Elevation (ft) 440.69 Barrel Inv. Out Elevation (ft) 440.00 SEDIMENT CLEANOUIT POINT (• TO 3/ YORAG�ERREDUCED CREST OF EMERGENCY , SPILLWAY Design High Water 445.0 Top of Dam (ft) 447.0 Top Width of Dam (ft) 6.0 Bottom of Basin (ft) 438.0 Approx. Bottom Dimensions: 112' x 59 Upstream Face Slope: 2:1 Downstream Face Slope: 2:1 Baffles: No Length of Flow, L (ft) 135 Effective Width, We (ft) 60 L / We (Baffles required if < 2) 2.3 Collars: No Depth of Water at Spillway Crest (ft) 0 Slope of Upstream Face (Z1) 0 Slope of Barrel (Sb) 0 Length of Barrel in Saturated Zone (Ls) 0 Number Collars Required 0 Dimension of Collars N/A Emergency Spillway: No Bottom Width (ft) 0 Slope of Exit Channel (ft/100ft) 0 Length of Exit Channel (ft) 0 Crest of Spillway (ft) 0 GENERAL EROSION AND SEDIMENT CONTROL NOTES: ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND DISTURBANCE. ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES IMMEDIATELY. SOILS INFORMATION: 16 - CHEWACLA SILT LOAM, 0 TO 2 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, SOMEWHAT POORLY DRAINED, HYDROLOGIC SOIL GROUP: B/D 27B - ELIOAK LOAM, 2 TO 7 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC SOIL GROUP: B 27C - ELIOAK LOAM, 7 TO 15 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC SOIL GROUP: B 39E - HAZEL LOAM, 25 TO 45 PERCENT SLOPES. 20 TO 40 INCHES TO LITHIC BEDROCK, EXCESSIVELY DRAINED, HYDROLOGIC SOIL GROUP:B Jiment Trap #1 design )age area (acres) (<3) volumes: elevation (ft) 477 _ 478 _ 479 480 481 482 storage 1.28 CREST OF STONE WEIR area (so volume(cy) aiu1D 523 696 22.6 DRY STORAGE 893 29.4 1113 37.1 1357 45.7 WET STORAGE 1625 55.2 (`°'� �) 190.1 •SEE RATE 11}1 storage required (cy) (67*DA) 85.8 om of stone weir (ft) 480.0 storage provided at this elevation (cy) 89.1 N'_ of wet storage sides 2:1 storage storage required (cy) (67*DA) 85.8 3t of stone weir 482.0 storage provided at this elevation (cy) 101.0 )e of dry storage sides 21 ,• VARD9IE YAIDAA£' V MAI. \ 1 1 ELTER MG L CLOTR OR "C G ELN COARSE AGGREGATE CLASS I RIPRAP ""coarse aggregate shall be V DOT #3, #357 of #5 weir length (ft) (6xDA) 7.7 bottom of trap elevation (ft) 477 bottom trap dimensions: 26)(22' top of dam elevation (ft) 483.0 top width of dam (ft) 4.5' top trap dimensions 49'X43' ST 3.13 SEDIMENT TRAP 1 No Scale Sediment Trap # 2 design drainage area (acres) (<3) 2.41 trap volumes: elevation (ft) area (so volume(cy) 424 957 426 1506 91.2 427.25 1900 78.8 428 2155 56.3 429.25 2518 108.2 wet storage wet storage required (cy) (67*DA) 161.5 bottom of stone weir (ft) 427.25 wet storage provided at this elevation (cy) 170.1 slope of wet storage sides 2:1 dry storage: dry storage required (cy) (67*DA) 161.5 crest of stone weir 429.3 dry storage provided at this elevation (cy) 164.5 slope of dry storage sides 21 ORIGINAL CREST OF STONE WEIR GROUND ELN. -SEE PLATE 3.13-1 DRY STORAGE WET STORAGE MCWX ED) I' vmN lA• vWVDe1F � , 1 FILTER CLOTH ORIGINAL cTExmD ELEV. CDARY AGGREGATE CLASS I RPRAP **coarse aggregate shall be VDOT #3, #357 of #5 weir length (ft) (6xDA) 14.5 bottom of trap elevation (ft) 424 bottom trap dimensions: 46'x27' top of dam elevation (ft) 430.3 top width of dam (ft) 4.5 top trap dimensions 745x53' yan D. Cichocki Lie. No. 53741 9*34 M E 0 o N � N C > E w a E y < WHVi u 3 Q LL tj O 3 C)LL - w O `6 dJ U 0000 W J -N .. rn LL rA N (D W �x LL a p < =v F v¢� c Lr1 °' N W M d� o w Lo F- CL O ce t7 z O a_ U In w p ti h _O Lu LLI (n Lu O O 0 > j 00 vow 2 � � U)(f) a ti LLI CL O O F �� p N � DATE 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY 8. CICHOCKI SCALE N.A. 1�1 1�1 W %� U) O _J � a W 06 W U ~ 0<° J ' _J m O L w m Z r-I < O LL W 0 I- (n z z 0 LLI O U ^2 Q I..� W 0 06 O z O ° 0I..1� = W �O V/ L ST 3.14 ST 3.13 SEDIMENT BASIN 1 SEDIMENT TRAP 2 No Scale No Scale JOB NO. 47036 SHEET NO. C3.0 PIPE OUTLET CONDITIONS T 0 79 MIN. 5.1 EXISTING AT-;1 PAVEMENT ryan D. Cichocld A A FILTER 5" M A MOUNTABLE BERM U be. No. 53741 County of Albemarle CLOTH (OPTIONAL) SIDE ELEVATION 9/•L,t�L/p• Conservation Plan Checklist - To be placed on Landscape Plans �SSIONAL�� (Handbook, pp III-284-111-297 for complete specifications) 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO EXISTING GROUND 3do do TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. I. The following items shall be shown on the plan: ® Trees to be saved: PIPE OUTLET TO FLAT POSTS. l.fv.l 6' 70' MIN. WASHRACK T 10' MIN. 77 !!moo ® Limits of clearing (outside dripline of trees to be saved); _ MAX B OPTIONAL ® Location and type of protective fencing; ® AREA WITH NO DEFINED CHANNEL / J / / /// 10 r� E o °u Grade changes requiring tree wells or walls; ® PLANVIEW - _t - - (1 12'MIN." MIN pg PAVEMENT CN f° Proposed trenching or tunneling beyond the limits of clearing. I E 2. 0 All trees ® All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators. "�" -- iIIT FLOW /III- - III -III- I1=III- I1=1-' VDOT#1 COARSE AGGREGATE B POSITIVE MIN. DRAINAGE TO piE w - = > ® No grading shall begin until the tree marking has been inspected and approved by a County Inspector. La �IT�`- - - - MUST EXTEND FULL WIDTH OF SEDIMENT H W N 3 N v 3 4" INGRESS AND EGRESS OPERATION TRAPPING DEVICE ¢ LL o 3 3. Pre -Construction Conference: 63 PLAN VIEW LL - O L M Tree preservation and protection measures shall be reviewed with the contractor on site. °y 0 /o 4. Equipment Operation and Storage: T -- d 1 12' MIN. -Voo J Z ® Heavy equipment, vehicular traffic and storage of construction materials including soil shall not he permitted within the driplines of trees JJJ--- 3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE 3" MIN. W N M a to be saved. SECTION A -A FILTER KEY IN 6"-s"; RECOMMENDED THE WIRE FENCE AND EXTEND IT INTO EXCAVATED SOIL. THE TRENCH. uF F 3" MIN. z .°1, f ?� V 5. Soil Erosion and Stprmwater Detention Devices: CLQTH FOR ENTIRE PERIMETER FILTER CLOTH SECTION A -A G X LL W Such devices shall not adversely affect trees to be saved. a p 4. Fires: ® X ry j ro F Z O W W Fires are not permitted within 100 feet of the dripline of trees to be saved. A I I • r / F 6 7 17 LI N 1. Toxic Materials: ® Toxic materials shall not be stored within 100 feet of the dripline of trees to be saved. 3do _ !: Ill -- � �" II I I: FLOW li, .• `;i ° Co of O O A (MIN.) - I II II a S. Protective Fencing: II -11 III Ili 00 j ® Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing. do REINFORCED CONCRETE DRAIN SPACE ® Fencing shall be in place and shall be inspected and approved b a Count Inspector prior to y y p p grading or construction. SECTION B-Bui 9. Tree Wells: PIPE OUTLET TO WELL DEFINED Z W U) W tl ® When the ground level must be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail submitted for approval. CHANNEL EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. CE 3.02 O O O tl W � W PLAN VIEW = 10. Tree Walls: ® When the ground level must be lowered within the dripline a tree to be saved, a tree wall shall be provided; and a construction detail FILTER FABRIC d a > a STONE CONSTRUCTION ENTRANCE submitted for approval. - WIRE= F No Scale 11. Trenchine and Tunneling: La = -III-) - N N Q N ® When trenching is required within the limits of clearing, it shall be done as far away from the trunks of trees as possible. Tunneling = = - - (= - -� -� -� �'- W W N N� under a large tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots. = Q rr � N 12. Cleanup: 0 % ~ Q O ti ® Protective fencing shall be the last items removed during the final cleanup. d - d Z O DATE 13. Damaged Trees: Damaged trees shall be treated immediately by pruning• fertilization or other methods recommended by atree specialist. SECTION A -A FILTER SSF 3.05-1 --� _�- GRAVEL CURB INLET SEDIMENT FILTER -fi in > KEY IN 6"-9'; RECOMMENDED \� f j 1/18/2021 NOTE: IT IS THE DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION REQUIREMENTS. CLOTH FOR ENTIRE PERIMETER O SILT FENCE (WITH WIRE SUPPORT) DRAWN BY (� NOTES: No Scale C. GAYNER OWNER SIGNATURE - (DATE) 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR TABLE 3.31-B DESIGNED BY CONCRETE. ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 "QUICK REFERENCE FOR ALL REGIONS" / / \ / / r �/ • • C. GAYNER CONTRACT PURCHASER SIGNATURE (DATE) 5/1/06 Page 1 of 1 CHECKED BY INCHES. PLANTING DATES SPECIES RATE (LBS./ACRE) SEPT. 1 - FEB. 15 50/50 MIX OF B. CICHOCKI OP 3.18-7 ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) GRAVEL FILTER 2 • • SCALE N.A. & 50-100 RUNOFF WATER WIRE MESH CEREAL (WINTER) RYE FILTERED WATER ` :;, •:.;.- ':' • OUTLET PROTECTION (SECALE CEREALE) :'::': ,:': % ., ;,.':° .;'Q,:;. No Scale FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100 M "' ••. "." (LOLIUM MULTI-FLORUM) j __ T IT El El G G 1:1 G I MAY 1 - AUG. 31 GERMAN MILLET 50 SEDIMENT I I L I I I Ll 1-I �I l-I (SETARIA ITALICA) . '. CONCRETE GUTTER �V COMPACTED SOIL CWD TO HAVE VDOTSTAND CURB INLET 12 GEVINYTS(L OR PLASTIC STANDARD EC-2 MATTING ON UPHILL TS 3.31 O O ' GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. O J TEMPORARY SEEDING PLANT MATERIALS FENCEATTACHERD (PRE -WEATHERED FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, 18" MIN. I ! I I I ! I SIDE GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO GREATER GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL _ ( _ ( FLOW IIIII I� �L 1 L 1Ul 1 L 111L SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT 1--i \ Q 1A W No Scale CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE CURB INLETS WHERE PENDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO OR DAMAGE TO ADJACENT STRUCTURES AND T 0 FENCE AS A TREE PROTECTION FENCE. UNPROTECTED AREAS- V • TP NO SCALE 3 38 a.5' MIN. 5 TABLE 3.32-C IP 3.07- 6 0 06 DD CWD 3.os-, SITE SPECIFIC SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN AREA U w W TREE PROTECTION STORMWATER INLET PROTECTION No Scale TOTAL LBS. PER ACRE MINIMUM CARE LAWN No Scale O Q Z TEMPORARY DIVERSION DIKE Q No Scale COMMERCIAL OR RESIDENTIAL 200-250 LBS. KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% IMPROVED PERENNIAL RYEGRASS ` 0-10% > LE,CONN'E J '''• viN KENTUCKY BLUEGRASS 0-10°q SILT FENCE DROP INLET PROTECTION � r�/ SILT FENCE CULVERT INLET PROTECTION CIINST4UCTION ACCESS 3° S 2A AS`HALT o, 2 X 4" WOOD DROP INLET WITH L.I_ co Rsr r-EXiS INc / HIGH -MAINTENANCE LAWN FRAME GRATE LL Z ENDWALL w �_ PAVFIAFNT MINIMUM OF THREE (3) UP TO FIVE (5) P FRAME -1 O VARIETIES OF BLUEGRASS FROM d MqX. TI Q LL U TOE OF -- APPROVED LIST FOR USE IN VIRGINIA. 125 LBS. _ �~ O FILL CULVERT e MIN z A AGGR o f EASL �- ' ' ' } o PROFILE GENERAL SLOPE (3:1 OR LESS) � W ~ Z KENTUCKY 31 FESCUE 128 LBS. 3' v J wC LL RED TOP GRASS 2 LBS. MIN. GATHER Q 7D' WN, SEASONAL NURSE CROP " 20 LBS. �^ G SToxE CONSIRUCHUN r-A>PIIAIT PAVED ACCESS � a;ASHka 150 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) EXCESS �- ^ AT U U CORNERS I % TOE OF KENTUCKY 31 FESCUE 108 LBS. PERSPECTIVE VIEWS FILL -EXISTING RED TOP GRASS 2 LBS. SILT FENCE DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD z% v PAVE FUT Z' 61 N.* � ` E-- SEASONAL NURSE CROP " 20 LBS. CROWNVETCH *** 20 LBS. 150 LBS. Q O 06 Z FLOW EMBANKMENT - t)12AiNAGf -VUS EXT=NC FLL'- 'MOTH �---® I � SEV STAKE O 10 I OF iNCRESS AN:' EGRESS II To sEJIVEVT ' FABRIC **OPTIONAL STONE COMBINATION CPERATiav TRA P Nc; c VICr PERENNIAL RYEGRASS WILL GERMINATE FASTER AND AT LOWER SOIL ` 1, a 0 TEMPERATURES THAN FESCUE, THEREBY PROVIDING COVER AND MIN. 1� PLAN EROSION RESISTANCE FOR SEEDBED. ii I - 2 C/ " USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES i ° ° w �t Gt AS STATED BELOW: DETAIL A FLOW 2.5' TO SEMI dFVT .� SE14T I4A-PINC, o-VICE - -� -- -= MARCH, APRIL THROUGH MAY 15TH .............................. ANNUAL RYE MAY 16TH THROUGH AUGUST 15TH......................... FOXTAIL MILLET ELEVATION OF STAKE AND FABRIC ORIENTATION AUGUST 16TH THROUGH SEPTEMBER, OCTOBER...... ANNUAL RYE O rILTGi cLC-H NOVEMBER THROUGH FEBRUARY................................. WINTER RYE SPECIFIC APPLICATION **VDOT #3, #357, #5, #56 OR #57 COARSE CLASS I SECTION A -A THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET AGGREGATE TO REPLACE SILT FENCE IN " RIPRAP *** IF FLATPEA IS USED, INCREASE TO 30 LBS./ACRE. ALL LEGUME SEED DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE HORSESHOE " WHEN HIGH VELOCITY OF FLOW A Diuntuum Water tap of 1 itch uutst be nistaned With a Dinntuum 1 inch bancock MUST BE PROPERLY INOCULATED. WEEPING LLVEGRASS MAY ALSO BE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE - IS EXPECTED a wash hose c�itlt a chatnetei' 0f 1S ntehes for adequate shutoff tares sure. INCLUDED IN ANY SLOPE OR LOW -MAINTENANCE MIXTURE DURING TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. JOB NO. Wa c0ustmit pressure. wash water ❑ntst be carried aticay from the euh auce to an WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. CIP 3.08-7 approved settlia area to retum•e sediment. All secthuent shall be pfevented ftonn CE entelI A01111 croons, cliitches or watercoiRses. 3.02 PS 3.32 IP 3.07-1 47036 CULVERT INLET PROTECTION PAVED CONSTRUCTION ENTRANCE PERMANENT SEEDING MIX FOR PIEDMONT AREA STORM DRAIN INLET PROTECTION SHEET NO. 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CHARLOTTESVILLE OFFICE 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com•• \ TIMMONS ROUP o SOUTHWOOD PHASE 1 —BLOCKS 9 10 & 11 Ln m o , r Q1 DATE REVISION DESCRIPTION h c m n n ~ 1/22/2021 WPO PLANGr (� li n n a z a O n 711612021 UPDATES PER COUNTY COMMENTS N Z w o COUNTY OF ALBEMARLE, VA O m 20 o z p 2 Z O ny 9/22/2021 UPDATES PER COUNTY COMMENTS yINI O1 EROSION & SEDIMENT CONTROL PLAN PHASE I 2 A { A " These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. F_ D3\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C3.1-EROSION & SEDIMENT CONTROL PHASE I.dwg I Plotted on 9/23/2021 2:03 PM I by Matt Denhard C \�z a n v c v W O v T m \ ' ' - - - \ l 11 'l 11 /ll/l /i/ /// / /i//� • \ \ /� ~ M \ \ \\ \\ I VJ \ O\ I XD \ m I r I \ v ®� fll Ln -----,,� "// ;;i ► A -lam 0 3 m m O m m rl Z W n vCi m P 3 < r Z 3 I/ // / \ — / // / \ \ \ I 1 \ m \ \ \ m n 3 v r m < q � r __ /// \ \ \ I \ M D O m 3 3 A m m � Z _ \ /// //// / / / // //// \ \ \ \ \ \ m \ \ n A z m m v m (A I / / \ \ \ \ \ (A --I Or m m m Ln a z O m m () O O m 0 z v m O m C D z z z O Ao z z p c) w z m > Z z z m / �'\ z di \ \ w w w w w co 4 W 0 0 0 0 0 +� t0 O] In N 1+ A W tD W V In N , /' \ / / \I'l llIIIIII111 0 I \ .;;. � '//// )fill i I I ; / I I IJOC, O' / C--1 -0 1 / MkI-n 6 / I/ n it nrl I/ ti0 G) �Z J % I I W l -I �� W CI)/ r -----EX.30"C- / O O O /r m I / I_----------- '/Orrn — D000 I I / mDD2D mmmD6i2 \ Dm;omat \ / A m D zO55 mD � 00 I < -< \ \ r 45,3;— \\ \ \ 1 N f -CO Jr —� • 'I / / l // ' l ! 11 l \ \\ --_ '—_ _� \\--___——"%ST_—\ —�� \ \\ \ �\ \ I /'!/ / \c\ I r in I \ \ \ --- \ \ \ \ \ \ ITI Z — — — —— \ \ \ \ \ \ \ --— —— —— —— —— 4 / OL7 \48j m \ I 48 \ \ \ THIS DRAWING PREPARED AT THE COIIQ T I MMONS ROUP• • • ••• YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com o 9 N d x p� n n DATE REVISION DESCRIPTION r 42 99- 4�1SOU TH W O O D PHASE 1 -BLOCKS 9 10 & 11 _ 112212021 WPO PLAN G� These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. F_ D3\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C3.1-EROSION & SEDIMENT CONTROL PHASE I.dwg I Plotted on 9/23/2021 2:03 PM I by Matt Denhard v v q N. 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CHARLOTTESVILLE OFFICE • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com DATE _ 'Q S O UT H W O O D PHASE 1 BLOCKS 9 10 Vl 1 1 n = n n n ° 112212021 WPO PLAN REVISION DESCRIPTION W rn M °m ? n n r) C z a n 711612021 UPDATES PER COUNTY COMMENTS p z (I o COUNTY OF ALBEMARLE, VA n rn 0 0 2 p 2 z o m 912212021 UPDATES PER COUNTY COMMENTS O1 EROSION & SEDIMENT CONTROL PLAN PHASE I 2 A 03 _< A " These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. — -- — / EROSION CONTROL LEGEND * RUN °\ \WROBUFFE \ .\\ / — __�_------1----------------� — TH OFF LIMITS OF CLEARING AND GRADING - / / / `\ ` \�\ \ / / X / \ \ T ■ / i / /' - ;� f 0 SOIL TYPE BOUNDARY I ° \ \ / / ` / \ ' ' , ' ' / / ' ' / =UGP P Id° /\ / / / % r GP j= T P —� ryan D. Cichoclri CE CONSTRUCTION ENTRANCE 3.02 I / / // > i / , / / / / U lie.. No. 533741/ SF �'c X SILT FENCE 3.05 I o/ / II ' OHP— I j / —> OHP ' j — i ®, / / / /— Okf/� — SS OHP— % (// / / / ._...... ZONAL / fie/ �b36 IP ® INLET PROTECTION 3.07 I ° o ` / / / TO UNDISTURBED PRESET /•ED TREESELECTl7C TELE. TV o I / / 1 , / / \ \ / , / ' �� / CIP ® CULVERT INLET PROTECTION 3.08 I , / CAP / - - - _ LINES _ - ' M o / / / / \ / / ' / i Q �' �' / 0 0 o / // ♦ / / N " DD DIVERSION DIKE 3.09 I f---- / --------_f OP / / / ♦1 , / /' / / - — — Q o EX 24/'HDPEAPPF70X LOC - - - - - - - - - p ♦ ' / E t E ST SEDIMENT TRAP 3.13 �° o / SB /'// / //' y/l //, / / ,/�/// //, / ///' /// /// / / ,// / ♦ /// /// / '/ /' / /��/ / /� // 1/ / �// ,/ '/// /♦ / ' // _ -/ �/'_-' --� — -/♦ I/-_ 1-_♦ _ -\/-/ \ \♦_ / ` \ // '\ \ /' / `( �`\ \/\ , \ / 1 A \/ `��\ \/ /_ / / N3I / k/ I Q\N5\ ` R�`\!k\\\ \ IA\ ''o �!I \`�\\;\\�^ 1 `` \V\ \\I I\\ \ a\\` \/II `\ � S�` _1 N•_\`/� - � — ' � -` _� P_ ��f- 2�3'_ �-_ \_ - 1 _ -\ ` -3_' - - A-- r •ao •Rv~ •i• `m ^SEDIMENT BASIN 3.14 to ° / MU 0 Lu OUTLET PROTECTION 3.18 or M 0N , fA EFFECTIVE TEMPORARY SEEDING 3.31 ° ImZONEA 3 G XMH� Nw ° Ia ALOODPLAIV PERMANENT SEEDING 3.32 v za DgESI2tiO>aWnGN tiO2 Lq O W Woo MULCHING 3.35 o 8 > o TP TREE PROTECTION 3.38 / / DUST CONTROL 3.39 ° \ "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER ° O / NDER REVIE° 0 O O o 0 ° OTSIGHT 0 \ DISTANE,/ /1 0 o EASEMENT 0 0 o ° z°//° bOMANAGED /o°/ / DATESTEEP SLOPES °, ° /; (TYPICAL) /111812021 ° ° ,a° DRAWN D B Y C. 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CHARLOTTESVILLE OFFICE 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com o 9 N d x SOUTHWOOD PHASE 1 -BLOCKS 9 10 & 11 m r p� DATE REVISION DESCRIPTION m o / , N m 112212021 WPO PLAN Gt W Z II D n la z la n 711612021 UPDATES PER COUNTY COMMENTS a, z c,, o COUNTY OF ALBEMARLE, VA p m p o i p 2 z o m 912212021 UPDATES PER COUNTY COMMENTS yINI O1 EROSION & SEDIMENT CONTROL PLAN PHASE II 2 A { A " These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. F- o:cI VOW/ uao-aournw000-nwcrcsa-i-I wwwowneenwwa.e-CKU wry axUIIAMI I UUry I KUL VNAOt u.uwrg I noaeo on eIZOINCl cuo rM I Oy Ma[[Uennam It 47 / / / }, 1H6— Al �" _ I co z \ Oil \ 48 .1 , / _ - - -NHS - NVS II ENEWAL R OR A A \\ I \ II I I " / ♦ / i \ \ \ \ \ AEll ' II" cz a ! \ 1 I /pl v v A V A V V A \ \\ F� \ \\ GU'U L SWALLOWTAIL LAiJE w n y \ \ \ \ \D1 Z -> > F> F F \ \ I / Z Ill - - - - -- \ do > \ \S \ > \ \ \ \ ,F�g7,4 \ \ \ 1 \p I — 0 4 n A \ \ ` rn N I I 1 1 fOD Lo I CO 478 w------ / - - - - - - - -//G) 1 - / Co _ _ - - - -OD 00 TI \ \ \ I \ _ / Lam 49A /y/ C+ ` J - 4844 8 �\ \ \ 49 44 ion \ 4$ 1 \ \ \ 1 / / \ dy / _ r Z / \ 490 I / \ / m m 1 �v v O m Oil 1 \ 1 I I D I \ \\\ \\ II Il I / O 65 M ' / \ v O z \ 4 fn m / 9, - \ \ \ \ \ O Z Q� /' \\ \ \ \ \ ` 3 O 1 3 v p m m O n cn n to r m On m 3 O O m m r O O 3 0 z m m m 1 z O 2 D O rr�r 3 3 m T z ? z z < O m z z o n 1 m O O 0 O Q m m m '�r z O r- r 492 1 \ Y x z v R m z o m Z D T z v z czi czi z O� z D z 'n m > A G� T 0 n { z n I I I I 1 I \ l \ 7s z m 0 m II I I I / IN)I / \ \ n I I I \ \ \ w w 0 0 0 0 0 x- \ ID a N m V N in co a W NO in z m THIS DRAWING PREPARED AT THE COIL TIMMONS ROUP• • •• YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE i` �13 • • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 c�� off' TEL 434.295.5624 FAX 434.295.8317 www.timmons.com o > N o 4�1SOUTHWOOD PHASE 1 — BLOCKS 9 10 & 11 m o , Ln r p� DATE REVISION DESCRIPTION h c m n n ~ 1/22/2021 WPO PLANGr (� I li n n a z a � n 7/16/2021 UPDATES PER COUNTY COMMENTS Z w o COUNTY OF ALBEMARLE, VA p m p o i p 2 Z o m 912212021 UPDATES PER COUNTY COMMENTS SIN O1 EROSION & SEDIMENT CONTROL PLAN PHASE II 2 A 03 -< A " These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. 