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Home My WebLink AboutWPO201600009 Plan - VSMP 2022-06-01OLD TRAIL BLOCK 10 WPO PLAN AMENDMENT #3 (WP0201600009) SITE DATA: TAX MAP PARCEL: 055EO-01-10-000AO COUNTY OF ALBEMARLE VIRGINIA EAST VILLAGE LLC DB 4797 PG 676 PARCEL AREA: 1.604 ACRES LIMITS OF DISTURBANCE: 1.76 ACRES O 2/ O /7 / 2 O 2 2 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) IN ACCORDANCE WITH ZMA2015-00001 OVERLAY DISTRICT: NONE MAGISTERIAL DISTRICT: WHITE HALL SOURCE OF BOUNDARY AND TOPOGRAPHY: TIMMONS GROUP 28 IMPERIAL DRIVE STAUNTON, VA 24401 TELEPHONE: 540-885-0920 CONTACT:JOE MEDLEY JOE.MEDLEY@TIMMONS.COM SURVEY CONDUCTED: 2021 DATUM: HORIZONTAL: NAD83 (NA2011) VIRGINIA STATE GRID SOUTH VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS REQUIRED BUILDING SETBACKS (BLOCK 10 FRONT: 5 FT MINIMUM/25 FT MAXIMUM SIDE: 5 FT MINIMUM REAR: 5 FT MINIMUM MAXIMUM BUILDING HEIGHT: SINGLE FAMILY ATTACHED- 4.0 STORIES OR 60 FT EXISTING USE: VACANT RESIDENTIAL LAND PROPOSED USE: GROSS RESIDENTIAL DENSITY PROPOSED OPEN SPACE: MAXIMUM IMPERVIOUS COVER: WETLAND IMPACTS: UTILITIES: PARKING REQUIRED: TOTAL PARKING PROVIDED: SPECIAL FLOOD HAZARD AREA INFORMATION: SPECIAL FLOOD HAZARD AREA (FLOODPLAIN) YES [ ] NO [ X ] SIDE: RESIDENTIAL DEVELOPMENT FOR TOWNHOUSE UNITS 23 UNITS/1.604 ACRES = 14.34 DU/AC 4.18% 1.05 ACRES NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT ACSA PUBLIC WATER AND SEWER 2 SPACES PER SINGLE FAMILY ATTACHED (23 UNITS) 1 GUEST SPACE PER 4 SINGLE FAMILY ATTACHED (23 UNITS 52 PARKING SPACES REQUIRED 2 GARAGE SPACES PER SINGLE FAMILY ATTACHED (23 UNITS) 2 DRIVEWAY SPACES PER SINGLE FAMILY ATTACHED (23 UNITS) ON -STREET PARKING PROVIDED THROUGHOUT EAST VILLAGE 92 MINIMUM PARKING SPACES PROVIDED 1. THE SITE IS NOT LOCATED WITHIN AN AGRICULTURAL -FORESTAL DISTRICT. 2. THE SITE IS LOCATED WITHIN THE SOUTH FORK RIVANNA RESERVOIR WATERSHED OF A PUBLIC WATER SUPPLY RESERVOIR. 3. ALL WATER AND SEWER FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY. VICINITY MAP 1"=1000' DEVELOPER: MARCH MOUNTAIN PROPERTIES LLC 1005 HEATHERCROFT CIRCLE SUITE 100 CROZET, VA 22932 CONTACT: DAVE BROCKMAN TELEPHONE: (702) 985-9088 EMAIL: DAVE@OLDTRAILVILLAGE.COM ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVE. SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: CLINT SHIFFLETT, P.E. TELEPHONE: (434) 327-1690 EMAIL: CLINT. SHIFFLETT@TIMMONS.COM Sheet List Table Sheet Number Sheet Title CO.0 COVER C1.0 NOTES & DETAILS C1.1 NOTES & DETAILS C1.2 NOTES & DETAILS C1.3 NOTES & DETAILS C2.0 EXISTING CONDITIONS & DEMOLITION PLAN C3.0 EROSION CONTROL NOTES & DETAILS C3.1 EROSION CONTROL PHASE 1 C3.2 EROSION CONTROL PHASE 2 C4.0 LAYOUT PLAN C5.0 GRADING & DRAINAGE PLAN C6.0 STORM INLET DRAINAGE MAP C6.1 STORMWATER CALCULATIONS C6.2 MASTER SWM COMPLIANCE MAP C7.0 STORM & UTILITY PROFILES NUMBER OF SHEETS = 15 APPROVED by the Albemarle County Community Development Department Date 07/07/2022 File WP0201600009 Amendment #3 SIGNATURE PANEL: DEPARTMENT OF COMMUNITY DEVELOPMENT: PLANNING & ZONING ENGINEERING INSPECTIONS ARCHITECTURAL REVIEW BOARD DEPARTMENT OF FIRE AND RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION HEALTH DEPARTMENT APPROVAL DATE CLINT W. '!i: S FFLET >Zo Lic. N 14380 ��: ti 06/ 01/ 22 4;_ s G '�''0O iiN�la,'• no O oc 0 N z 0 f f Am Z O a O � U U w j o C) z U O cn W a L O Uj W w 0 DATE 0210712022 DRAWN BY R.VAN NIEKERK DESIGNED BY J. FOX CHECKED BY C. SHIFFLETT SCALE N.A. 0 a Uz O" rY J � w J � L\u Q / J m O 1--1 aLL Q U �c � z Q 0 U J IOB NO. 639.001 SHEET NO. C0.0 L LEGEND GENERALNOTES 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION. 2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A) 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD ACSA GENERAL WATER &SEWER CONDITIONS INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). SEPTEMBER 14, 2021 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT LINES AND STRUCTURES, AS NECESSARY. STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. SUBGRADE. 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. WAY. (N/A) 9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE THE LINE. OF ROAD. (N/A) 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE SLOPE OF 0.004 ft./ft. JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-03. UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. THE END OF THE DAY 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. 16. PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE, ALL BACKFLOW PREVENTION 34. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS DETAILED IN SECTION 8 OF THE MOST RECENT BY THE BUILDING DEPARTMENT. SEWER AND FIRE LINES IDENTIFIED BUT NOT WATER LINES. REVISION OF THE ACSA RULES AND REGULATIONS. 17. A DEED OF EASEMENT AND EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, SHALL BE RECORDED PRIOR TO ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED. Albemarle County As -built Road Plan Policy As -built drawings shall be prepared for all public and private roadway construction projects within Albemarle County. The following is a list of the minimum information required on the drawings. Additional information may be requested. The Coun only reviews private road as -built plans. The coup does not review or YCounty Y P P county 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 the drawings on the title sheet. preparing gs 3. "As -built" must be labeled on the drawings with the date of preparation or revision. 4. The constructed location of all items associated with the road construction must be shown. The items include, but are not limited to the following: a. Horizontal Alignment - Show and label measurement points, and an interpreted line between measurements. Show the as -built centerline over the design centerline. Distinguish between the design elevation and as -built by labels and line type. Measurements shall be at each station as a minimum, and at frequent enough intervals to accurately portray the as -built centerline, and the position of the roadway within the right-of-way or easement. An portions outside the right-of-way or easement must be gh Y Y P corrected by plat or construction. b. Vertical Alignment - Show and label measurement points, and an interpreted line between >� P , rP measurements. Show the as -built centerline over the designcenterline. Distinguish between them b gm Y 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. Albemarle County Public Road Acceptance Procedure The processing, inspection and acceptance of public roads is administered solely by VDOT. The County is not involved in this process until the road is ready for acceptance. County bond releases (or partial releases) will be considered on public roads for all portions approved by VDOT. The following items are required to be submitted for bond releases to be considered: 1. Bond Inspection Request and fee A form and fee are required for each bond, such as for a project with multiple phases and bonds. 2. As -built plan approved by VDOT, and copies of all recorded drainage easements, sight easements, and right-of-way plats. Plats should be copies of the actual recorded documents from the Clerk's office. An as -built plan prepared in accordance with the County's As -Built Road Plan Policy is required. VDOT does not always follow this paperwork or policy, but for bond releases, especially where VDOT has not yet accepted the road, the minimum requirements of this policy must be met, if only to ensure that all improvements are in right-of- way and easements. 3. Written documentation of acceptance from VDOT for the entire roadway or for completed items. P Y P Formally, this is sent directly to the county on an AM4.3 from VDOT, when VDOT requests that the Board of Supervisors pass a resolution of acceptance. After the resolution of acceptance is seat to VDOT, it is usually about six weeks before actual acceptance takes place, and VDOT issues a formal memo to the county with the mad additions and new route numbers. This final notification is needed for bond release. For partial bond releases prior P to this, some correspondence from VDOT for items inspected and approved is necessary. This is usually in the form of letters approving compaction reports, CBR's, pavement cores, pipe video, m other items where partial release is sought. A final punchlist inspection report from VDOT can be used for a partial bond release, but only if outstanding items are not too broad. If the punclilist is not official, and only a courtesy review, it carries much less weight. In any case, if there are problems meeting the eligibility or occupancy minimums, and it is not known how long improvements may sit, or need replacement, partial releases may not be possible. 4. Signed and sealed letter from a professional engineer listing 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 sea] are required. Please do not use qualifying statements such as `St 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. 5. Certificate of Completion This form must be received for release of a bond. It is available on the county website. In the case of reductions, a letter listing the outstanding items that need to be completed before signing the certification is acceptable. It must be signed by the owner. This form says all subdivision improvements have been completed. It also says that all construction conforms to approved plans and any discrepancies have been approved by the County. This means the as -built plans have been approved by VDOT, and they have agreed to any discrepancies, which should be documented in acceptance correspondence or punchlists. g No,, 10)1 35. RETAINING WALLS GREATER THAN TIN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4' IN HEIGHT REQUIRE A STAMPED ENGINEERED DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. 36. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. 37. BUILDINGS OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR A DEMOLITION PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH FROM ALBEMARLE COUNTY AND VDOLI. CONTACT VDOLI FOR THEIR ADDITIONAL REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS AT (540)562-3580 (EXT. 131). BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. Albemarle County Engineering Final Plan General Notes Page I of 4 ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES General Construction Notes 1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may not accurately reflect the requirements 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). Albemarle County Private Road Acceptance Procedure This is the procedure developed by the Albemarle County Community Development Department for the completion of private roads. The items in this list must be completed in the order given. 1. Tests and Inspections: Have all necessary tests and inspections performed b a professional Pew arY P� P Y engineer or eotech or VDOT certified inspector. This should include at a minimum ;P g P , 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 8 , sight easements, and right -of --way plats. Plats should be copies of the actual recorded documents from the Clerk's office. Before completing as -built drawings, make any corrections necessary to ensure all improvements are within right-of-ways and easements. 3. Bond inspection: Request a bond reduction or release inspection from the County, which will reduce or release your bond, indicating completion or partial completion, or generate a letter indicating items in need of documentation or completion. The following documents will be needed with your bond inspection request; A. Completed Bond Inspection Request form and fee A form and fee are required for each bond, such as for a project with multiple phases and bonds. B. As -built documents per items 1 and 2 above. An as -built plan prepared in accordance with the Comity'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, Wets, 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 most be received for release of a bond. It is available on the county website. In the case of reductions, a letter listing the outstanding items that need to be completed before signing the certification is acceptable. It must be signed by the owner. This form says all subdivision improvements have been completed. It also says that all construction conforms to approved plans and any discrepancies have been approved by the County. COUNTY OF ALBEMARLE m Department of Community Development ��hGIN�P Construction Record Drawings (As -built) for VSN P The following is a list of information required on construction record drawings for stormwater facilities reference Water Protection Ordinance 17-422 . It is preferable erable that the ( ) f 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. 1; P g , g 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. Biofrlter 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. • r 6660444000 f OF raa CLINT W. S FFLET r k Lie. N.54380 �GC? 06101,122 0�tSIN,V"OG% , ^� E 0 Nu N C > E wLu a? E � 0 3 ww 0 `m dJ U000 w J d H N N ZLu : 30 �_J vw V) S ry = U >ko c Lei CA S N M v OD J to� F 0 DATE 0210712022 DRAWN BY R. VAN NIEKERK DESIGNED BY J. FOX CHECKED BY C. SHIFFLETT SCALE N.A. C) 1� a UZ) 6 U_ J 0> MJ W L tY w Q a f J W m 06 14 Q (/) Q LL LIJ H O 1 Z Z Z Q O U J O JOB NO. 639.001 SHEET NO. C1.0 Nev u011 L SIGN AND POST DETAIL No Scale • DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS HEAVY DUTY ASPHALT PAVEMENT SECTION No Scale BEECHEN LANE SECTION ROLL-TOP - -I 3.0' COMPACTED SUBGRADE 1.5" SM-9.5A C%L 22' (PAVEMENT WIDTH) 2% I 2% E- 2" BM25.0 6" 21 A - ROLL-TOP 3.0' f~ NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. BEECHEN LANE SECTION (30' PRIVATE RIGHT -OF -WA• No Scale NOTE: PROPOSED PAVEMENT MUST TIE IN WITH EXISTING PAVEMENT EXISTING PAVEME H > a SAWCUT THROUGH U EX. SURFACE COURSE w & REMOVE PAVEMENT \ 2' MIN ROPOSED PAVEMENT MATCH EX. CROSS SLOPE UNLESS OTHERWISE SPECIFIED ON PLANS PROPOSED SURFACE COURSE EXISTING P AVEMENT NTMILL EX. SURFACE COURSE BASE COURSE SAWCUT EX. EDGE OF PAVEMENT AGGR. COURSE PAVEMENT REPLACEMENT JOINT DETAIL No Scale WP-2 -�-.•I EDGE E%USING PAVEMENT I EDGE DETERMINED IN FIELD) TACK COAT THE PROPOSED CONSTRUCTION JOINT EXISTING ASPHALT LAYERS PROPOSED ASPHALT LAYERS ----------------- EXISTING SUBBASE PROPOSED SUBBASE --------------------------- COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS ® PROPOSED MINIMUM 11/i INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) x MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS AS DETERMINED BY CORES (SEE NOTE 3) NOTES: 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN N ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS MD TYPES OF THE LAYERS OF EXISTING PAVEMENT. SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. 3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE MD THICKNESS OF EXISTING PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET MART. 4. THE ADJACENT TRAVEL LANE SMALL BE MILLED A MINIMUM DEPTH OF 1INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE 1/ PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED BY RE ENGINEER. 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. 6. EXISTING PAVEMENT MARKINGS AID MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER. 7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE N ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(c) OF THE SPECIFICATIONS. CD-1 TOP OF CUT I LD CUT OUTLET RPDE 4r PAVELElT BEGIN 1 SUBBASE DITCH LINE ELBOW FILL RODE COMBINATION UNDERDRAIN CD-1 AT LOWER END OF CUTS EDGE OF PAVEMENT CENTER LINE SECTION TRAVEL LANES (WITH TYPE 1 SELECT MATERIAL) TRENCH PLACEMENT EDGE OF PAVEMENT SHOULDER LINE F PAVEMENT SURFACE M BASE ��II SIGNAGE NOTES: 4�L _4 PAY LIMITS FOR OUTLET PIPE TO BEGIN WITH 45° ELBOW 0 909090 0 0 0 0 0 E- SUBBASE OF e/ TOE OF FKL o`•'o-o-o-o.o-o-o-o-o-o-o o SELECT MATERIAL TYPE IORI Gpj L, 057 AGGREGATE, 08 AGGREGATE OR CRUSHED S I CLASS MEETING M8 GRADATION REQUIREMENTS. PLAN VIEW ICI GEOTEXTILE DRAINAGE FABRIC (PLACEMENT OF CD-1 COMBINATION UNDERDRAIN) OR �- PAVEMENT SURFACE M BASE SUBBASE OR CEMENT STABLIZED SUBBASE 0- oMATERIAL TYPE R OR SUBGRADE (CEMENT OR LIME STABILIZED) ♦57 AGGREGATE, #8 AGGREGATE OR CRUSHED G GLASS MEETNG I8 GRADATION REQUIREMENTS.OR AGE5r. GENERAL NOTES FMRG 1. UNLESS SPECIFICALLY INDICATED, COMBINATION LINDERMAN WILL HOT BE LOCATED AT THIS POINT WHEN BOTH SUBBASE AND SUBGRADE ME STABILIZED. 2. TRENCH SHALL BE FILLED WITH AGGREGATE MD THROUGILY HAND TAMPED TO INSURE COMPACTNESS. NON -PERFORATED OUTLET PIPE 3. OUTLET PPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MN. (3 X DESIRABLE) GRADE. CRUSHING STRENGTH TYPE OF PPE NWT 4" NOM. DIAMETER )(WET. 8" MGM. DIAMETER SMOOTH WALL PVC .M 1 0.153 SMOOTH WALL PE 1 70 PSI )00( 1 1 70 PSI )EN:)I 4. ON CURS AND CUTTER SECTIONS, WHERE IT IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR UNDERDRAINS, THEY ME TO BE LOCATED SO M TO DRAIN INTO DROP INLETS OR MANHOLES. 