'TOBISCUITRUN 0 CENTERLINE , o 0 ° WPO BUFFER f io o ` o I 0 0 0 o, cot IVE o nn O �0 0 0 0 0�0 0 00 00 0 0 4°, o FEMA EFFE°° m ZONEA ° o>FLOODPLAIo ° 100YRFLOODPLAINPER 0 ° 0o LOMR CASE NO. 21-03-0029P° °° ° (UNDER REVIE141 00° °0 ° 0 0 0 500YR FL OODPLAIN PER° , a ° LOMRCASENO.21-03-00�JP 0 (UNDER REV EW) , °° 100YR FL OODWA y PER o 0 0 ° LOAQ{P19P 4RCASENO.21-03- I ° 0 0 (UNDER REVIEW) ° , o� ° 0 / / OT SIGHTT / 0 0 0 / DISTAN�9E / o , o ° / EASEMENT / 0 o d5� o' I o O°o / / ♦ / - 0 0 °° /ago // / //�♦♦ ♦ // // / ° o MANAGED ° �0 o ° 0 STEEP SLOPES ° o 40 ° 0 (TYPICAL) 0 0 0 0 0 0 o° 40 00 0 0�< 0 o 0 ° A� ° / / SEWEF 0 0 0 odS��'� / "Q— / �/ EJECTOF �0_ �� / / PU M F 102' ° ° 0 �� / j" / / CONDO #1 °�� (8 UNITS) L 0dr o0od METER VATER\\ 7' o ° / ° 00 / / / // / 4'X&CONCRETE PAD / 0 °�� FOR (1) 16 DOOR / 0 a� / / / CLUSTER MAILBOX & (1) 12 DOOR CLUSTER MAILBOX. COORDINATE WITH USPS. ° / / / / / / 5'SE-BACK / D / 1`. / O°� / / / / // / " ♦ / / i �\ \\ ■ --------------- — �TH OF UGP ■ -----GP--------- -------------------------\ ryan D. Cichoclri �l ■ s�� _----------- U lice. / No. 53741 � — OHP � i- ^ — — — — 07T — — — — OHP— — �- "d.P //ZZ'�L� OHP L — OHP— — _ — — — — / \ \ /� SSIONALG\ ro / ♦♦ O.H ELECIRCTELE. TV ,♦� LINES r° E __— / p ,♦% TRAIL BUFFER ^ u -- ----------- —— / / // ♦♦ / w v E / / / / / // ♦♦♦ / U ¢LL o3 / / // /♦♦ / '5' / w0 `mom / / /// \\ ♦♦♦♦♦ /// � Lu U rn 0 / / / ♦ / / / a>�oN 6.25' c�Wry a / / 1�• PEDESTRIAN a ° a. $ d Z F ; CONNECTION #1 — d BOo 3 G LL w / o000 / / / ♦, ----- ---- ---- ---m-------- -- 5 5 N z Z Z \\0000°°o°°�°0000 v o 20 4' X S CONCRETE I °OD ° N Lu > O O PAD FOR (1) 16 DOOR 10# CLUSTER MAILBOX / / / ♦� / / \ 8 TH - 20' S SETBACK ♦ 20' TYP. I 2 ♦� / \: 059 F' I OT 1 LOT 21 LOT 23 LOT 25 0 g w w /♦ /' ENITY 8 CE T 8 LOT 20 LOT 22 LOT 24 I a ♦�/ / \ 350 $F 1350 SF 1350 SF 1350 SF 1350 SF 1690 SF I / O �,♦ / / / \ I 182 F 50 SF 0 a a / / \ I / �» 102' 5' SETBA�I� I ry N N t t3.5 Ile/ _ , I CG-6 >Lu O ry o CONDO #2 / 3 — — — — — — Devoe: R3' �(A a n rn (8 UNITS) \\ / / �\ / R3' 4 g, 18 0 I (n DATE / SAN SAN SAN "NO KING N I > / FIRE NE" I I 1/18/2021 46s'/�\ // °', "NO ARKI G 4' I 3' U LOT 72 / \ / ' " , / \ FIR LANE" SIGN I 84 > DRAWN BY 7020 SF / / ° / \ G- RT C. GAYNER �G \ / / TE — -- R3 DESIGNED BY \ "NO PARKI \ 18.' Z);.' ^: I \ �H 17.' • C. GAYNER IRE I I Q 3 I I 18, SG CHECKED BY �' / \ ° \ I I • B. CICHOCKI R3' \ 20' TYP. 22' I • • 8" DIP SCALE \ 20 --- ---- -41- 5' SET AC I � • 7TH-2: LOT 12 4' x 5' Q LOT 1.4— LOT I PAD ��' �i 8 4 LOT 10 \ \ \ 23054 SF 1780 LOT 13 1619 SF � 1599 S 1L CLUS \ 1682 SF 1591 $F 177 $F �r \ 8' 22;74 $F :\ i . LOT 26 8, 17 ��( 54 oCJ 5� 6 / -- - -- -- ---- -- y / I 5 / 21 q' - II / �COP 40' 22' I O LOT 9 - STAM 8" CLASS L4, 5 ' \ / rSAD NAyI . DUCTILE IRON, TH - 22� R15' SIGH ( P,) WATERMAIN LOTS ' TE T 6^ /,eSETBACK� O Si V / r " " MAX. 25' SETBACK i / 4 / a "NO PAR ING O I1/ Q H / TFt9AL FFER / / X \ a FIRE LAN p F� ED ° W J / / / z' aQ i �'• S LOT 5 \ GN9' m 2190 $F \ / FH / SAN o ~ / /f 18' � / o STOP�#L) / TEE 25' \ \ \ Q O ROAD NAME \ / s MANHOLE PROPOSED \ BLOW -OFF 20':::. 22, StGN (TYP.) \ UNDER SOUTHWOOD 8" CLASS 52 \ \ \ NOTES: >_ SSEMBLY / \ e VILLAGE 1 DUCTILE IRON \ \ 1. MAI x6, �%LBOX LOCATIONS TO BR COORDINATED Q � \ SDP202000048 �WATERMAIN \ \ J / )'T / 604 SF �P \ WITH THE POST MASTER. 5JH - 22' ' \ Q D \ 2. REFER TO PLAN SHEETS C4.9 - C4.11 - LOT & Q Ei' GV \J MILL D OVERLAY \ FHA LOT \ P� ' 8" WATER MAIN L EASEMENT PLAN FOR INFORMATION ON ' \ti \- IN AC O NCE � i \ O .��oe' ��' .PROPOSED UNDER � � � � i PROPOSED EASEMENTS. 17.5' PRESCRIPTIVE / 16� $F 2 SOUTH OD VDOT�SFD. WP-2 \ \ y fit 3. ALL WATER/SEWER SERVICES CANNOT BE EASEMENT 20. 5' S"ACK O��P VILLAGE 1 / \ ��!!l JJJ ESTABLISHED IN BLOCKS 9-11 UNTIL THE O / , \ 13.82' (TYP.) / / LOT2 \ �\ �OP� SDP202000048 \� \ / \ VILLAGE 1 INFRASTRUCTURE IS INSTALLED, \ // \ TESTED, AND ACCEPTED. /� 1¢40 SF�oO�Q3y�o \ 19.0 ° �° NO PARKIN�O 6�4v a LOT1/ SIGN �05�0, // 8"X8"T$m& / C \ 2129 SF as �OQ / LEGEND \ \ INT IOFt\ 5Q GARAGE( .) 7.0 i � CONCRETE SIDEWALK �O HEAVY DUTY CONCRETE LIGHT DUTY ASPHALT — 5.25' ° / / HEAVY DUTY ASPHALT P�83 JOB NO. N CLASS B TYPE II TRAIL SCALE 1"=20' 47036 SHEET NO. RUBBER KEY PLAN 0 204o' C4.0 L LEGEND — — OLD LYNCHBURG ROAD NOTES: _ STATE ROUTE 631 1. MAILBOX LOCATIONS TO BR COORDINATED WITH THE POST 71 CONCRETE SIDEWALK (VARYING R/W WIDTH w i MASTER. EP _ D"CMP W/END SECTION I 2. REFER TO PLAN SHEETS C4.9 - C4.11 - LOT & EASEMENT PLAN FOR INFORMATION ON PROPOSED EASEMENTS. HEAVY DUTY CONCRETE _ INV. (IN)=442. 15' — — 1 1 3. ALL WATER/SEWER SERVICES CANNOT BE ESTABLISHED IN LIGHT DUTY ASPHALT — — — — — BLOCKS 9-11 UNTIL THE VILLAGE 1 INFRASTRUCTURE IS — — — — — — — — — — INSTALLED, TESTED, AND ACCEPTED. — — HEAVY DUTY ASPHALT yan D. ion lie. No. 53741 e• -�_rl+-"99�\�1 ■III •. ., MEN RUBBER • \ j�T��GV —_ :•_ 1SCALE V=20'• • 1 20 F1 / WA:• IMF •`�iT r • ♦ T - • � ♦' • • . �� LL ��_ _ - TLL © = - - - - - - - , 1■■■■■■■■■■■■■■■■■■III _ 1 • �`_� UFFER ----.----------- -.- -- 0.1 ND . • SF OF "NO PARKING WCFPARKtNG FIRE LANE" :....A.♦..�'.. - :" i` /a iii ii- /jj/%,tl / ..... _ _� _ . . • ' . . SIGN - _ I■■■■■■■■■■■■�"_ _ _ 1■■■■■■■IRS 1IM PAD FOR (1) 16 DOOR CLUSTER MAILBOX SF ( _ •►/, j�■■�■■■■r I■ IIII■ ■ .I: III!! ... /� a 1 1 ■IIIII III® - • . 1 j ■ �� ' J 1 • 1 , . 1 , • I�<0 DRAWN BY 1 1 ■►,� �I ir• , ■ ■IIIII DESIGNER SIG • - i 1 1 IIII■ - 1 ■■�I D BY i . LOT 56 . C. GAYNER ACK •� - �F-: ��c� 61 •` ■Illli III■ • 1 LOT 67CHECKED BY LOT 551 OPEN 60 LOT 66 SPACE i 1384 SF B. CICHOCKI 1485 SF 1384 SF SIF WTM�._ ■IIIII �!Ilp ■■ l • III■ ■■ 1 1591 SF WA I ■ ■ NOW'� • • 160 m 1 — • •- • 1 1 /, 1 `� • Ld 1 \� ♦ ,• AND •• ', -LOT 49 LOT 50 LOT 52 t---LOT-!;-ui •1 ■ ■ �—� = ■ ■ _ IV i 1 1 ON 1 _ 1 1 _ 1 • • • __ • • L --------------------- --------------------- ti I OLDLYNCHBURG ROAD STATE ROUTE 631 (VARYING RAN WIDTH EP --- --- ---- --- ---- ---- ---- --- -- ---- ---- --- ---- ---- ---- OHT —OHT — — — — �OHT , ��pp �OHT� _ --OHP----- '�--OHT-----OHT---—OHT\ P— — P —OHP— — — — —OHP— ORIA P GP N#3 -- GP- - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — -- — — — — — — — — — — i1 r — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — < ONT\ I a I I PEDESTRIAN \ L CONNECTION #4 \ o � HT\ 3L I I 30' lit I TRA L I I TRAIL CG-6 6 9 " BUFFER i ¢' BUFFER 20' =saga: R5' CG-6 i "NO PARKING .,NO "NO PARKIN FRRE LANE'=90BEND LORAVIEWDRIVE. I I FIRE LANE" I I SIGN 6" GV SIGNS CG 2 6EE„ 6" GV R18' R15' f ^,_ — 6,, G 8' SOP AND R9AD -------- FHA 1 43 SF 9: + 1-20' TYP. !.1816:5' I 9.57' i LOT 70 11844 SF i •, OT 63 6" DIP LOT 69 INTERIOR 310 SF ..20' I 20 �3§L4*CK GARAGE (TYP.) —IL40'cn D 40' '.� . z 1 I I 20 96:5 : 20' LOT 62 IS' LOT 68 1310 SF 6TH-20' p 6TH1-20' a 384 SF I 5' SEJrBACK Q I LOT 61 i�a'• Lu 1.6.5' i z �!: LOT 67 I 1310 SF I L 1384 SF I � I SPACE 88'i OPEN L T 60 :1 : !.i8' LOT166 SE 1 10 SF 1:8'; D 1381 SF ' w J J F 0 J 0 "NO PARKING SIGN rr � :• �R(gil'�1� 1 1��1:'(011� 1 1 • , =' M 1 • _ �® •1 �r 1. 17':Q 811'Gv 1'8' $TOF AND OAD' NAME.' i .SIGN {TYP.) 20' TYP. 22' STOP AND 7 TH - 22' ROAD NAME ---- ---_40 ---- SIGN (TYP.)- - — — 5'SETBACK— LOT 47 LOT 48 LOT 49 LOT 50 2181 SF T670 sF T"� 4"A SE LOT 51 LOT 52 --LOT�53 4-708-SE 1-696-SF- i 2710 SF r __________________ - _ 11' ------- cr- ---------------- - -- --------- �e n HORIZON ROAD PROPOSED 61' VDOT RIW v a. °.. y a J J FHA TEE UNDER SOUTHWOOD SAN ILLAGE 1 SDP202000048 s r r 1 ,•�.r a ±176' TO HICKORY STREET I 8" WATERMAIN 8" DIP WATER MAIN PRO IDED S UTHWOOD VILLAGE 1 SDP202000048 9 r° I I I II II I�I C G) --- --- --- -- - TH OF ---- ---- ---- ---- / 0 ryan D. Cichocld U Uc. No. 53741 9/Zz/i,( . --- --- -- -- --- --- --- --- --- --- -- -- ----- --- --- --- -- - / SSIONAL /36 _ M E 0 ° N � N C C — — — — > E w v E y �vv3 ----UGP ¢ p Lt. — Gp < _ujj Voo Z w —u O rn a�ry a Gp zF„� v 3oQ w UFO o a \ GP �v�o 0 ww \ ~ crn ) UFO 8 N > O O 1 wM Lu UU 8" WATERMAIN 8" DIP WATER MAIN PRO IDED S UTHWOOD VILLAGE 1 SDP202000048 9 r° I I I II II I�I C G) --- --- --- -- - TH OF ---- ---- ---- ---- / 0 ryan D. Cichocld U Uc. No. 53741 9/Zz/i,( . --- --- -- -- --- --- --- --- --- --- -- -- ----- --- --- --- -- - / SSIONAL /36 _ M E 0 ° N � N C C — — — — > E w v E y �vv3 ----UGP ¢ p Lt. — Gp < _ujj Voo Z w —u O rn a�ry a Gp zF„� v 3oQ w UFO o a \ GP �v�o 0 ww \ ~ crn ) UFO 8 N > O O 1 wM Lu UU 2 as O d >ui o00 Lu F r,4\\ a^� z O DATE (n > j 111812021 0 DRAWN BY / C. GAYNER DESIGNED BY •• C. GAYNER / • CHECKED BY B. CICHOCKI e • • SCALE 1 "=20' o � KEY PLAN 1� 1� C6 O 1� �CT) J O a Q ' NOTES:Ld J 1. MAILBOX LOCATIONS TO BR COORDINATED J H WITH THE POST MASTER. Q H 2. REFER TO PLAN SHEETS C4.9 - C4.11 - LOT &(3 1 w J EASEMENT PLAN FOR INFORMATION ON tb i--i PROPOSED EASEMENTS. � Q 3. ALL WATER/SEWER SERVICES CANNOT BE LL ESTABLISHED IN BLOCKS 9-11 UNTIL THE p VILLAGE 1 INFRASTRUCTURE IS INSTALLED, uj of TESTED, AND ACCEPTED. / n V � z 7 LEGEND T< Ou O CONCRETE SIDEWALK ^ a HEAVY DUTY CONCRETE LL LIGHT DUTY ASPHALT 0 HEAVY DUTY ASPHALT O CLASS B TYPE II TRAIL O RUBBER 2 D IO^, v Pog3 JOB NO. 47036 SCALE 1"=20' SHEET NO. 0 20' 40' C4. Z L BISCUITRUN 0 \ / ----------------------- LEGEND CENTERLINE , o STORMWATER FACILITY EASEMENT °° WI'O BUFFER 00�GP ' GP 0 Fl,PUBLIC DRAINAGE EASEMENT \ i °° �\ \ — ; GP UGP ryan D. Cie ocki PRIVATE DRAINAGE EASEMENT 1 / ■ lie. No. 1 — — — —OHP— — — — —0 P— — — — —OHP— — "a.'ii� ! LI O ° —� OHP— ❑ PRIVATE & EMERGENCY ACCESS EASEMENT of L — OHP— — / / SSIONAL 0s 0 71036 ° / ♦♦ 10' PUBLIC O.H ELECIRCTELE. TV ACSA SEWER & WATER EASEMENT , / / ACCESS o / / \ ♦♦I♦♦ EASEMENT LINES r° E 0 / / ♦I 0 / ♦ N U PUBLIC ACCESS EASEMENT —_ �♦ 10' PUBLIC EX24"HDPEAPPROX LOC � / I♦ ACCESS w v E WATER MAIN ACSA EASEMENT �° o / / / / / j♦♦ EASEMENT v v 3 0 0 / / / ♦I♦ ¢ LL 3 �O O° °O / / ♦♦♦♦ � Q L M / / / ♦ Q_j Uc0 Z ♦ w w —m O o o / o v / // / c�u�+ vM a o CL °, o FEW EFFECTIVE a�° / 20' PUBLIC d 4 3 p x N d q a a d..' ° / / / ♦ DRAINAGE ° m ZONE A / m � 0Ln x Q °, o FLOODPLAIN / EASEMENTH I= v O W W / / / ° 0 / / ♦ I 10' PRIVATE F c 100YRFLOODPLAINPER oo , ° / ♦ 10'PUBLIC I DRAINAGE 0 /// I Nm w 00 LOMRCASEN0.21-03-0029Po° ° ° / / ♦ / ACCESS I I EASEMENT 0 / / W M (UNDER REVIEW] ° / EASEMENT o ° �° / 0 0 a / ♦♦♦ 0 0 / / / /♦ < 0 0 0 500YR FL OODPLAIN PER0 , ° / / / ♦♦ \ — — — — _ — — — — I _- ~ o w ---- a 00 LOMRCASEN0.21-03-000JP ° m� / �♦ \ - - - (UNDER RENEW) , ° / / / ♦ of 2 FL OODWFLC ° // / ♦♦ LOT 25 OMR CASE NO o° ° ♦♦ \ I LOT 19 LOT 21 LOT 22 LOT 23 LOT 24 O ° / / / ♦♦ LOT 18 LOT 20 1350 SF 1350 SF 1350 SF 1690 SF (UNDER SEN0.21-03_ gp ° ♦ 1350 SF 1350 SF (I/NDERREV/EW) o , o a�° / ♦♦ _ I 1822 SF 1350 SF a 0 0 , 0�r00 0 / / OT SIGHT/ / ♦ / / \ 0 0 ° / DISTAN�E / \of 0 0 , 0 0 0 �� o° �/ EASEMENT / I I I I I ~ o 0 ° / / o / 0 000 / / ♦ / / / a I w F ry N C \ / / / n rn ° ° ° � 40 o MANAGED 0 DATE 00 0 STEEP SLOPES ° N`l (TYPICAL) ooe pcfi / / /\ // ° / l l l l / 1 1 / l 1 1 l / 1 1 l l l / l l 1 1 l / 1 1 l / ./. l 0 111812021 Io°0o ° ° °00°0 / / // / 7LOT 72020SF /// \/ �// / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / /P IV T $ >- DRAWN BY ° / / / . / a / l l l l l l l l l l l l l l W l l l l l l l l l l l l l l l l l ° / / /' l R' l C. GAYNER o ° O�d�'�i / d / / . \ / /• / / / / / / / / / . / . , Cc / / / / /. / / . / / / / / aA PG $/ • DESIGNED BY 0 0 a ° ° ° o / / / / / / / / / / l l / • C. GAYNER 0° o ° o ° / / / S9 . �� % / / / / / / \ I i / ' • CHECKED BY °° ° ° ° ° � ° / Ap / l l j l l l I I _ / • B. CICHOCKI ° 5d / Q �. ° �roo 0 00 / / ��/��? / / \ / /� / / / / / / ' \ ACSAA - I ❑ • 1 SCALE ° 0 / �J J,` �\ / 32�OMBIf%F-.....d^ / / / / / / / • — — — — — ° o ° / Z O ACSA SEWER / / / \ AND WATER - — — — — — — — — 00 00 D�° / �G Q Q�/ // AND WATER / / / ---- 0 0 0 / / ��U / / EASEMENT \I, I LOT 16 / / I ' LOT 12 LOT 14 I / 0�r ood / p PQ / \ LOT 71 d / / / / / LOT 11 1780 SF LOT 13 1619 SF I LOT 15 1599 SF LOT 17 0 0 / / �/ 20' PUBLIC 140 SF d j / / LOT W \ \ 2354 SF 1682 SF 1591 SF 2177 SF 0 00 DRAINAGE. :, � / / / / / / / ° 0 / / / EASEMENT / / / IV S/ 20' PUBLIC LOT 26 ° ° / \ / / / / / / DRAINAGE / 1 10' PUBLIC 2154 SF CL C6 o a / / \ / /^ /. / / EASEMENT 10' PUBLIC . o ,a' / / / /, / ACCESS ACCESS / EASEMENT EASEMENT / u 10'PUBLIC \\ PRIVATE&EMERGENCY O / \ / / /\\// / I , • a S°. a ./s a ;y > ° , ao CCESS A15ss EASEMENTS ENT ALONG FACE OF CURB 0 T 9 a E 1752 SF O ° LOT 8 LOT 6 / 1670 SF \ V / 2161 SF / LOT 7 33' COMBINE 1624 SF U Z �,CtASEWER W Q ANDWATER W O w Q ° W / m LOT 5Lu 2190 5� / / / >> SAN 1� / / / / � Q �' ' Y 1�1 0' STORMWATER / / / / / [� W CILITY ACCESS / / \ — OZS EASEMENT / / R25' ° / \ \ Q OU LOT 4 \ \ J 1604SF �.:� OP / LOT NOTE O 1611 SF as a..'. R25 9Z1p \ \ \ THIS SHEET IS PROVIDED FOR INFORMATION ONLY TO ENHANCE CLARITY OF EASEMENT AND PROPERTY LINES. THIS PLAN IS NOT O INTENDED TO BE A PLAT. SEPARATE SUBDIVISION AND EASEMENT \\,� LOT 2 A d°' J PLATS WILL BE SUBMITTED FOR APPROVAL AT A LATER TIME ANDS. 5 1640 SF �b 0(� \ FOR USE IN RECORDATION V LOT 1 �5�0 \ \ 2129 SF 0P ab \ \ / JOB NO. 47036 SCALE V=20' ��\ \ \\ SHEET NO. KEY PLAN o 2040' C4.9 L •PROVIDED FOR INFORMATION ONLY TO ENHANCE ikSEMENT AND PROPERTY LINES. THIS PLAN IS NOT t-t will � i r?' ••`•;: iial � IlL dl KEY PLAN • - — ��•� 1•?a ► MIN 4 Lu LL LL t OWN • g AV A III IIIIII y`!■�I/■■■%,/�■■�■_%�,�J ` / , / �l `, . . AV AS — — — `,, `��!IIII p �IIIIIIIII - \ \ `\bk Ln . 1■I/%■�■ I/i%■0■■■ %%■ ■hi -- ►i `� � — iLOT 64 ,. -�' !��I/II/.■_■�II/II///.■I' ��3 � � �� ;ate �� ;; . . / — 2237 SF ' �■��■■I/I�■�E� _. ACSAEASEMENT1 II I .1 . I1690 SF WAVA MEN— ■II!!LOT _ �• ♦ �;e� III■ �I310 SF FJ 1384 LOT 7 ms DRAWN BY Id�il dN /dddl dldd dd�� ♦ .ei �� , .. ��oi 1 :c . ♦ • ��►1 1 1384 SF DESIGNED a 1 �', �� i'� R �D' , , , ■Illil 1 !� WATER �IA� • ' •, �y i yam:., ,, .. • ��,, • • • :��.=�� SEWER AND WATER EASEME1 DDop�CKI ,� 138 SF lilii■ ■■I v / � �� ``\`Aq � DD�,v..,,\ ��: ` / it �� •�I� ��o�; .A�ar� �, HIME OF CURB LOT 16 974 SF ■■I ♦ c, c LOT 26 SF ems. _\ •' �� . .� ` . / • I/ • < . ' • . Lu u CESS •.. .11 • •ILL _■ ■ e w _ w e � i LEGEND • �- • -I .,•I I • �� ,STORMWATER , PUBLIC DRAINAGE mPRIVATE DRAINAGE EASEMENT IN 11 DPRIVATE & EMERGENCY ACCESS EASEMENT 0 NIACSA SEWER & WATER EASEMENT • PUBLIC ACCESS EASEMENT _ • WMIF m, Mr. WATER MAIN ♦ .EASEMENTI L ------------------------ - ------------------------- ------------ ------T-------- —- — —— OHT-----OHT---- _OHT , �p —OHT — _ OLDLYNCHBURG ROAD STATE ROUTE 631 (VARYING RAN WIDTH EP — — OHT— — — — — OHT— — 0//7-- —OHP— ——OHP— C 31' STORMWATER PRIVATE &EMERGENCY 10' PUBLIC S FACILITY ACCESS AND ACCESS EASEMENTS ACCESS T PUBLIC DRAINAGE EASEMENT ALONG FACE OF CURB EASEMENT u HORIZON ROAD PROPOSED 61' VDOT RIW 10' PUBLIC ACCESS EASEMENT VARIABLE WIDTH STORMWATER FACILITY ACCESS AND PUBLIC DRAINAGE EASEMENT PRIVATE & EMERGENCY ACCESS EASEMENTS TO COVER ENTIRE PRIVATE ROAD PARCEL 20' PUBLIC DRAINAGE EASEMENT 20' WATER MAIN ACSA EASEMENT 20' STORMWATER FACILITY ACCESS EASEMENT 30.5' COMBINED ACSA SEWER AND WATER EASEMENT PRIVATE & EMERGENCY ACCESS EASEMENTS TO COVER ENTIRE PRIVATE ROAD PARCEL MANHOLEPROPOSED�— UNDER SOUTHWOOD FSAN ILLAGE 1 SDP202000048 s \ s. e HORIZON ROAD IMA G II is II / f / /c 0 ryan R Cichocld / a- ---- ---- U Uc. No. 53741 r - ssIONALGti a� — / ro E 0 N C — � HE Lu UGP ¢ LL o 3 GP i� 0 LL x w O O W L s a� Voo Z w — ui 0 d 7 p N r CL \ N M Z Lu F ? V 30LnQ w W LL UFp oa=� 0 �U-1 �U-) \ Lnv >� 0 W W ) z UFp 8 N > O O wM Lu UU UFp s H7� OU OU UFp ��\\ vi as 2 O O O - c� O \ °yT� a R / °yT-� o / > o 0 0 o DATE / O 111812021 KEY PLAN DRAWN BY C. GAYNER • DESIGNED BY • C. GAYNER • CHECKED BY B. CICHOCKI • • SCALE 1"=20' LEGEND � V ElSTORMWATER FACILITY EASEMENT O ; a El PUBLIC DRAINAGE EASEMENT W J �z PRIVATE DRAINAGE EASEMENT a Lu LU < Lu ��/� ❑ PRIVATE & EMERGENCY ACCESS EASEMENT LL O V / Q ACSA SEWER & WATER EASEMENT ((( %%i D O Lu Oz U ® PUBLIC ACCESS EASEMENT = Q ElWATER MAIN ACSA EASEMENT C) 0 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. O O 2 O U) JOB NO. 47030 SCALE 1"=20' rmm SHEET NO. 0 20' a0' C4.11 L NOTES: _ Aw \ \ / ' / ' ■ / ' - - - - - -I 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS 0\ \ \ \ / / ' ' ' / / 1 ■ ' / _ _ _ - - - - I- - - - - / �- - - T - AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND , o r l0 BUFFER \`� \ ' /' /' '� // \\ ■ l - , - / ' ' TH O(� DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING o' \ \ \� \ / / / ` I - - \ - ■I - / / r / / / / / i / / / / / / / / / / , / i ^� TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY / \ _ - ' / \ 1 - -% #■ / / / /' f NOTIFYTHE OWNER AND TIMMONS GROUP PRIORTO PERFORMING ANY LAND DISTURBANCE. o° �� \ '' \ / \ 'r _ GP uGP ' 2. CONTRACTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE o \ ' 1 / ■ / GP n D. Cichocki - ' GP / \ �\ OP1 DOWNS. 8 l / \ I / / ■ / r / ti 3. WALL HEIGHTS OVER 301NCHE5 WITH PEDESTRIAN FACILITIES WITHIN 361NCHE5 OF THE HIGH SIDE OF THE WALL SHALL HAVE °/ / / LENGTH: 27' / / ■ / ' U Uc. No. 53741 / FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING / / / WIDTH 1: 6' PERMIT TO BE PROCURED BY THE CONTRACTOR. / / WIDTH 2: 9.6' / /' / - 1CHP- - Y F- - -OHF�= - - - -Oy/�. - A %�ZL�t,� �y 4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH , I / / ' 1 RIPRAP CLASS I �� TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT ° -' / _ - -� OHP- / ' ' - �ssIONALQti NECESSARY TO INSTALL NEW IMPROVEMENTS. CONTRACTOR SHALL PROVIDE SMOOTH SAW CUT OF EXISTING CURB, �- OHP- / / / / / / / - PAVEMENT, AND SIDEWALKS AND FOLLOW VDOT WP-2 FOR WORK ADJACENT TO EXISTING PAVEMENTS. 5. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, / ' �� / O.K E4ECTRC TELE. TV ' SHALL COMPLY WITH THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND THE CURRENT USBC. ON THIS PLAN SEVERAL / , \ - - ' ' 162 \ ' / ' / ' ' " ' LINES CURB RAMPS ARE PROVIDED WHICH ARE NOT INTENDED TO BE ACCESSIBILITY COMPLIANT RAMPS AND ROUTES. TO THIS END /' / / / \ / ' / / / ' / ' / - _ - - - - o E IF SPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING _ _ _ _ _ U SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN -f-- o ADDED AT THE BEQUEST OF THE COUNTY THOUGH THE REVIEW PROCESS TO ALLOW FOR DIFFERENT ACCESS SUCH AS EX24/'HDPEAPRROX LOC f - / / \ o ' '' / ' ' ' / / ' ' ' ' > E STROLLERS OR BIKES. \ � ' '0000, LU p \\$\/c '/ 3/1\1 i\o t/. T\i / /a Or ''// rr \ /\r r/ \\r \/, 1\rI// .1// �\ T\r/°r,/ \ \ / 1' a 1 , r!\ T4I r /14r/C% 1/ 'r i''r1/\ /.\/ r 2\ , '\9/ \' / '\ 2r r////`.//I/*/P/ rr/ r 3/ r 'r*//% //�// ' //4%/II / ,/ 1 4/' 3' \ /\// 4�1/// 1 /40/ 1 / c/a'/// r //sr/ / r /�s \/ I /I 1 // \ 1/ // I/ //\ ' //// / ///r I I 6// � 1 y ° 1, ///4/r1 i//4/// '/ 5/%///A/r 'I6/1// I/1 2 R/ rI/,, / p/r\,/,/ / '•' /2/ °// °/0' / \/r'/ 4ro% r 4\'/ / �/ // // / ////r// / // j/ 5I /// I / ' / I / ////r1/ / 0// / /, ./r//2r// / A / 3r//rr //// D/' / 0// / I I S// / ,^//�1 4v�/4/r /-/47�r8/rT4.r/ q8'/' '/ ' ®/ �'r 1/ /r/ r/ ! CAI ',I. 44///.4'4p/Ii 5/ 5// /.'!33' '/0' TF"1/CE1/Q5 =4 425 a / ,� / II/__y •'. //- 2/ ' ./'C' 1d sS/90.p/ ''`l�/4�/�P/-,a{-/ -b- r_ b' ° b -5"j�/��_� �-' -Q�_/--y / / I\-_ n�ha ` //,_,4�% 5\T-\_J1.0 .' �-8. b/6-h' ,n 1' 6c \a\�a/0- -7// /?//�- / 4\u 44 _ 7,.. 4T<05J_-8S5B '\O$/' r3r41- 4_f \1. /i'.- 0/.-1-�° - \ aI \I �\ 4/ /\_\ 4-I\p9Ir�.\p\ 9I 6I1I /• Ir'/ 'I�`-1 ° \ ` \0'' '\ \. I\4` • ��w0.i4�/ '\ /' _ I\0�6v\.1`\ \, .-. I "\/ P\\,\\\a\ ♦\; 5 \° 4ra\ \ 8 '\v \ W 0 - r.9\_ _\ \ \ CT \ \ -_- -\ _- / _ _< \ \ ••Dz�~•• •LL.J�. •i•oo p C A5 0 4° Fa - o FEIlA EFFECTIVE o° T xUZONEA o I0 / w 0 FLOODPLAIN 44891 449.35 449.80' 0 �p S Z100YRFLOODPLAINPER oo o ° o ° UNDER 0 5' E=45E=450.95' FFE45125' WoOvvOOO1/\^^L ,I FFE REVIE FrE 00 U2>WatiGNU49.55 -4�.� I _4.75' FF�=45�45' r o /° 500YRFLOODPLAINPE° ° LwivIrc N0.°a 21-03-OO�JP , 43868°(UNDER REVIEW ° 100YRtFLOODWAYPE° 0/ 451.25' R o ° a5 OS 55.95' 34 dLOMRCASENO21-03-C2P9P ° rhors 50.95 (UNDER REVIEW \ .25 O 3. 