5. ON SUPERELEVATED SECTIONS, TRENCH IS TO BE LEA" ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. S. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-O" MOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. 7. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WYMN PAY LIMITS FOR OUTLET PIPE ME TO N WALL THICKNESS DANI - MKS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. WNW TESTED ACCORDING TO ASTM D-2412 AT 5X DEFLECTION. S. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-12OR OTHER DRAINAGE STRUCTURE. D�GET STANDARD COMBINATION UNDERDRAINREFERENCE SPECII ROM -TAD MOD SHEET 1 OF 1 REVISION DATE (AT LOWER END OF CUTS) 232 501 f08.04 VIRGINIA DEPARTMENT OF TRANSPORTATION 701 CG-9B I TH F `. ENTRANCE LIMITS OF PEG. LIMITS OF PEG.- ACCESS ROUTE T b ACCESS ROUTE [0 I/z WIDTH OF ENTRANCE UNPAVED SPACE NON -TRAVERSABLE -' UNPAVED SPACE EXISTING OR PROPOSED EXPANSION JOINT SIDEWALK OR SIDEWALK SPACE 8 WITTH OF ENTRANCE IL 2_0 u EXPANSION JOINT wE LIIS E.LIMITS N�TRIVEIIASLE OF RED. ACCESS ROUTE E L I `� w a. CURB INCLUDED IN 6 PEDESTRIAN ACCESS ROUTE DETAIL WITH & P ENTRANCE GUTTER E WITHOUT UNPAVED SPACE p w ZN O .. w AL ADDITIONRIGHT-OF-WAY IS RE(�U,IREO F THE LIMBS 0 OF PEDESTRIAN ACCESS ROUTE I>XJ EXTEND BEYOND I.?-0.1 e FLOW LINE EXISTING OR PROPOSED VOOT RIGHT -OF WAY. I O n. .e. . e. r r EXPANSION JOINT ENTRANCE WIDTH DESIRABLE MINIMUM 16' 6' •' •' O ABSOLUTE MINIMUM 12' PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS () UNOBSTRUCTED. STALE, FIRM AND SLRESISTANT ELIP PATH CONNECTING ALL ACCESSIBLE EMENTS OF A 4040 0 FACILITY THAT CAN BE APPROACHED, ENTERED AND EDGE OF PAVEMENT USED BY S. IF ACCESS ROUTE IS ADJACENT OF CURB, BACK OF CURB, MINIMUM WIDTH SHOULD BE 6'. SECTION F-F C� NORMAL GUTTER 502 IS-1 HALF PLAN NX IF PEDESTRIAN ACCESS ROUTES ffd ME BEING 2'-0" PROVIDED, A MINIMUM 4' ROUTES LE WIDTH '1�==y1 IS REQUIRED WITH A MAX. 21. CROSS SLOPE. . e. WHEN USED IN CONJUNCTION WITH STANDARD CG-3 OR CG-7, THE CURB FACE ON THIS '•' STANDARD IS TO BE ADJUSTED TO MATCH THE 1. ALL SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH THE MOST CURRENT EDITION OF EACH OF THE FOLLOWING AND ANY REVISION THERE TO: A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE SPECIFICATIONS. D. THE 2000 INTERNATIONAL FIRE CODE. 2. SIGN LOCATIONS ARE APPROXIMATE AND ARE TO BE MODIFIED IN THE FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER CONSTRUCTIONS, AND TO COMPLY WITH STANDARDS REFERENCED IN NOTE 1 ABOVE. 3. ALL SIGNS AND PAVEMENT MARKINGS ARE TO BE FURNISHED AND INSTALLED BY THE CONTRACTOR. ALL SIGNS TO BE FURNISHED AND INSTALLED WITH STANDARD U POST GALVANIZED BY THE CONTRACTOR. SOLID WHITE LINE 24" STOP `TYP' f 12 STD. (VAR I ES) R1-1 NOTE: STOP SIGNS TO BE 30" WITH STOP BAR DETAIL L HIGH INTENSITY SHEETING NO SCALE SOLID WHITE LINE 6' 2' - ice- f� �- 2, (TIP.) (TIP.) STRIPING AND SIGNAGE DETAIL I_S!N SIDEWALK CURV MOUNTABLE CURB CONFIGURATION. oo oq 000'oa o 0 5 SPACE ® ® xx --_- --; ---------- - SECTION E E e.; •e. .:• • 4b^ q.Yo. Pv4o9a°`° 4a•o x x •O%TO10%CHANGE I'1�3"'I COMPACTED Poo v4b4=v. S4 CLASS A3 (H.E.SJCONG. I SUBGRADE--\ 6" AGGR. BASE TYPE I SIZE 21B n• V-U" POINT OF GRADE CHANGE >.' ^• 12% MAX. SLOPE . p, UR8 AND GUTTER ONLY IU '� • p. • e. • e. SIDEWALK CURB AND GUTTER xx 12 %MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALSoq.o o•0 umm& 4" MIN. BUILT CONCURRENTLY x x x 3 % MAXIMUM DECREASE IN SLOPE FOR FIRST 10' INTERVAL AND SECTION C-C 8 % MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10• INTERVAS SECTION D-D STANDARD ENTRANCE GUTTER ROAD MD BRIDGE STANDARDS REVISION DATE SHEET 1 OF 1 VIRGINIA DEPARTMENT OF TRANSPORTATION 07/15 203.02 NOTES SHAPING OF MANHOLE AND INLET INVERTS N ACCORDANCE WITH THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED ON PLANS OR WHERE INVERT OF PIPE IS ABOVE INVERT OF STRUCTURE. MANHOLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. THE INVERT SHARING AS DETAILED HEREON IS TO CONSIST OF A PORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS A3 OR CLASS C1, EXCEPT THAT 25Z OF COARSE AGGREGATE MAY BE UP TO 4" IN DIAMETER AND CONSST OF STONE, BROKEN BRICK, BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE SHALL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NONE OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED SHAPE TO ELEVATION OF MID -POINT OF LARGEST PIPE. 1 SLOPE TO DRAIN TO INVERT OF OUTLET PIPE SECTION A -A METHOD OF TREATMENT IN DROP INLETS SLOPE TO DRAIN TO INVERT OF OUTLET PIPE DETAILS OF INVERT SHAPING AS SHOWN HEREON ME FOR EXAMPLE PURPOSES ONLY. EACH MANHOLE AR DROP INLET 5 TO U SHARED CONFIGURATION TO BEST FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES. SECTION B-B PLAN METHOD OF TREATMENT IN MANHOLES `v=r I SPECIFICATION �VpOT SPECIFICATION ROAD AND BRIDGE STMDAROS ASPHALT PAVEMENT WIDENING REFERENCE ROAD AND BRIDGE STANDARDS STANDARD METHOD OF SHAPING REFERENCE SHEET 1 OF Id REVISION DATE FOR WIDENING SUBJECT TO TRAFFIC ET 315 SHE1 OF 1 REVISION DATE MANHOLE & INLET INVERTS 302 303.02 VIRGINIA DEPARTMENT OF TRANSPORTATION EDE G VIRGINIA DEPARTMENT OF TRANSPORTATION 2" R CONIC CURB AND GUTTER CLASS 3A, (fc=3,000 PSI) CONCRETE VDOT STANDARD CG-6 CURB & GUTTER No Scale NON -SLIP BROOM FINISH VARIABLE WIDTH' MAX. CROSS SLOPE 2% COMPACTED SUBGRADE I - CONTINUE 21 B STONE BASE FROM ADJACEN- PAVEMENT SECTION UNDER CURB d <I 4" 3,000 PSI AIR -ENTRAINED CONCRETE 4" TYPE 21A STONE COVER DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS a NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT STANDARDS. R= /4' COMPACTED SUBGRADE CONCRETE SIDEWALK JOINT DETAIL No Scale 4" 21-B STONE b `tpLTFf OFr�� CLINT W. .0i�7 S FFLET r Lie. N 343t6 149 00 rSL�,t� 061 of 122AppONAL ^� E 0 NU N C > E a? E w 'L LL� OY O L M Z <<J000 z W wJ -� O W ry v a O �_� u U) im w oa Lu 2 =a o r S C N z UH U < UPI O M'1 (n W R o 0 N " L W dM v U) J CD Eli 0 [1 LD x N ~ � N w w F ti 0 < z o 0 Ln > 0 DATE 02/0712022 DRAWN BY '-VAN NIEKERK DESIGNED BY J. FOX CHECKED BY C. SHIFFLETT SCALE N.A. O Uz 6LLi J O; Ica cia W a J co m 06 < Q LL 0 O W Z O Q O U J O JOB NO. 639.001 SHEET NO. C1.0 m 3 C_ (L 0 a(X c,3 12 Z 2a C162 = mw E g D l6 x a.0 O = D Z 03 2 n 2 w F N G ZE 5 0 2'§ o '§ d .Z Y N X CO 62 m o M U C E aCO O � �a 10 'a 0 o C, N 0 N � U O 2 �N N 0 N 0 C 0 N n o N N L COVER LIFT NOTCH 12 3/8" 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"-111 METERS) NTS FIG. W-7 4" DIAMETEI AND VALVE WATER PVC THRUST VALVE M M.J. FITD TD-13 PLUG ON-LINE (TYPE "B") VARIES THREADED COUPLING BRASS NIPPLE AND PVC o CAP T LUBRICATE ALL THREADS METER BOX (SEE FIG. W-7) NO. 57 STONE 2" PIPE SLOPED TO DRAIN IF - GRADE ALLOWS VARIES VARIES 2" BRASS PIPE WATER MAIN AND VALVE 2" THREADED TAP ARE SAME SIZE PLUG DEAD END (TYPE ILA") TYPICAL BLOW -OFF ASSEMBLY NTS FIG. W-8 NISHED GRADE AIR RELEASE VALVE BRASS OR BRONZE PIPEZEVALVEE GATE PRPOSSIBLERADEI. BRICK SUPPORTS OR - SOLID CEM NT BLOCKS ✓Kv USHED 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 WATFPUNES SMALLER THAN 12" USE A i" 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 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6MIN 701) 2' 70 10' (2 16•-zz^ 7 CU. FL VALVE BO #68 STONE 42"MIN 6" GATE o ° VALVE 8" X 6" TEE 2500 P.S.I. CONCRETE I BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL STEEL PILE WHEN THE SOIL IS DISTURBED OR EN 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. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 z E N TD-8 PLACE 5' GALVANIZED " WITNESS ` POST NTH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS AS DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL FINISHED GRADE II ADJUSTABLE TRAFFIC RATED II VALVE BOX W! LID u n M.J. GATE VALVE WATER LINE L _7 .. 2500 P.S.I. CONCRETE R A Vx 2' BEARING AREA. THRUST BLOCK :,4 a. . c NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE 1• COMPRESSION x 3/4- MALE PIPE COUPLING OR APPROVED EQUAL NOTE: NO SNEATED FITTINGS DUAL SERVICE 1' TYPE'M SOT COPPFA SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON PVC RPL NTS FIG. W-5 TD-9 0 \ / FOR USE ON ATTACHED SINGLEFAMILY RESIIAL Es OR DUAL RESIDENTIALAND IMRGATON SERNCES lEE O �z R. 1' COMPRESSION x 3/4' MALE PIPE CQUPUNG OR APPROVED EQUAL FOR USE ON DETACHED SINGLE FAMILY RESIDENIIAL SERMOE YHEIIE AN IRRIGATION METER IB NOT PROVIDED. CAST IRON UD FINISHED GRADE 1/8 KIND COUP NG-\ pS• METER •`ilM"�M1i: M1�i v'b. '\1N-. CIXiPOTAT011 SLOP L N ,µi.� > BPoO( AS :"-x.•:::> NECESSARY �'''•� AN SD OR DUST UNDER^V''A'•'L'''' BOX AND SETTER(2-INOI �i M. d_� 600T SPEC. 203, W. e) AGGREGATE MINIMUM TIIIXNE55) TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FIG. W-6A TD-10 ry omuY a N JMALLCN( 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 GOATS OF BITUMINOUS PAINT. BEND PIPE SIZE A B C D E F 4" - 6. 1'-9' 2'-3. 2'-6. V-2 T t 14 8" 2'-3 X-0 X- V P'-8 1 14' 11 1/4' 10" 2'-9 3'-9 Y-6 Y-D 12• 3'- 4'-3' 3'-0' 2'-3 3'-6' 2• 18' 3'-6 5•-6. 3'-3' 3'- 4-8" 2 Ijr 4" - 6' Z-6 T-0 2'-6' V-6 2'-B 1 1 4 8' 3'-0 4'-3' 2'-fi' 2'-T Y-3" 2• 12 1/2'10" 3'-3" 5'-0 3' -0 2'-9" 3'-9" 2' 1Y 3'-9" 6'-3 3'-0 N-6 4•-3" 2- 1B" 5'-G 7-6 3'-3.4'-D"V-8"21/2` 4' - 6 S-O" 6'-0 Y-O" 3'-3 3'-3 2 t/4 8• 3'-6" 8'3'-2. 2 14 46' 10" 4'-8" T-8 J'-0' 4'-3" 5'- 2 14 1Y W- 9'-p 7-3' 5'-0 5'- 2 1/Y 3" THREAD 1 NOMINAL INSIDE DIAMETER EXTRA STRONG STEEL PIPE B ts• e•-s tP-o 3'-w Ii Y-3• z t LAGER SUS &-') CLASS =CONCRETEC� 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 TD-4 6" NOTE: RESTRAINED JOINT FITTINGS. 42" Mfnimt Certification of 95S compaction required G Galvanized Steel Beam, W12 x 14 (min. size) 3' min. penetration into undisturbed soil or as approved by the ACSA. Side View •o :d �Ia 4' II° A, -A 45' I I \o TYPICAL THRUST BLOCK IN FILL AREA NTS FIG. W-3B ASTM A36 AND HEX NUT ASTM ASS8 (TYP) UNDISTURBED EARTH UNDISTURBED 2 - 3/4" DIA SOIL (TYP) ALL -THREAD ROD WATER MAIN J�rY\Th`rr 29�E _- •, a l UNDISTURBED 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 SHALL INCREASE ACCORDINGLY. CROSS ANCHOR RESTRAINTS FOR VALVES NTS Fig. W-30 TD-6 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY. VARIES t--10't-�•I ISO'= 5• III 111 5' 1 1 F WATER SEWER 3 A o p x £ LOCATION [IF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC,) EASEMENT WIDTHS, WATER OR SEWER ONLY - 20, MINIMUM WATER & SEWER 30' MINIMUM w 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 NITS FIG. W-1 Tn-I GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL 624� INg INITIAL BACKFILL 824' IN 8 ll MIN MIN. MIN. MIN. 6" BEDDING '•.J�`=.`:,-'' #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 a'MI INITIAL BACKFILL 4M1 UNSTABLE 8" 8" g- g•• SOIL MIN. MIN. _ _ MIN MIN. #68 STONE :GRANULAR FILL AS -: -APPROVED BY AC SA > �� STA I acK Z 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 FE W.W. (FEET) CUND. BEND L I H T L H T 90 2.50 250 3.01 0.24 4" & 6' .45 2.00 225 2.60 0.15 200 225 2.50 0.15 221/2 1.50 700 2.52 0.10 111/4 1.50 200 2.50 0.10 90 3.66 &16 3.21 0.40 45 2.66 2.66 2.77 0.28 8. 221/2 1.66 2.16 2.69 0.13 3.16 2.91 2.66 0.32 111/4 1.66 2.16 267 0.13 90 4.83 3.83 3.42 0.83 10` & 1245 3.33 3.58 2-95 0.43 3.83 4.DO 283 0.52 221/2 2.33 2.58 286 0.24 11 1/4 1.83 2.33 1 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 TO-3 CLINT NN. .d S FFLET r • Lie. N 343t6 vP? rSL�,t� 06101 / 22 G ",% M E 0 0 a U N � N > E N E w a 3 LL 2 Q J U co Z W J - V 1 H4ON N a ((n W -IT z ~ ° Of 3 Y LIT >OU _j 04 0 2 DW UU n= vN U Z H > L O ck� wLU (n W O i M 7 CD J j H � EL' 0 0 2 (7 I- F ry 0 ry w p w w H � a o 0 Z o O U) DATE > Z) 0210712022 O DRAWN BY R. VAN NIEKERK • DESIGNED BY • J. FOX • CHECKED BY • C. SHIFFLETT SCALE • N.A. 0 J� 1 , tQ Uzi \� J O / LLj W _j W JDJ LU 06 ca LL w O O O Q U O JOB NO. 49639.001 SHEET NO. C1.0 0 c i c 0 0 3 c �0. 0 90 o 17 Ez O C a E o a c m a0 0 N (� F O) $ Z m 0 w a m 1 N O .L.• 0 o .§ n d � Z Y u, 0 m X C 0.0 0,6 5 2 d N O 0 12 0 d `o E C 0 m o & a c �c 10 a o - N 0 c 2 a N N 0 c 0 m Ti E d t E H_ L �.��pLTff �fFr�Nr SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE �1 AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS C INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE NOTE, MIN, DIAMETER MANHOLE CLINT W. LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE REQUIRED, RE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. Ao xx sTSP40 4 W :J S F F L ET Y 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL (fYPJ DROP MANHOLE PVC CROSS e Z • " Lic. N 54306GC? BE CONNECTED USING A PIPE SADDLE USE APPROVED FLEXIBLE RUBBER ��, 'Yv� BODL 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% Q PER FOOT C,2 ° 06101122 ; (1/4" ) o 3000 PSI CONC. BASE ��,, 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN �� p ��.�/'' ;•�'� DIAMETER OF 4". STOPETEDCOUPLING ?a GASK,e4PROFILE BENCH SLOPED TO FLOW 5. ALLSEWER LATERALS SHALL HAVE A MINIMUM COVER CHANNEL 1/4" 1' MIN OF 3 FEET. ;: J;"• DROP PIPEPE STRAPSSALT -/TAINLESS STEED n:°•+,EDEVERYF - r "'1 E o2 TREATED 4 VERTICALLY 4 i f �l \ / ` NU x FINISHED GROUND MARKER,"4]•"= 0" RESTRAINED REND 1 BRANCH SEWERINFLUENT 12" �- E PIPE 7 _y,SEWER_a PPE LLw0'PLAN 0 "w WPLUG w Z END OF Mu-iO CO ON MAIN LINE SECTION SERVICE LATERAL BEDDING WITH NO. 68 STONE W CO a O VON 1.HEIGHTOFTHEVERTICALDRDPPIPEWILLBEDETERMINEDBYTHEACSA,BUTSHALLNOTBELESSTHANTWO FLEXIBLE CONNECTION NOTE: z � L- - V (2) FEET. WITH STAINLESS STEEL ALL CONNECTIONS TO '� w 2 2. VERTICAL DROP PIPE SHALL BE$DR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO BAND EXISTING MANHOLES SHALL OU THE DROP FITTING WITH STANDARD GASKETJOINT. w BE CORED AND A FLEXIBLE U) = v N Z 3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADE OF CONNECTION " BOOT " _ U ¢' ;° O � STAINLESSSTEEL. INSTALLED � rn In W� 4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT- v w O IN LINE WYE-TELu E TO SPRING UNE OF MANHOLE INVERT. D_ Ln PLAN S. DROP CONNECTION ON DISCHARGE FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FLOW. TYPICAL MANHOLE PLAN J CD j W 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS. � VARIES 7. MINIMUM 72" DIAMETER MANHOLE REQUIRED FOR A SINGLE 10' OR 12' DIAMETER DROP CONNECTION, OR SHOWING BRANCH TIE - I N R TWO B" DIAMETER DROP CONNECTIONS. SEWER SERVICE LATERAL CONNECTION STANDARD INTERNAL DROP CONNECTION NITS 0 N.T.S. N.T.S. FIG. S-I-B FIG. S-2 FIG. S-1-C2 O TD-33 TD-30 TD-27 = I- ry C] ry w w w O H a Q � 0 0 FRAME & COVER O DATE ^g• FRAME & COVER (SEE FIG. S-I-D,E) V) g SEE Fig. s-I-D, E > INING BACKFlLL SHALL 6 s nI NON PAVEDFACE AREAON STREET SURFACE OR NON -PAVED AREA 0 02/07/2022 CONTAIN ROCK MATERIAL � �� } DRAWN BY ER THAN 5" IN ANY �� T I SLOPED AREA SLOPED AREA � SION E Nd E�RUB•.i�Y,,.^,;.: .. r,-; ':.`zjr1.3 tIY`z ... 'W...,_, 7'-O" MAX 2-0" CAST IN PLAER CED STEEL STEPS .VAN NIEKERK IAL BACKFlLL+ j'-0" MAX 6"MIN LIFTS) EMBEDMENT HOROUGHLY COMPACTED SPRING LINE Y HAND OR APPROVED OF PIPEECHANICAL TAMPER fALL a s E eg I $ AE„ NISIE,, O PRECAST REINFORCED cNcr(ETE SECTIONS OR APPROVED EQRING UAL eNO. 2'-0" • DESIGNED BY J. FOX Ew 3 DTI RUBBER COATED STEEL 3'-0" MINa CHECKED BY 68 STONE -NCHING �g �6 o 3'-0" MIN THE DROP CONNECTION SHALL BE STEPS CAST IN PLACE DING 6" max 4" min $.. LU\wob E 6C9 -z DUCTILE IRON PIPE (CLASS 50)) 5" BACKFILLED IN 6" LAYERS AN6COMPACTED PRECAST REINFORCED (SHALL BE E E E BY HAND TAMPERS ORCONCRETE 12 MIN® BACKFILLED WITH SELF-COMPACTINGb" SECTIONS 12MIN RING SEALS4 16" MAX C. SHIFFLETTNDATION SCALE UIRED WHEN SOIL E Sao 18" MAX STONE. MINIMUM ELEVATION T TDITIONS • ARE UNSTABLE �m I- DIFFERENCE ACROSS M.H. 5" 4'- " L PIPE) 5" T • N.A. ELEVATION 12"MIN 12"MIN H VFROM SHALL INLET . ACROSS INLET TO VARIE 4 OUTLET BE0.20 F ET. SHALL BE 0.20 FEET CONCRETE ° VARIES " .rA o DEPTH OF FLOW FILLETS . A FILLETED INVERT FOR A SMOOTH CHANNEL TO BE j . TRANSITION OF FLOW BETWEEN b'' 3/4 DIAMETER OF , NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE O -H = '' INLET & OULET PIPE S " •• t'4 12'..� bPROVIDED. HALL BE :i"� �.p .r3 CONTRIBUTING -- =^'�-- - SEWER.12„ �R • BACKFILLED ENTIRELY WITH NO. 21A T3/4 A FILLETED INVERT A SM00 • '�s STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM THE TRENCH SHALL BE SCRAPED z CIA OF LARGEST PIPE IN MANHOLE rMEFMIN. TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF N0. 68 0 ° 6" BEDDING BEDDING STONE SHALL BE PROVIDED'al $ E WITH NO. 68 STONE PROVIDED. MIN. 6" NOTE W/ N0. 68 STONE 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"g �� t NOTES : BEDDING OF N0. 68 STONE l X Q 8 IQ 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. Z THE CONSULTANT DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE O O 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED EXTENDED OR NON -EXTENDED BASES. 41 INSIDE AND OUT. 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE 3. ALL JOINTS, 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 TYPICAL MANHOLE WITH DROP CONNECTION SHOWING BRANCH TIE-IN N.T.S FIG s-I-D NTS N.T.S O FIG. S-3 Nip' FIG. S-I-A TD-31 FIG. S-I-C TD-34 TD-25 Q TD-aa 1•-t Z PRECAST CONCRETE MANHOLE - BASES SHALL BE FABRICATED IN ACCORDANCE 6 J WITH PART V, SECTION G OF THESE SPECIFICATIONS O � >a IQ ROADWAY le, SLOPED AREA RUBBER COATED STEEL STEPS - .: 4,:' FRAME &COVER CAST IN PLACE SEE FIG. S-I-D, E E J W i I i xo�s O eov a�ac II--. 