452. , r'°j TSIGHTO 1 00 0,6 / 8e45.0 o o / N - _ o . o 0 EASM7 TS44T.08' o /°p o 448.289\0 O O\ 0 / 0 ♦♦ N \ 'oo /o ro MANAGED 0 BAN DATE'0 0 448.171 /449.20' p EEP SLOPES 111812I0 D 2 B1 _ _ , (TYPICALa Q 0 }0 ° / 4DRAWN BY °/Qi o /o' C. GAYNEZLrVQNL(R-/ / °FS T o 99T °� 0 449.a51.35 353` TS 444.73' \ C. GAYNER / / ° ° °' CHECKED BY o /0 o ° BS 43 /0 /0 /p / 450.2B. CICHOCK Y J LLnI ° 447,63' 63' B/44246q975449.951 450.�451.5SCALE oi.c� VP o453 1 =20 o o o 47.20' 45 SVMA$TO M3 STAIR 3 STAIR 0/ 6.84STAIRS-, P STAIR 2 If P}SE ETON-0AIR @ 5.92" zj / / FFE=466.64' I @ 461.24'o N448.SQ' 0 TITH .66 oA�- I / E46 TROW = ' FRE=4 o / / � °95:6c" 0 //0o 48.30=46514_\ I@0 3 CL C6 - SIRS 2.19/ p 447.70' FF�'4546 °a/ 4345b.92' 460.69' o /O// L43' - Si°dg � - @ 6.34 TOC SBARAUDA TIC 571 SYS EM8DIMETER 447.05' FFE=457./IV -/5-Sfi @ 6.Q w 448.1 =457.74' > J_jQ 0' 0IV LL452.7r2' TIC O TAIR 452.07' LU � 50/ @6.74" 42.9% 45.00' 4�.98' Z LP / / /I 442.a3' .4// \7 I-U.45% 444.45'I FFE=455.69' 6STAIR -_-------te@6.38 3.91' I/ FFk=455.14' I80 STAIR Or @6.50Q 449.40' gyJJ FFE=454.194/ 6STAIR -" " - - - - I APPROVED by the Albemarle County __ fz0 - - - - - - Community Development Department 54.09QF1ST\tile WnDDOd 451b ate ir \ _--��-\-_---___ JOB No. ,'�\ \ % \° \ 1\S 1 I I °.i I / % / /�- �\ ` \\ \ P06 _�\ T 47036 \ SCALE 1"-20' 45 I I I �/ / / k\\C"_----` II �'_ �/- \ SHEET NO. � KEY PLAN o' , ' -40' L OLD LYNCHBURG F40AD - - STATE ROUTE 6 1 (VARYING R/W WI / ` f ----_---------1---- i -T 36"CMPW/END SECFION INV. (I)V =442v\ \ \ 11 \\ \ \ \ \ \ \ \ \ \ \ \ 1'yan D. Clchocla GP/ / / "GP ___-- GP - -�- �- A$\ _-_---Lic. No. 53741LENGTH:91 -GP / , ' WIDTH 1: �/5' - �SSIONAL �1 ,, / , / / G / , / , / SCALE 1"=20' WIDTH 2: 10.5 / / / / _ - ' _ -�@gib -OMP- - - - OHP- --OHP-�- OHP RIPRAP CLASS II \ s 1 / �// /' ' / P� ' �- ' ' �P _ - ' Ik-- 0 20' 40' _ SWM B - STbRMTECH ARCH PIPE DETENTION \ / - - CHP - - - OAP- ' SYSTEM WITH ISOLATOR W \ // /ADS P-FLO PI TER KEY PLAN 0 TELE TV G / 0 / / / / / / / / / ANAGE - - - - - - - _ _ - ' / > E i .54' / _ / _ ai E L/NES _ - - 03 / / / / - - w = - Ab 447 �' - / / OS ' � 5T / a �� A c�! / �''� ��--- ��WLM i 448 ° - - / ) ° 4 458 �5 / / /rn / q6 . / / Q J U oo z - 44945 - \ \ / / / / 46/ 464 462 40 4 / o / / ' ' 47 ' 47 _ - - - / / o N O / _ - ' , - - 45452 ' / / 46 65/ 466 ' / / , - 472 ' / c� um+ T °� _ 450.52' t 202 / / TR U / TC 2 21 �' �'220 �'� /' �/ / / / � a7zTaC' 463/3,' / i / / / / / ' / v car' z CGS / / / ' ' / / / / ' / / / / / ' i ' 472.50' F Q an "" z o' - 450.62' aT 13 a T > O O a.11' a '450.40' 450.70 45 0` _ 238 TC 463.26% / / / h ' �' / '� ' ' / / ' 1 472.71' / / w w - - \ / 463.29�0 hb/ Co y / / ao / / n / 229 �y -FLORA VIEW DRIVE TG o o A - - - - - - 451.42' 45 40\. / / / b•i / b / .c/. 1 R/ b, v - - _ - , a 4s2 7s' ,.28' E�430.05' FFE=450.75' FFE�50.95' FFE=451.25' 0 235 < . �54.33' 239 `9 / T / r Q r g / FFE=45645' i ' o _ -' /< - / < / . r; - ° je a y �a 0 r64.1 .�, ',. a / `. /' a 2.53' x'r N h ; 3 / bh / q.6� /' / / / / a72.99' 2 � VI TC �6 / , - - - - _ 462.94` / 470.28' 473.00 / / 474.04' (9 p p¢�T62. / 469122' / 469 / I'„ /\o , tP Jd �' 474.03' / ' ' / O O FFF 4539 - A ADS BARRACUD /g TCN I 4fv1.5o' I STAIRS I- / ;L /o i 0.05' / 450.45' _ - 450:75� 450.95' _ _ 451.25_ - - A _ _ - - E=455 .�„ ` 24 / / ' < / I FFE=474:05' 2 as/2.2 ' SYSTEM 8' DIA ER b /1 /� as3.34' , / / g F _ _ 1 0 �O / / F �.' r / • FFE=473.00'/ , / 451.25' 34 a FFE=454.54' I 473.00' / ' ti rN 0.05' 450�5' 450.75' _ - _ _ - - FE�56. �: 458.26 / I / / / �461.50'h 0 "a 50.95' 452.22' _ _ �•�jC_ 1 I I D`•) �' I (p L r< LP / / / / / ' w N N O 451.40' _ - - � - / I / / ST IRS 6 L" / e / 471.25' / / 6�° 474 35' / / U r l ti N 51.84' _ - FE=45 . 4' _-g .. ; LP I I a 469. / , 473.50' O 2 434.35' \ \ - _ 453.95' c\ 4S as/1.72- / > I / 5 S AIRS @ 41" / ," / I 0'° 0% / a r\ rn _ TC 452.75'3.95' \ _ _ - - - _ _ FFE 4 .65'� _ _ / /l I O l I / III FFE=472.12' •a6�. 5' / STAIRy�@ 7" %' / i I Z .. e / I 461.50' / I � / FFE�74,35' ra _ 0 _ 454.53' • FE=473.50j I 473.50' / / / ' '�`h /' / / 1 / ' . �... O DATE L� e O• p• Ill I \ p•� _ 4 .52� _ _ - 454.55' / I 9cc0 46 50' A a' 455.75' FFE=45 .44' e' $o / d' I I i ^ / p. 111812021 TC _ - _ - _ _ 455.75' FFE=4 0.25 )brOry )/ I I I 1 I / 471170' i� 474.00✓ Off\° Z / / / 474.73' /' I i DAWN BY I / 456.75' O 1 16' / I / \ $AN S f4- s - _ - ° / w 5 S AIRS 6.53" 69 s' , -456.7Y �� 1 I 4 2.00' @ I • FFE474.00' ^ l / o ' 1/ F� 474.75' / \� • _ _ - ' - - - ° - - - - sz.75' \ - 1 I i FF�=472.60' 1 �. ` / b � / ° C. GAYNER ,\ •\ - - as,. - - o a7a 7a \ _ cc�� _ I / I °3.74 0' / DESIGNED BY \ \\ \ �" /' �, 1, I I / S�fAIRS � T� rG � / 1 / \\ 2 \ 45 N - _ _ 457.75' 0. b to Ib Oro, 1 4�2.00' - - �458.82'\ - - - - I I I 1 I 1 I I / I 1474.50' I J �. 4�/5.25' / / • 5vlo - - - - / / I I 1 I I°. / I 4T�.45' I h°\° Q CO / / / • C. GAYNER _ - _ _ ,1• h 458.65'. _ \ 21 TICI I \I 1 I I FFEL4173.18' �70. 6' I // / $ 741 OS I I I _ • ) a I � �� I W 606 I/ /FFE-475.26' CHECKED BY \ �� 451.35 45 .38 a 353r �' '\ 9 - I e - 74.50 475.25 / 460.25' �62.50' 1 I / "// • FFET4 14 1 W / / / �7 I 4�9.45\ ) 1 1 S I AIRS 5.77" 1. / / N I I I I p, / / MI b • rgo. .060do. I ` I 1 1 @ I� \„ ` 1 / / I b / • • B. CICHOCKI �� o. �' A • 460.25' TC •� 1 4 52,50' 462.96' I 1 1 \ '\ I I 1 I I Z I / 476.1 / I / SCALE \ / � \ 472.99' 475.00' b \ \ _ - bh - , .1• \ \ \ 1 �I I 1 / 1 "=20' L50.58' ` 451 15' 52. - .q - _ 21 » \ STAI S @ 6° ;b' I D 1 FFEF-476.16' N vw I \ I Z C% I I FFE=4X3.64' \a470.96' \ \ e FFE=475.0 I "p' I I 1 476.14' TC 475.00'HP 46\3.00' S STP IRS @ 65"pp \ �A53.'ia9l \ \� \ \ \ \ w �• " ��> \ \ .4 \e STAIRS 17" 47\5.00' 4i )FFE=476.56' 463 �01' � \ \ \ \ a< \ � \ � � FE=475,00' � O I \ A6 461.81' 211 \) ° \\ `\ I \ \.e \ \ "a,\ \� \ \\ \\ 3 STAIR _ 4470$ \ \ \ \ \ \ \ \ I \ 5.00' \ \ o 476.54' I' 4 i b P STAIR �) 435�9 �� - _ 216 _ 463�i \ C \ I C6 2 AIRS ; . \ SA/y�o`O \ 46' \ \ \ \ \ \ W E=461.24' FFIE=@'6 66P47 4' \ I \ \ 47 \ 462.38' - TZ ` I \ \ 474.55'v \ �� rn - b AN 76:as' b _ ro co � � N \ \ \ \ $ r° �ZTAIR _ - - - T \ o O O TC TC b I Co I h \ '� SA \ \ \ \ a57.16' 458�1 y' •a b' e/. co ^ \ \ �, \ \ \ Qo 463.2 / / I 7 \ b e/• b/�' \ v \ �a7 \ \ �j• \ `S F€�a69:84' - fi�TAI _ ' > 1 - \ \ ET'BAY ST EET \ - - 458114' \ ° W I \ \ \ S 4/+ \ \ �h \ \ r� \ h S N \ \ \ � \ \ \ � � 460.15' 4�1.64' / FFE=467-84' - Z�TA1R - - -� - J gq60.15' o •� \ SOS _ _ ' �9 O ` \ \ \ \ \ \ \ \ I I I ) - - _ J �O _ - -O- - •0 coo / 't� \ \ \'�i \ e O Z FFE=4@6$843" - - �- _ 4 _ / �° \ \ o ��0� \ �9 \ 2i9 \ \R \ \ ) \ Q 1 I 1 I 1 462.5T / _ _ 7 STAIR 4 63 4'62.09' / / \ \ I o \ moo' \ �'o \\ � \ \ \ o \ OS \ U J 1 464.27' / \ \ \° \ 1 1 1 \ ) 463.19' - 34_ - _7 SSTAIR 46$ {162.05' 463.13' 465.35' 466.45' , I \ \ \ \ \ o 464.26' _ _ _ - - i 467.55' 4 2.05' O Q 4 463.14' 9 w \\ II I\ O ` \ ) - - - -FFE=Q@7 84�' 46 6 �66.45' 467.55' 0 47 75' I \\ 474.\25' �^ > y O \ \ \ / , - _ 2 465.35' 0. i q 47�.05' 475.25'\ \ \ `� / 463.83 476�2 �- - - - 47 „e ' I 473.05' \ \ 47�.25' \ bay J Q \ \ . 47d.75' \ 477.70' , 0 w \ � \ \ 474.25t \ \ W \ \ -1/\/ \ \.. 6+ \ \ \ \ -/- \ - - _ _ _ ' \ \ \ \ 475.85' \ PV \ \ \ \ \ 464.46' �9 / _ - --� I I 1 \ \ \ \ \ \ \ 477�. o' P a Z \ \ 7/ --' -- ---i- W N \ 0 46$.ts' 5 STAIR _ - - - - ' / '� " - -\- - ` - \ \ w R/ STAIR 0 m o \ 20 6.3( 5 STAIR 5 STAIR- \v.. \v. NR - - - @ @ 629 - -5-STAIR / 3 \ Oq FFE=472.69' @ 6.46" _ @ 6.24" / 5 STAIR )4 / I \ \ Q FFE-473.85' FFE=477.14' � FFE-474.94' 6.34 6 STAIR \ \ \ � 5 LL 0 \ 465sa' - = FFE @6 . 6" @ 4 Lu 6 STAIR @ 679' 6 STAIR 6 STAIR \ �$ 06 FFE=478.25' y�6' FFE=@,.46' FFE=482.79' \ 67'8�� @ 5.70" w - \6STAIR 6@57�IAIR _ , ^ \a.. v _\ \ \ \ VV \\ FFE----@484.97' 6.84 \ 6 STAIR V / 6 52" @ 6 56" \ 483.7T � �E \ 4 \ FF'E=486.95' @ 6.48� / N \ FFE=488.40' /74 /LILT 475.37' 476.17'_ 477.98' ,479.08'.. - - - _ _ _ - 4.11' 0484.99' - _ e ^ - _ _ _ _ _ _ 480.1 T Go NOTES: o - - - - HOR/ZONRO . ' O 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS \ \ \ \ \ o W / P POSED 61' V OT R/W -T a85. AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND \ \ \ a W 484.75' DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING \ \ \ \ \ \ \ a _W TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY \ \ \ \ \ \ \ - ' a / NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE. \ \ a W o - 2. CONTRACTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE \ \ \ \ \ \ \ ° / °° W Q ' s DOWNS. 3. WALL HEIGHTS OVER 30 INCHES WITH PEDESTRIAN FACILITIES WITHIN 36 INCHES OF THE HIGH SIDE OF THE WALL SHALL HAVE FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING PERMITTO BE PROCURED BY THE CONTRACTOR. / 4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH TRANSITIONS AND POSITIVE DRAINAGE. CONTACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT NECESSARY TO INSTALL NEW IMPROVEMENTS. CONTRACTOR SHALL PROVIDE SMOOTH SAW CUT OF EXISTING CURB, PAVEMENT, AND SIDEWALKS AND FOLLOW VDOT WP-2 FOR WORK ADJACENTTO EXISTING PAVEMENTS. \\ S. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, \ I ' r SHALL COMPLY WITH THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND THE CURRENT USBC. ON THIS PLAN SEVERAL I I \ I I I / / I I I _I - - _ \ JOB NO. CURRAMPS ARE PROVIDED WHICH ARE NOT INTENDED TO BE F SPECIFIC C SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS ACCESSIBILITY OR THEY RE NOT CONTIGUOUS TO ACCESSIBLE PARKING D 1' \ \ �1 I - I I 1 / / I - _ ' / \ \ - - -- / / - 47036 SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN 1- I / / / / ADDED AT THE BEQUEST OF THE COUNTY THOUGH THE REVIEW PROCESS TO ALLOW FOR DIFFERENT ACCESS SUCH AS I / I 1 1 I I�h _ ' SHEET NO. STROLLERS OR BIKES. / 11 I ` ' 1 I I I G �� •9 r� _ _ _ _ - _ _ ' / C5.1 L / I _ I Il.._ _ 1 ! - I - I'- ------J---- --- I--- ------- - - ---------�- --------------------�---------+-----------I-------------- ---------- --- ------------- 1------- a1---------- --- ------ --1--- -- ----- i I i - I ------------------------------ \ \ / + ---- I I } ---------------------`--------------- --- -\----------- ------ i CI I I I TH OF ------- - Ir----------------4--------�/ ----------------\---y---------------------- 1 I , -- --r-- ---- _;. --- --- -- ------- ---- -- ----- `-- --------L...-------' II II 1 \ ---- --\ ---- \\.------ -----\ ---- 1 I\� \ \\ = 7 ; \ --1 1-- - I------ i--------\ ---------- ------ I I \ I' \\ \ \ I c' --- ---- ----- --\..- - --- ------ - k - - \ ' , � ryan D. Cichoclri � OLD LYNCHBURG ROAD ` 1 \ \STATE ROUTE 631 \ 1 \ \ \ \ \ \ Lic. N��3741 \ 1 (VARYING h/W WIDTH 1 \ \-------- � ----------------- \ \ \ \ \ \ \ \ \ - \ \ % \ - - �S \ \ ` ' ---- \ \ \ \ \ \ \ SIONALyCs ----------------- \1 \ \\ �\ \\ \\- - \ \ - \ \ \ \ \ \\ \ \ \ Ir\ \\ ----------------- \ \ \ + \ - \----------- - - - \ \ 1 Ii TOH QHT ' / / \i \I \ \ \ \ \ \ \ , ` - \ - \ - _ - - - \ \ - T \ \-_ -- - \ \ a - - ` \ \ \ \ \ \ \ \ \ \ / / \ \ \ \ - \ \ \ \ \ ------ --- CHI _ -1 \ - -- - oE -=-__' -__' =__' _- ✓ ✓T'OH7 =-1ri#T=-i / OMT- ��NT��'_--_ _'= J _'/ /I \- \ \ `�� \ \/ �, 1 1 // f// \- �_----_-_ G�-� > E ✓ ✓ _ _ _ _' ✓ _ --oH�T-=-6HP-�_-- _-- ✓ 'JGP I ✓ I '/ I - - - aj E _- - _ ✓ _ /TELL ty�ULT -- x _ _-��--__ _ G\ _---\ �w v3 / ✓ _ / ✓ I ---- -- - O.H. T ''-- ✓ \ -- GP _---I - _ oa CL Alba / I 487 p / ' '6' Lu vl In !66 / / ' , ' / / / 23 4 / ' TC / / T / / \ UGa ��' _ - _ _ F - / = v N z 2 2 474.557 47 Tq / / / / / _ / / / / _ / / \ _ - ' ' F v ¢ ui Ul Z z / / / R/ TELE & TV OF - ry > O O /Lu 1[/ 473.Sfi / / / / / , / _ ' _ LlroES / / / / / / / / ' / - _ - - _ ' / P M ' / / , / ✓ 472.71' / / ' 473.27' / / / / / / / / co / / n / / 229 �L -€L�RA VIEW DRIVE T6 , / / "I /' / / I \' _ _ _ _ _ O O / / / // OF \ / T� / / / a. ✓ rn / , 8q / '7c9 v /c- co _ o/ry- ✓ Z p 1.z8' / _ - ' / / / Tj.. / / / ✓ ✓ d. / , / / / �6e d. a ro / - \ \ _ o w w / 5 TCy TC \ 474/ 3 / / mod, ' / / / / _ - - _ j _ / T _ = d h I ° a ° / , 2. 3' 474.10' / .�D` / /' / / / / / / / / / _ - - / \ NT _ ' ' O O O / / 230 470.28" / / I / 473.00' / / TC 474.04' 1 / / / ' _ / / _ / F 473.6' P/ _ _ _ / 'a/ oHr 474.03' / / ' / / - / ry N N �r+� e / / - / > W / . FFE-473.00', ��, Y / U's a /'I �- ��e / / / / / ' -/ / / O O O / STAIRS / ;L 7j / ' I FFE=474:05' J / / / / / / /4. • F/ / 473.5/0' / / D/ `/20/7,6/5' i J // /OJ /0/•/ , ,475.... DATE 471.25' 74.35' F STAIR@I7" FFE 3O 111812021 E=473.50' / ' } DRAWN BY I� 471 70' I / 474.00% % / D / / 474.73' , ' I / ' /.. �' / / / / / / / / / / / ' _ C. GAYNER , / //' / / o: // /' _ DESIGNED BY ( Can\ , 1 / / 0 1 fFE=474.75' / / / - , / / / / • / , • FFE=�774.00' / / / / ° / / / / / _ / , / ' ' 0) / A �niia.00' / a7a.7a' 1 / / , / ' / , - / ' _ ' / • C. GAYNER / I ' STAIRS 7 � h / / , / / / / ' / i / / , ' / ' / • CHECKED BY 1474.50' / / I 47 TAI I I �6j°`° I Q 4i5.25' / / / / / / / / / 1 D1% / / ' ' J / i ' / / Y ! // v / o / / / / ' ' / / / / / ' • B. CICHOCKI / aTAIRS fn" I I I W /09 FFE=475.26' I / / • FFEF474.50' I 1 1474.50" I W / 475.25' / , I I , / / • SCALE I 0. / / I p:/ // I I I / /'- '.// I I • 1„=20' 472.99' I 1 i 475.00' 1 1 ° 1 / 476.1�'//C� I 0 T1 \ \ I STAIRS @I6„ 1 "b* I D i FFF/1476.16' R t=475.0 1 \ z -470.96' d� ro % / / - • rl \ a\ � 1 I 475.00" I *HP I 476.14' OL9 n I \ HH,� \\ �l ,6T ,d FFE 475,00STAIR 'S I' 47\5.00' I 4/76.54' I /FFE=476.56' CL C6 \ \ \ 475.00'\ \ \ '� '76.54' \ c \ 4'\ TC I\ T 79.23' ��\ \\\ C I I I 1 11 1\\ \\ \\ \\ O 1 44/ 74.55' 48 � \ \\ \ \ ° \ \ \ a \ TC _ _ _ - S \ \ \ S W \ W El BAY ST EET \ \ \ \ \ \ O Z 48263' - \ \\ 11 I I I I / \\ ` ¢ I I I 1 \\ ` `\ \\ W 62 \ \ \ \ 1 I I / YC 1 I \\ \ \ �00 \ _ O > rWrn 4�2.\0\5' \ 1473.05' \ Q Z 4IU.75'�47�.05' 477.70' O W OTES: Q co 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS Q -- - - - - - - \ \- - L - - - \ \ `\ -\ \ \ \ \ Pb ° \ O I I I / / / / j AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND L Q 482 / c DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING O \ TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY r06n 6 STAIR \ \ \ \ g6 4�4 / j / NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE. U) V) Z V 6 STAIR @ 6 88" 6 STAIR 6 STAIR \ \ \ d 2. CONTRACTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE ' STAVR _ \ 48 / 6 STAIR - - \ @ 6.52' FFE=a82.7s' \ @ 6.56" @ 6:75, \ 5.70" \ 6 STAIR � a s.3 \ I 466 / DOWNS. O Z FFE481.46' FFE=a83.7T FFE=484.97' 0 6.84" @ \ / / / , 3. WALL HEIGHTS OVER 301NCHES WITH PEDESTRIAN FACILITIES WITHIN 361NCHE5 OF THE HIGH SIDE OF THE WALL SHALL HAVE < U \ f\FE=485.94' FF'E=486.95' \@ 6.4 8 \ I I 487 / Q / FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING7 FFE=488.40'- _ _ N - AjJ 488 / / PERMITTO BE PROCURED BY THE CONTRACTOR. Q 48 ° 4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT NECESSARY TO INSTALL NEW IMPROVEMENTS. CONTRACTOR SHALL PROVIDE SMOOTH SAW CUT OF EXISTING CURB, q8 - \ \ \\ \ a8913s' / PAVEMENT, AND SIDEWALKS AND FOLLOW VDOT WP-2 FOR WORK ADJACENT TO EXISTING PAVEMENTS. C) "' _ _ \ _ / ! ° R ( S. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, ✓ _ _ - - - - - \ / S / SHALL COMPLY WITH THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND THE CURRENT USBC. ON THIS PLAN SEVERAL O AT-- _ 47?.98' 479 08, _ _ _ - ' ;> _ _ TC 484.99' \ / AN \ / CURB RAMPS ARE PROVIDED WHICH ARE NOT INTENDED TO BE ACCESSIBILITY COMPLIANT RAMPS AND ROUTES. TO THIS END a83.68' IF SPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING O 481.27' ' - _ / \ SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN - - - 482.43' _ - - 488 60' / / , ON RbA \ \ \ \ �qN // \ II ADDED AT THE BEQUEST OF THE COUNTY THOUGH THE REVIEW PROCESS TO ALLOW FOR DIFFERENT ACCESS SUCH AS / 5 / \ \ STROLLERS OR BIKES. / / , / 1 \ \ HORIZON ROD - ' Tc- P POSED 61' V - - - - - -T 485.34' . ' Q� OT R/W / - ' /- _/ � J 484.75'_-_ // 6vv / 1 \ a'3 JOB NO. Ilv SCALE 1"=20' 47036 SHEET NO. / / / / / / / / / / \ \ \ i \ 0 20' 40' / / KEY PLAN C5.2 / _ L B/SCU/T RUN / \ \ ' ' / ■ - CENTERd/NE o \ / / / _ - - - - - - - - ' -J NOTE: SLOPES SHALL NOT EXCEED 2:1 IN ANY LOCATION. TH "0 BUFFER \\ ` \\ ---\\ -■1 - , ' -/-/-/ /I/-/ / /// - / / --- - / / / Y Id° �\ �\ / / / \ l \ �I- (/ - ■ / / - GP / , GP ryan D. Cichoeld �■ / ■ - / / ' / / U Lie. No. 53741 I / /� ' , OHP- OHP- OHP-= - - - - OkfP- I o-.0 OHP- j /-y OH OHP- I I IONAL .0000, o / �/-O.C- - V°,°/ TEL T O ' 7l0;� LINES EX24/ -� ----- c f / > E I n 'HDPEAPPF70X LO--D� --- --- / / \ 0 0 0 / / / // / / \ \ A A' Ab pA DF pA3pbbb b^ 4 -' / - --- o �ory CL I �6 CL / 0 T FEIJlIA EFFECTIVE r ° J a / o A / / / / �� - - 450.62' o U Lu ' m ZONE / ,/� , i ^ \ \ , - ° - ° G to x Ul / / ' ° o FLOODPLA/N / / - , o ' / / � r / / o g / / / / / / f / _---- \ \ \ `\ 449.80' / 100YR FLOODPLAIN PER ° o , o ° r/ / - - - - sa' \ , EOMR CASE NO. 21-03-0029P° ° ° / ' / r r ff s 9 �� \ \ , / - - ~ ° / / / , / / / f7 (UNDERREVIEK9 , / ° p' / / / / / , / T '' o =4 9.55 FFE 4/. - 0 5�4 FFE=/ i FFE=450. / \ \ \ \ FFE FFE�4 5' 450.75' 95' FFE 451 25' � �O �^ ry � U U / ° r �6 / , \ \ FFE 49 35' 49 75' FF�=4 5' o w M > > 0 / 500YR FLOODPLAIN PER° , a ° ' % / r r , LOMRCASEN0.21-03-00�J r r / - -- =----------- - (UNDERREVIEW , Uri °°r a rr ' /// // // ,/ r / To 1fi '^ ) \ \\\\ \` \ \ \ / ° Z W W 100YRtFLOODWAYPE, o 0 ) / 0 / ° r , / / / // / / / ff - ' B 441. / / t \ \ \ \ ` \\\ ` \ .55' / / ' ' _ _ _ 45T09r a a LOMR / / / / ' g 75 450. - - 450 15 450. _ _ - - CASENO. 21-03-gpP1 ° /0 / , / / r / ' / f - _ ?148 p4 \ \ LLI ' TSB. JJ (UNOCRREV/EWJ 0 / 00\/' o r r /a>° / ' / / as o0 9 0�5 aso.75 5oss 451.25 450 05' 45' 95' O $0' \ \ 449 A \ \ \ 2 Q Q 0 1�/ / / Q / ,' / / / /� / B 3. \mac e' - \\ \\ \ ` 4 .75' �` - o obi / ° / r� / T SIGHTi / , / / , _ \ / / / / /°q p / oZ \_ TC _ `\ _ _ _ - T O > j 8.99' ° / DISTAN / ' ' / �o 449.61' \\ - 451.40" o' 1 0 / ° / / o / / / \ / / / e / 4 �' / 51.84' ( o , 0 r / 0 / // EASEM N3 ' ' f ' \ / TS44 08'- 0 0 / / dS\ , / / / / / / / ^ / \ \ �\ ry - o -- 0 45 w NNN w \ / / / \ / 448.28' \ °\o \ o�o �' o�o ^6\ o\ - O O `o / 0\ / ° 0 r r ♦♦ / / / / / \ / / 448. I �� • \ \ \ \ \ \ h - �. b p. L F / / / f Tc I \ U O N / / r /, �� / /'/ / /�/ / �' / // / / // / // /// /, ' - - - _ _ - •-J� \ \ \ - . Q o 3o ° °° 1 R8' TC O ° 8.1I i_>n DATE STEEP SLOPES oO MANAGED o' I 1449. 0 °,° (TYPICAL1/18/20i 21 / ° DRAWN BY 0 ° /o/ 10 o o , / 1 35 i - ••C. GAYNER TC o 44DESIGNED BY 4535 TS 444.73' TC as 50' C. GAYNER o ° 448.50' O , ° 0/0 T °00 o/ A4 CHECKED BY 0 of /0.I I449.96' j 450/.26 ZS r \ \ \\\ \\ •• •8. CICHOCKI/O/Q ° B�a2.as' 449.95 A 1.5SCALE 1 I 449.75' I I .145 / °/ 447.75' \ 0°/ o/' / / 0 ,/ �� QO�\'/� , / ,r /, / / // T� \\ 7 ; \ / I I I 1 1 \' \ _ p,S � '4 ° / / Qi / r / , / ,aa7.za _ aa7?� J 452 I / -Z ; T 0/ /0 �0 / / �% �� / r / / r / r ' / , / / C ' ,/ / ' \ \ \ p5 I I 3 STAIR I 1 3 STAI R / 2 1 / / / 4 / / 5 Q / / / r , ' / / , 16.84" STAIR I 2 STAIR o� / 00 / / / / / _\P / r , / r ' / / / r - - - , C\ �J4% 448.5 R� 4 STAIR I @ 5.9�" - o / o / / / \ / r ' r / ' / / / / \ r / .a5 _ _ P / FFE=466.64' @ 6.92" F E=461.24� I @ 6.667 / / / r r / /i \ -- I _ �= J FFE=46 _ ° / ° r / / / / r / / r r / r r r ' / r / / / / - �\ \ I II / // 5.6 " FF 460.94' FRE=461.44' / 0 / °� / ° / ' / / / / / r/ / ,' / r , / / / /i , // / / - - - _ - - - �Q� \ / STRS / - �_ 0 0 / / O/ / / / / / r / 0.� 448.30 I / //// / / �r/ / / // // / r Ta - y - \0CL 06 �/ @F E=459.19 II II I 1 AS I I I I I 11 l , _-_ _��- \ / S` / r / / / / / r / , / 4 r - / S�AIRyS I I I I I I I I I / _ 00°a / �47.70\ O @6.1�" \ / I/ / I 1T I ` I I 1 I°; ',.e L" i e. °e - e. / / ° / / / / / / �' / // / / / / / r ' ' / / / - - /o 447.70' _ , FFt'458.9�3`- / a - ° \458.\3\3' 45i.I I I1 45II 9'49' 4I60.0T I I 46I0° 92' 0 47.06' STAN ° 0' 44Z5@63 ° asa.3s / � 447.05' STA1}iS� 00 ✓ @ 6.29" 56:65. // / / / / // / / / /446.01' // // d� O - 447.05' FFE`457.74' \ - \ \\ \\ \ 1 1 1 \ \ \ \ / R115 IJ yQ�- -a-='`6ST / N ead 4Ta� / TC - L @6.19" v \ / v�\\ \ \ \ \ `\ ` \\ \\ O Q FFE=457.74' > LL -i Z 445.30' � _ _ _ - - _ ° .85` \ ` \ `N �/ - - _ \ ` ` ` ` \ \ Lu / 0 445!30' // / .23//0 / � TC // / I 6�'IAIR 452.07, r. q $ - - , / _ \ \ `\ 445/00' / y S ` v 1 \ \ \ \ 1 (n w 446.29' I I -v.20% L / FE=4515.98' \ \ ( \ \ \ \ \ 1 G/' J LP2.9% / I I I I / 4g9.00' // s J 25' ` \ , - - / _ / /\ \ \\ \\ \\ \\ \\ 7- 1\ ` O LQ 442.a3' I I I I 4.45' I / A' / ° - - - - ' \ \\ \\ \ \ \ \\ \ 2 1 444.45' I / / FFE=455.69' - - ' \ \ \ \ \ \ \ \ \ ^y^ w / I 45q 6STAIR------- 1$4 - - -- --tea @6.38.. FFk=455.14' �\Q'� q STAIR q O \ \ \ \ \ 1 443.I 80' R5R ! \�/ 2 R25- - - - - \ / @ 6.50" ' O� / ' \l� \ �\z \ \ \ O \ \40' 443\ 1\ \ \ \\ 1 \ 11 1\ / IFFE=454.49' I RS2 451.86' 3 \ _ - - - - - O 1 1 1 ` \ \ \ \ \ \ \ \ \ 6 STAR I � OPO(� to 1 / \ FFE= 54.09' \ \\ \ \ \ * 6 STAIR \ / v� a' S1.os' / SOP O JOB NO. 47036 / SCALE 1"=20' 4$ � � 1 � I I / / / / / � - _ - -\ \ - � \ I _ SHEET NO. KEY PLAN 0' - ' ' 4o' C5.3 L OLD LYNCHBURG F40AD - STATE ROUTE 6 1 (VARYING R/W WIOTH EP ----_---------1---- i -T-_36"CMPW/END SECFION \ \I INV. (/N)=442�5 \ \ I \ 11 \\ \ ` \ ` \ \ \ \ ` \ ` \ \ I'yan D. Clchoeld GP / / ;GP �/ - A 1 ., 'J Uc. No. 53741 SCALE 1"=20' S ONAL vv vv -/ �P OHP/- OHP - ` 9 /- /- - P,` - OHP /- -� _ ' GB llF- 0 20' 40' = KEY PLAN = - � �- oH� s� E / 445 \ ' / /' _� / _ TELE 1>�ULT /i ¢ o / O.H�IECTRCTELE TV G // / / // ANAGE _- - / > E L/NES _ / / / / / - _ - _ w = - Lu 4ArO6 ' //' oLL O 44449// ° / / ' 4`�?�458 45 / / / /// /oi A�� 4$�'!6 // '/// //� <�LM 45 _ \\ / / / 46/ 46A 462 46� 64 / ' /' / / ' '/ / ' 47 /' qT _-_--_/ /// /� VpN ZO / CL CL 452 472 00 X w }}}Ln / / ' ' / ' / / / / / / /472T4C6' / / Ul = v N Z Z Z 450.52' / / TC / / / / / / ' / / / 472 / ' /b v > `^ 0 '453.40' 450.70' 45 0` _ / T cn Lu TC/ �463.26i / y. / / / / h ' �cr' / ' ' / / / / / / 472.71' / / w U U o - - - - - 451.42' / / 463.2 / P / / ' / h / / , ' P / / / P / �G• b� / v - - / 9 / co / a m- ' / / '� -FL�RA VIEW DRIVE _ 7 O O - u 462 79' 1.28' R 18, E--430.05' FFE=450.75' FFE�50.95' FFE=451.25' 0 454.33' 'J / / / 64.12' / / FFE=45645' � ' _ o � _ - - 0 / / / / / T/r / / T _ _ - _ �3.0 �_ _ 454.89' TC co / 3 Q /v 0 46� /' / / / 472.99' / 2 VI h b / /Lu 455.95' - R5'? / a62.9a / / g69nz / ' / ' / / ' TC a ti 470.28' / 473.00' o\� . a7a.oa' I / ' (7 O 474.03' d a a 57.05' 4A62.53' / Cn / / I ' / U'6 0 O TON 464.50' / STAIRSO�6" / L 7/ o q5l-pgr FFF=453:9 1 / / / FFE=474:05' 2 0.05' / _ 450:75� 451.25_ - - _ _ - E=455 - , 4612.2 ' 1 / / Ct / / / 46�.30' / / • FFE=473.00'/ ' / / I 4 F 450.95' - o �o / / / / 450.45' _ _ _ - p, _ - _ - / I I / /473.00' rN rN 3.05' 45 5, 450.75' 50.95' 451.25' _ _ _ _ _ _ FFE_45a.54' _ FE�56. �� J o 458.26' 1 / / / �461.50' �E=472.10' / / / / ' ' ' w N N 1 1 b / / I h 469.26' / / / / / / /lu IN 4s2.22' -t/ I 1 1 - _ 451.40' r T - _ _ - 459.37' / N / /5 ST IRS @ 6, j" '! / / / b�o / y 474.35' U N N 451.84' FE=45 4' LP I 469.3Q' 471.25' / 473.50' 434.35' •c\ 459 4s4.72' I 1 > 1 / / 5 S AIRS @ 41" / / / I / •20% ' a n rn TC 6 ¢ / STAIR 7" / 452.75' 3.95' _ _ - - _ _ FFE=4 .65' - - b / / I I cl 1 / I 461.50' I I FFE=�72.12' a� 5 I l / • FE=473.50' / /'r� , / / I FFE�74�35' � l / ' . / (n DATE L _ _ _ - "� 46 8' / 1 9 S I I I R O / I 473.50' / / p,'1 / / I / 4 .52� - 454.55' - / I RI ,9ocO 1 1 461.50' \ _ _ _ - 455.75' FFE=45 .44' Sr / d I 1 / // / 111812021 TC R3 - _ _ _ 455.75' - - - - - - FFE=4 0.25' /pcOry // 1 I I 1 ' / 471170' I/ 474.00✓ D / 474.73' /' I / / DRAWN BY I / - _ 456.75 5 I / ^ I / / O / Z / 6, / / I = / \ \\ SAN S f� - s - _ _ - ° / LL 5 S AIRS @ 6.53" 69 8' I \� ^h I f�E=474.75' 51.2 ' b I FF�=472.60' 4 / • FFE=+174.00' / / ° / / / C. GAYNER • \� / _ _ 451. _ _ _ .1.-456.7Y _ - - I ° .0 474.74 \\\ \ \ I 1 1 1 I 4�2.00' 3 - - p2ol 5Z.75' / / 1 1 I 1 I I 45 (�/Zyv 0L 1 I 1 b / 1 FAIRS (m r / / DESIGNED BY �� 11 1 �p2.00' I II c\i I / 1474.50' I / / / • N/5.25' • C. GAYNER I 4T�.45' I Q 1 I FFEL47 18 / $4 AIRS (� I I 459.45' I I - 13.7 I I Q I /FFE=475.26' � � I 6✓O / CHECKED BY 451.35 / 45 .38 35 b ;7 ''\9 0 / FED 7 .5 1474.50' W / / 475.25' /I / 6' • F 4�s.45' aso.zs , , SfAIRS @ 6.77" 1 N / I b I a • B. 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C5.4 L / - 1--- ----- ----1 ---- --- -- --- - -- ------ -- -- -- I ---------------------- -- NOTE: SLOPES SHALL NOT EXCEED 2:1 IN ANY LOCATION. f` I / 1/ --!---------- 1_. _ --' 1 --- ---J ---- --- I--- ---- --- - - --- ---- --�- --------'-------------------- -�- --- ---- --I - --- --------+---------- --- -- ---- ---- '---'--- 1-------- 1.._ _ - ,---- ---.._ I------- I I-------- --1 1--------------- ---- - } r - ---------- 1 I I I I I \ 1 \ I I 1 1 I I 1\ - - �- \ ----- 1 ------�� \\ y ----- - --------11\--------A--------1---------1;1-------- _I 1 t ---- ---- ---II --- - II - ----1\\---- -- 1 1-------- ------------- ---- -------------- ----\- \..------ ----\-------- --\ ------ -- ------ 1 \ i C � - - --- ..- - \ - - \- \ \ p,� ` ryan D. Cichoclri � \\ 1 1 1 II -- a - --- U \ \ \ \ \ \ \ \ OLD LYNCHBURG ROAD \ \ \ \ \ 1 \ - - � - Lic. No. 53/741 � \\STATE ROUTE631 \ \ 1 \ \\ \ \ ` \� \` \\� \ ,' duo %/Ztrt,�v \ \ - \ \ \ \ \ \\----------------------------------------------\ ---------- - 1 - \ \ \ \ \ (VARYING h/W WIDTH 1 \ \ \ _ \ \ ---- -- s cs ---------- -- \ \ ' \ \ I \ \ \ 1 OH II = -OH,--- QHT -/ / \� \, \\ \ \ \\- \ -_ -- \\---- \ -\ \\ \' \\ \\ \\ // \\\\ - \\ \ \--------- __l \.--- 00 /-�-= - I /- /' ' ✓ ✓ �` 'OH7-c'�'-1)F#T= -i / OMT- � _ - _ _ J _ ' / , I \ > E ✓ ✓ -_ --'' _ ✓ - �-OHP-- -6HP- �C ✓ �JGP _- I ✓ \ I '/ I ---� - _ aiE CP / ✓ / '' _' ✓ ' _ ---- O.H. T '/- _�---G`h-� \ __ J aP \ Cp __-1 _-- oa o^ Lu 00 AV 4a7 ap - /// aiLL Lu Vl 472 TC / A� T _-' / // �\ UGa ni - F - --- --- o= vry z 22 _ _ _ / 474.55i T'C / / / ' \ = U > O W W / / / /OF N N wTC 0 0 / v > 4725g, -FLdi A VIEW DRIVE T6 a732T / / / / / / / / / / / / / / / OF ^ _ \ - - - - - _ O O // a 1 / / / ✓ rn /' / d 484 / v� v/c- co - Oy2' ✓ Z a a / / p / R18' ' ' / C' 4 Tp 5 /// /' �✓ ✓ /' / d / - _ - J / \ \T / O d 1.28' 7g,T O _ _ 474.10' .�D` / /� // / /' '/ _ l _ / \ HT _ O O O 472.99' ' / / b / / / / / / / / / / \ 0 d R 470.28' 473.00' / / ' TC 474.04' / ' e / _ ' ' ' _ _ _ ' / 0\0 473.6' / Ig/ 474.03' / / _ - ' / / / - - -_/ O N N / STAIRS /@ I- / / ;1- / / ' FFE-47K.05' / T 1 / / / / / / / r v ¢' - - / ' � F / / . FFE=473.00'/ _ ��//' / ' Q 473.50' 4.74.35'- / 471.25' / /�o / '%20 0 474.35' / ' / < / / ' ' 75. 5' / / ' i ' / / / / / / i - ; DATE STAIRS @ 17" �' / / / / / FFE=a7a aS / I / / ' , ' , ' / / / ; / o _ _ ' _ _ _ - 5 111812021 • FE=473.50' / ^� / O / / _ > _ - - p / / I 73.50' / / D.� 0,'� / /' ' / Y DRAWN BY / LL 474.00/ / / / / / / / / ' / / / / / ' / / / / / / / / / / / / �/ - ' C. GAYNER / 471 70' / / o�o D 474.73' ' M �.I // /,bOh G / // /�' ¢. // /' _-' • DESIGNED BY / C^�. �\ �cp f FE=474.75- / / i / i / / / _ / • FFE=474.00' I74.00' / / f o 474.74' / �' / ' ' / / _ - / / / / ' ' _ ' ' rn / / • C. GAYNER / STAIRS 7 / / / / / ' / / / // / / ' / ' / / • CHECKED BY 1474.50' I o o l / / / f 475.25' // / / /1�11 /�'/ �'// / / a°/� // / / / / /1 • B. CICHOCKI TAIRS C� / 6 / / W O / I 9 �/ FFE=475.26' �j / / • FFE�474.50' I I 1474.50' I W / 475.25' / �� / I I / �/ % I / / / / • SCALE I i 0. I a/ a/ I ' a/ / / / • 1"=20' / I / I / /\ /\ 1472.99' I 1 475.00' 1 I / / I / V P / I I \ \ I , / /� ' - �, / / / / / / ' • \ \ I STAIRS @I6„ I 1 3^ i D I / / i FFF 476.16' b \ I \ N70.96' \ FFE=475.0 ' 1 \ Z I r�� I I / ¢ / / i ' • Q � I 475.00' � I a7s!1a' � Nil =tm \ \ I BHP 1 1 1 p I 1 \ \\ 1 1 vgo \ \ I I 1 1 I I \ \4 .67' \ ST,AIRIS �" 47\5.00' I 4/76.54' 'FFE=476.56' I \ - \ \ \ ` I 1 \ FFE=475,0I Q \ \ \ \ I \ 06 \ \ \ \ T I I I I \ \ \ \ I \S \ \ \ `\ \ \ \ \ 8� I A79 \\\ \\ \ \ \\i,¢ i II \ \ \ 475.00'` 476.54' I 1 78 \ ` \ I - f° \ 1 1 \ \ \\ \ \ \ \ \ \ \ C I� 8 \ 475�. 4' \\ \\\ \ 47 TC I\ R3 479.23' v A \ N \ \ \ \ 474••°5' \ \ \ \76.86'I 4 ,i:a;., 48 P SA R1� R1 \ i5'_ -TC °•° \ R15' W \ \ S El BAY ST [ET O V / W \ \ U \\ I 1 \ TC 482.63' \ 1 I \ I 1 \ \ \\ o \I8o \ •i9,o \''900 \ �,_ \ O ` \ <f W \ \ `\ , YC 1 Q I 1 \\ \\\ p \ \ O ; LL I \ \ \ \ \`\o / I / I 1 \ \ \\ \ \ -1 7 Z 4701.75' 4K2.05' \ 474.�25' \ \ \ / I 47�.05' \ 473.05' \ \ 475.25' \ 476ti2� d" _ 4 \ / / \ \ \ / 470. 15' \ \ 473.05' 474.251 \ \ \ \ \ 477.70' \ \ �� Z O - - - \ \ \ 1 I I I 1 / / / / / / I I \ \ \ \ W \ \ \ \ 475.85' \ 47�.25' �, J _ \ --\-- \ \ 0 c / Lu 0 6 STAIR 6 STAIR \ ` g6 \ \ \ \ ` d I 4�4 Lu @ 6.88" 6 STAIR 6 STAIR \ 6 STAVR @ 6.52" \FFE=as2.7s' @ 6.56"\ @ E7S 6 STAIR 5.T \ 6 STAIR a s.3 \ \ 486 / \ \ Q` O FFE=481.46' FFE=484.9T 684�� @ f / \ FFE=483.7T �f\FE=485,94' FF'E-486.95' ` \@ 6.4 9 \ \ 1 I 487 / a a / // / \ \ \ \ FFE=488.40' _ _ _ N ` - - I 488 48W - - - \ 29 � \ 6 A ---__ - --- _-- �\• -- � \\\ laasl3s,,` Q / / / 4 / \ \ _ g a a � `�� 483 - - - - - - _ e �,o\ - \ � \ \ 1 - - // // / i e ,/ , I a�►1 / /l / \ \ _ _ _ _ _ - , _ a R25� I 481.27' ' 483.68' / Hop _ 482.43' Hop ON RbA� 1 _ HORIZONTc- P POSED 61' V OT R/W � - - - - / -T 485.34' ' 494.75' W W - N ---- - - -_ _ _ �/O//��■ JOB NO. 47036 SCALE 1 "=20' SHEET NO. KEY PLAN ---0--- 20' 40' C5.5 L 0 423.1 o / / // , / / 1 \ 1 IN, I ,Ooo 11',I /' /`124.6 , // ,' / / /' ,//,'\\\��\lll I I I LEGEND TH OF \ l\\I ll/ IIII ' PRE -DEVELOPED ONSITE DRAINAGE _ _ - ' i , , �/ 432r / ll PRE -DEVELOPED OFFSITEDRA/NAGE I I El IMPERVIOUS AREA I AREA TOANALYSIS POINT 1 (1 ON-1) _ _ - _ ; AREA TO ANAL YSIS POINT 2 (2 OFF-1) I I I I o - / ///y l r I 23.0 I - _ _ - , - r r TOTAL: 2.83AC. \� I I I DETAINED IN WP0201900062 ryan R Cichocki `z // TOTAL:3.04AC. _ \ \ _ o ° IMPERVIOUS: 0.00 AC. / ' - - - _ ' / - IMPERVIOUS: 1.53 AC. - - - - - - \ \ \ \\ \ : \ \� U Lie. No. 53741 o° - /, - %, _ _ / Ill ' ' I / / r TURF: 0.42AC._ _ _- __ == %'� �'�i \` DIVERTED IN WP0201900062 TURF. 0.25AC. , ,�-'i'/ / r / - „- _ =s; �' / / Zt 4Q92.9 WOODS: 2.79 A. C / - _ // � ' :_ - - _ '/ / / / / / / �/ 0 1 CN: 61 �� _- \\\\-\ /T/ ii /i I I '/ FOREST. 'CN. 82 = �- - =_`- = _ _��_ ' - =c _ �� DISTURBED IN WP0201900062 o�ssIONAL�l ITC:8.6 / /' ' i f- -�L�Q oii�i')% I / / Tc: 8.3 ° .10e.4� .0 , / / / / /L Jam- -\' / �- 1 / 1 / ( I/ I / 1 -- LDILY C BU G I D r / (/// \ \ \ \\ / / / , // r , I r f / ! 1 ! / 1 I/ 1 / Q N 0 to 0 o , / /, . /� I 9 \ l r / ' t '� " f �-% -1- - - - -� l IL �1 \ \ O \ \ i- / - i 1 0 `-,� _ - _�'®\� ,� \ \ N vi / o / /' / ''// +r I I �/ \ Y�� ___ �` -� - \ av�\ \ _ 4. \`\\ ��\�Vi�� ` wOD`7 \\\ ?c.- ¢ o °po , f%.\ /- / �19.3 I VFANALYSI6 R / . '� , _ _ _� \ \ - \ ` `\ \\\ \ w v E /, I I r _-vJIGH I I ✓,,..,Y..:" w i / , _ -� / ' - l /� / / / / '/ / - �/ / / / / / - - O - ' �. %- ; (_ - _ _ 49 \ \ - .. o '/ I IIII SJ10TAN '^ / / / \ \ oi\`f /i / / ` _ _ _� / / / ' / / ' �' _ _ B.9_ \ / EASE / - ' \ \ r / i ', _ _ - _ - - M ' _ l l PRE -DE ONSITEA DRAINAGE r / ,' = _ - - ' - - // /' C I / // / / �\\ \w \ \ l / rll / '' _ \\ ¢ LL �ry / \ _ IIII //, l�iE T I I / / \� \\\\\K3`, / ' / - - / 4 / /� ♦ / / / / / , / / , / / / / / / _ _ -� _ \ r'1 / / r, -1 I l / o to r / / qR_\ \ \\'�' / i _ _ - - - _ _ _ 50h;Db/ l AREA TO ANALYSIS POINT 2 (2 ON 1) / / r I / / , , ' / / / , ' y / ' / - / / - _ _ _�'_ _ _ _ _ ri \ ¢ 1° v oo z / 417..41 / l/ ° / / �' \ - - � r0.c / / , , / / / / - - /GF - / I / � - -� � � � \ � _ � J -�ri O / 1 4� / - ' i - _ _ _ _ _ - _ __ _ _ rry��d TOTAL: 4.27AC. / OD rR6M/VVPO 30190096'2. - r / _�� _ , _ a m N a i /// y{ / //r . / /r 0 / ° / / i / / p� ` \ _ _ _ / / l I IMPERVIOUS: 0. 00 AC. / I / v r�i / / b / //// _ - , 1 0 o• ,� \/�i ' /. ._ \' / _ _ - - - - -i- _ _ ' MA�F. V®fC%j.T-ES`�4REAbF� / H r o�\ \ �\ _ \ Z F y % / 9 '/ // V , 4 , - - - - - - - _ \ / I TURF: 0.63 AC. WPO201900062 / f J l _ � v , ,, /, / / l \ / r ( l , / / / 1 �� HP� / / I I \ _ ?� G to x (A 9 /� a/ % , 3 _ l - - - _ _ / �5`TUFF�ED VwTH / - t1 ,f\ / I _ w O ROM\ I%�l 20 q�R / / f - r - I FOREST. 3.64 AC. r '� p /r �F / ' s ' J / / / 7 Y r� / / / �/ '� \ / ' / / 1 I I 1 \ r _ - - - 'N - _ _ / RC�C7`10E PLAN // , / / O Ff - _ 500 _ _ 1 Q HA H IND JES ]mI0 \ /� \ r / _ - \\�IIIIIIII/I// // ��\\�\\O ` / --// ' �/ iiij ��\ \// ilI I I I \\ `\ �� -� -___ _ \ _ ) i (dvl/j,K1AGEDiTUF�F) f /' / /'' - �,/�`�-_/rla--'�,;-, Fv¢� \ �'// > \ / 1 $IT IS'TU IT 0/ - _ _ -� Tc: 14.2 N _ _ �� _ .. \ _ / _ // //p jr- It Jr� �rT , /� �' /6 / i, Q - �\\ ! III I I I _ T\�\\ \ 1 \ - / ) \ 1 /" / �O ^ °O I // / / / / \, jam u> .li/� --� \\ / /, I I I I 1 _ r \\�\ \ / \\ _ 1 � \\\ \ I I I I b � °J / , ♦ _/ / � / r , , � �i- \ mrn w / E� E�3' ,L . / ! _ x _- \ \ 1 \ \ \\ \ ` \ \ I\ I I 1 \ 9 \ ♦ _ T . / /i/ /� v I \ \ \ r I I ! Yi\� \ \\ \ \ \ 1 I O \ / I //iii,' / /�� , i �- - \ \ Y U U °'� ^l`ro'Sa ) i'/ / / / 445- ^ / [ /T F , v / / �/ ' / / /, / // _ \ \� _ -�� -_ `\` \ \ \ \ \ \ \ \ \ ` ` ` ( \ \ / - / �i \•tip •l \/ , i% /i/ / , / /Jry/`/ , IIII ¢i � / r /� � // I 1 / o /o �j / / // _ \ _ __- _ \\ ♦ _ \ \ \ \ \ \ \ \ \ \ \ \ \ I I \ - / i j . ` , rho//o/ / f j '/'/ '�`'/'//'/' __-- o/ F l b/ // / / '/ ' ' / / - - - 1 v - - _ I , v v v v Vv v v _ = - _ _ _ v \ I 1 r l / / / v vPRE-DEVELOPED OFFSITE DRAINAGE - �'� � v l I' ��,,y��./r - - - - - - w w /Xx// ///rr///f��/,o /�/// / ///'//i �C ---- v , v vvv / v 1,.w.� If//l/ �;°/ l // /Ill / /IIII, i // / _ / '/ A V 1 :% / / a ' v v v \ AREA TO ANALYSIS POINT 2 (2 OFF 2) A\\ / / X //'/r, %3 ��-� O g w w / l Iv DETAINED IN WPO201900062 ^� (\ + 493 0 1 ry�iri/ ,// v i a , to / I l "r! _ _ _ _ \ A \ / '% iir / I �rT Q Q 151 / ` - \\ \ ! _ / o a a TOTAL: 3.09 AC. /� , \ PPII. I d I \ \ \ \1 \ 1 1 1 1 1 _ / \ \ \ \\ \ 1\ 1 \ ... .. \ - o \ IMPERVIOUS: 0.18 AC. x lTE DRAINAGE (I I _ _ _ _ \ \ J _ - - \ - 00 /_ \\ , \\ \ \ \ _.. r----=-=WOODS.'2.9 AC. \ /�__��9; =-- �_ > o00 i/r/" I \ AREA (30N-1)(SHEETFLOWf \ \ / , ,,... _---- --', t ` \ \ , �--- - - - - w w ryrvN 6/ / / / .1 I -III TOTAL: 0.44 AC. _ _ _ - _ \ \ \ _ CN: 62 - - / '%. _ , _� --_ - _ _ _ 54 \ \ \ \ I - - _ ` Tc: 20.1 - //r a - s - _ __ ram. rn l IMPERVIOUS: O.00 AC. ' - \ ` Jr /./ i _, _\ \ Q o ry / r T - - f - /--- -- - .\� -,,,\,\ TURF.• 0.10 AC. \... \ \I I I - _ _ _ _ _ \ 1 1 I I /' �i88.B _I \\ - _ i - . - vy0.8 1 \1\ \` a-2_0 - ate\ \� �� .�� O -� - � I \ 'v, IN. \ i_n DATE WOODS: 0.34 AC \\ \ �\`\ \ > o / x �! _ 1 P/fE DEVELO ED O S/TE DRAINAGE - _ ��s `r _ ( 89 \ ` \ \ \\ 111812021 CN 62 TC=6.0 \ \ \ \ I , \ ♦ _-� j Y r l i \ \_ Y \ \ �\ . � \ \ \ \0�\\ \\ o \ �I ♦ \ \ \ I` \, \ I \'AI I \ \ \ \\\\� \\\\\ \ } DRAWN BY ♦ - - REA TO ANAL YSIS POINT 2 I m \ \ \ \ \ \ Gc ♦ `II L T \ \I / I` \ \ \ I 1 lO,lk\ PRE -DEVELOPED OFFSITE DRA/NA E 1 \ T / / - - _ :(DIVERTED TO ANALYSIS POINT 1 /N `1 - 1 ] - \ \ \I \ u t ` \ \ ` \ \ + 14.1 / / a _ \ \ \ / - T- \r _ _ C. GAYNER ' AREA TO ANAL YSIS POINT 1 (1 OFF-2), \ I - - _ . \ \ o \ U , ` \ IIII a \ " \ \ \ \ I , / - +� WP0201900062) , /� o ; Q \ Nu C '\ \I� rn \ a i , - -I - I \ \ \ \ \ \\ \ \ DESIGNED BY (DETAINED /N WP0201900062)� \� PRE -DEVELOPED OFFS/TE DlNAGEI _ �t�� 1 TOTAL: 0.76AC. ��1 / \\ I / \ I ��\ \ \\ \ \\\\ TOTAL: 0.81 AC. \ J \ Z\ n IMPERVIOUS: 0.12AC. - _ _ `/\ // / / ` (\ \ \ 1 \ \ \ \ • Q \� AREA TO ANALYSIS POINT 1 (1 OFF->)- �� - / I I \ - \ - \ \ \ ' k / \ I\\ \ \ \� p\\N C. GAYNER TURF. 0.00 AC. TOTAL: 2.16 AC.. \ . �� \ \ \ \ r_ _ \ I WOODS: 0.64 AC. \ y / \� \\ \ \ 1 I IMPERVIOUS: U.04 AC. n 1 \ \� / TURF.• 0. 00 AC. 475 \ ` 1 I I p\1 • \ \� \ I I 1 \ ) ` 1\ • CHECKED BY IMPERVIOUS: 0.51 AC. V �\ 1 I I I �, 11 I l \ \ / ti 47 \ I I I I • °P WOODS: 0.77 AC. I y. \'1 \ \ F \ _ \ x I CN: 66 , \ • - _- _ TURF.• 0.00 AC. \ � - -y- - _ _ _ / I / r, � \ ,y \ 1 \I B. CICHOCKI CN62_ WOODS: 1.65AC. �� l ` \ \ \ '� \c - -TC: 12.8 _�_ l / \ 1\�! \ \ ICI \ A \ \ I 1\I\\1110 ' - - CN: s9'-b�V�LbPED dRAIAGE �AS I _ _ = ►� _ • SCALE S G I IBC „fi r I a. N. '`r- + 111 \ / Tc: 9. \ - - _ / 1 �G /i / / \. \ ".-s f / / / f ' / / , _/_! - _ \ \ ( b III 11�. \` � 1 „=so' rw: °° - l 423.1 / �' /' ,' ,'� _-- -- I LEGEND ,° ° \\ IIII 1 / ' ,' / _ _ ,' POST -DEVELOPED DRAINAGE AREA ( I PRE -DEVELOPED OFFSITE DRAINAGE PROPOSED • I TO ANALYSIS POINT 2 (2 ON-3) I AREA TO ANALYSIS POINT 2 (2 OFF-1) I I IMPERVIOUS AREA _ (ONSITE, UNDETAINED) TOTAL: 2.83 AC. I I I �23.0 /' POST -DEVELOPED DRAINAGE - - _ _ - I CONCEPTUAL FUTURE I , _ , _ TOTAL: 0.51 AC. � IMPERVIOUS: 1.53 AC. � � � \ I ��(( o' 'AREA TO SWM A 1 ON-1 - - - \ ` \ ` \ \ I IMPERVIOUS AREA oCJ / , ( ) IMPERVIOUS: 0.07 AC. �, �- TURF: 0.42 AC.- - - - \ \ \ \ \ \ \� \ \ f ' /,,'/ �° o ° / (ONSITE, DETAINED) - ', = TURF: 0.44 AC // / FOREST: 0.88 AC. _= _-_ = i r -T "/ ' ' TOTAL: 1.62 AC. - - - - %%� - _ _ ' = = -' - �" /'/ - DETAINED BY HORIZON _ i / 92.9 / _ - - - _ WOODS: 0.00 AC.,'/ - { CN: 8 = =�_. -_ / _ _ -_ _-_ / / / IMPERVIOUS: 1.32 AC. '� ; CN: 66 r r I Tc: 8.3" - _c / RD DRAINAGE O / TURF: 0.30AC. Tc: ° / \ ( \\ / /WOODS: 0.00 AC. / , ��` - - '' '�r,,�� / f ,'! / // i ' ' / ' / ' // / /r / / r r l / l r i r- - - - -_ _ ; _ OFF -SITE DRAINAGE °°/ /4130, iifi/ \ \ \ \ / ' , CN: 91 - f -v"�`r 1 1 r ( I I I I I 1- l 1 gLDICYiyC BUG I \ _ -94 --- - a = 1-1- COUNTED TOWARDS TP / \ / r / / ( L �- - RED IT / ° ° POST DEVELOPED 6RAINAGE AREAI TO ANALYSIS POINT 1 1 ON-2 y�ANALSl6 0 44 (ONSITE, UNDETAINED)� / w / - / / ./ , / ', - ' - - - ♦ ♦, _ - '\ I� 1 - _ _ _ - `` J` °/%' I TOTAL: 1.10 AC. / /' / '/ hC\�A//%i-; ;',''/,--- --'\, / ' �- ''// 7� _ .� _ -'/ ' / .'"\ :-_ ___ IMPERVIOUS: 0.29 ACt � O W _i + 4n TURF. 0.70 AC.° J - WOODS: 0.11 AC., / / , �' \ - _ ' / _�� r / / / / 1/ / roll, // (D _ A � -T lJ CN: 71/ i r - / , _ - - - WP0202100022 EA ACCO r r ��f �HP� / I I _ Q a \\\\\\ \� , /g / \ o\ /�b / / _�y _ _ SWM B _ ro FOONSOITEWDETAINED)) r> \ a - oN / ' _ _ / Q \�1\' ' ' _ 1 I� I 11 ^ / . ' /'ram / ' /' `�`V� `/' /-ir\_�500�/ -•%\' � 1 4 0 , r r� /, \ \ // r TOTAL:1.34AC. l- , //i/�,� a` _-�`�r L� \ b IMPERVIOUS: 0.83 AC. \ - rf Lu //A//////\Ill 1\ / / / /'� / �° //,' /�' / �' \ III '\\ r 1 _ \ I /� �O l / �+�\ -r, , ��i..�\ I/�/ '\\� \ 90\ \ 1 I I ! �/ LJ- //jr � \ /9 r, / / i /. \ \ \ TURF:0.51 AC. W / /�//////'// // //0 /�� / / '�/o°/ ///>/ ' / _ 'a / _ > �i\ \ - \ \ \ I \ `I .1 \ WOODS: 0.00 AC. �- - _ -.'�//�\�\\� �/ , I� `., / T', , \ \� v /391�1(/i,- - ,! _ _ \ I \ CN: 84 / /"'\. / '`� 9 ° l SWM A / 'i / - 50/ I / - I I \ l- /,/�,/ A �' r _ v y _ v ov -v v v __/ii---- //i/// / / ' / / /, / / �/ /o //�/'/ ,/ / \ \ \ \ 1 DOWNSTREAM STORMTECH & _ _ - //ir / 1, . \, / Il / FILTER CREDIT EXCLUDED FROM ' y/ \ / y //If ll/ 10/ ll/ � \ \ ;.A - �l r / / ' / / \ \\ --- / �l/ [� \ 493:0 x' ?v Z////;�i/A��;- i/ii ,/ /i/ // �r / / 15 1 l o i I LPL _ / \ THIS PLAN AND TAKEN ON / 1 �� / ri / /i - / /%rro L�L\ULLL�� 1 - - _ I L _ ( \ WP0202100022 AS DOWNSTREAM - //"'/!/r _ _'/ / / �1-1 LL W 4F23 / - % //J - \ \ / F BIORETENTIO U) I OF 0.44 AC. N { -- /IIII o` \ \\ \\ \\ \ .- /�1---- \POST DEV�I! Db AINAGE AR A L L LLZ tLIsL LLL�LL L \ - SHEETFLOW30N-1 \\ \ / ' � LL�t�� LL L I �LL LL LLLLYiL_ L I / TURF:O. 6AC. L�_ - - TOTAL: U. AC.\ \\\ i I C �L i\ j PO T-DEVEPED OFFSITE DRAINAGE L L / ,4�-LI�L \ 1 - - , - �•__ -r'/r IMPERVIOUS:0.02AC. AREA TOSWMA 1 OFF-1 L-L LI�L�i L �L LLL,LL�� \`\ f ',-�4se. ` "' 1 `� ; 'i✓/ / / d° /UL4 TOTAL: 2.91 AC. L� LL I�'L/L�� ' L l+�188. _ - - - - > �7\ .\ TURF: 0.11 AC: L'L ( ) LLLLI] LL \ _E - \U \ 77!\ \ \ \ LLLIt L/ L L / OST-DEVELtPEO 61�AI�lAG AREA_ - - - \ -6 / WOODS: 0.00 AC L L L IMPERVIOUS: 0.56 AC. LL L-L LL/L L + 489. \ / o \ -LLLt CL TURF: 0.00 AC. LL/ L ��-� f _ \ TO SWIM B (2 ON-1) ( \\\\\\ I /'�� / '' y CN: 6 �� \ ��/�LO�E �! i �LLL-I L � \ - - \�- -�/ � \ (ONSITE, DETAINED) Z - - - _- -/ \ 1 \ \ \ \ \ � \ \ \\\\ \`\ / I '�. \ �i \iLLL LLLLttt-L'LLLLL WOODS: 2.35 AC. ` • _ - - - / �`\ \ I 1 / \ \ \ \ ' \lol I r \ \\ \\1 \ IS _� - , Tc: 6. DRAINAGE AREA O1 \ �� - 1-J_ ~ _ _ \ \ r \ I� \ 1 \ \\ \ + 14.1 / '' p /' / (SHEETFLOW 4 ON 1)1 I�A \ \ cT� t�l z LLL CN: 67 - - _ -T _ d BA . TOTAL: 2.73 AC. �] _ , �\ �\� \ t \ \I \ o \ \ \ \\\ \ O \ \� \ / \ \ �L� _ IMPERVIOUS: 2.24 AC. \ \ \\ t \ \ , // (\ `\ \ �\\ �\ - ' TOTAL: 0.17 AC \ n QyLLLLL _ - - TURF: 0.49 AC. LI„a i ' Z/' , \ \ \ 11\� \ \ / r TURF: 0.16 AC \ � � � � Z L / \ / \ -la. 469.