5 1/! ,1I L3®nm] 261/4'➢M BR PRECAST REINFORCED CONCRETE _ ON 4 a SEIWER PIPE STING SANITARY " ,.: Q Q ° S [687mmI [t7amml [Bum,mm] SECTIONS WITH "0" RING SEALS OR APPROVED EQUAL 2'-0•• ., 1'-G" MAXSAW DOGHOUSE OPENING SHALL '"'� ,' ". A' MIN. 72" CLEARANCE BE PREFORMED BY `'' •!:: • BETWEEN EXISTING PIPE MANUFACTURER OR "-''1''; ;:•:• AND STONE BEDDING TO FIT I� •i Lu J On �' Q -" ,^ PAVEMENT za 2/ta" aA s/6" D22mA7 [temml �---- •, I A FITTING MAY BE REQUIRED ACSA APPROVAL. OUTSIETDIAMATER"'". x..• PLUS 6". �;y``:- 1 [L O W 42' MIN. I O o 30" M " 26" [at4mm] I[�-- [ssDmm _ 1 1/2" FRAME SECTION )O/16 [3Bmm] p' a N7T11 o No. 8ICK STONE BEDDING B'XB")A6" AND 4'x8'xi6' , SOl1D CONCRETE BLOCKS 0 z O COATED STEEL BAND OR STAINLESS 0.25' MIN, THICKNESS STEEL CASING INSULATORS 42' MIN, STEEL CASING I 112" CONCRETE FILL I [20mm] z• (stmm) IE"Ens (REOEsm FuuH) THE DROP CONNECTION SHALL BE 3'-0" MIN � DUCTILE IRON PIPE (CLASS 501 CENTER W WALL 4 EACH ( ) DOGHOUSE MANHOLE BASE O Z _ --'I-r- BOTH ENDS 1• BACKFILLED IN 6" L VERS AN p A IS U [2smm7 NI A 31/0" 1/2' I Ay p � COMPACTED BY HAND TAMPERS OR 5" BACKFILLED PATH SELF -COMPACTING n,nn ulnnu uunnunninn,n nn nnnnninnn,n,nnnnutnuun nu,nn nnlun,innnnnii, Q e2 I c)P' (7amm7 [13mm] 4 22 )3/16" FILL OPENINGPIPE A) I 3 13/ts" 2 1/5' [97mm] 1578mm] STONE. 12" MIN MANHOLE ABOVE BASE SHALL ND EXISTING BE CONSTRUCTED AS SHOWN AROUND XISTING %PE I „ 2'-0' 7' OR 8' 7' OR 8' 2'-0' 2'-0' [54mm o 25' ➢ 1111s, 1 3/1" [635i'"'] [7mm] [35mm] ➢/16' O.D. OF Cla GROOVE [14mm] SECTION 16" MAX MINIMUM ELEVATION DIFFERENCE p ACROSS M.H. FROM INLET TO _ 5" - e OUTLET SHALL BE 0INL FEET ON FIGURE 5-1-A WITH 3.000 PSI CONCRETE OR NON -SHRINKING GROUT O Cw BOLT VIEW 1/4" (6mm) DIA SEE ASSUBLY NEOPRENE GASKET '17N. p 12"MIN 12"MIN A FILLETED INVERT FOR A SMOOTH UCTILE IRON PIPE I 18' DR 20' JOINT OF D.I. I ESTRAINED JOINTS) (2) MR 1/15 X 3/8 x 1 1/2 Aj` FL (2) ODRED tHwv RUBBER PART► ooealou E W VARI G TRANSITION OF FLOW BETWEEN INLET & OULEi PIPE SHALL BE ALLOW CONCRETE Plmo3mS (2a BLT x10 s/B-11x, 1/2 ss [smm 2400' [41mm PARF7 o0aB1250 •• ••• PROVIDED. +� WRAP EXISTING PIPE WITH TO FLOW A MIN. NEOPRENE GASKET MATERIAL V-O" BEYOND RAM E GAS NOTE: 1. STEEL CASING TO EXTEND TO BACK OF CURB, DITCH, SIDEWALK, ETC. N A MINIMUM OF 5' BEYOND THE EDGE OF 1 1/6" (29mm) Di BOSS [BOOM 7jf�jlm .53 01A. STAINLESS STEEL ROD (2) MR 5/8 ID IM OD s PUN WEW [ PARS# oaee13+6 w" b • ' FITTING DIMENSION VARIES WITH SLOPE. OF STRUCTURE BEFORE THE OPENING PAVEMENT. WHICHEVER IS GREATER. PIOImAA➢Locla.uG NGLE DETAIL NOTES; >' ➢'Q NEOPRENE SECURED BY 2 NON - CORROSIVE STRAPS, 1 ON 2. ENDS [IF CASING CAN BE SEALED USING A PULL -ON END SEAL GASKET IN LIEU OF CONCRETE FILL, z) xur xx s P2) N aW 5/ 11 2"'N^x 12 �. ; 6' i"• •..•.. A� p • EACH SIDE OF OPENING 3. MIDDLE SPACER SHALL BE PLACED AT THE CENTERPOINT OF PIPE JOINT, 1. ALL MANHOLES WIT IN 100 YEAR FLDODPUIN OR LOCATE➢ IN AREAS SUBJECT TO FLOODING SHALL NA1E WATERTGHT FlEAME h COVER. (2) NV HX .NON B/5-11 ZN 2 ALTERNATIVE DESIGN FOR WATERTIGHT COVERS M L BE CLNERMED. HXa 3. COVERS SHALL BE FIXED TO FRAMES PATH LOGONG LUGS DR SIMIUAR ASSEMBLY. PARTN a 3/4 CIA OF LARGEST 1 WATER TYPICAL WATERTIGHT (2) 193SR LUCK LUG (SHOED PAR1F 001W505 PIPE IN MANHOLE 12' MIN. CAST -IN PLACE 3,000 PSI CONCRETE BASE TYPICAL STEEL SLEEVE INSTALLATION LOCK LUG ASSEMBLY MANHOLE FRAME&COVER MIN. 6" BEDDING WITH NO. 66 STONE FOUNDATION SECTION VIEW UNDER ROADWAYS N.T.S FIO SHE NOTES: ...III,,,,,,,,,,,,II,II,II,I,IIIIIII,II,,,, a nnniinnn,nnnul n,nu,nunn, TD-32 1, BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE NOTES: N.T.S SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS FIG. W-10 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE 1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW EXTENDED OR NON -EXTENDED BASES. FLOW TO THE EXISTING PIPE. 3. ALL JOINTS. LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND our. 2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE. 3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6" OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE - - BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN ACCORDANCE WITH THESE SPECIFICATIONS. TYPICAL MANHOLE DROP CONNECTION TYPICAL MANHOLE BASE JOB NO. WITH STEEP INCOMING SLOPE SHOWING "DOGHOUSE" INSTALLATION 49639.001 NTS N.T.S - FIG. S-1-Cl FIG. S-1-Al SHEET N0. C 1.0 M-29 TD-26 0 d 0 3 c �a D 90 O C) 0-z 20 o � c � a � o C, c 0m L OD w O (n Z m O d O � m 16 m o zE �0 O 6 Z Y m y �m X C 0.0 m 6 £ 2 d N 0 0 N 0 E `o R& C' a c GO 10 a O o � N 0 m � c 2 m N N 0 C V m Ti E � d t E L LEGEND SAW CUT REMOVE CONCRETE MILL & OVERLAY APPROX LOCATION OF EXISTING 8" WATERLINE 8" W - - !�� S..W EP SSc5�\GR is„�i CaG OCONC SWK 8 W` � SD CURB INLET W/GRATE - TOP=673.01' INV OUT=666. 11'15" HDPE J 6bp SD CURB INLET W/MHD �"� � � / �'' � � � \ \ SD CURB INLET W/ GRATE TOP=678.32' - �'' \ � \ 8„ TOP=672.78' INV OUT=671.32' 15" HDPE / \ �'' �a y INV. IN=665.58' 15" HDPE INV OUT=665.38' 15" HDPE 0 -680- SD CURBINLETW/GRATE --- a- \ I \\\ TOP=67707' INV. IN=670.02' 15" HDPE INV OUT=669.92'15"HDPE VACATE PORTION OF EASEMENT VA ATE EXISTING EAS�MENT SD CURB INLET W/ GRATE / --------("�--------------- - ------------I------- \\ \ \ TOP-670. 05' MHS INV 1N=663.60' 15"HDPE TOP=676.37' '/ j I - INV OUT=663 55 15 HDPE INV. 1N=665.82'(N) {j/'.. \ ' - - / //- --- ------ ' l� 'i ' I I i I \\ I \ /i IN=665.77'(W) /// �h /---------------- I / ------- WV INV. OUT=665.57'8"PVc EAST VILLAGE, LLC I- ------1------ \ I / 5 -DB.-0�9� REr6- \ ZONED: NEIGHBORHOOD / \\ \\\ \ /X SO CURB INLET W/ GRATE MODEL DISTRICT �/ \ TOP 670 03' ' ------------ -\_ --- f------------------- lb ------ c----- /! / I ----------- --------- SD CURB INLET W/ GRATE S '// 6�e ��° 1.604 AC. (RECORD) _ - - ' �\��'' \ \ / VACATE PORTION \ / _ _ OF EXISTING \ \ TOP=674.82' // - / INV. 1N=66782' 15"HDPE (E) �'/ EASEMENT INV. IN=66788'15" HDPE (N) //\ INV OUT=66762' 15" HDPE MHS ,A SD CURB INLET IN/MHD \ l i - - - - - - - i I ' - ' - - /' TOP=668.LRE TOP=675-41' /' i - ' - IWV.IN=65�1\.�1'8"PVC , a REMOVE PORTION / / 612 INV. OUT -yid �2B'PVC \ INV OUT=668.76' 15" HDPE u / OF GUTTER, CURB, / ' _ _ - _ - ' , ' , ' \ ` AND SIDEWALK ADJUST MANHOLE --6 \ TOP TO PROPOSED / / / ' / _ ' ' / - ' - - GRADE ELEVATION / / ------------------------0^ -- a '_________ _______ _,_'_'__________ REMOVE PORTION / -- \ / 1 -'` -�1- -+ - -�� r7� I / / _ _ / _ ' 616 , ' ' ' ' > OF GUTTER, CUR$; ,668 0 x ' 1 � � ANQ SIDEWF�LK �� \ 5 �1 SAN- - - SAN-� -SAN- - SAN- - SAN - SAN- - -SAN- r - SANT - - - - / , - SAN- i� SAN- - - SAN- S - - - - v Zt MHS TOP=676.82' INV. IN=664.82' 8" PVC INV. OUT=664.72' 8" PVC / \ CONC. SWK (GI a / / i / / CONC. SWK / EP MHS _ 8" W 8" W 8" W 1_ �l'I� irL'ET MIiD TOP=676.26" �� REMOVE TREES TO SD CURB INLET W/MHD REMOVE INLET, -LTA I�� ADJUST MANHOLE' INV. 1N=663.86'8"PVC (W)C- �� J SAWCUT PROVIDE SIGHT TOP=671.17' �/N INV 1N=663.76' 8" PVC (S) - -' - DISTANCE GOLF DRIVE INV OUT=663.97' 15" HDPE I to TOP TO I & INV. OUT=663.66'8"PVC / MILL &OVERLAY APPROX LOCATION OF (55'PUBLICRN\) II II PROPOSED GRADE MILL OVER / / ASPHALT EXISTING 8" WATERLINE DB. 4829, PG. 323 ASPHALT II II SD CURB INLET W/MHD SD CURB INLET W/MHD _ TOP=671.13' TOP=668.77' / / INV IN=664.08' 15" HDPE INV 1N=661.38' 15" HDPE (SW) / INV. OUT=663.87' 15" HDPE INV. 1N=661.42' (NW) / INV. OUT=661.12' 15" HDPE / y a � If h \ INV. 1N=661.58' 15" HDPE INV OUT=661.53' 15" HDPE \ m \ c� \\ a \ \ \ / a FA go SD CURB INLET W/GRATE TOP=66777' INV. IN=660.82' 15" HDPE (S) INV. IN=660.97' 15" HDPE (NW) INV OUT=660.4 7'24 " HDPE SD CURB INLET W/GRATE TOP=66785' INV. IN=660.25' 24" HDPE INV OUT=660.15' 24" HDPE i � ,v SqN_ MHS TOP=66735' INV IN=655.60' 8" PVC ® INV. OUT=655.31' 8" PVC SAWCUT \ SD CURB INLET W/ GRATE TOP=666.45' INV OUT=661.85' 15" HDPE MHS TOP=66766' INV. IN=657 04' 8" PVC (W) INV. IN=656.96' 8" PVC (S) INV. OUT=656.81' 8" PVC SCALE 1"=20' 0 20' 40' ` r `666 LT Ff OF CLINT W. S FFLET r Lie. N 443116 GC? 06/OI/Z2 ��POOOONAL CL O cc H FL DATE 0210712022 DRAWN BY R. VAN NIEKERK DESIGNED BY J. FOX CHECKED BY C. SHIFFLETT SCALE 1"=20' J O Z 1"I O Q Uz O O C7 LLI _j > 0 W w Q od (,%) J m Z I -I Q O Q0 z 0 Z O O Q"U J C� O Z w JOB NO. 539. 