$ WOODS: 0.00 AC. /\ \ r k / / / / "� "�\ ` \\I \ \- ii'�°/ _ WOODS: O.00AC.1 \ -� � \ \ \ \ �,� \\ 11 /\ \\ \ I� I / CN:91 - \Y �� \\ \ \ 1\ I 75, \ 11 \ \ 1 1 11\\ - CN: 6 -�� \ \ \ \ \ )\ \ `^ \ \� I r O \ TS: 6.0 I 1 \ \ // 0�\ \ , / 1 \ 1 I JOB NO. '1' _ I \ \ \ _ _ k I I l \ \ \ f / I ti 47 \ -- � � / I 1 1 /\ \ / \ I \ \ \ \ \ II \ 1 1 I I I I \ \ \ I T \ \ \ F � - Ix �- \ \ ' \ I I / \ I +-� \ � -- II '��`\\ I \1\�111111 47036 l�l IZ\�/ / \ � ` \ `, / / n 1 1 r / \ I N \ 1 II111 � 1 PO - 'bVt_LOPEDbRAI AGE AREAUG C6.0 L WATER QUANTITY ANALYSIS POINT 2 WATER QUANTITY ANALYSIS POINT 1 DRAINAGE AREA ANALYSIS (PRE -DEVELOPED PRE AREA 1 ON-1 (ONSITE) AREA = 3.04 ACRES IMPERVIOUS = 0.00 ACRES TURF = 0.25 ACRES WOODED = 2.79 ACRES Tc= 8.6 MIN. Q (CFS) V (AC -FT) 1 YEAR 1.30 0.097 10 YEAR 8.21 PRE AREA 1 OFF-1 (OFFSITE) AREA = 2.16 ACRES IMPERVIOUS = 0.51 ACRES TURF = 0.00 ACRES WOODED = 1.65 ACRES Tc= 9.7 MIN. Q (CFS) 1 YEAR 2.24 10 YEAR 8.18 PRE AREA 1 OFF-2 (OFFSITE, DETAINED BY WP0201900062) AREA = 0.81 ACRES IMPERVIOUS = 0.04 ACRES TURF = 0.00 ACRES WOODED = 0.77 ACRES Tc= 9.5 MIN. Q (CFS) 1 YEAR 0.40 10 YEAR 2.30 COMBINED FLOW AT ANALYSIS POINT 1 Q (CFS) 1 YEAR 3.94 10 YEAR 18.70 DRAINAGE AREA ANALYSIS (POST -DEVELOPED POST AREA 1 ON-1 TO SWM A (ONSITE, DETAINED) AREA = 1.62 ACRES IMPERVIOUS = 1.32 ACRES TURF = 0.30 ACRES WOODED = 0.00 ACRES Tc= 6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 5.60 0.268 10 YEAR 11.48 POST AREA 1 OFF-1 TO SWM A (OFFSITE, DETAINED) AREA = 2.91 ACRES IMPERVIOUS = 0.56 ACRES TURF = 0.00 ACRES WOODED = 2.35 ACRES Tc= 6.0 MIN. Q (CFS) 1 YEAR 2.84 10 YEAR 10.97 POST AREA 1 ON-2 (ONSITE, UNDETAINED) AREA = 1.10 ACRES IMPERVIOUS = 0.29 ACRES TURF = 0.70 ACRES WOODED = 0.11 ACRES Tc= 6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 1.45 0.068 10 YEAR 4.76 COMBINED FLOW AT ANALYSIS POINT 1 Q (CFS) 1 YEAR 2.89 10 YEAR 18.53 CHANNEL PROTECTION (ENERGY BALANCE): QDEVELOPED < 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED + PRE OFFSITE (1 OFF-1 &2) QMAX (1-YR) < 0.80*(1.30 CFS * 0.097 AC -FT) / (0.336AC-FT) + 2.24 + 0.40 QMAX (1-YR) - 2.94 CFS QMAX (1-YR) = 2.89 CFS <_ 2.94 CFS OK FLOOD PROTECTION POST -DEVELOPED Q10 <_ PRE -DEVELOPED Q10 18.53 CFS <_ 18.70 CFS OK DRAINAGE AREA ANALYSIS (PRE -DEVELOPED PRE AREA 2 ON-1 (ONSITE) AREA = 4.27 ACRES IMPERVIOUS = 0.00 ACRES TURF = 0.63 ACRES WOODED = 3.64 ACRES Tc = 14.2 MIN. Q (CFS) V (AC -FT) 1 YEAR 1.32 0.133 10 YEAR 8.87 PRE AREA 2 OFF-1 (OFFSITE) AREA = 2.83 ACRES IMPERVIOUS = 1.53 ACRES TURF = 0.42 ACRES WOODED = 0.88 ACRES Tc = 8.3 MIN. Q (CFS) 1 YEAR 6.36 10 YEAR 15.96 PRE AREA 2 OFF-2 (OFFSITE, DETAINED BY WP0201900062) AREA = 3.09 ACRES IMPERVIOUS = 0.18 ACRES TURF = 0.00 ACRES WOODED = 2.91 ACRES Tc = 20.1 MIN. Q (CFS) 1 YEAR 0.99 10 YEAR 6.16 PRE AREA 2 OFF-3 (OFFSITE, DIVERTED BY WP0201900062) AREA = 0.76 ACRES IMPERVIOUS = 0.12 ACRES TURF = 0.00 ACRES WOODED = 0.64 ACRES Tc = 12.8 MIN. Q (CFS) 1 YEAR 0.52 10 YEAR 2.31 COMBINED FLOW AT ANALYSIS POINT 2: Q (CFS) 1 YEAR 8.35 10 YEAR 31.07 TOP WEIR WALL FOR LARGE STORM EVENT BYPASS ELEV. = 441.50 TOP OF CONTROL STRUCTURE ELEV. = 444.88' WEIR WALL IN CONTROL STRUCTURE _ _ _ _ _ _ _ _ _ 0 10 YEAR WSE 441.44' TOP OF 6" TALL 33" WIDE ORIFICE ELEV=437.65' 1 YEAR W_SE 437.5T 5.5" ORIFICE IN WEIR WALL WITH DEBRIS CAGE INV 433.25' DEBRIS CAGE ELEV. DETAIL PROVIDED Ad ° 433.25' ON SHEET6.2 a a BOTTOM OF STRUCTURE= 430.65' FILL STRUCTURE BEHIND a ° d' WEIR WALL WITH CONCRETE UP TO ELEVATION 433.25 (WITH SHAPING) STRUCTURE LID LOCATION WITH DUAL STEPS TO ACCESS BOTH SIDES OF WEIR WALL 24" OUT STORMTOECH 430.65 WEIR WALL FILL STRUCTURE BEHIND WEIR WALL WITH CONCRETE UP TO ELEVATION 433.25 (WITH SHAPING) 4" UNDERDRAIN 24" FROM STORMTECH CONTROL STRUCTURE DETAIL DRAINAGE AREA ANALYSIS (POST -DEVELOPED POST AREA 2 ON-1 TO SWM B (ONSITE, DETAINED) AREA = 2.73 ACRES IMPERVIOUS = 2.24 ACRES TURF = 0.49 ACRES WOODED = 0.00 ACRES Tc= 6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 9.43 0.452 10 YEAR 19.34 POST AREA 2 ON-2 TO SWM B (ONSITE, DETAINED FOR WP0202100022) AREA = 1.34 ACRES IMPERVIOUS = 0.83 ACRES TURF = 0.51 ACRES WOODED = 0.00 ACRES Tc= 6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 3.52 0.163 10 YEAR 8.35 COMBINED INFLOW TO SWM B Q (CFS) V (AC -FT) 1 YEAR 12.95 0.615 10 YEAR 27.69 POST AREA 2 ON-3 (ONSITE, UNDETAINED) AREA = 0.51 ACRES IMPERVIOUS = 0.07 ACRES TURF = 0.44 ACRES WOODED = 0.00 ACRES Tc= 6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 0.46 0.023 10 YEAR 1.85 PRE AREA 2 OFF-1 (OFFSITE, UNDETAINED & UNCHANGED) TOP WEIR WALL FOR LARGE TOP OF CONTROL STORM EVENT BYPASS STRUCTURE ELEV. = 456.64' ELEV = 451.50 TOP OF 30" TALL 10" WIDE ORIFICE 10 YEAR WSE ELEV=448.75' 451.45' ___��_ �1YEAR WSE WEIR WALL IN 448.74' CONTROL STRUCTURE ELEV. DEBRIS CAGE DETAIL PROVIDED ON SHEET 6.2 STRUCTURE LID LOCATION WITH DUAL __PS TO ACCESS BOTH SIDES OF WIER WALL Q (CFS) 1 YEAR 6.36 10 YEAR 15.96 COMBINED PROPOSED FLOW AT ANALYSIS POINT 2: Q (CFS) 1 YEAR 8.05 10 YEAR 29.60 CHANNEL PROTECTION (ENERGY BALANCE): QDEVELOPED < 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED/RVDEVELOPED + PRE OFFSITE (2 OFF-1 ,2,3) QMAX (1-YR) < 0.80*(1.32 CFS * 0.133 AC -FT) / (0.638 AC -FT) + 6.36 + 0.99 + 0.52 QMAX (1-YR) < 8.09 CFS QMAX (1-YR) = 8.03 <_ 8.09 CFS OK FLOOD PROTECTION POST -DEVELOPED Q10 <_ PRE -DEVELOPED Q10 30.55 CFS <_ 31.07 CFS OK STORMWATER NARRATIVE THIS PROJECT INCLUDES THE CONSTRUCTION OF ONE (1) PRIVATE ROAD AND FOUR (4) ALLEYS, A RESIDENTIAL COMMUNITY, AND ASSOCIATED UTILITIES AND LANDSCAPING. ENERGY BALANCE REQUIREMENTS AND FLOOD PROTECTION REQUIREMENTS FOR THE 10-YEAR STORM WILL BE MET THROUGH THE USE OF ONE STORMTECH ISOLATOR ROW AND ONE UNDERGROUND STORAGE PIPE. NOTE THAT ALL STORM DRAIN, STORMWATER QUALITY, AND STORMWATER QUANTITY CALCULATIONS INCLUDE A TOTAL OF 0.82 ACRES OF ADDITIONAL IMPERVIOUS AREA (NOT SHOWN ON THESE PLANS) FOR FUTURE DEVELOPMENT. 24" OUT 445.86 TOP OF 30" TALL 10" WIDE ORIFICE ELEV=448.75' 446.00' 12" TO FILTERING SYSTEM 446.00 ORIFICE PLATE SEE DETAIL ON THIS SHEET 24" FROM 6' I.D. STORMTECH 4" UNDERDRAIN CONTROL STRUCTURE DETAIL FOR SWM B STORMTECH STEEL PLATE BOLTED TO STRUCTURE OVER 12" PIPE WITH WATER TIGHT MASTIC SEAL AROUND EDGES AND JOINTS 12" PIPE STEEL PLATE WITH RUST / RESISTANT FINISH \ 5.75" ORIFICE WITH DEBRIS CAGE INV 446.00' ORIFICE PLATE SECTION DETAIL - SWMB WATER QUANTITY ANALYSIS POINT 3 SHEETFLOW DRAINAGE AREA ANALYSIS (PRE -DEVELOPED) PRE AREA 3 ON-1 (ONSITE) AREA = 0.44 ACRES IMPERVIOUS = 0.00 ACRES TURF = 0.10 ACRES WOODED = 0.34 ACRES Tc=6.0MIN. Q (CFS) V (AC -FT) 1 YEAR 0.26 0.014 10 YEAR 1.35 DRAINAGE AREA ANALYSIS (POST -DEVELOPED POST AREA 3 ON-1 (ONSITE) AREA = 0.13 ACRES IMPERVIOUS = 0.02 ACRES TURF = 0.11 ACRES WOODED = 0.00 ACRES Tc= 6.0 MIN. Q (CFS) V (AC -FT) 1 YEAR 0.13 0.006 10 YEAR 0.49 POST AREA 3 IS SHEET FLOW WITH DECREASES IN PEAK RATES AND VOLUME. AS SUCH NO WATER QUANTITY MEASURES ARE REQUIRED FOR THIS AREA PER 9VAC25-870-66.D yan D. Cichocld 'z Lie. No. 53741 a� y9o3b N z 0 f f DATE 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE N.A. 1� 06 O rl U) Z p V / 1 U U Q O;� J w ~ co� Z a W 1 2 w cc Wn l� Q V WiLL L Ca \` /r = G O T U i w Q 0 O O O U) I O V/ JOB NO. 47036 SHEET NO. C6.1 s L FOR SWM A STORMTECH STORMWATER QUALITY ANALYSIS SITE DATA POST -DEVELOPED PROJECT AREA FOREST/OPEN SPACE = 0.00 ACRES MANAGED TURF = 2.71 ACRES IMPERVIOUS COVER = 4.78 ACRES POST DEVELOPMENT LOAD (TP) = 11.59 LB/YR TOTAL LOAD REDUCTION REQUIRED = 8.52 LB/YR TOTAL LOAD REDUCTION ACHIEVED = 6.67 LB/YR REMAINING TP LOAD REDUCTION REQUIRED = 1.85 LB/YR *OFFSITE AREAS ARE BEING TREATED BY SWM A, PROVIDING AN ADDITIONAL TP LOAD REDUCTION OF 0.63 LB/YR. FINAL TP LOAD REDUCTION REQUIRED = 1.22 LB/YR *REMAINING TP LOAD REDUCTION TO BE ADDRESSED WITH THE PURCHASE OF NUTRIENT CREDITS. REFER TO THE CALCULATION BOOK FOR FURTHER INFORMATION. ECOSYSTEM SERVICES, LLC 1739 Allied Street, Suite A Charlottesville, VA 22903 540.578.4296 www ecosystemaervices m ionrolecosystetnservices.us September 11, 2021 Matt Denhard Project Engineer Timmons Group 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 RE: Nutrient Offset Credit -Credit Availability Letter Southwood Redevelopment Blocks 9-11 Project Project Address: 538 Hickory Street, Charlottesville VA 22902 Project TMP: 090AI-00-00-001DO Project HUC: 02080204 Bank HUC: 02080204 Bank Address: 1705 Lambs Road, Charlottesville, VA 22901 Dear Matt, We appreciate the opportunity to provide a credit availability letter for 1.22 pounds of phosphorus for the above referenced project. This letter is to certify that as of today, September 21, 2021, Ivy Creek Nutrient Bank has 127.11 pounds of phosphorus (TP), 195.71 pounds of nitrogen (TN), and 40,082.48 pounds of TSS available for transfer to those entities requiring offsets in accordance with the Chesapeake Bay Watershed Nutrient Credit Exchange Program (VA Code § 62.1-44.19:14 et seq.). Those offsets are also transferable in accordance with the Virginia stormwater offset program (VA Code § 62.1-44.15:35) and the Virginia Soil and Water Conservation Board's Guidance Document on Stormwater Nonpoint Nutrient Offsets approved on July 23, 2009, to those regulated entities qualifying for nutrient credits. We can certainly accommodate your needs and could offer to fulfil the order of 1.22 pounds of phosphorus. Please feel free to contact us with any questions. I hope we have the opportunity to work together on this project. Sincerely, Ecosystem Services, LLC By: Jonathan R. Roller, AOSE PSS CNMP Manager -Authorized Representative Mesh removed for clarity (See te below for mesh details) Top 45', r< °o( Side a �T so• \ ,� See Plate 45B-6 1'-6-i `� for Concrete Apron 0. O • 6" thick concre apron extending •°$ entire width oe tfle structure --.I V-6" 5' (min) Trash Rack - Riser Mesh Details Isometric View Component � Trash Rack Width+ Frame Angle Iron Bottom Flat Steel Woven/Welded Wire Mesh Steel Rod for Grate U p to 36" l%"X11/2"W4" lyy"*/4" 1/4" between 36"-60" 2"X2"XJ/4" 2" W4" %"60" and larger 3"X30X%" 3"x%" •1r1 iel Min. Mesh Opening Size Low Flow -See BMP-See 6-1604.8B, 8C 6-1604.813, 8C 4" 1" Trash Rack General Notes: Additional Notes - 3' minimum trash rack width is required where available. Trash Racks 60" and wider: - Trash rack/mounting components to be - Large trash racks may be painted with Hot -dip galvanized. dark anti -corrosive paint, in lieu of - All mounting hardware to be stainless steel galvanizing. and threads to be coated in anti-sieze. - Additional structural reinforcements to be - Minimum t/2 " x 3 " mounting bolts to be added to trash rack frame as deemed used for trash rack. necessary to support all anticipated loads. - Trash racks to be mounted using top hinge or - A 3' x 3' (min) access door with locking side pin connection as per details shown in Plate mechanism to be installed on front face. 4511-6. All hinged/pinned trash racks to have locking mechanism. Mechanism to be installedon Trash Racks mounted on Headwalls: the upper half to minimize potential to - In case of space restrictions at headwalls, become inaccessible due to submergence be under water/sediment. use 2' min width of trash rack. - Mesh opening size to be % of the - Add wire mesh on the back of trash rack diameter/width of orifice being protected, but to the top of headwall as shown in Plate 45B-6. not smaller than minimum mesh opening size provided in table above. LOW FLOW ORIFICE DEBRIS CAGE DETAIL NO SCALE DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 ' 2011 BMP Standards and Specifications 0 2013 Draft BMP Standards and Specifications Project Name: Date: Southwood Blocks 9-11 7/15/2021 BMP Design Specifications List: 2013 Draft Stds & Specs Site Information Post -Development Project (Treatment Volume and Loads) Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed, 0.00 protected forest/open sace or reforested Managed Turf (acres) -- disturbed, graded for yards or other turf to be 2.71 2.71 Impervious Cover (acres) 4.78 4.78 7.49 Constants Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 Total Phosphorus (TP) EMC (mg/L) 0.26 Total Nitrogen (TN) EMC (mg/L) 1.86 Target TP Load (Ib/acre/yr) 0.41 Pj (unitless correction factor) 0.90 Land Cover Summary Forest/Open Space Cover (acres) 0.00 Weighted Rv (forest) 0.00 % Forest 0% Managed Turf Cover (acres) 2.71 Weighted Rv (turf) 0.20 % Managed Turf 36% Impervious Cover (acres) 4.78 Rv (impervious) 0.95 % Impervious 64% Site Area (acres) 7.49 Site Rv 0.68 Runoff Coefficients (RA A Soils B Soils C Soils D Soils Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Treatment Volume and Nutrient Loads Treatment Volume 0.4236 (acre-ft) Treatment Volume (cubic feet) 18,451 TP Load (lb/yr) 11.59 TN Load (lb/yr) 82.93 Informational Pur oses Only) 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 OK. 2.94 0.00 0.00 0.00 OK. A25 2.94 0.00 0.00 0.00 OK. 1.06 0.00 0.00 0.00 OK. 1.06 0.00 0.00 0.00 OK. OK. OK. OK. OK. OK. Site Treatment Volume (ft3) ls,asl Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (ft3 TP LOAD AVAILABLE FOR REMOVAL (lb/yr TP LOAD REDUCTION ACHIEVED (lb/yr TP LOAD REMAINING (lb/yr �0 77- 1 11 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr)ll 0.00 0.00 0.00 11 0.00 0.00 0.00 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (lb/yr) 11.59 TP LOAD REDUCTION REQUIRED (lb/yr) 8.52 TP LOAD REDUCTION ACHIEVED (lb/yr) 6.67 TP LOAD REMAINING (lb/yr): 4.92 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 1.85 OFF -SITE TP REDUCTION (Iblyr): 0.63 Total Nitrogen (For Information Purposes) 1.22 (REFER TO CALCULATION BOOK FOR FURTHER DETAILS) POST -DEVELOPMENT LOAD (lb/yr) 82.93 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 0.00 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 82.93 data input cells constant values calculation cells DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: Southwood Blocks 9-11 Date: 44392 Total Rainfall = 43 inches Site Land Cover Summary Update Summary Sheet Print Preview PdnT A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 2.71 0.00 0.00 2.71 36 Impervious Cover (acres) 0.00 4.78 0.00 0.00 4.78 64 7.49 100 Site TV and Land Cover Nutrient Loads Site Rv 0.68 Treatment Volume (ft3) 18,451 TP Load (lb/yr) 11.59 TN Load (lb/yr) 82.93 Total TP Load Reduction Required Ib r 8.52 Site Compliance Summary Total Runoff Volume Reduction (ft3) 0 Total TP Load Reduction Achieved (Ib/yr) 6.67 Total TN Load Reduction Achieved (lb/yr) 0.00 Remaining Post Development TP Load (lb/yr) 4.92 Remaining TP Load Reduction (lb/yr) 1.85 Req u i red Drainage Area Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf (acres) 0.27 1.06 0.00 0.00 0.00 1.33 Impervious Cover (acres) 1.25 2.94 0.00 0.00 0.00 4.19 Total Area (acres) 1.52 4.00 0.00 0.00 0.00 5.52 Drainage Area Compliance Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total TP Load Reduced (lb/yr) 1 1.47 5.20 0.00 0.00 0.00 6.67 TN Load Reduced (lb/yr) 1 0.00 0.00 0.00 0.00 0.00 0.00 Drainage Area A Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.27 0.00 0.00 0.27 18 Impervious Cover (acres) 0.00 1.25 0.00 0.00 1.25 82 1.52 BMP Selections Managed Turf Impervious TP Load from Untreated TP Downstream gMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit 3 Volume (ft) Upstream Load to Practice (Ib/yr) (Ib/yr) Treatment to be (acres) Area (acres) Practices (Ibs) (Ibs) Employed 14.a. Manufactured Treatment Device - 0.27 1.25 4,506.65 0.00 2.83 0.57 2.26 14.b. MTD - Filtering Hydrodynamic 14.b. Manufactured Treatment Device - 4,506.65 2.26 0.00 0.91 1.36 None Filtering Total Impervious Cover Treated (acres) 1.25 Total Turf Area Treated (acres) 0.27 Total TP Load Reduction Achieved in 1.47 D.A. (Ib/yr) Total TN Load Reduction Achieved in 0.00 D.A. (Ib/yr) Drainage Area B Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 1.06 0.00 0.00 1.06 27 Impervious Cover (acres) 0.00 2.94 0.00 0.00 2.94 74 4.00 BMP Selections Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit Volume (ft3)3) Upstream Load to Practice (Ib/yr) (Ib/yr) Treatment to be (acres) Area (acres) Practices (Ibs) (Ibs) Employed 14.a. Manufactured Treatment Device - 1.06 2.94 10,908.15 0.00 6.85 1.37 5.48 14.b. MTD - Filtering Hydrodynamic 14.b. Manufactured Treatment Device- 10,908.15 5.48 0.00 2.19 3.29 14.c. MTD -Generic Filtering 14.c. Manufactured Treatment Device- 10,908.15 3.29 0.00 1.64 1.64 Generic Total Impervious Cover Treated (acres) 2.94 Total Turf Area Treated (acres) 1.06 Total TP Load Reduction Achieved in D.A. (lb/yr) 5.20 Total TN Load Reduction Achieved in D.A. (lb/yr) 0.00 Plan Number VRRM Total Area Phosphorus Reduction Required Phosphorus Reduction Provided Credits Purchased % Phosphorus Treated onsite WP0201900062 21.05 9.82 7.81 2.01 79.53% WP0202100004* 7.49 8.52 6.67 1.22 78.29% Offsite WP0202100004 2.91 0.18 0.63 0 350.00% PHA Block 11 1 1.34 1 1.55 1 0.61 1 0.94 39.35% PHA Block 12 1 2.82 1 3.5 1 2.74 1 0.76 1 78.290% Village 2 1 4.88 1 4.67 1 3.19 1 1.48 1 68.31% Total 1 40.49 1 28.24 1 21.65 1 4.93 76.66% *NOTE: WP0202100004 REQUIRES 1.85 TP CREDITS. HOWEVER, OFFSITE TREATMENT WPP0202100004 PROVIDES 0.63 OF TP REDUCTION, WHICH RESULTS IN A TOTAL CREDIT PURCHASE OF 1.22 FOR WP0202100004. REFER TO THE CALCULATION BOOK FOR FURTHER INFORMATION. yan D. Cichocld 'Z 1k. No. 53741 a� �/9o3b 0 19 c� tilti rV �1 Q N � C] FN DATE 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE N.A. T\ V • ` `) Q i U 0 a Z) J IY� O H a J ' LU Q J W TI Q (� W v O W w i. O ^2 U Q 0 0 U) 0 T� i 0 V / JOB NO. 47036 SHEET NO. C6.2 L F_ I:\103\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C6.3-STORMWATER SUMMARY PLAN.dwg I Plotted on 9/23/2021 2:16 PM I by Matt Denhard \o?o° I/ \ °oo O`rn 0A ll/ at- \o2 ITI \ D �. \°\�q `�\° D-17 V7 p�Z \\\ ,cool , o \\\No \ D \..°�rM0 NA mO ry ((��T� \\\ \\\\ pl I \\I o �0 �C \\d \ \ °o �� w \— r— \ \ \\ ° \ \ 0 oo\ / \ s6�-\yam\ 'P ° / / / 'I I\ \ 0 0 o o o — — / / \\- \ \\ 0 — . 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' \ I� \II j11 \ 1 \\ (A D (A Z Z -ham III I III .a•\� 11 1 1 I 1 I , / \ 1 1 I \ \ ' v _ :(1 TI 71 ` N N N N N N N N N N N N N N W W I-' N J I—� I--` I—� Z > 0 M 1 Ml \�' I I \ \ 1 \ W W W W N N N N N N 00 0) 4+ F+ 0 W W N W N 00 0) I--� r �> —I D �- \ I I \�V,\�`d5\ W p N C 0 I \\ \ ` \ •� ` / I I 1 I / / / / / O�. / — \ \ `\ \ \ \ y \ � °� O) A O 00 Ol A W N O 0o Ol A N O °0 N O 00 � N 00 01 A m O I ,/ // — / , \ `\ \, \ \\ \ I I 10Cn >M M I INo a co A 14 W oo Lotno o y oo I`j coW� vr"i o o� N n'Pi w A v+ D 0 \ 0 0 0 0 0 0 0 0 0 0 0 0 pip 0 0 0 0 0 � w o � fN ° M m w a 6i m 8 m w °N° 8.0 n +f��J'I / !•�/ I I! �1� ; I I I I \. 1 / / j \ ` \ `. / \ I 1 TIMMONS GROUP .•-':'•. THIS DRAWING PREPARED AT THE YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com SOUTHWOOD PHASE 1 BLOCKS 9 10 & 11 m O \ DATE REVISION DESCRIPTION _ n m n n 1/22/2021 WPO PLAN °� li' n n M z M 0 n 711612021 UPDATES PER COUNTY COMMENTS W z (q) o COUNTY OF ALBEMARLE, VA p m p o 2 p 2 z o 912212021 UPDATES PER COUNTY COMMENTS O1 STORMWATER SUMMARY PLAN 2 A 03 _< A " These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. ROUTE PROJECT Southwood Blocks 9-11 DESIGNER: CG DATE 7/1612021 CHECKED: UNITS AGLISH INLET Q Q U zQ `. Q Q U W z chi 2 >.. z� C 6i o� ,a F 6i 56 p .. F 4. � f✓ O 4. x K f✓ O � O - 5 � �-°' r��i a ?F ,_ Ov .�T � w � .W-t � a � d v 'Y Sag Inlets Only F F ° -f = � F 114 D4313 6.000 0A30 0.90 0.117 O'RIGHT 0.020 035 0.007 OA24 4 0A96 0 0.496 0.0200 0.0200 1.952 2.000 1,02459 00833 4.165 1000 3.52 0.1466 OA666 5.033 6.000 1.192 1000 0.496 0.000 1.951 U6 DI-3B 6.000 0.260 090 0.234 Back/Lt. 0.000RIGUI 0080 0.35 0.028 Back/Lt. 0262 4 1.048 0.363 0.0020 1 0.0208 1 9.536 2.000 0.20973 00833 4.00481 3.50 1 Back/Lt. 0 4 0 0 Ahead/F 1.411 00020 6 1.411 1.936 0.166 0.333 0A98498 3916 7.678 T > 8.0 fl 118 DI-36 6.000 0:530 0.90 0.477 0.000RIGUI Q100 0.35 0.035 0612 4 2.048 0 2.048 0.0150 0,0208 6.968 2.000 028703 00833 4.00481 0750 350 0.1458 0.1301 9.716 6.000 0,618 0,823 1.685 0.363 3.239 122 DI-3B 6.000 0340 0,90 0.306 Baak/Lt. O.00ORIGM 0080 0.35 0.028 Back/Lt. 0.334 4 L336 0 0.0020 0.0208 9.297 2.000 0,21512 0.0833 4.00481 3.50 Beak/Lt. 0 4 0 0 Ahead/F 1.336 0.0020 6 1.336 1.848 0.166 0.333 0,498498 3.848 7.403 T>8.00 128 DI-1 2.000 0.030 0.90 0.027 Back/Lt. 0.000RI 0.010 0.35 0.0035 Back/Lt. 0.031 4 0.124 0 0.0100 0.0208 1.322 2.000 1,51296 00833 4.00481 350 Baak/Lt. 0 4 0 0 Ahead/F 0.124 0.0100 2.000 2 0,t24 0.491 0.166 4A90 1.965 Weir Flo 130 DIA 2.000 0.006 0,90 00054 Back/Lt. 0.000RI 0.004 0.35 00014 Back/Lt. 0.007 4 0.028 0 0.0100 0.0208 0.757 2.000 2,64201 0AS33 4.00481 3.50 Back/Lt, 0 4 0 0 Ahead/F 0.028 0,0100 2.000 2 0.028 0.182 0366 4.181 0.729 Weir Flo 132 DIA 2.000 Q040 090 0.036 Back/Lt. 0.000RI 0.030 0.35 OM05 Back/Lt. 0.047 4 0.188 0 0.0100 0.0208 1.545 2.000 1.2945 0.0833 4.00481 3.50 Back/Lt. 0 4 0 0 Ahcad/F 0.188 0.0100 2.000 2 0.188 0647 OA66 4.647 2.594 Weir Flo 208 DI-3C 6.000 0.200 090 0,18 j Back/Lt. 0.000RIGITI 0.050 0.35 0.0175 Beak/Lt. OA98 4 0.792 0 0.0300 0.0200 2.639 2.000 0.75786 0.0833 4.165 3.52 Back/Lt. 0 4 0 0 Ahcad/F 0.792 0.0300 6 0.792 1.304 0.160 0.333 0.48048 3.304 5.432 WeirFlo 210 DI-311 4.000 0030 0.90 0,027 Back/Lt. 0.000RIGHq 0.010 0.35 0.0035 Back/Lt. 0.031 4 0.124 0 0.0020 0,0208 1.787 2.000 1.11919 0.0833 4,00481 3.50 Back/Lt. 0 4 0 0 Ahead/F 0.124 0.0020. 4 0.124 0.442 0,166 0.333 0.498498 2.442 1.772 WeirFlo 212 DI$13 8.000 0.210 0,90 0.189 0.000RIGH1 0,080 035 0.028 0.217 4 0.868 0,079 0.947 0.0600 0.0200 2.101 2.000 0.95193 0.0833 4. 165 1.000 3.52 0.1466 0.1666 9.182 8.000 0.871 0.975 0.923 0,024 2.023 214 DI-3B 6.000 0.200 0.90 0.18 ORIGIIT 0.080 035 0.028 0208 4 0.832 0 0.832 0-0500 0.0200 1.995 2.000 1.00251 0.0833 4-165 1.000 3.52 0.1466 0.1666 8.233 6,000 0.729 0.904 0.753 OD79 1.995 216 DI-3B 8.000 0.190 0.90 0.171 U'RIGH 1 0.030 035 0-0105 0.182 4 0.728 0.141 0.869 0.0500 0.0200 2.117 2.000 0.94473 0.0833 4.165 1.000 3.52 0.1466 0.1666 8.386 8.000 0.954 0.996 0.866 0.003 2.027 218 DI-3B 6.000 0.060 0.90 0.054 ORIGHT 0.020 0.35 0.007 0061 4 0.244 0.015 0.259 0.0400 0.0200 1.344 2.000 1.4881 0.0833 4.165 1.000 3.52 0.1466 0.1666 4.717 6.000 1.272 1.000 0.259 0.000 1.343 220 DI-313 4.000 0.070 0.90 0063 ARIGHT 0.010 0.35 ODOM 0.067 4 0.268 0.025 0.293 0,0400 0.0200 1.407 2.000 1.42146 0.0833 4.165 1.000 3.52 0.1466 0.1666 4.968 4000 0.805 0.947 0.278 0.015 1.407 222 DI-1 1,250 0070 0.90 0.063 Back/Lt. 0.000RI 0.080 0.35 0.028 Back/Lt. 0.091 4 0.364 0 0.0211 0.0500 1.721 2.000 1,16212 0.0833 1.666 280 Back/Lt. 0 4 0 0 Ahead5 0.364 0.0211 1.250 1.25 0.364 1.875 0.400 5A24 3.124 Weir Flo 223B DI-3B 4.000 0.060 0.90 0.054 ARIGHT 0.010 035 0.0035 0.058 4 0.232 0.101 0.333 0.0400 0.0208 1.476 2.000 1.35501 0.0833 400481 1000 3.50 0.1458 0.1666 5242 4.000 0.763 0.925 0.308 0.025 1.476 224 DI-3B 6.000 0. 190 0.90 0.171 0.000RICHI 0.050 035 0.0175 o 189 4 0.756 0.357 1,113 0.0300 0.0200 3.757 2.000 0.53234 0.0833 4.165 o962 3.52 0.1466 0.1611 9.147 6.000 0.736 0.909 1.012 0.101 2.421 226 DI-36 6.000 0.240 0.90 0.216 O'RIGHT 0140 0.35 0.049 0.265 4 1.06 0.731 1.791 0.0300 0.0400 3.828 2.000 0.52247 0.0833 2.0825 0.916 104 0.1266 0.1560 10.139 6.000 0.592 0.801 1.434 0.357 2.877 228 DIA 2.500 1.020 0.73 0.7446 0.000RIGHT 0745 4 2.98 0 2.980 0.0300 0.0200 Z238 2.000 0.27632 0.0833 4.165 0737 352 0.1466 O.1281 14.132 2.500 0.177 0.755 2.249 0.731 3.256 230 DI-3B 2.000 0.140 090 0.126 0.000RI 0040 (135 0.014 0.14 4 0.56 0 0.560 0.0100 0.0208 3.254 2.000 0.61463 0.0833 4.00481 0.981 3.50 0.1458 0.1639 4.345 2.000 0.460 0.983 0.551 0.009 2.312 234 D43B 8.000 0.570 090 0.513 Back/Lt. 0.000RICAI 0.120 0.35 0.042 Back/Lt. 0.555 4 2.22 0.003 0.0200 0.0250 6.072 2.000 0.32938 0.0833 3.332 3.40 Back/Lt. 0 4 0 0 Ahead5 2.223 0.0200 8 2.223 2.287 0.200 0.333 0.600601 4.287 7.624 Wefr Flo 236 DIA 1.000 0.002 090 ODOM Back/Lt. 0.000RIGUI 0.008 0,35 00028 Back/Lt. OD05 4 002 0 Back/Lt. 0 4 0 0 Ahead/F 0.020 0.001 1.000 1 0.020 0.315 T > 8.0 0 238 DIA 1 1.000 1 1 0010 1 ago 1 0.009 1 1 1 1 1 1 1 1 1 1 1 1 1 lBackILI. 0.000RIGUI 0.030 0.35 0.0105 Back/Lt. 0.02 4 0.08 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.080 0.001 1.000 1 r 0080 0.793 T>8.0It LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: Southwood 9-11 LOCATION: Albemarle County COUNTY: Charlottesville Designed by: CG Checked by: MD UNITS ENGLISH PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA INLET TIME Minutes (7) RAIN FALL In/Br (8) RUNOFF INVERT ELEVATION LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia Or Sp -/Rise) In. (14) SHAPE Number of Pipes Capacity CFS (15) Friction Slope Ft Tt. NORMAL FLOW FLOW TIME INCRE- Accumu MINT -LATED REMARKS Minutes Minutes (17) (17) (18) INCRE-ACCUM MENT (5) ELATED (6) Lateral CFS Total CFS (9) UPPER END (10) LOWER END (11) Depthof Flow, du Ft. Areaof Flow, An SgFt Hm Ft. Vu Ft/Sec (16) En Ft. REFERENCE (1) STA. REFERENCE (2) STA. 101 102 100 0.00 0.00 0.00 5.69 6.54 0.00 14.77 426.08 426.01 12.70 0.00551 24 Circular 1 18.19 0.00380 1.37 2.29 0.59 6.45 2.01 0.03 5.73 103 104 102 0.00 0.00 0.00 5.71 6.33 0.00 14.77 426.31 426.18 25.72 0.00505 24 Circular 1 17.42 0.00380 1.41 2.37 0.59 6.22 2.02 0.07 5.78 105 108 104 0.00 0.00 0.00 5.02 6.54 1 0.00 14.77 427.69 426.41 256.91 0.004981 24 Circular I 1 17.30 0.00380 1.42 2.39 0.60 6.18 2.02 0.69 5.71 109 SWMA_OU 108 0.00 0.00 0.00 5.00 0.00 14.77 430.65 427.79 26.17 10.10929 24 Circular 1 81.02 0.00380 0.58 0.75 0.33 19.61 6.55 0.02 5.02 111 112 SWMA_IN 0.00 0.00 0.98 7.11 5.92 0.00 16.23 435.87 435.25 30.84 0.02010 21 Circular 1 24.34 0.00930 1.05 1.50 0.49 10.83 2.87 0.05 7.15 113 114 112 0.15 0.83 0.12 0.98 7.06 5.94 0.00 16.23 436.96 436.07 48TI 0.01850 21 Circular 1 23.35 0.00930 1.07 1.55 0.49 10.49 2.78 0.08 7.13 115 116 114 0.34 0.77 0.26 0.86 6.92 5.97 0.00 15.49 438.26 437.06 80.09 0.01498 21 Circular 1 21.01 0.00850 1.12 1.62 0.50 9.55 2.54 0.14 7.06 117 118 116 0.63 0.81 0.51 0.60 6.77 6.01 0.00 13.93 440.15 438.36 89.65 0.01997 18 Circular 1 16.08 0.01560 1.08 1.36 0.45 10.24 2.71 0.15 6.92 121 122 SWMA_IN 0.42 0.80 0.33 0.33 5.00 6.54 0.00 2.19 438.00 437.72 5.58 0.05018 12 Circular 1 8.65 0.00340 0.34 0.24 0.19 9.18 1.65 0.01 5.01 123 124 118 0.00 0.00 0.00 5.04 6.53 0.00 10.97 443.42 440.25 90.46 0.03504 15 Circular I 13.10 0.02560 0.88 0.92 0.37 11.95 3.09 0.13 5.17 125 EX 1 124 0.00 0.00 0.00 5.00 0.00 0.00 10.97 448.80 446.47 38.91 0.05988 15 Circular 17.13 0.02560 0.73 0.74 0.34 14.81 4.13 0.04 5.04 127 128 118 0.04 0.78 0.03 0.09 6.53 6.08 0.00 0.54 441.73 441.54 38.12 0.00498 12 Circular 1 2.72 0.00020 0.30 0.20 0.17 2.70 0.42 0.24 6.77 129 130 128 0.01 0.70 0.01 0.05 5.98 6.24 0.00 0.35 442.22 441.83 78.93 0.00494 12 Circular 1 2.71 0.00010 0.24 0.15 0.14 2.39 0.33 0.55 6.53 131 132 130 0.07 0.67 0.05 0.05 5.00 6.54 0.00 0.31 446.75 444.94 180.82 0.01001 8 Circular 1 1.31 0.00060 0.22 0.10 0.12 3.07 0.37 0.98 5.98 201 202 200 0.00 0.00 0.00 5.19 6.48 0.00 14.08 445.00 444.77 18.26 0.01260 30 Circular 1 49.88 0.00100 0.91 1.61 0.50 8.74 2.09 0.04 5.23 203 203A 202 0.00 0.00 0.00 5.05 6.52 0.00 14.08 445.58 445.10 48.15 0.00997 30 Circular 1 44.37 0.00100 0.97 1.76 0.52 8.02 1.97 0.10 5.15 203B 204 203A 0.00 0.00 0.00 5.02 5.04 0.00 14.08 445.86 445.69 16.72 0.01017 30 Circular 1 44.91 0.00100 0.96 1.74 0.52 8.08 1.98 0.03 5.05 205 SWMB_OU 204 0.00 0.00 0.00 5.00 0.00 14.08 446.00 445.96 738 0.00542 24 Circular 1 18.04 0.00340 1.33 2.22 0.58 6.35 1.96 0.02 5.02 206A 206B SWMB_IN 1 0.00 0.00 2.45 5.62 6.35 0.00 15.63 449.59 449.00 5.86 0.10068 15 Circular 1 2221 0.05210 0.77 0.80 0.35 19.60 6.74 0.01 5.63 207 208 206E 0.25 0.79 0.20 0.84 5.52 6.37 0.00 5.39 454.86 454.00 42.95 0.02002 15 Circular 1 9.90 0.00620 0.66 0.65 0.32 8.24 1.71 0.09 5.61 209 210 208 0.04 0.78 0.03 0.64 5.41 6.41 0.00 4.13 455.84 454.96 50.50 0.01743 15 Circular 1 924 0.00360 0.59 0.56 0.30 7.32 1.42 1 0.12 1 5.53 211 212 210 0.29 0.75 0.22 0.43 5.25 6.46 0.00 2.76 457.10 455.94 66.49 0.01745 15 Circular 1 924 0.00160 0.47 0.42 0.26 6.58 1.14 0.17 5.42 213 214 212 0.28 0.74 0.21 0.21 5.00 6.54 0.00 1.36 466.70 460.58 122.40 1 O.050001 12 Circular 1 8.63 0.00130 0.27 0.17 0.16 8.02 1.27 0.25 5.25 215 216 210 0.22 0.83 0.18 0.18 5.00 6.54 0.00 1.19 456.89 456.00 42-01 0.02119 12 Circular 1 5.62 0.00100 0.31 0.21 0.18 5.68 0.81 0.12 5.12 217 218 206B 0.08 0.76 0.06 1.62 5.56 6.36 0.00 10.56 455.83 453.34 49.77 0.05003 15 Circular 1 15.65 0.02380 0.75 0.77 0.35 13.69 3.66 0.06 5.62 219 1220 218 0.08 0.84 0.07 1.56 5.48 6.54 0.00 10.17 458.83 455.93 64.36 0.04506 15 Circular 1 14.86 0.02210 0.76 0.78 0.35 13.04 3.40 0.08 5.56 221 222 220 0.15 0.61 0.09 0.09 5.00 6.54 0.00 0.60 460.79 458.93 62.12 0.02994 12 Circular 1 6.68 0.00020 020 0.11 0.12 5.26 0.63 0.20 5.20 223A 223B 220 0.07 0.83 0.06 1.40 5.30 6A5 0.00 9.10 463.94 461.71 111.42 0.02001 15 Circular 1 9.90 0.01770 0.94 0.99 0.38 9.15 2.25 0.20 5.50 223C 224 1223B 0.24 0.79 0.19 1.20 5.22 6.47 0.00 7.82 46L88 464.04 41.88 0.02006 15 Circular 1 9.91 0.01300 0.84 1 0.87 0.37 8.95 2.08 0.08 5.30 225 226 224 0.38 0.70 0.27 1.01 5.08 6.52 0.00 6.60 466.50 464.98 75.93 0.02002 15 Circular 1 9.90 0.00930 0.75 0.76 0.35 8.64 1.91 0.15 5.23 227 228 226 1.02 0.73 0.75 0.75 5.00 6.54 0.00 4.87 467.32 466.60 41.06 0-01754 15 Circular 1 927 0.00510 0.64 0.64 0.32 7.65 1.55 0.09 5.09 229 230 223B 0.18 0.78 0.14 0.14 5.00 6.54 0.00 0.92 465.18 464.04 37.97 0.03002 12 Circular 1 6.69 0.00060 025 0.15 0.15 5.97 0.80 0.11 5.11 233 234 SWMB_IN 0.69 0.80 0.56 0.56 5.00 6.54 0.00 3.63 447.38 447.00 75.81 0.00501 15 Circular 1 4.95 0.00280 0.80 0.82 0.36 4.41 1.10 0.29 5.29 235 236 SWMB_IN 0.01 0.50 0.01 0.06 5.28 6.45 0.00 0.40 449.24 448.98 12-90 0.02016 8 Circular 1 186 0.00100 0.21 0.09 0.12 4.24 0.49 0.05 5.33 237 238 236 0.04 0.50 0.02 0.06 5.22 6.47 0.00 0.37 449.62 449.34 14.04 0.01994 8 Circular 1 1.85 0.00080 020 0.09 0.11 4.13 0.47 0.06 5.28 239 240 238 0.07 0.51 0.04 0.04 5.00 6.54 0.00 0.24 451.89 449.72 6028 0.03600 8 Circular 1 2.48 0.00030 0.14 0.05 0.08 4.49 0.45 0.22 5.22 LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Checked: MD INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PPE DEPTH OF FLOW OUTFLOW PPE OUTLET WATER SURFACE ELEV. DA. PIPE Do (In/mm) DESIGN DISCH. Oo (CFS/CMS) LENGTH PIPE Lo (FVM) FRICTION SLOPE, Sfo (FT/FT) (MM) FRICTION Hf LOSSTV(F (Ft/M) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (FVM) Inlet Shaping? YIN 0.5 Ht (FVM) FINAL H (FVM) Inlet Water Surface Elevation Top of MH Top of Inlet Bev. APPROX. Adjustment? Vi Vi'2/2g Hi(EKpn) 0.35TMX. (VD/2g) SKEW Angle K Bend H (RIM) Sum HL (FV" (1) (2) (3) (4) (6) (6) (7) (8) (9) (10) (11) (12) (13) (14) (16) (16) (16) (17) (18) (19) SWMA IN I I I 1 1 441.690 112 435.250 1.75 441.690 21 16.231 30.84 0.00935 0.288 10.833 0.456 10.487 1.708 0.598 0.0 0.00 0.000 1.053 0.000 1.053 YES 0.527 0.815 442.505 445.710 0. K. 114 436.070 1.75 442.506 21 16.230 48.11 0.00936 0.450 10.487 0.427 9.553 1.417 0.496 0.0 0.00 0.000 0.923 0.737 0.923 YES 0.461 0.911 443.416 447.160 0. K. 116 437.060 1.75 443.416 21 15.494 80.09 0.00852 0.682 9.553 0.354 10.244 1.629 0.570 0.0 0.00 0.000 0.925 1.565 0.925 YES 0.462 1.144 444.560 447.700 O.K. 118 438.360 1.50 444.560 18 13.929 89.65 0.01566 1.404 10.244 1 0.407 11.954 2.219 0.777 0.0 0.00 0.000 1.184 3.079 1.539 YES 0.770 2.174 446.734 448.630 O.K. 124 440.250 1 125 1 446.734 15 1 10.970 90.46 0.02569 2.324 11.954 0.555 14.806 3.404 1.191 0.0 0.00 0.000 1.746 0.000 1.746 YES 0.873 3.197 449. 931 456.010 0. K._ EX1 446.470 1.25 449.931 15 10.970 38.91 1 0.02669 0.999 14.806 0.851 0.000 0.000 0.000 0.0 0.00 0.000 1 0.851 1 0.000 0.851 YES 0.426 1.425 1 451.356 456.640 1 0. K. 122 437.720 1.00 441.690 12 2.185 5.58 0.00335 0.019 9.179 0.327 0.000 0.000 0.000 0.0 0.00 0.000 0.327 2.185 0.425 YES 0213 0.231 441.921 442.370 0. K. 128 441.540 1.00 446.734 12 0.539 38.12 0.00020 0.008 2.702 0.028 2.385 0.088 0.031 0.0 0.00 0.000 0.059 0.188 0.077 YES 0.039 0.046 446.780 448.200 0. K. 130 441.830 1.00 446.780 12 0.351 78.93 0.00009 0.007 2.385 0.022 3.069 0.146 0.051 0.0 0.00 0.000 0.073 0.044 0.073 YES 0.037 0.043 446. 824 448.900 O.K. 132 444.940 0.67 446.824 8 0.307 180.82 0.00057 0.104 3.069 0.037 0.000 0.000 0.000 0.0 0.00 0.000 0.037 0.307 0.048 YES 0.024 0.128 446.969 450. 660 O.K. LD347 PROJECT: Southwood 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Checked: MD INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DA. PIPE Do (In/mm) DESIGN DISCH. Oo (CFS/CMS) LENGTH PPE Lo (RIA FRICTION SLOPE, Sfo (FT/FT) (MIA FRICTION LOSS Hf (Ft(" JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (FVM) Inlet Shaping? Y/N 0.5 Ht (FtIK FINAL H (FUN1) Inlet Water Surface Bevation Top of M-1 Top of Inlet Bev. APPROX. Adjustment? Vo CDntr. Ho (FVTtI) Vi Vi'2/2g._ Hi (EKpn) 0.35TMX. (vi2/2g) SKEW Angle K Bend H (Ft/M) Sum HL (FVM) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) 100 1 1 1 1 1 1 1 1 1 427.850 102 426.010 2.00 427.850 24 14.770 12.70 0.00380 0.048 6.450 0.162 6.221 0.601 0.210 0.0 0.00 0.000 0.372 0.000 0.372 YES 0.186 0.234 428.084 429.710 0. K. 104 426.180 2.00 428.084 24 14.770 25.72 0.00380 0.098 6.221 0.150 6.1a4 0.594 0.208 0.0 0.00 0.000 0.358 0.000 0.358 YES 0.179 0.277 428.361 431.570 0. K. 108 426.410 2.00 428.361 24 14.770 256.91 0.00380 0.975 6.184 0.148 19.612 5.973 2.090 0.0 0.00 0.000 2.239 0.000 2.239 YES 1.119 2.095 430.456 432.410 0. K. ;WMA-OU 427.790 2.00 430.456 24 14.770 26.17 0.00380 0.099 19.612 1.493 0.000 0.000 0.000 0.0 0.00 0.000 1.493 0.000 1.493 YES 0.747 0.846 431.302 O.K. t yan D. Cichocki Lie. No. 53741 M E O O U N � N C > E w a E i < LU N v UM Q O 3 C)LL - w < W L M �� U00 Z N - o O rn C9 to zNOf F? U ?i O to Q (n U-) S ry Z 2 2 = U Q O ~ C M (n °N > 00 wM LU UU 00 cDH > O 2atl O d ti 0 Q. 0. 2 F > ILI p O O LU Q ry\\ Q \ Z O (n DATE j 111812021 O DRAWN BY C. GAYNER • DESIGNED BY • C. GAYNER • CHECKED BY B. CICHOCKI • • SCALE N/A • 1� 06 0 T\ V , U) Z w/ U _o Ii 0 � < J ED W J L7a U ' W m ,--q a U LL I, O U..� � J U) • z Z 0 O U 06 ^2 ^w 1 . LL 0 0 0 0 T� i 0 U) JOB NO. 47036 SHEET NO. C6.4 L TH of � f� ryan D. Cichoclri LD347 PROJECT: Southwood 9-11 DESIGNED BY: CG U Lie. No. 53741 HYDRAULIC GRADE LINE ANALYSIS Checked: MD INCIDENCE PROBABILITY 10 Year � Cs� SSIONAL 36 M E 0 0 U N N 0 > E w a E y w v 3 Q LL o 3 p LL - w0 `mom o' W L M <_j U00 z w -u O rn (n Lu � a a zF? V 30�Q w a C M y O � h S O N z 2 2 = U Q M z z ~ 0 U• (n °no > 00 wM Lu UU - CD H > j 00 2 O Q- O O M F p O NO Q ry\\ U iN z O (n DATE 111812021 O } DRAWN BY C. GAYNER • DESIGNED BY LD347 PROJECT: Southwood 9-11 DESIGNED BY: CG • C. GAYNER HYDRAULIC GRADE LINE ANALYSIS Checked: MD • CHECKED BY INCIDENCE PROBABILITY 10 Year B. CICHOCKI • • SCALE N/A • 06 0 0 V / '^ Z w/ U o Ii � 0 < J w J a U w Q �U rl a LL o w Lu J z Z Q � - 0 U 06 ^2 w I. 0- 0 0 0 0 2 �0 V/ JOB NO. 47036 SHEET NO. C6.5 INVERT DEPTH OUTLET DIA. DESIGN LENGTH NLET OR JUNCTION STA. EL. OUTFLOW f9FE OF FLOW OUTFLOW PPE WATER SURFACE ELEV. PIPE Do (In/mm) DISCH. Do (CFS/CMS) PIPE Lo (FtMt) FRICTION SLOPE, Sfo (FT/FT) (MMQ FRICTION LOSS Hf (FVM) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (FVM) filet Shaping? YIN 0.5 H[ (FVM) FlNAL H (FUA� filet Wafer Surface Elevation Top of Mi Top of filet Bev. APPROX. Adjustment? Vo Contr. Ho (FUM) Vi Vi'212g Hi (Expo) 0.35'M4X. (V i?!2g) SKEW Angle K Bend H (FUM) Sum HL (FVM) i1) i2) i3) i4) �5) �6) i7) iB) (9) (1D) �1U (12) (13) (14) (15) (16) (16) (17) (18) (19) S W M B_I N 451.450 206B 449.000 1.25 451.450 15 15.628 5.86 0.05213 0.305 19.600 1.491 13.691 2.911 1.019 0.0 0.00 0.000 2.510 0.000 2.510 YES 1.255 1.561 453.011 460.130 O.K. 218 453.340 1.25 454.340 15 10.561 49.77 0.02381 1.185 13.691 0.728 13.035 2.638 0.923 0.0 0.00 0.000 1.651 0.388 1.651 YES 0.826 2.010 456.582 463.160 O.K. 220 455.930 1.25 456.930 15 10.173 64.36 0.02209 1.422 13.035 0.660 9.152 1.301 0.455 0.0 0.00 0.000 1.115 0.438 1.115 YES 0.557 1.979 459.589 466.220 O.K. 223B 461.710 1.25 462.710 15 9.100 111.42 0.01768 1.969 9.152 0.325 8.952 1.244 0.436 0.0 0.00 0.000 0.761 0.374 0.761 YES 0.380 2.350 465.060 471.530 O.K. 224 464.040 1.25 465.060 15 7.824 41.88 0.01307 0.547 8.952 0.311 8.638 1.159 0.406 0.0 0.00 0.000 0.717 1.223 0.717 YES 0.358 0.906 465.965 472.400 O.K. 226 464.980 1.25 465.980 15 6.601 75.93 0.00930 0.706 8.638 0.290 7.647 0.908 0.318 0.0 0.00 0.000 0.607 1.727 0.790 YES 0.395 1.101 467.246 474.300 O.K. 228 466.600 1.25 467.600 15 4.874 41.06 0.00507 0.208 7.647 0.227 0.000 0.000 0.000 0.0 0.00 0.000 0.227 4.874 0.295 YES 0.148 0.356 467.964 474.990 O.K. 236 448.980 0.67 451.450 8 0.397 12.90 0.00096 0.012 4.241 0.070 4.127 0.264 0.093 0.0 0.00 0.000 0.162 0.032 0.162 YES 0.081 0.094 451.544 453.640 O.K. 238 449.340 0.67 451.544 8 0.365 14.04 0.00081 0.011 4.127 0.066 4.493 0.313 0.110 0.0 0.00 0.000 0.176 0.129 0.229 YES 0.114 0.126 451.669 453.700 O.K. 240 449.720 0.67 451.669 8 0.236 60.28 0.00034 0.020 4.493 0.078 0.000 0.000 0.000 0.0 0.00 0.000 0.078 0.236 0.102 YES 0.051 0.071 452.029 456.000 O.K. 234 447.000 1.25 451.450 15 3.631 75.81 0.00281 0.213 4.410 0.075 0.000 0.000 0.000 0.0 0.00 0.000 0.075 3.631 0.098 YES 0.049 0.262 451.712 451.760 O.K. 208 454.000 1.25 455.000 15 5.390 42.95 0.00620 0.266 8.241 0.264 7.318 0.832 0.291 0.0 0.00 0.000 0.555 1.262 0.721 YES 0.361 0.627 455.627 462.040 O.K. 210 454.960 1.25 455.960 15 4.128 50.50 0.00364 0.184 7.318 0.208 6.578 0.672 0.235 0.0 0.00 0.000 0.443 0.199 0.443 YES 0.222 0.405 456.425 462.710 O.K. 212 455.940 1.25 456.940 15 2.763 66.49 0.00163 0.108 6.578 0.168 8.021 0.999 0.350 0.0 0.00 0.000 0.518 1.402 0.673 YES 0.336 0.445 457.568 465.260 O.K. 214 460.580 1.00 461.380 12 1.361 122.40 0.00130 0.159 8.021 0.250 0.000 0.000 0.000 0.0 0.00 0.000 0.250 1.361 0.325 YES 0.162 0.321 466.968 472.650 O.K. 222 458.930 1.00 459.730 12 0.595 62.12 0.00025 0.015 5.261 0.107 0.000 0.000 0.000 0.0 0.00 0.000 0.107 0.595 0.140 YES 0.070 0.085 460.992 469.270 O.K. 230 464.040 1.00 465.060 12 0.916 37.97 0.00059 0.022 5.969 0.138 0.000 0.000 0.000 0.0 0.00 0.000 0.138 0.916 0.180 YES 0.090 0.112 465.430 472.060 O.K. 216 456.000 1.00 456.800 12 1.191 42.01 0.00100 0.042 5.680 0.125 0.000 0.000 0.000 0.0 0.00 0.000 0.125 1.191 0.163 YES 0.081 0.123 457202 461.130 O.K. NLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. D14. PPE Do (h/mm) DESIGN DISCH. Do (CFS/CMS) LENGTH PPE Lo (FVM) FRICTION SLOPE, Sfo (FT/FT) (NVM) FRICTION LOSS Hf (FUtup JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (Ft/M) filet Shaping? YIN 0.5 Hf (FiMt) FNAL H (FUM) filet Water Surface Elevation Top of Mi Top of filet Bev. APPROX. Adjustment? Vo Contr. Ho (FtM1) Vi Vi'2/2g Hi (Ezpn) 0.35'M4X. (V¢2g) SKEW Angle K Bend H (Ft/b)) Sum HL (FfM1) i1) i2) (3) (4) (5) (6) i7) i6) �9) �10) n 1) (12) (13) (14) (15) (16) (16) (17) �18) i19) 200 446.930 202 444.770 2.50 446.930 30 14.080 18.26 0.00105 0.019 8.735 0.296 8.023 1.000 0.350 0.0 0.00 0.000 0.646 0.000 0.646 YES 0.323 0.342 447272 452.860 O.K. 203A 445.100 2.50 447.272 30 14.080 48.15 0.00105 0.051 8.023 0.250 8.082 1.014 0.355 0.0 0.00 0.000 0.605 0.000 0.605 YES 0.302 0.353 447.625 454.170 O.K. 204 445.690 2.50 447.690 30 14.080 16.72 0.00105 0.018 8.082 0.254 6.352 0.627 0219 0.0 0.00 0.000 0.473 0.000 0.473 NO 0.473 0.490 448.180 456.800 O.K. L PROJECT INFORMATION ENGINEERED JIM CLARK PRODUCT 24D-463-0124 MANAGER: JAMES.CLARK@ADS-PIPE.COM MICHAEL GREEN ADS SALES REP: 304-240-0082 MICHAEL.GREEN@ADS-PIPE.COM PROJECT NO: S244525 Advanced Drainage Systems, Inc. SOUTHWOOD BLOCKS 9-11 CHARLOTTESVILLE, VA MC-7200 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MC-7200. 