001 SHEET NO. C2.0 L 0 m O 0 0 EROSION AND SEDIMENT CONTROL NARRATIVE: PROJECT DESCRIPTION THIS PROJECT INCLUDES THE CONSTRUCTION AND EXPANSION OF 23 SINGLE FAMILY ATTACHED UNITS KNOWN AS "BLOCK 10" IN OLD TRAIL VILLAGE , SITE WORK, UTILITIES & LANDSCAPING ARE ASSOCIATED WITH THE DEVELOPMENT. LIMITS OF CLEARING AND GRADING ARE 1.76 ACRES. ADJACENT PROPERTY THE SUBJECT PROPERTY IS LOCATED WITHIN THE "EAST VILLAGE" SECTION OF OLD TRAIL SUBDIVISION. THE ADDITIONAL UNITS WILL BE CONSTRUCTED WITHIN THE VACANT PARCEL BOUND BY ROWCROSS STREET AND GOLF DRIVE. EXISTING SITE CONDITIONS THE EXISTING SITE CONTAINS FLAT TERRAIN AND CURRENTLY UNDEVELOPED. 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 THE PROPOSED DEVELOPMENT WILL BE CONVEYED TO SWIM FACILITY L-1 THROUGH A CLOSED STORM SEWER SYSTEM VIA CURB AND GUTTER. 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 SHEET C3.2) 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT ALBEMARLE COUNTY COMMUNITY DEVELOPMENT BUILDING. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. INSTALL CONSTRUCTION ENTRANCE SILT FENCE AND OTHER PERIMETER MEASURES. 3. INSTALL PORTION OF DRAINAGE PIPES AND STRUCTURES (300, 301, 302, 303, 304) AS DESCRIBED ON SHEET C3.2. REFER TO GRADING AND DRAINAGE PLAN ALONG WITH PIPE PROFILES FOR ADDITIONAL INFORMATION. 4. INSTALL EXCAVATED DROP INLET SEDIMENT TRAP (ST-1). 6. INSTALL DIVERSION DIKES, CLEAN WATER DIVERSIONS & INLET PROTECTION. 7. FILL IN EXISTING SEDIMENT BASIN. REMOVE ROCK ARMOR, RISER, AND PORTION OF OUTFALL PIPE. 8. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN. 9. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE II (SEE SHEETS C3.3) 1. CONTINUE SITE WORK PER THESE SITE PLANS. 2. KEEP ST-1 IN AS LONG AS POSSIBLE AS TOWNHOMES ARE BUILT. RESIZE AND RECONFIGURE AS NECESSARY, IN ACCORDANCE WITH VESCH. 3. INSTALL ADDITIONAL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT CONTROL PLAN AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL. 4. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 5. ALL STORMWATER PIPING & STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. 6. ONCE THE SITE UPHILL FROM THE SEDIMENT TRAP OR BASIN HAS BEEN STABILIZED AND APPROVED BY ESC INSPECTOR, REMOVE THE SEDIMENT TRAP OR BASIN. 7. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 8. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. MINIMUM STANDARDS: AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS- 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. GENERAL EROSION AND SEDIMENT CONTROL NOTES: ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS MR 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: 25B - DYKE SILT LOAM. 2 TO 7 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURE, WELL DRAINED, HYDROLOGICAL SOIL GROUP: B 37C3 - HAYESVILLE CLAY LOAM. 7 TO 15 PERCENT SLOPES, SEVERELY ERODED, MORE THAN 80 INCHES TO RESTRICTIVE FEATURE, WELL DRAINED, HYDROLOGIC SOIL GROUP: B 1. SET THE STAKES. ff1 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. i 4" 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. FLC br1EET FLOW INSTALLATION (PERSPECTIVE VIEW) POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) CONSTRUCTION OF A SILT FENCE (WO/ WIRE No Scale STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE FENCE AS A TREE PROTECTION FENCE. NO SCALE TREE PROTECTION No Scale w \_ "�� tail �� .�stt'!♦r�� 4]''' ..jri♦ ram: ?1�'�f�� •, `* ice'/ s II s SEDIMENT CONCRETE GUTTER CURB INLET 12" ' GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. IP 3.07- 6 STORMWATER INLET PROTECTION No Scale TABLE 3.32-C SITE SPECIFIC SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN AREA TOTAL LBS. PER ACRE MINIMUM CARE LAWN COMMERCIAL OR RESIDENTIAL 200-250 LBS. KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% IMPROVED PERENNIAL RYEGRASS ` 0-10% KENTUCKY BLUEGRASS 0-10% HIGH -MAINTENANCE LAWN MINIMUM OF THREE (3) UP TO FIVE (5) VARIETIES OF BLUEGRASS FROM APPROVED LIST FOR USE IN VIRGINIA. 125 LBS. GENERAL SLOPE (3:1 OR LESS) KENTUCKY 31 FESCUE 128 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP " 20 LBS. 150 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) KENTUCKY 31 FESCUE 108 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP " 20 LBS. CROWNVETCH *" 20 LBS. 150 LBS. * PERENNIAL RYEGRASS WILL GERMINATE FASTER AND AT LOWER SOIL TEMPERATURES THAN FESCUE, THEREBY PROVIDING COVER AND EROSION RESISTANCE FOR SEEDBED. ** USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: MARCH, APRIL THROUGH MAY 15TH .............................. ANNUAL RYE MAY 16TH THROUGH AUGUST 15TH......................... FOXTAIL MILLET AUGUST 16TH THROUGH SEPTEMBER, OCTOBER...... ANNUAL RYE NOVEMBER THROUGH FEBRUARY................................. WINTER RYE *** IF FLATPEA IS USED, INCREASE TO 30 LBS./ACRE. ALL LEGUME SEED MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY ALSO BE INCLUDED IN ANY SLOPE OR LOW -MAINTENANCE MIXTURE DURING WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. PS 3.32 PERMANENT SEEDING MIX FOR PIEDMONT AREA No Scale TABLE 3.31-B ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS 3.38 "QUICK REFERENCE FOR ALL REGIONS" PLANTING DATES SPECIES RATE (LBS./ACRE) SEPT. 1 - FEB. 15 50/50 MIX OF ANNUALRYEGRASS (LOLIUM MULTI-FLORUM) R 50-100 CEREAL (WINTER) RYE (SECALE CEREALE) FEB. 16 -APR. 30 ANNUAL RYEGRASS 60-100 (LOLIUM MULTI-FLORUM) MAY 1 - AUG. 31 50 GERMAN MILLET (SETARIA ITALICA) TS 3.31 TEMPORARY SEEDING PLANT MATERIALS No Scale 3 SV-24. A °.f,A_T COI,R.`iF F i% 2% Tf YS L'r - awn-: - i 6" MA. 2'A AGGREGATE BASE PROFILE STONE CONS T RUC T ION ACCESS 70' M N. ASPHALT PAVED F 6ASHRACK EXISTIN' 2% 2% r PAVFVI'_I M N * 1 'MUST EXTEND Fi L_ 'NI TH q TO ITVIF DRAINA:-1 OF INGRESS AND EGRESS TO SEDIMENT DF OPERATION TRAPPING C� `dli��" FILTEn CLC II 12' MIN. SECTION A -A I'VLiiI:AN/.. 10 SEDIMENT IRAPPING A nlutumun water tap of 1 nlch nntst be installed mith a mmritmium 1 nlch bincock shutoff vih-e supphimg a wash hose with a (fianleter of 1.5 niches for adequate comstutt pressure. Nash water must be carried away' from file enhance to an approt'ed settlnl,tr area to rernoN,e sedulleitt. .0 se(Inmemt shall be pre-,eiited front entenma Storm (lr'allls, (inches or watercourses. PAVED WASH RACK ` r `tpLT 11 OF •og, CLINT W. .d S FFLET r Lie. N 54380 GC? �,t� 061011122 ^� E 0 Nu N C > E w a? E dJ U000 j .. a' d (A N N z � 30 �iY a 0< �v V)x vN ko m:U > c vi o+ S N dI. I. m J to� ti 2 O Z a O u U w j � O z U 0 cz Lu F 0 0 DATE 0210712022 DRAWN BY R. VAN NIEKERK DESIGNED BY J. FOX CHECKED BY C. SHIFFLETF SCALE N.A. U) J C Q a °es U z O W J' w ~ Q J Z a f _J 03 �I Q < O }} Z Z 0 Q u Z J O O o W JOB NO. 639.001 SHEET NO. C3.0 a i c 8 4 0 e a c m `o a 0 a c w t m r n c O t 3 c_ a 0 aO co co Iv z 2a 6 2 c mw E � w d V 00= I, Z o 2 n 28 P: of 5 0 2§ d 8 2 Y h X C 0.0 E 2 2 m o M U E -2 m 10 'a 0 w c 2 U .2 0 � U nE w a9i �E F_ L 4V 0 i i r / - LIMITS OF DISTURBANCE: ` 1.76 ACRES \ SD CURB INLET W/GRATE TOP=673.01' INV OUT=666. 11'15" HDPE SD CURB INLET W/MHD TOP=678.32' INV OUT=671.32' 15" HDPE / /a 30- \ \ / SD CURB INLET W/GRATE TOP=677.07' INV. IN=670.02' 15" HDPE /,' 15 / INV OUT=669.92' 15" HDPE / i C, MHS TOP=676.37' INV. 1N=665.82' (N) INV. 1N=665.77' (W) INV. OUT=665.57'8"PVC / 1 � ' ro SD CURB INLET W/ GRATE TOP=674.82' INV. IN=66782' 15" HDPE (E) �'/ INV. 1N=66788' 15" HDPE (N) // INV OUT=66762\15" HDPE ® w ' ; I SOIL TYPE: 25B SD CURB INLET W/MHD \ l TOP=675-41' a INV OUT=668.76' 15" HDPE n / ly\ I I MHS TOP=676.82' INV. 1N=664.82'8"PVC INV. OUT=664.72' 8" PVC / CE -------- I i SF .SAN-� -SAN- - CONO SWK IN APPROX LOCATION OF EXISTING 8" WATERLINE O a w EP G C&G �G'vO NQ`� G 3`L3 / CONC. SWK �0 `N as29'/ 1 SD CURB INLET W/ GRATE O NV. IN-665. INV. 1N=66558' 15"HDP / \ INV OUT=665.38' 15" PE G \` 0000 O�\\ I 0000 I \ /0000 SD CURB INLET W/ GRATE TOP-670.05' INV IN=663.60' 15" HDPE INV OUT=663.55' 15" HDPE TMP 55E-1-10A EAST VILLAGE, LLC DB. 4797, PG. 676 O /' \ SF SD CURB INLET W/ GRATE ZONED: NEIGHBORHOOD I ` ` ' TOP=670.03' MODEL DISTRICT /' \/ \/ / INV. 1N=661.58' 15" HDPE ZMA 2015-00001 INV OUT=661.53' 15" HDPE 7 / l 1.604 AC. (RECORD) _ _ - ' '6 /' ,/ / / � ,' I ` � SD CURB INLET W/GRATE TOP=66777' INV. IN=660.82' 15" HDPE (S) INV. 1N=660.97' 15" HDPE (NW) / /0 / / ' / \ \ INVOUT=660.47'24"HDPE , 676' SO CURB INLET W/GRATE TOP=66785' CONCRETE WASHOUT INV. IN=660.25'24"HDPE / \ / INV OUT=660.15'24"HDPE - - - - � SOIL TYPE: -673 \ r \ / I ---------- / / / 3%�i� - MHS /�TOP-668.26' TS ' ' /INV. IN=65471'8"PVC \ INV. OUT=65d �2-8 PVC \\ STAGING, IDC STORAGE AND / _611 / STOCKPILE AREA / I=L 61/ =-- ' - - _ - - ---/----- -- /-------_6S , / - S r ,6 1 SF SASAN5 N- - SAN AN 5 ' / k CONC. SWK / / C&G . , IP II I � � / LIMITS OF DISTURBANCE: O TP MHS s w s_w- 1.76 ACRES JJ TOP=676.26' SD CURB INLET W/ MHD I 11 INV. IN=663.86' 8" PVC (W) a TOP=671.17' I INV IN=663.76'8" PVC (S) = GOLF DRIVE INV0& 3.97'15"HDPE III III / INV. OUT=663.66'8"PVC / APPROX LOCATION OF (55' PUBLIC R/W) / / EXISTING 8" WATERLINE DB. 4829, PG. 323 I / II II 0) SO CURB INLET W/MHD SD CURB INLET W/MHD = TOP=671.13' TOP=668.77' / INV 1N-664.08' 15" HDPE IN 1N=66 . "HDPE (SW) / INV. OUT=663.87' 15" HDPE INV. l 1.42' (NW) / INV. OUT=661. 