2. CHAMBERS SHALL BE ARCH -SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT -MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60X101. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS THE STRUCTURAL BACKFILL AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG -DURATION DEAD LOADS AND 2) SHORT -DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<l MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75 YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 5W LBS/IN/IN. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73" F /23" C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 76-YEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. 26 STORMTECH MC-7200 CHAMBERS 12 STORMTECH MC-7200 END CAPS 12 STONE ABOVE (in) 33 STONE BELOW (in) - 40 %STONE VOID 11,548 INSTALLED SYSTEM VOLUME (CF) (PERIMETER Sl 2434 SYSTEM AREA 225 SYSTEM PERIMETER(ft) )NCEPTUAL ELEVATIONS - SWM A 448.00 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMEN' 443.50 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TR 443.00 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAF 443,00 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE 443.00 MINIMUM ALLOWABLE GRADE(TOP OF RIGID PAVI 442.00 TOP OF STONE 441.00 _ TOP OF MC-7200 CHAMBER 438.45 18" TOP MANIFOLD INVERT 437.92 24"TOP MANIFOLD INVERT 436.19 N ISOLATOR ROW PLUS CONNECTION INVERT 436.19 24' BOTTOM CONNECTION INVERT 436.00 BOTTOM OF MC-7200 CHAMBER 433.25 UNDERDRAIN INVERT w SiteASSIST' a D FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE a INSTALLATION APP IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-7200 CHAMBER SYSTEM 1. STORMTECH MC-7200 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURERS REPRESENTATIVE HAS COMPLETED A PRE -CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-72DO CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. • BACKFILL FROM OUTSIDE THE EXCAVATION USING ALONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM - 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9. STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVER DIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS. 10. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 11. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 12. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH MG-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-72DO CONSTRUCTION GUIDE". 2. THE USE OF EQUIPMENT OVER MG-7200 CHAMBERS IS LIMITED: • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE STORMTECH MC-7200 CONSTRUCTION GUIDE". • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-7200 CONSTRUCTION GUIDE'. 3. FULL 36" (900 mm)OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892.2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. NOTES I MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 8.32 FOR MANIFOLD SIZING GUIDANCE. I • E ADAPTADDITIONALIP AN DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS IT MAY BE NECESSARY TO CUT AND COUPLE PIPE TO STANDARD o ` MANIFOLD COMPONENTS IN THE FIELD. • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. Y • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE -SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR w 0 i DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS Q _113 I INFORMATION IS PROVIDED. J j W • THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE SLOPE AND CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON THE SLOPE'S INTEGRITY. Do W U • TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND O INSTALLED BY A QUALIFIED CONTRACTOR. OO 0 N • NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT 8 THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. N ; 3 E! _ = o N I I w 18- PARTIAL CUT END CAP, PART# MC72001EPP18T OR MG72DOIEPP18TW TYP OF ALL MC-720018"TOP CONNECTIONS 18" X 18" ADS N-12 TOP MANIFOLD INVERT 29.36" ABOVE CHAMBER BASE (SEE NOTES) PROPOSED STRUCTURE -� W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 2.7 CFS (DESIGN BY ENGINEER I PROVIDED BY OTHERS) 10.97 - T� 5.991 i13.18' 25.91' 18.85' - T I TI m_ I I Fi I I L I I INSPECTION PORT J ISOLATOR ROW PLUS (SEE DETAIL) INSTALL FLAMP ON 24" ACCESS PIPE PART# MC720024RAMP (TYP 2 PLACES) 45.02' 56.06'I WADS N-12 DUAL WALL PERFORATED HOPE UNDERDRAIN 4 (SIZE TBD BY ENGINEER I SOLID OUTSIDE PERIMETER STONE) OUTLET STRUCTURE PER PLAN MAXIMUM OUTLET FLOW 14 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 24' ADS N-12 BOTTOM CONNECTION INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) PLACE MINIMUM 17.6 OF ADSPLUS176 WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 24" X 24" ADS N-12 TOP MANIFOLD INVERT 23.05" ABOVE CHAMBER BASE (SEE NOTES) rn 6 24" PARTIAL CUT END CAP, N PART# MC72001EPP24T OR MC72001EPP24TW TYP OF ALL MC-7200 24" TOP CONNECTIONS 24" PARTIAL CUT END CARPART# MC72001EPP24B OR MC72001EPP24BW TYP OF ALL MC-7200 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS STRUCTURE PER PLAN W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 28.5 CFS (DESIGN BY ENGINEER I PROVIDED BY OTHERS) THERMOPLASTIC LINER (30 mm) (SEE TECHNICAL NOTE 6.50 / PROVIDED BY OTHERS I DESIGN BY OTHERS) 0 °a Po F 4 ® € s 0 WN ` N ° rc 8B m o 0 a`) E N m $ 5 U) U 8 p >N 2a M ff $g §F z a 0 Ed zQ �K r- g o6 OJ �� g� m Ho 3 SHEET 1 ^ 1 OF SOUTHWOOD BLOCKS 9-11 CHARLOTTESVILLE, VA MC-3500 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MC-3500. 2. CHAMBERS SHALL BE ARCH -SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT -MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a. "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45X76 DESIGNATION SS. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG4)URATION DEAD LOADS AND 2) SHORT -DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, 'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<l MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75•YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 460 LBS/I WIN. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73" F / 23- C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.85 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9wl CERTIFIED MANUFACTURING FACILITY. 40 %STONE VOID 22,288 INSTALLED SYSTEM VOLUME (CF) (PERIMETER Sl ABOVE ELEVATION 446.00 6,465 SYSTEM AREA(ft-) 430 SYSTEM PERIMETER 00 PROPOSED ELEVATIONS - SWM B 458.75 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMEN' 452.75 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TR 452.25 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAF 452.25 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE 452.25 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVI 451.75 TOP OF STONE 450.75 TOP OF MC-3500 CHAMBER 448.67 18" TOP MANIFOLD INVERT 447.17 24" ISOLATOR ROW PLUS CONNECTION INVERT 447.15 18" BOTTOM MANIFOLD INVERT 447.DO BOTTOM OF MC-3600 CHAMBER 446.00 UNDERDRAIN INVERT 18" PARTIAL CUT END CAP, PART# MC35001EPP18TC OR MC35001EPPISTW N TYP OF ALL MC-3600 18" TOP CONNECTIONS N N 18" X 18" ADS N-12 TOP MANIFOLD INVERT 20.03" ABOVE CHAMBER BASE (SEE NOTES) PROPOSED STRUCTURE - W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 11 CFS p (DESIGN BY ENGINEER I PROVIDED BY OTHERS) SiteASSIST' a D FOR STORMTECH INSTRUCTIONS, IFF DOWNLOAD THE ❑ INSTALLATION APP IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM 1. STORMTECH MC-35DO CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE -CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MG-4500 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. • BACKFILL FROM OUTSIDE THE EXCAVATION USING ALONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM -6" (150 Tim) SPACING BETWEEN THE CHAMBER ROWS. 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (3DO mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 11. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-0500 CONSTRUCTION GUIDE". 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • NO RUBBER TIRED LOADER DUMP TRUCK OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE 'STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3. FULL 36" (900 min) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. NOTES MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 8.32 FOR MANIFOLD SIZING GUIDANCE. � • DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL OI PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. Co THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE -SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS 0 RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY O BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. J • THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE SLOPE AND CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON m THE SLOPE'S INTEGRITY. O H O I150.70' - 139.94' - 132.58' 125,60' PLACE MINIMUM 17.5' OF ADSPLUS175 WOVEN INSPECTION PORT GEOTEXTILE OVER BEDDING STONE AND ISOLATOR UNDERNEATH CHAMBER FEET FOR SCOUR ROW PLUS PROTECTION AT ALL CHAMBER INLET ROWS (SEE DETAIL) S" ADS N-12 DUAL WALL PERFORATED HOPE UNDERDF -- (SIZE ISO BY ENGINEER I SOLID w OUTSIDE PERIMETER STONE) 'O T`-� T m m w m m L L T m 33.05' 21.50' 14.33' 21.50' 21.50' 32.44" 38.82' OUTLET STRUCTURE PER PLAN MAXIMUM OUTLET FLOW 4 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) I - 18" PARTIAL CUT END CAP, PART# MC35001EPP1 BBC OR MC35001EPP18BW TYP OF ALL MC-3500 18" BOTTOM CONNECTIONS 18" X 18" ADS N-12 BOTTOM MANIFOLD C? INVERT 1.77-ABOVE CHAMBER BASE (SEE NOTES) 24" PARTIAL CUT END CAP, PART# MC36001EPP24BC OR MC36001EPP24BW TYP OF ALL MC-3500 24' BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS STRUCTURE PER PLAN WINEIR MAXIMUM INLET FLOW 11 CFS (24" SUMP MIN) INSTALL FLAMP ON 24" ACCESS PIPE PART# MC350024RAMP (TYP 2 PLACES) 18" X 18' ADS N-12 TOP MANIFOLD INVERT 20.03" ABOVE CHAMBER BASE (SEE NOTES) 0 U i w E O E °Z2 d F T 0 1. C) N m w N C) 4 SHEET OF OR APPROVED EQUAL yan D. Cichocld lie. No. 53741 y1o3b m E O O M U N � N C > E w a E I.- w v 3 Q LL 3 p LL O- wO `mom V Imo W J -N N rn O N V (D W Z f - Ir X V) LL _ W N =v>� o N W M a V UJ O J F- Z O a_ D V LU O W W N W (J u u W W 2 Q. a U) (r) d L CL D. F�\ Q IV ti p IN - DATE 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE 1 "= 50 06 O J cn a W U Z J > O LLI CC Z < W Lu Q Q LL �Lu Q 0 O ^ U I..L W 0 0 O z O O U) JOB NO. 47036 SHEET NO. C6.6 L 72"MANHOLE 24" OUTLET PIPE O VARIABLE OUTLE LOCATIONS < W l 30" FRAME & COVER 24" INLET PIPE FIN ARRAY i (TYP 4 PLACES) \ \ INTEGRATED INTERNAL WEIR TYPICAL PLAN VIEW NTS SECTION VIEW A A NTS 124° 24' INLET PIPE i 30" FRAME & COVER WQU4 BARRACUDA S6 UNIT 24' OUTLET PIPE (72" MANHOLE PROVIDED BY BAYSAVER) SITE SPECIFIC PLAN VIEW NTS I BARRACUDAS6 I INTEGRATED INTERNAL WEIR 24" INLET PIPE (24- OUTLET PIPE NOT I SHOWN FOR CLARITY) I 15.43't BOWL FIN ARRAY (TYP 4 PLACES) SECTION VIEW B-B NTS � r Y L O m LU ❑ O OOf O c F � ¢8 O N N = Q mo w O 0 w o a W Z. g E H €E 12' (MIN) la y� `o E $ 114. (43"MIN) a i 3 ° o m !n E 16.59' 8 E [199.11 p JpN m h $F gg0. W 3zV 85" w 0 Q zo b w rg �z J_ U) vx O ~ m Z Z� Bo �w 5 SHEET 1 1 OF ACCEPTABLE FILL MATERIALS: STORMTECH MC-7200 CHAMBER SYSTEMS F Y p (3 AASHTO MATERIAL Y t MATERIAL LOCATION DESCRIPTION COMPACTION /DENSITY REQUIREMENT ui UO CLASSIFICATIONS 3 FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE PREPARE PER S SITE DESIGN ENGINEERS PLANS. PAVED DO y U D TOP OF THE'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIUROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND 0 In PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. R PAVEMENT SUBBASE MAY BE PART OF THE'D' LAYER O O N v� AASHTO M1451 J ?r K n ro a N 8 INITIAL FILL: FILL MATERIAL FOR LAYER'C' STARTS FROM THE GRANULAR WELL -GRADED SOIUAGGREGATE MIXTURES, <35%FINES OR A-1, A-2-4, A-3 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER x x o rn g TOP OF THE EMBEDMENT STONE (B' LAYER) TO 24" (800 mm) PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN F U # o C ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT OR 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR w SUBBASE MAY BE A PART OF THE'C' LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS AASHTO M43' WELL GRADED MATERIAL AND 95%RELATIVE DENSITY FOR a LAYER. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9,10 PROCESSED AGGREGATE MATERIALS. EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS AASHTO M43' B FROM THE FOUNDATION STONE (A' LAYER) TO THE 'C' LAYER CLEAN, CRUSHED, ANGULAR STONE 3 4 NO COMPACTION REQUIRED. ABOVE. a A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE AFLAT SURFACE �s ° B o. SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. 3.4 � � al. PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO, 4 (AASHTO M43) STONE". 3 € 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FORA' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9' 230 mmIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. Q ( )( (MAX)) °g 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR a COMPACTION REQUIREMENTS.- 4. ONCE LAYER'C IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. ° 1 LAYER OF ADS GEOSYNTHETICS NON -WOVEN GEOTEXTILE ON BOTH SIDES OF 1 LAYER OF ADS GEOSYNTHETIGS NON -WOVEN GEOTE)cn E BETWEEN COVER STONE AND C LAYER. THERMOPLASTIC LINER ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS. 5 SEE ADS TECHNICAL NOTE 6.50 FOR NON -WOVEN WEIGHT RECOMMENDATIONS. PAVEMENT LAYER DESIGNED BY SITE DESIGN ENGINEER) ff g z S g i d @ D -TO BOTTOM PAVEMENT — FROM zo' aa Y� HERE PUTTING INSTALLATIONS WHERE PUTTING OCCUR VEHICLES MAY OCCUF, VEHICLES PERIMETER STONE `+ INCREASE covsR TO so-ITso mml. 24" (2.1 m) (SEE NOTE 4) (600 mm) MIN' MAX 12" (300 mm) MIN a a F s - 60" ""THIS CROSS SECTION DETAIL REPRESENTS ® EXCAVATION WALL y i (CAN BE SLOPED OR VERTICAL) ,� I I (1524 mm) MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR k—A = m § m III PROJECT SPECIFIC REQUIREMENTS. •� LI £ In — n g qz DEPTH OF STONE TO BE DETERMINED * �I�III BY SITE DESIGN ENGINEER 9" (230 mm) MINI0 m V ) N E a Eo W '- 112"(300 mm)MIN 100" (2540 mm) 12" (300 mm) MIN SFr m >? MC-7200 m) MIN SUBGRADE SOILS (P30 rn U END CAP (SEE NOTE 3) OVERLAP ON TOP SEVERAL INCHES o w TO ANCHOR (PER p — _ MANUFACTURER'S ��•� _ I RECOMMENDATIONS) Z a b III; 2p FIR EARTH NOTE : GEOTEXTILE S ~ a °F W NON -WOVEN o 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION 60x101 ANGULAR GEOTEXTILE �_5 s STONE 2. MC-7200 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". THERMOPLASTIC o 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION LINER' FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. THERMOPLASTIC LINER DETAIL E 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. Vo 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3'. • F TO ENSURE THE INTEGRITY O THE ARCH SHAPE DURING INSTALLATION a THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBSBN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F l23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 7 SHEET ^ 1 OF ae 18" O 30" FRAME & COVER ASPHALT INSTALLATION INTEGRATED INTERNAL WEIR a 447.27 OUTLET — — BOWL I. FIN ARRAY (TYP 4 PLACES) SECTION VIEW AA NTS :OVER 30" FRAME & ViQu. BARRACUDAS (96" MANHOLE PROVIDE BY BAYSAVEF 1 W OUTLET PIPE I BARRACUDA SO I SITE SPECIFIC PLAN VIEW NTS TURF INSTALLATION INTEGRATED 460.00 RIM INTERNAL WEIR 18" INLET PIPE (18" OUTLET PIPE NOT <= SHOWN FOR CLARITY) 447.27 INLET — — 438.10 SUMP 22.90' BOWL FIN ARRAY (TYP 4 PLACES) 18' INLET PIPE � F r O) p W Y O w 3 o cYi J � w U OLU O O J N N Nye Q pppo F- ❑ U p a y w a o 6 Sy 5 10 12-(MIN) ® O g 152.8" @ z d MIN) n w _ a 3 � O m in o 23.90' E [287"J g J m W 134• o J z p < �0 N_ O o ~ Z WE g� E 6 SHEET 1 OF ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS F C6 p AASHTO MATERIALCLASSIFICATIONS ; Y LJ t MATERIAL LOCATION DESCRIPTION COMPACTION /DENSITY REQUIREMENT o L 3 FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE PREPARE PER SITE DESIGN ENGINEER 'S PLANS. PAVED J Do U 4a w U €§ D TOP OF THE'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND ❑ UIF p PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. PAVEMENT SUBBASE MAY BE PART OF THE'D' LAYER O 0 N ¢ p AASHTO M145' Ir ro g INITIAL FILL' FILL MATERIAL FOR LASTARTS FROM THE GRANULAR WELL -GRADED SOIUAGGREGATE MIXTURES, <35%FINES OR A-1, A-2-4, A-3 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER = Q xU o m E LAYS TOP OF THE EMBEDMENT STONE (B'' LAYER) TO 24" (800 mm) PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN F ii o C ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT OR 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR OUd SUBBASE MAY BE A PART OF THE'C' LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS AASHTO M43' WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR (1) LAYER 3, 357, 4, 467, 5, 56. 57, 6, 67, 68, 7, 78, 8, 89, 9,10 PROCESSED AGGREGATE MATERIALS. 4 p U EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS AASHTO M43' B FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C LAYER CLEAN, CRUSHED, ANGULAR STONE 3 4 NO COMPACTION REQUIRED. z ABOVE. - itl A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE CLEAN CRUSHED ANGULAR STONE AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.z.a SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. 3,4 5 PLEASE NOTE: g 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO.4 (AASHTO M43) STONE". b SSS € a 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. S ff 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. ° U,W 4. ONCE LAYER'C' IS PLACED, ANY SOIUMATERIAL GAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER -C OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. m �y`rc z pp J ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 8 3 ¢ 0 6 � 1 a 's S S 'TO BOTTOM OF FLEXIBLE PAVEMENT FOR UNPAVED �J�^. V�,. z PERIMETER STONE ! sh s �, 15�\�. INSTaLunoms WHERE Punwc Faom VEHICLES MAY occuR •..,u q[A, INCREASE COVER TO 24- IBM mm). "_: 18'(450mm) (2.4m) I' z (SEE NOTE 4) ,- - MIN" MAX W 12"(300mm)MINo O / w EXCAVATION WALL m a�� W (CAN BE SLOPED OR VERTICAL) 45" "THIS CROSS SECTION DETAIL REPRESENTS k ljj;� ® € (1143 mm) MINIMUM REQUIREMENTS FOR INSTALLATION. c o o'a If PLEASE SEE THE LAYOUT SHEET(S) FOR 0 EPROJECT SPECIFIC REQUIREMENTS. 4)at)W �� T E� I u� I- =11 III -I_ DEPTH OF STONE TO BE DETERMINED /n () N E 66 - o 911 BY SITE DESIGN ENGINEER 9' (230 mm) MIN 0 E m 8 6"(150 mm)MIN 3 MC-3500 - J/ 6" END CAP SUBGRADE SOILS JJ (150 mm) MIN 77" (1856 mm) 12" (300 mm) MIN C) d' N U B IE 2 po (SEE NOTE 3) ff 0� NOTES: im w A p t< o= 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2416-168, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION ~ a 9 z W 45x76 DESIGNATION SS. _ T 2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". a o 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. m 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. <D 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. \ R. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3'. 0 8 - • 6.2. TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION6 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBSIINBN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8 SHEET 121 1 OR APPROVED EQUAL yan D. Cichocki Lie. No. 53741 M E 0 o N � N C > E w a E N v 3 ¢ U. 3 LL O w 0 m O W L M ¢�-1V00 Z w — Li O rn LO ILu zF?v V ?i O In Q W S ry Z 2 2 x U> O Lu LU Lu LU ~ c (n 0 > 0 0 wM LU UU of 2 O UJ O O > UJ Q 0 wZION - F a^� Z O (n DATE 0 111812021 O DRAWN BY C. GAYNER • DESIGNED BY • C. GAYNER ♦>� CHECKED BY B. CICHOCKI • • SCALE • N/A 06 0 0 J cn a W U 0 z 0 > L7Lu C2 Z ' W W Q Q LL Lu^ O cl �J/ It z _ I Q ° 0 U W 0 0 cl 0 0 10 v JOB NO. 47036 SHEET NO. C6.7 L COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD SUMP DEPTH TBD BY CATCH BASIN SITE DESIGN ENGINEER OR MANHOLE (24" [600 mm) MIN RECOMMENDED) INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT /INSTALL FLAMP ON 24" (600 mm)ACCESS PIPE PART#: MC720024RAMP / MC-7200 CHAMBER 24" (6W I HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END GAP PART #: MC72001EPP24B OR MC72001EPP24BW MC-7200 ISOLATOR ROW PLUS DETAIL A INSPECTION PORTS (IF PRESENT) A.I. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED /L3. USING A FLASHUGHTAND STADIA ROD MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A4. LOWER CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.B. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR PLUS ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE 1) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRY 11) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A. A FXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. T 79.1" (2010 mm) INSTALLED 1 MC-7200 TECHNICAL SPECIFICATION NTS VALLEY - STIFFENING RIB LOWER JOINT CORRUGATION nm) j CREST wEB] UPPERJOINT �IyFy-��Br CORRUGATION'. CREST STIFFENING 1111111111 RIB BUILDROWINTHISDIRECTION FOOT (1524 mm) 61.0" (1549 mm) AOL 1 100.0" (2540 mm)'i I90.0' (2286 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 100.0- X 60.0" X 79.1" (2540 mm X 1524 mm X 20101 CHAMBER STORAGE 175.9 CUBIC FEET (4.98 m-) MINIMUM INSTALLED STORAGE" 267.3 CUBIC FEET (7.56 m") WEIGHT (NOMINAL) 205 Ift (92.9 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 90.0" X 61.0" X 32.8" (2286mm X 1549 mm X 833 mm) END CAP STORAGE 39.5 CUBIC FEET (1.12 m") MINIMUM INSTALLED STORAGE' 115.3 CUBIC FEET (3.26 m") WEIGHT (NOMINAL) 90 Il (40.8 kg) 'ASSUMES 1 Z" (305 mm) STONE ABOVE, W (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH T END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" PART # STUB B C MC720DIEPPOBT 6' (150 mm) 42.54" (1081 mm) - MC72001EPPD6B - 0.88" (22 mm) MC72001EPPOBT 8' (200 mm) 40.50" (1029 mm) - MC72001EPPOBB _ 1.01' (26 mm) MC72DOIEPP10T 10"(250 1 38.3T (975 mm) - MC72001EPP10B - 1.33" (34 mm) MC72001EPP12T 12" (300 mm) 35.69" (907 mm) - MC72001EPP12B - 1.55' (39 mm) MC720DIEPP15T 15"(375 1 32.72" (831 1 - MC72001EPP16B - 1.711 MC72001EPP18T 18"(450 mm) 29,36-(746 mm) - MC7200IEPP18TW MC720CIEPP18B _ 1.9T (50 mm) MC72001EPP18BW MC72001EPP24T 24" (600 mm) 23.05' (585 mm) - MC72001EPP24TW MC72001EPP248 - 2.28" (57 mm) MC72001EPP24BW MC72001EPP30BW 30" (7501 - 2.95" (75 mm) MC72001EPP36BW 36" (900 mm) - 3.25" (831 MC72001EPP42BW 42" (10501 - 3.55" (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL 32.8" (833 mm) INSTALLED 38.0" (965 mm) CUSTOM PREFABRICATED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24' (3DO-600 mm) SIZE ON SIZE AND 1548" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MG-7200 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (50 INVERT LOCATION NCOm.T ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. NTS CONCRETE( PAVEN CONCRETE SLAB 6" (150 mm) MIN THICKNE STORMTECH CHAMBER OPTIONAL INSPECTION PORT MC-7200 END CAP ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS I� 12" (300 mm) MIN WIDTH ^7NCRETE COLLAR NOT REQUIRED IR UNPAVED APPLICATIONS 8"NYLOPLAST INSPECTION PORT BODY (PART# 2708AG41PKIT) OR TRAFFIC RATED BOX W/SOUD LOCKING COVER 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION VALLEY NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS MC-3500 TECHNICAL SPECIFICATION NTS VALLEY STIFFENING RIB CREST CREST WEB STIFFENING RIB LOWER JOINT \-- -1. r CORRUGATION FOOT' `.UPPER JOINT CORRUGATION BUILD ROW IN THIS DIRECTION -> ILA 77 0" 75 0" (1956 mm) (1805 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0- (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m") MINIMUM INSTALLED STORAGE" 175.0 CUBIC FEET (4.96 m") WEIGHT 134 Il (60.8 kg) NOMINAL END CAP SPECIFICATIONS SIZE(W X H X INSTALLED LENGTH) 75.0"X45.0'X22.2' (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m-) MINIMUM INSTALLED STORAGE' 45.1 CUBIC FEET (1.28 m") WEIGHT 49 Il (222 kg) "ASSUMES 12" 305 mm STONE ABOVE 9' 229 mm STONE FOUNDATION 6' 152 mm STONE BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" END CAPS WITH A WELDED CROWN PLATE END WITH "C" PART # STUB B C MC35001EPP08T 8" (150 mm) 3321' (8441 MC35001EPP068 -- 0.66- (17 mm) MC35001EPPOST 8" (2001 31.16' (791 1 - MC35001EPP08B - 0.81" (21 mm) MG35001EPP10T 1W (250 mm) 29.04" (738 mm) - MC35001EPP70B - 0.93" (24 mm) MC35D0IEPPI2T 12"(300 1 26.36" (670 mm) MC35001EPPI28 - 1.35" (341 MC35WIEPPIST 15-(375 mm) 23.39-(594 mm) MC35001EPP15B 1.50" (381 MC35DOIEPPlOTC 18" (450 mm) 20.03' (509 mm) - MC35MIEPP18TW MC35001EPP18BC - 1.7T (45 mm) MC35001EPP18BW MC350DIEPP24TC 24"(6001 14.48' 3mm) - MCEPW MC350 a 2.08' (52 mm) MC35001EPP24BW MC35001EPP30BC 30' (750 mm) - 2.75" (701 NOTE: ALL DIMENSIONS ARE NOMINAL 86.0" (2164 mmj INSTALLED 90.011(2286 mm) ACTUAL LENGTH 22.2" (564 1 I -- INSTALLED �853 mm) I � r Y O J j m LU OQ Y 3 m O (3 c U F � t ° N ° of = Q N 0 W n S IS O V/ w I o m a Oz s s III w- ® Fx 0 ci E q $ � L 4) n 0m cc U o 6 E a JN Ow m x x o O �w oa tY � ? z' 9 SHEET 1 ^ I OF 1J c x 3 Y c O J > Im m U ❑ O O N _ = o In Z) U di O Q w 2 a F 9 E o0 rc g �B f] III 3m°€ 5 5 ff z 3 2 o� o � s J ® vE = i iO+ :i d E m L U = O y� R m w 0 o° €� rc �° o wff Om ff� J N m O w6 10 m w 0 nO ° W ow °J o CUSTOM PARTIAL CUT INVERTS ARE gg 3 5 AVAILABLE UPON REQUEST. .D INVENTORIED MANIFOLDS INCLUDE x 12-24" (300-600 mm) SIZE ON SIZE ° m AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM III w INVERT LOCATIONS ON THE MC-3500 ? o END CAP CUT IN THE FIELD ARE NOT z RECOMMENDED FOR PIPE SIZES g a GREATER THAN 10' (250 mm). THE INVERT LOCATION IN COLUMN'S' ARE THE HIGHEST POSSIBLE FOR € SHEET THE PIPE SIZE. 1 OF COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD SUMP DEPTH TBD BY CATCH BASIN SITE DESIGN ENGINEER OR MANHOLE (24" [600 mm] MIN RECOMMENDED) INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT Ns I ALL I -I UN Z4- (WU n PARTN: MG350024RAMP MC3500 CHAMBER 24" (600 mm) HOPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART M MC35001EPP24BC OR MC35001EPP24BW MC-3500 ISOLATOR ROW PLUS DETAIL A. INSPECTION PORTS (IF PRESENT) A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENTAND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR PLUS ROWS 8.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE 1) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRY 11) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. STORMTECH UNDERDRAIN DETAIL NTS STORMTECH CHAMBER UTLET MANIFOLD FOUNDATION, STONE BENEATH CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH END CAP FOUNDATION STONE BENEATH CHAMBERS ADS GEOSYNTHETICI S 601T \ NON -WOVEN GEOTEXTILE ., DESIGN ENGINEER 4" (100 mm) TYP FOR SC310 & SC-16OLP SYSTEMS 6' (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS MC -SERIES END CAP INSERTION DETAIL NTS T STORMTECH END CAP 12" (3DO mm) MIN INSERTION MANIFOLD STUB MANIFOLD HEADER 12" (300 mm) MIN INSERTION NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FORA PROPER FIT IN END CAP OPENING. SECTION A -A DUAL WALL PERFORATED He PE UNDERDRAIN SECTION B-B 12" (300 mm) MIN SEPARATION MANIFOLD HEADER MANIFOLD STUB 4C3500 END CAP �.. GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 8.26 (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CONCRETE COLLAR PAVEMENT CONCRETE SLAB T 6" (150 mm) MIN THICKNESS STORMTECH CHAMBER I12" (300 mm) MIN WIDTH CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 8"NYLOPLAST INSPECTION PORT BODY (PART# 2701 OR TRAFFIC RATED BOX W/SOLID LOCKING COVER 4" (100 mm) i SDR 35 PIPE 4" mm 100 INSERTA TEE ( ) TO BE CENTERED ON CORRUGATION VALLEY NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS y Y w p o = cl J A CO N O U �Oj N O pIII Q W W 10 SHEET � 7 OF rn ° U m I Y O w 3 c J Q W O w U o O m O _ N A W 4i w 8 �0ow � °LL oz o� �zJ_ z $0 za mitm .o 12 SHEET 12 OF OR APPROVED EQUAL yan D. Cichoclri be. No. 53741 7/7- M E O O O U N � N C > E ILL! v E w v 3 Q LL o 3 p LL - w O `6 dJ V 0000 ILL! J -N M O O W N (� W Z f i m �x LL ❑a m=� = > N i< c Y � N W M 0 w O 2 (D 0 F- ILL! W_ x U Q z O O Z O a_ of V O W of u u 2 Q. a U) (r) O O DATE 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE N/A Tl 06 O J cn a W U o Z J > O i Z 1 2 W W Do Q Q O i cl Q° U O ^ W 0 O O I0 v JOB NO. 47036 SHEET NO. Cl L 5 L 84.0 in 72.0 in 63.0 in 49.7 in 23.8 in 15.0 in 3.0 in 12"x3E CONVEYANCE 40.0 in MOUNTING BRACKET LAYOUT 21.0 in SECTION C-C SCALE 1:60 222.0 in 210.0 in 176.0 in 8 15.0 in 1 24.0 in 4.0 in C �+/ 24.0 in �t CE C24.0 in ` -- L -----J---� 017.3 in 24.0 PRECAST DETAIL 6.0 in 017.3 in 5.0 in SECTION D-D SCALE 1:60 in in 72.0 in PARTS LIST ITEM QTY DESCRIPTION 1 1 PRECAST VAULT 2 1 LIFE INLET PIPE 3 1 LIFE OUTLET PIPE 4 42 MODULE LID 5 2 SUPPORT FRAME 6 2 COVER 30 IN 7 4 WEDGE WALL MOUNT 8 2 COVER 24 IN 9 2 BYPASS HOOD 10 2 OUTLET MODULE 11 6 FOOT WALL MOUNTING BRACKET 12 30 RIBBON SUPPORT BRACKET OBTUSE 13 42 RIBBON FILTER SET 14 42 RIBBON MODULE BODY 15 12 RIBBON SUPPORT BRACKET ACUTE 16 1 MCMASTER-CARR 488OK173 17 1 MCMASTER-CARR 48925K27 18 1 FERNCO 1056-1515 & 15.2-10.6 EB 1. STRUCTURE WALL AND SLAB In SCALE. THICKNESSES ARE NOT TO 2. CONTACT HYDRO INTERNATIONAL FOR A BOTTOM OF STRUCTURE ELEVATION PRIOR TO SETTING THE STRUCTURE 3. CONTRACTOR IS RESPONSIBLE FOR MATERIALS AND LABOR TO BRING CASTINGS TO FINISHED GRADE PROJECTION}} IF IN DOUBT ASK 6/29/2021 1:60 BY: DK MECKED BY: APPROVED BY S; We UP-FLO FILTER (285R) 8ftX18.5ft 42 MODULES UFF-1 SOUTHWOOD 9 & 11 .SIZE (In) It x 18.5 ft 4 4 RICHMOND, VA Hydro International �96 hydro-inl.wm 02021 HYDRO INTERNATIONAL WEIGHT: MATERIAL: STOCKNUMBER: 1 DMWMO W.: 21_12_2433-UFF-1 SHEET SIZE: SHEEr: Rev: B 2OF3 A A 96.0 in+/- 84.0 in 72.0 in 49.7 in 24.0 in 24.0 in 0.0 in SECTION A -A SCALE 1:60 CAPACITIES n C RIM: 452.00+/- ft TOS: 451.00 ft WEIR: 448.14 ft INLET: 446.00 ft OUTLET: 446.00 ft SUMP: 444.00 ft 1. Minimum performance: 80% removal. NJDEP - NJDEP Blend; NJCAT, Sil-CoSil 106 (d50 = 22 microns) at the peak treatment flow. 2. Maximum number of modules per outlet module: 38 " 3. NJDEP peak treatment flow:.033 cis (15 gpm) per module, Ribbons 4. WA DOE peak treatment flow:.022 cis (10 gpm) per module, Ribbons I_UA] Y 11[6L` lal %1*9 [CH 0 1 &1 V LVA l_\ I Le] z 1. ' Normal operating W.S.E. is 2.14' above the outlet invert at the peak treatment flow of .033 cfs (15 gpm) per module. For a given flow the head requirement can be reduced by adding additional filters. 2. " Treatment flows that require more modules will require a larger vault design or different arrangement. 3. Media Types Available: New Jersey - Ribbons; Elsewhere - CPZ O C SECTION B-B SCALE 1:60 PARTS LIST ITEM QTY DESCRIPTION 1 1 PRECAST VAULT 2 1 UFF INLET PIPE 3 1 LIFE OUTLET PIPE 4 42 MODULE LID 5 2 SUPPORTFRAME 6 2 COVER 30 IN 7 4 WEDGE WALL MOUNT 8 2 COVER 24 IN 9 2 BYPASS HOOD 10 2 OUTLET MODULE 11 6 FOOT WALL MOUNTING BRACKET 12 30 RIBBON SUPPORT BRACKET OBTUSE 13 42 RIBBON FILTER SET 14 42 RIBBON MODULE BODY 15 12 RIBBON SUPPORT BRACKET ACUTE 16 1 MCMASTER-CARR488OK173 17 1 MCMASTER-CARR 48925K27 18 1 FERNCO 1056-1515 & 15.2-10.6 EB 4 14 13 1. STRUCTURE WALL AND SLAB THICKNESSES ARE NOT TO SCALE. 2. CONTACT HYDRO INTERNATIONAL FOR A BOTTOM OF STRUCTURE ELEVATION PRIOR TO SETTING THE STRUCTURE 3. CONTRACTOR IS RESPONSIBLE FOR MATERIALS AND LABOR TO BRING CASTINGS TO FINISHED GRADE I REVISION HISTORY PROJECTION IF IN DOUBT ASK 6/29/2021 1:60 DRAWN BY: CHECKEDSY: APPROVED BY KSM TM. UP-FLO FILTER (285R) Oft X 18.5ft 42 MODULES UFF-1 SOUTHWOOD 9 & 11 RICHMOND, VA Patent: w .hydro-int.wm/patents Hydro International hydro-inl.wm 02021 HYDRO INTERNATIONAL WEIGHT: I MATERIAL STOCKNUMBER: 1 DMWMG W.: 21 12 2433-UFF-1 SHEET SIZE: SHN Rey: B 1 OF 3 A OR APPROVED EQUAL �ros� yan D. Cichocld I� lie. No. 53741 F �� 0N � DATE 1/1812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE N/A TI TI 06 0 J cn a LL] U 0 z J > O LU iY z a LLI w DO L]i r-I a n w O U-1 ( "� • D Q O O ^ U r�rn W 0 0 0 0 2 0 v1 JOB NO. 47036 SHEET NO. C6.9 as =0 O X 0 .80 15 2 Ew a W aL 0 0 m s 0 3 z„ 0 � a o« & .§ n N .Z :2 N X N .- 1 C A M U C EO C V N O � a � Ma o m 0 o m c � . C v, o C p .l n o m o N N N L M Q 0 o -p O (V M (O M C) Cl) 102: MH-1 ( n v, N 108: MHA + U F STA 10+16.22 Lo 0 F = a STA 12+98.95 g TOP 429.71 o v z TOP 432.41 o Q a INV IN 426.18 (103) g a0 INV IN 427.79 (109) , co0 z INV OUT 426.08 (101) cq F z z INV OUT 427.69 (105) 450 450 455 SE CO TROL 445 STRUCTURE 445 SW A LSTORMTECH 440 440 SWM A: PROPOSED STORMTECH GRADE EXISTING DETENTION WITH GRADE ISOLATOR ROW 435 5O7. = 435.0001 435 INV. = 434.000 i 2.3' 430 430 109 35.32' OF 105 24" HDPE 425 256.91' OF 8.09% 425 24 12.70' OF 103 @ 0.50% 24" HDPE 25.7 ' OF @ 0.50% 24" HDPE @ 0 50% 420 420 415 1 1 1 415 N M M M M M Ct V V V V V V 9+50 10+00 11+00 12+00 13+00 STR 100 - SWM A HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 203A: MH-1 (72" DIA.) STA 10+72.92 20513: MH-1 TOP 454.17 STA 10+11.79 INV IN 445.85 (205A) TOP 454.28 INV IN 445.69 (203B) INV IN 446.00 (205C) INV OUT 445.58 (203) INV OUT 446.00 (205A) 470 204: MH-1 (72" DIA.) STA 10+23.62 TOP 456.80 INV IN 445.96 (205) INV OUT 446.00 (205C) INV OUT 445.86 (203B) E SWM A: STORMTECH DETENTION WITH ISOLATOR ROW IIII0IDAEM,1t'K11111111 GRADE EXISTIN GRADE 121 5.58' OF 12" HDPE @ 5.00% o cli U')o o M U) Bryan D. Cichocld C14 VCm H n F (OH CO H U') N U rn be. No. 53741 ° "°° O(0 u� Cl) OO (O (O M O Mro (O MM n (O V m N n m N n °0 V 0] N (O O N p O CM C,) M+nv H c?+nv H m+06 H �+O �oaz p o� tz =O o�4z_ p O� z z_ 0 ��az 0 �SSIONAL Oti NCL FO>> MHO>> (OHO>> °r�0>> > vF0>> 71036 U) z � co z � co z � C/) z z � U) z 455 460 460 1177 14+00 14+50 9+50 10+00 11+00 SWM A - STR 122 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 202: MH-1 203A: MH-1 (72" DIA.) STA 10+24.79 STA 10+72.92 TOP 452.86 TOP 454.17 INV IN 445.10 (203) INV IN 445.85 (205A) 204: MH-1 (72" DIA.) INV OUT 445.00 (201) INV IN 445.69 (203B) STA 10+89.64 200: ES-1 for 30 inch Pipe INV OUT 445.58 (203) TOP 456.80 STA 10+06.64 INV IN 445.96 (205) TOP 447.52 INV OUT 446.00 (205C) INV IN 444.77 (201) INV OUT 445.86 (203B) 470 465 65 465 P OPOSED 4\EXISTING 460 455 455 450 450 445 0 1 445 205A 11.79' OF 20 C 12" PVC 11. 2' OF @ 1.25% 12' PVC @ D.00% 440 440 435 1 1 1 435 STR 202 - STR 204 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 DEl IS, 455 455 PROPOSED GRADE EXISTING 450 GRADE 450 I PROP SED / \ WATER 445 LINE 445 WATER\ / LINE } R+ ' / 1.6' 3'3 \ \ I / 123 F OP = 440.000 440 Q6 440 STORMTECH 7 @ 3 ENTION WITH 5' OF DILATOR ROW jA5o9l 18, DPo SANITARY 80.09' OF @ 00 �° PIPE 3-1 435 111 26.34' OF " HDPE @ 1.500 SANITtily 435 OT. = 435.000 INV. = 434.000 21" HDPE PIPE 1 @ 2.34°/913 430 48.11' OF 430 21" HDPE @ 1.85% 425 1 1 425 rn W CO W R R V R V V V V 9+50 10+00 11+00 12+00 13+00 SWM A - STR EX.1 HORIZ SCALE: 1 "=50' VERT SCALE: 1"=5 M 118: DI-313 6 ft Throat 128: 18" Basin - Circular Grate _ r. STA 10+01.73 STA 10+39.90 130: 18" Basin -Circular Grate c' 00 -Ito� TOP 448.63 TOP 448.20 STA 11+18.79 0 � H INV IN 440.25 (123) INV IN 441.83 (129) TOP 448.90 p v 0 O INV IN 441.54 (127) INV OUT 441.73 (127) INV IN 444.94 (131) N Q a j INV OUT 440.15 (117) INV OUT 442.22 (129) U) OF z 4F.x; 4en SEE PROPOSED CONTROL 46 GRADE 460 DETAI FOR EXIS rING SWM B GRADE- STORMTECH 455 455 OP = 450.750 r 450 / SWM B: 450 STORMTECH DETENTION WITH SOLATOR ROW POT. = 447.000 445 INV = 446.000 445 203 16.7Z O205 OF 201 48.15 , DPE30" HDPE 7.38' OF 3 18.26' OF @ .00% @ 1.00% 24" RCP 30" HDPE @ 0.50% 440 @ 1.25% 440 435 435 430 430 7 h 7 2 7 V 9+50 10+00 11+00 STR 200 - SWM B HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 14+00 14+50 4Fn 455 455 PROPOSED GRADE 450 450 T MIN. 445 1 445 i1 1.52' OF 3' MIN. / HDPE 1.00% 127 129 440 78.93' OF 440 12V HDPE 1 @ o.v% @ 0.50% 1 ' EXISTING 435 GRADE 435 CONTRACTC R TO COMPACT I FILL TO AT LAST 95% 1 / STANDARD PROCTOR DEN ITY 430 430 425 1 425 V R V V R R V 12+00 9+50 10+00 11+00 12+00 13+00 STR. 118 - STR. 132 HORIZ SCALE: 1 "=50' VERT SCALE: 1"=5 14+00 0 50 PROFILE SCALE M E O O U N � N C Q O > E w v E y <w Q v 3 UM tj O 3 p LL - w O `6 j i520 J - M O� (D W N (D W x LL F Q c N W M a� CL O cc 0 w z O a_ U C] ti ti O Lu LLJ 53 w U U 00 U U 2 � � a ti ti O O F �� C)N � DATE 111812021 DRAWN BY C. GAYNER DESIGNED BY C. GAYNER CHECKED BY B. CICHOCKI SCALE AS SHOWN TT� V/ U O Q U) J> w M u; J LLJ J LL w O co 1� Q LL LU (n O Q O 0. 0 O O 2 O JOB NO. 47036 SHEET NO. C7.0 L 220: DI-313 4 It Throa STA 11+19.93 TOP 466.22 _ �TH OF 224: DI 3B 6 ft Throat _ rn o f t .N... L O N r N N O .N... I'ydn D. C1CilOC1t1 210: DI-3B 4 ft Throat m C9 206B: MH-1 � Lo °cli o° m o °�° oco (0 ° r� oLo n U lac. No. 53741 � STA 10+00.45 m Cli STA 10+00.30 O Cl) o a v m m �� v m� N m It `O . LO (0 V q TOP462.71 my TOP460.13 M�N'O� . MOiN�u� F M+tea � mrom� •p + H y+ 7 + M+ N H O INV IN455.94(211) -po�0 INV IN453.34(217) p�vz 0 E� p pQaZ O p ap �lSS C,ti INV IN 456.00 (215) ,d 0, > INV IN 454.00 (207) 0 F 0 > , F 0 >> > N U) O z z � � a0 � ZONAL 227) INV OUT 455.84 (209) c:i m H Z INV OUT 449.59 (206A) N m P ? ? N m ? ? ? N m F z 7lo3ti 480 480 480 480 M E O O U N � N 0 > E W a E y � w aV1i 3 ¢ LL 0 3 � LL O W 0 f6 ^y 0 W L M �_ Voo z w - ui O rn C7 LU rv� a zF? V 30Ln w M S ry z 2 2 wM Lu UU �H 00 2 a a O d oo o00 Q ry\\ ¢ p^� z O (n DATE Ov 0 111812021 } DRAWN BY C. GAYNER DE IS • DESIGNED • C. GAYNER • CHECKED BY 9+50 STR. 210 -STR. 2160+00 11+00 9+50 10+00 STR 206B -STR 214 1'+00 13+50 : • B. CICHOCKI SCALE HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' • AS SHOWN VERT SCALE: 1"=5 VERT SCALE: 1"=5 • 9+50 10+00 11+00 12+00 13+00 14+00 14+50 co SWM B -STR 228 00 NAM HORIZ SCALE: 1 "=50' 223B: DI-3B 4 ft Throat _ VERT SCALE: 1 "=5 STA 10+00.14 ro m v O N �• 0, c 236: 12" Basin -Circular Grate TOP 471.53 M O m o NLO 238: 12" Basin Circular Grate o � � Cl) + m v 222: 15" Basin -Circular Grate INV IN 464.04 (223C) p v O m p ,�7( O o � v z z STA 10+62.12 WGJ LO Cl) INV IN 464.04 (229) o Q o > IL _ > O INV OUT 463.94 (223A) N U z N ? ? NOP 469.27 V OUT 460.79 (221) 5 co o IN 485 485 480 480 O N N M O 234 DI 3B 8 ft Throat Circular Grate INV I 239) 0 INV I 0 50 T PROFILE SCALE V/ U O Q U) J> w M u; J LLJ ct�J LL w O m 1� Q O (n O DE p IS DETENTION U U) ^2 I..f_ O 0 O 2 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 SWM B - STR 234 STR 223B - STR 230 STR 220 - STR 222 HORIZSCALE:1"=50' SWM B -STR 240 HORIZSCALE:1"=50' HORIZSCALE:1"=50' O VERT SCALE: 1"=5 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1 "=5 U) JOB NO. 47036 SHEET NO. C7.1 fCO He 111 at-71; - Cm C14 11 - Ij LL Uj :jot t ISOLATOR INV IN 461.71 (223A) INV IN 458.93 (221) STA 12+73.23 INV OUT 458.83 (219) TOP 472.40 226: DI-3B 6 �oMvv TENTION � - = o u� � � STA 10+78.16 v z z TOP 451.76 N j O z z INV OUT 447.38 (233 r 465 465 460 460 PROPOSED GRADE EXISTING 455 GRADE 455 / / 450 TOP = 450.75 SWM B: � 3' M N. STORMTECH WITH OLATOR ROW F 445 BOT. = 447.00 233 75.81' 445 - - - INV. = 446.00 � 0.50�0k 440 440 N �o h b C 7 475 475 470 470 PROPOSED 465 GRADE 465 EXISTING GRADE 460 460 / 3:2' 215 455 455 NDPE 12' 213% @ 450 450 445 445 a STA 10+15.12 � - TOP 453.64 STA 10+29.14 INV IN 449.34 (237) TOP 453.70 V OUT 449.24 (235) INV IN 449.72 (239) INV OUT 449.62 (237) 232: MH-1 240: 12" Basin - STA 10+02.22 STA 10+89.42 TOP 453.24 TOP 456.00 N 448.98 (235) INV OUT 451.89 N 447.00 (233) 465 465 460 460 PRO OSED GRADE EXI TING RADE 455 455 3' MIN., / 0 450 TOP = 450.750 SWM B: 6p2$ PE STORMTECH WITH $�� 60°io 475 475 PROPOSED GRADE EXISTING 470 GRADE 470 / 465 3'S 465 OF / ao 122„ �OeE I 12 DO y� 460 / 460 / PROPOSED 2 WATER � / O LINE 455 1.1' 455 207 50.50� OF 66.49' OF 5� OF 15" t-IDPo 15" HDPE 42. , HppE 1�200% @ 1,75 /o @ 1.75% SANITARY 450 PIPE 7-6 450 445 445 a v v v v v 480 480 E ISTING G DE P OPOSED G DE 475 475 470 470 PROPOSED .g' WATER LINE 465 465 3�299 pE 1 � 9 p0°k 460 460 455 455 h 475 475 PROPOSED GRADE EXISTING GRADE 470 470 465 465 5.5' PROPOSED WATER 460 LINE 460 2 OF y211 1�30�b 455 455 450 450 N N R R