15" HDPE y a a Z� \\ SqN_ MHS TOP=667 35' INV IN=655.60' 8" PVC INV. OUT=655.31' 8" PVC SD CURB INLET W/ GRATE TOP=666.45' INV OUT=661.85' 15" HDPE MHS TOP=66766' INV. IN=657 04' 8" PVC (W) INV. IN=656.96' 8" PVC (S) INV. OUT=656.81' 8" PVC C� Z CLINT W. �: .��) S FFLET r L. • Af Lic. N 54380 GC? •iG 06/01/22 •,o!s G �. 00044044 ^� E 0 N OV N N > E w N E Z a 2 3 U. 0 O L Q Wj Uop w C7 W N N v z F y X g 0 < U) Q C 7 n = v N 2 U > N C rn rn O N � M OJ J to ui 0 (7 0 x 0 w Lu 2 a z O U) 0 0 N z 0 f F Q DATE 0210712022 DRAWN BY R. VAN NIEKERK DESIGNED BY J. FOX CHECKED BY C. SHIFFLETT SCALE 1"=20' O� W Q Q Uz= 0 J > Q 2 J w co0 Z ~ Q Q 1 U ° Z O O U OQ O LLI L SCALE 1"=20' 0 20' 40' JOB NO. 639.001 SHEET NO. C3.1 F- O] IUJWUO0U.UU hvio I @II niocrc I VIUVVU1011 ;➢l UWMOU.Vi IW-W.L-C6OU LAWg I rioae0 On W I/LULL -IV: 1 / AIVI I Oy KIKI van IV15i L7 I 0) v v ® 0 m z m 0 v m m I p v m N (n Q / I WS \ r�rn j m cn mT ,! j :. OOCDC C O INdSx -5 �r - O ` //M•8 \\ .0. cnZ T rn \ \ICnp � to � J -4 C \ \ a� D n rn In n _ -n \ `� 677 \ _ II � II 679 _, II I II \ II 1 I / T1 \ I N' Cn /'" I eFtiN � m� M z —'' — II n OfZn Z n ' Z 0 m Z I m C 680 SN0) k� M�2�I� y0 OZm 00 20� =� C m Im m AZ 0 0 D r N m o N O A O TIMMONS GROUP IS OLD TRAIL BLOCK 10 m W m IN)Z i z COUNTY OF ALBEMARLE, VIRGINIA EROSION CONTROL PHASE 2 • • THIS DRAWING PREPARED AT THE �1144% • •• YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 0 �� i • � �h r n 1t 0 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com O ^ r y O Z in n DATE REVISION DESCRIPTION cn m N 2 v 0610112022 REVISED PER COUNTY COMMENTS m rn ym k 0 pC { 2 /��♦ 1�� t,,i NJ 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. APPROX LOCATION OF EXISTING 8" WATERLINE 45T0,j) OSCJP,G\GR323 / J PRO�ti�� B w\ CONNECT DOWNSPOUTS TO 6" HDPE PIPE / SYSTEM. CONNECT SYSTEM TO 12" CLEANOUT n STUB AND TIE 12" HDPE TO STIR = y a co_ 2 / a � If LEGEND: El HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT MILL & OVERLAY SqN_ MHS TOP=667 35' INV. IN=655.60' 8" PVC INV. OUT=655.31' 8" PVC MHS TOP=66766' INV. IN=657 04' 8" PVC (W) INV. IN=656.96' 8" PVC (S) INV. OUT=656.81' 8" PVC SCALE 1"=20' 0 20' 40' • r `�pLT Ff OF r�� CLINT W. .��) S FFLET r L. • Af Lic. N 51386GC? •,G 06/01/22 lot am O cc H 2 O Z a O of U U W j 0 0 z �9 O ti d Lu L Q ul ul W Q DATE 0210712022 DRAWN BY R. VAN NIEKERK DESIGNED BY J. FOX CHECKED BY C. SHIFFLETT SCALE 1"=20' O Q Uz O`� J '• M w LLJ J Q Jw m Q Q LL O O JOB NO. 0011 SHEET NO. C4.0 L CLINT W. S FFLET r� iAf LIC. N 54380 GC? i•,G 06/01/22 ",: ^� E 0 N OV N C > E APPROX LOCATION OF w a; E EXISTING 8" WATERLINE ¢ a 3 U. O — 81, W O L M Z �SW� EP �_ o J Uui O Z CaG a W SO CURB INLET W/GRATE a� M a O C,CJCJ�\GRI /s"Vv \ TOP=673.01' zF of J,GvO NPv G 323 coNc. SWK Q 8..� lNV OUT=666.11' 15" HDPE G U) x U \0 29j/ Q _ _ \ oa �� o �JPR6a x ry z� SD CURB INLET W/MHD l �" u / 68 6> \ SO CURB INLET W/GRATE TOP=678.32' - R 8„ TOP=672.78' o m a 681 a INV. 1N=665.58' " 15HDPE .. ^' > INV OUT=671.32' 15" HDPE ` M L O z INV OUT=665.38' 15" HDPE o V) ul O MHS _ TOP=676.82' r� CONC. SWK / / �L1NG S"K- Q / � _ I _ -- -- INV. IN=664.82' 8"PVC aY / l / i/ i Q - a i MHS Q INV. OUT=664.72' 8" PVC TOP=667 35' Z �- _ lNV 1N=655.60' 8"PVC .- ® INV. OUT=655.31' 8" PVC r n 102 \\ \ \\ \ \\ \ \\ \ \\ \ \ \ \ \ \ \ \ \ \ X LU MHS �8"lN g,•\,y I� 8„ \\\\\ .� \ \ �\ \\ \ \\\\ \\ \ \\\\ \\ � O > TOP=676.26' \\ \ \ \ \\ \ \\ \ \ \ \ \ \ \ SD CURB INLET W/MHD § a INV. 1N=663.86' 8"PVC (W) \ - t\ V \ \ \\ \ \\ \ \ \ \ \ \ \ \ \ \ \ \ \ 2 J TOP=671.1T 1 \ \. 1 \ / SD CURB INLET W/ GRATE L7 w Z INV 1N=663.76'8"PVC(S) GOLF RIVE INV OUT=663.97'15"HDPE I TOP=666.45' -i INV. OUT=663.66' 8" PVE APPROX. LOCATION O (55' UBLIC RNA INV OUT=661.85' 15" HDPE Q Q EXISTING 8" WATERL1 E 4829, PG. 323 / z LLJ 15" II � ® —j m CONNECT DOWNSPOUTS TO 6" HDPE PIPE ,EX15; ,EX13; Q p r n SYSTEM. CONNECT SYSTEM TO 12" CLEANOUT STUB AND TIE 12" HDPE TO STR SD CURB INLET W/MHD a MHS z Z SD CURB INLET W/MHD = TOP=66766' Q = TOP=671.13' TOP=668.77' / INV. IN=657 04' 8" PVC (W) p / INV 1N=664.08' 15" HDPE INV 1N=661.38' 15" HDPE (SW) INV. 1N=656.96' 8"PVC (S) Q U Q INV. OUT=663.87' 15" HDPE INV. IN=661.42' (NW) / INV. OUT=656.81' 8" PVC / INV. OUT=661.12' 15" HDPE ( J UI O y a JOB N. / SCALE 1"=20' 49639.001 SHEET NO. = 0 20' 40' C5.0 L F- p:CI VJWUOJe.VV I-VIO I re11 bIOOK -I V1UVVU1011 eBI UWMOU.VV-I- IW-U0.1-0 I VKIVI IIVLC I UKAIIVAOC IVIAV.OWg I VIOHeO On O/ I/LULL -I V:10 AIVI I Oy KIKI Van IVIeKeM /VbS — Albs t-11 I" am NO ANN 1 Nis —4F M„8 ,♦♦♦ ♦\ \\\\ 1 o \ \ X o �s�� 8„ 1 a W in O 677 1 1Jv 1 �\3 nVcI 1 z co — — ro 8 ,, ' I 679 co 0 \ FA \ 1 s s ` ♦` \ . ,� I , 1 I 1 - \ \/V \ \ D V o sj9 ; Z - m 1 + �L �ty� 680 r Z \ 71 fn 1 \I o \ -13 J II O_00680 lo'rn OD ' go to i co o r CID j a y 1 CODf 1 k m° r 1 \, vZ 1 1, Qb m Wcco a co r 11 u X sus 1 J 1 1 a\ W v O r 1 1 r \ 3 D � \ i I I r I ` I♦ , `O � 1 1 m,I t w o 1 n o 1 z , w 1 r ♦ _a- 1 00 1 Cl) / 1 0 677 r x 6 `676 I v�� rn v X N ' 1 Gj S�q 1S �s 0 3 D w o z VO 616.CS 1 k`', IQrn� ! I \ / I 11 ! 1 \ on NNN 1 \ \ \\\\ ! 1 1 i 1 \I 100 s� ! 1 ♦ `673 � / ! e ! /i 100 / p O 1 O rn 1 x N W / II 0 X ? \ ` g D W/ `�! 0) N 1,,1 \ z A * n W \ \ - 67I \ z W 670 �5 O'�OO A / 40, ♦ Now ! 1 Q m � M 8 II,, x rnto 1 � I rn D� O �I 1 � z � 00to 4 ' to �' 1 ! �' 1 go 110 \ 0090 VM � � � \� a 2 I 3 rn O n n O z n rn z O z D A r D M � m z n o • • THIS DRAWING PREPARED AT THE �•�� CO,yM00� CHARLOTTESVILLE OFFICE • O �� J ,i TIMMONS ROUP• •• YOUR VISION ACHIEVED THROUGH OURS. •• A� 1' 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 r- V. n 4- � TEL 434.295.5624 FAX 434.295.8317 www.timmons.com ^ �- y C7 m o OLD TRAIL BLOCK 10 = n o n o DATE REVISION DESCRIPTION :,;y N _ 0 cn m rn Z o 0610112022 REVISED PER COUNTY COMMENTS rn li n r Z Z y �/ •• Z o o COUNTY OF ALBEMARLE, VIRGINIA o m m k{ o •�R•♦ ,•/'''4�•• STORM INLET DRAINAGE MAP j N 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 waiften consent of TIMMONS GROUP. 66604440 ROUTE PROJECT OLD TRAIL BLOCK 10 DESIGNER: CHG DATE 5/5/2022 �.pLTFf OFr�� CHECKED: UNITS:NGLISH CL(NT W. ?S FFLET r� • ' Lie. N 34386vP? � W,t 06101 / 22 ^� E 0 N OV N C > E w ai E -� �w.�v+ 3 ¢ LL o 3 LL - O L M Z ¢Wj U00 Z W w .J. - n O Z t(A a U z!- y� U ` x (� 30U)¢ n � Q � w O � U) H U ¢ O Ui U W o a' d v w O o to LD-229 PROJECT: OLD TRAIL BLOCK 10 Designed by: CHG o W u, STORM SEWER DESIGN COMPUTATIONS LOCATION: Crozet COUNTY: Free Union Checked by: STORM FREQUENCY 70 Ui UNITS ENGLISH o x c� O x F ry � ry w p w LU 2 Q p ¢ lip z p O n DATE j 0210712022 O } DRAWN BY R. VAN NIEKERK • DESIGNED BY • J. FOX • CHECKED BY • C. SHIFFLEIT SCALE • N.A. O (n 1� Z � Q O Z Y U z O�� M J LLJ CC J m N < LL LU Q LL N O C 1(y► rr O S d � Z C O � G a p 3 0 u J O U Q O (n 0 O F U 0 0 U 0 0 0 ai m O U �i y s Y U O a7 H O JOB NO. m Fmm 9639.001 3 SHEET NO. C6.1 INLET � Sag Inlets Only FC � z 6 E U vi ✓ i� O O v� � � � F C4 '�"' W � ? = � ^ v, � W' F F �ii F F a 6 � F C�7 a ¢ FvUi" 6U' � � � 3 [-� v z.az V .. v F. c d •c '� p, w � � a H c7 �- N �- `✓ � �, w z w w a 102 DI-3B 4.000 0.380 0.75 0.285 O'RIGHT 0.285 4 1.14 0 1.140 0.0400 0.0208 3.310 2.000 0.6042 0.0833 4.005 0.979 3.50 0.1458 0.1636 8.887 4.000 0.450 0.659 0.751 0.389 2.326 202 DI-3C 12.000 Q220 0.90 0.198 Back/Lt. 0.000'RI 0.140 0.35 0.049 Back/Lt. 0.247 4 0.988 0 Back/Lt. 0.330 0.90 0.297 Ahead/Rt. Q297 4 1.188 0 0.0757 0.0208 2.436 2.000 0.821 0.0833 4.005 3.50 Ahead/Rt. 2.176 0.0757 12 2.176 1.851 0.181 0.333 0.543544 3.851 7.414 Weir Flow PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF INVERT ELEVATION LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Number of Pipes Capacity CFS (15) Friction Slope Ft./Ft. NORMAL FLOW FLOW TIME REMARKS (18) INCRE- MENT (5) ACCUM- ULATED (6) Lateral CFS Total Q CFS (9) UPPER END (10) LOWER END (11) Depth of Flow,dn Ft. Area of Flow, An SgFt Hm Ft. Vn Ft/Sec (16) En Ft. INCRE- MENT Minutes (17) CCUMU -LATED Minutes (17) REFERENCE (I) STA. REFERENCE (2) STA. 101 102 EX27 038 0.75 0.29 0.29 5.00 5.89 0.00 1.68 670.81 666.70 102.83 0.03997 15 Circular 1 13.99 0.00060 029 022 0.17 7.69 121 022 522 201 202 EX25 0.69 OJ9 0.54 0.54 5.00 5.89 0.00 3.20 664.70 663.91 26.20 0.03015 15 Circular 1 12.15 0.00220 0.44 038 024 835 152 0.05 5.05 L LIMITS OF APPROVED DRAINAGE AREA (DA 11 B @ 8.96 AC) TO SWM FACILITY L-3 -SEE SWM MASTER PLAN (WP0201600009) POST -DEVELOPMENT AREA TO SWM FACILITY L-3 = 1.67 ACRES CN= 72 Tc= 6.0 MIN LIMITS OF POST -DEVELOPMENT AREA LEGEND FOR PRESENT DAY LAND COVER MAP FOR L-3 ❑ IMPERVIOUS/RIGHT-OF-WAY WITH PLANTING STRIPS ❑ MANAGED TURF/UNDEVELOPED ❑ HIGH DENSITY (COMMERCIAL & TOWNS) 0 LOW -MID DENSITY (DETACHED & ATTACHED MIX) FaCilily ID I BMP Type (par VSWMH) ainage Impervious Impervious Proposed I TP Removal FacilityRemoval J Area Area Area I Loading Efficiency Rate L b3 111 C5in1 8.96 1 5.82 650 12,96 1 50 S1 n 1 _ 4 - 0 S9 Retention Basin 1114xWQV1 WTh Aauatc Bench 1530 10,25 670 2278 65 S3 110.5 n,h] 6,69 "as 650 9,96 50 S4 B,ofller 10.5 rOI 582 3,76 650 843 50 SM Bufner 10.5 nFhl 3.52 2.29 650 5.09 50 S'SA fiolfiler lOS hoh) 487 316 650 705 7 S6 8 Mler 05'nch) IAO 0.91 650 2.03 50 5 bA Bbl'Xer 105 1 1250 3-10 1 650 -8.10 50 S7 WoI 105'01 L66 433 650 9-64 SU S-7A Biof6er l05 inch) 1.a] 1.16 1 650 1.62 50 S-12 11110.5 n,a» 587 454 1 773 9.99 50 S13 IOWA., 10.5 tncn) 9.66 6.29 650 14.01 .50 'REPRESENTS MAXIMIZED ONSITE TREATMENT BASED ON PLANNING LEVEL ESTIMATES PROPOSED DEVELOPMENT OVERLAID ON APPROVED SWM MASTER PLAN �o ^pJ 25.03 648 1481 g- '(".� L-2 499 4.21 5(3S o o`,XX` / 255 M 352 a 9.05 a I Q - .®� F o \ 4V9 I (4+D Q e �i~ •F 701�, ck 7: PPI /( S-1-` APPROVED STORMWATER MANAGEMENT MASTER PLAN DATED 04/25/2016 N ® LEGEND 0 500 1000 /' / PROJECT LIMITS APPROXIMATE SCALE (FEET) ILEPATH:U Q0340043ON5 reootl tlekNdwos Jesionlcad\DM30-MASTER-PLAN-2016MOI tlwoI.1ef.,.Pk1Ao 04. 2016.115201LIPI FACILITY LAYOUT S-12;! k � `C 3 m 7 P] ♦ S ® A S-6A OR: (• FFIGURE: OLD TRAIL Stantec STORMWATER MANAGEMENT PROPOSED SWM FACILITY LAYOUT 9 MASTER PLAN U09 Center Saced Wdincoste9, VA 231AR JOB NUMBER'. DRAWN BY: CHECKED BY: APPRDVED BY'. DATE: PHONE:(757) 2204869 FAdKL757)2294507 203406430 AJT JGM I JGM C4I042016 SWM COMPLMWCE CALCULATIONS I7 •• MALE 3• - NO VA DCRance `` ( Pertormance Based Water Quality Calculation Procedure � :� �" _ �. _ _ _ _""'-A As i 1-a. 'NANNO.ItcON,, ecIIxY LS MaI WOAxuel No.e v •. ��• _ 1_•`- =•^' - s YENT6ui, AWMMIM J�` 3 OIM b _ L JVJV Ie. Y Mmsk iffim sit mmn„I,.m..Pwlrnla.i..wl PON wloP.em wI rn.e,nPoa1-0 0-0-0- •\• r,,. III M 0 ¢W-,a Ice -aa. ..I'llAepk bdE n (A1 - ®afro re. xres c9glurto TmK > I \. ,w.a,va._ m �0 Q2 0U 1L5� �A(xaxa erea wm e"0�• rl as 3 12 y� Pm d' bm'vN lu4enbw em'en _ xm '''" .. .. __ m'NMBIIREF av:vmg W .1. 1- Nan I�I�I�I�I�I�fI �°Fe"` o Z�Ob �rkoY rucu(A. usec Nrtmam \� '� I 3 'y Q UQ 3 W C exny r ry oo�oo a� roux (xea a) now /swum i T iia ti N �2 M�5 ome. �¢1a p o00o xm i LwosOrs xsrm _ (I rxPRIY nry m11 IN Tm,eJvmwrm L Ta9a.t )WO o oow / \ 'l \``•�/ xn aiir-m.x ' a. 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WE TO SIGNIFICANT AWUWS OF ROCK BEING LOCAL NITHIN THE O Q Z ep Pr lAaw h'J dbyl P dN 11 N LFyw 5 J J \\ / � / \ l 1 APPROVED AREA FDA THE BIOFILTER, THIS AMENDMENT PLAN M OSES TO _LLI 0 / -I tlla k d rd by,0. 111M1 N FI+ • a J V ' // j \ 151 CONBTRIICT AN ENNINCED EXTENDED DETENTION POND USING IIE EXISTING / / / \ 1 ' CONSISTS BASIN IN LIEU OF P GIESIGN F. MxICH %ILL R09AIH y "L ( _ L,,,, ,,,x•r p,llaw LwJ uW by pmp.n.dll)II NO ., LywxrS-]J I- P `. / / 1 CONSISTENT XITH THE APPROVED DESIGN FROM NP020160p0098Y LLQ \x\\ / / 1 PROVIDINGGOS PGLLULNT REMOVAL EFFICIENCY. 1�1Ph, ��G® SWM SUMMARY: it SWM Analysis Type 1124-hr Custom Rainfall=9.14 b( ;' Prepared by Timmons Group Printed 1/24/2022 PER OLD TRAIL VILLAGE STORMWATER MASTER PLAN (WP0201600009), APPROVED APRIL 25, HydroCAD® 10.10-4a s/n 06538 © 2020 HydroCAD Software Solutions LLC 2016, THE PROJECT LIMITS AND IMPERVIOUS COVER WITHIN THE BLOCK 10 DEVELOPMENT a REMAIN WITHIN APPROVED PARAMETERS AND CONSISTENT WITH APPROVED DRAINAGE AREA Summary for Subcatchment 5S: Post -Developed (Detained) 11 B AS SHOWN. SWM FACILITY L-3 WAS AMENDED IN 2018 AND CONSTRUCTED IN 2021 AS AN ENHANCED EXTENDED DETENTION FACILITY (ABOVE) THAT PROVIDES EQUIVALENT WATER Runoff = 19.52 cfs @ 11.96 hrs, Volume= 1.017 al, Depth> 7.31" QUALITY AND QUANTITY CONTROLS AS THE ORIGINAL APPROVED DESIGN OF A BIOFILTER. Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr Custom Rainfall=9.14" SCALE 1 "=100' , 0 100' 200' 0.584 35.00% Pervious Area 1.085 65.00% Impervious Area Tc Length Slope Velocity Capacity Description tin) (feet) (ft/ft) (ft/sec) (Cfs) 6.0 Direct Entry, TR-55 Minimum PROPOSED SITE LAND COVER THE PROPOSED DEVELOPMENT LIES WITHIN DRAINAGE AREA 11 B, AS SHOWN ON FIGURE 8 OF THE STORMWATER MASTER PLAN (WPO 201600009) APPROVED APRIL 25,2016. THE DESIGN LAND COVER CONDITIONS FOR THE DRAINAGE AREA TO SWM FACILITY L-3 IS SHOWN HEREON AND BELOW CALCULATIONS WERE USED TO GENERATE SIMILAR APPROVED CALCULATIONS: L-3 APPROVED DRAINAGE CALCULATIONS: L-3 PRESENT DAY DRAINAGE AREA CALUCULATIONS: TOTAL DRAINAGE AREA: 8.96 ACRES TOTAL DRAINAGE AREA: 8.96 ACRES IMPERVIOUS AREA: 5.82 ACRES (CN = 98) IMPERVIOUS AREA WITH PLANTING STRIPS (RNW: 2.60 ACRES (CN = 89) MANAGED TURF/GRASS: 3.14 ACRES (CN=61) MANAGED TURF/UNDEVELOPED: 1.77 ACRES (CN=61) WEIGHTED CN = 85 HIGH DENSITY (COMMERCIAL & TOWNS): 1.14 ACRES (CN=85) LOW -MID DENSITY (ATTACHED & DETACHED MIX): 3.45 ACRES (CN=72) WEIGHTED CN = 76 L-3 PRESENT DAY CN OF 76 < APPROVED CN OF 85. OK. CLINT W. y: S FFLET >� R /� Lie. N S43A0 ��: 06101 / 22 �� C+ F % tI '00 i0600",`,. M E O O � U N � N >E W E Q U. 3 W o m Q< J - Ui Cry d N LOWNS ~ X < C N LL Ou 0 Q D V IZ N U N = U > LIP,a c Uri O Cry N � M d � CO J C) w (n ve (D 0 Q M 0 W U z 0 Ln CII (A z 0 f W Q Q DATE 0210712022 DRAWN BY :.VAN NIEKERK DESIGNED BY J. FOX CHECKED BY C. SHIFFLETT SCALE 1 " = 100' o Dee a W U z 0,A< LU W LL �0 J m U F� <� Q LL C G LL_ o NN noLU J U) 0 JOB NO. 639.001 SHEET NO. C6.2 0 N n a Do on 0 n c Is O a Ol N Do N a 0 e N L N a c or C 6 c `o 0 3 c L ` r 66604440000 fOF STA 12+55.64 �`�, 4 TOP 679.21 � STA 10+00.00 INV IN 673.25 (5-4) CUNT W. 7 DOGHOUSE 1 STA 11+09.90 2 STA 11+94.45 3 INV OUT 673.05 (4-3) �.�i % S FFLET > TOP 668.49 TOP 674.32 TOP 678.48 ♦ • STA 13+31.51 • INV IN 659.64 (2-1) INV IN 669.28 (3-2) INV IN 672.44 (4-3) 5 i � Lie. N . 343t6 GC0 INV OUT 657.74 EX. INV OUT 667.33 2-1 INV OUT 672.24 3-2 TOP OUT 67 iirr%06/ OI/ Z2 Op INV (685) ( ) ( ) INV O 68574.01 (5 4) ,silts, NA�HV' �Ipvp, EX27: 13I-313 4 ft Throat 102: DI-313 4 ft Throat EX25: DI-3A 202: DI-3C 12 ft Throat STA 10+00.00 STA 11+02.83 STA 10+00.00 STA 10+31.71 TOP 671.17 TOP 675.29 TOP 668.69 TOP 670.78 INV IN 666.70 (101) INV OUT 670.81 (101) INV IN 663.91 (201) INV OUT 664.70 (201) Mo E INV OUT 663.97 (EX27-EX15)INV OUT 661.74 (EX25-EX13) N U 685 685 680 680 ^j > E w °i E ¢ LL - 3 U. - O L M Z ¢Wj Uoo Z W O � a (A a U z I- y U ` x (� 3 O U) o in Q O QT n= H U ¢ O C a, ti O d Lu L Q M 7 W J j Lu ui a! 0 x (D O a! x F ry ry w p w F 5- EXTERNAL u o z o O in DATE j 0210712022 0 0 0 50 DRAWN BY PROFILE SCALE R. VAN NIEKERK • DESIGNED BY 9+75 10+00 11+00 12+00 13+00 13+75 9+50 10+00 11+00 11+50 9+50 10+00 11+00 • J. FOX SSWR PROFILE STRM STR EX27 - STR 104 PROFILE STRM STR EX25 - STR 202 PROFILE • CHECKED BY HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' C. SHIFFLETF VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 • • SCALE AS SHOWN O W z I- Uz O.� J' M w LLJ J Q � J JLLJ m ~ Q 06 LL z QU 0 U J cj O 0 JOB NO. 9639.001 SHEET NO. C7.0 091,07,0 EXISTING 680 GRADE 680 i PROPOSED / IN. 675 GRADE / 675 / �- 5-4 / 4-3 75.87' OF / 61.18' OF 6^ p C 670 PVC @ 1. 0°k 670 y5vC (� 1. 3 50°Io 665 665 EX ERNAL DROP tit OF CONNECTIONS O9Q`� Oo�o 0 O � 660 660 655 655 DROP CONNECTIONS 650 650 680 680 EXISTING GRADE 675 675 / / / 670 670 675 675 EXISTING GRADE PROPOSED � GRADE 670 670 665 I 665 1 317NOpE 1�24a% 660 660 8" VC SSWR CROSSING 655 655 650 650 STORM STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION EX25 668.69 6.95' DI-3A FJC13 668.77 7.35' DI-3B 4 ft Throat EX15 671.13 7.26' DI-3A EX27 671.17 7.20' DI-3B 4 ft Throat 102 675.29 4.62' DI-3B 4 ft Throat 202 670.78 6.08' DI-3C 12 ft Throat STORM PIPE TABLE PIPE # DIA FROM - TO UPSTREAM INVERT DOWNSTREAM INVERT SLOPE LENGTH DESCRIPTION 101 15" 102 - EX27 670.81 666.70 4.00% 102.83 LF 15" HDPE 201 15" 202 - EX25 664.70 663.91 2.48% 31.71 LF 15" HDPE EX25-EX13 15" EX25 - EX13 661.74 661.42 0.96% 33.32 LF 15" HDPE EX27-EX15 15" FJC27 - EX15 663.97 663.87 0.29% 33.97 LF 15" HDPE co L