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HomeMy WebLinkAboutWPO202200032 Plan - VSMP 2023-03-06SITE DATA: TAX MAP PARCEL AND OWNER INFO: LIMITS OF DISTURBANCE: EXISTING AREA: EXISTING ZONING: OVERLAY DISTRICT: MAGISTERIAL DISTRICT: CURRENT USE: PROPOSED USE: MAXIMUM BUILDING HEIGHT: PROPOSED BUILDING HEIGHTS: PROPOSED IMPERVIOUS AREA (AS SHOWN): PROPOSED IMPERVIOUS AREA (W FUTURE LOT): BERKMAR SELF STORAGE PARCEL 04500-00-00-112EO PARCEL 04500-00-0011200 BERKMAR HOLDINGS LLC 411 EAST FRANKLIN STREET, STE 400 RICHMOND, VA23219 5.47 ACRES PARCEL 04500-00-00-112EO = 1.73 AC. PARCEL 04500-00-0011200 = 2.69 AC. HIGHWAY COMMERCIAL. RELATED TO ZMA-2016-00009 MANAGED SLOPES SHOWN PER ALBEMARLE COUNTY GIS, AIRPORT IMPACT AREA (AIA), AREAS OF MANAGED AND PRESERVED SLOPES OVERLAY DISTRICT. THESE OVERLAY DISTRICTS ARE NOT BEING REVISED AS PART OF THE PROJECT. RIO WOODED AREA COMMERCIAL SELF -STORAGE (105,000 GSF) HOTEL (43,364 GSF) 65 FT COMMERCIAL SELF -STORAGE 40 FT HOTEL 49 FT 2.89 AC (USED FOR SWM QUALITY CALCULATIONS) 3.63 AC (TOTAL, ASSUMED; USED FOR SWM QUANTITY CALCULATIONS) SOURCE OF SURVEY, BOUNDARY, AND TOPOGRAPHY BRIAN JAMISON ROUDABUSH, GALE & ASSOCIATES, INC 999 2ND STREET SE CHARLOTTESVILLE, VA 22902 434-977-0205 SURVEY CONDUCTED: MAY 14, 2021 SURVEY REVISED: JANUARY 25, 2023 DATUM: HORIZONTAL: NAD83 VIRGINIA STATE GRID SOUTH ZONE VERTICAL: NAVD88 REQUIRED & PROVIDED BUILDING SETBACKS: FRONT: 53 FT MIN. SIDE: 56 FT MIN AND 50 FT MIN REAR: 36 FT WETLAND IMPACTS: UTILITIES: WATERSHED: FLOODPLAIN: PARKING CALCULATIONS: HOTEL PARKING: NONE RWSA AND ACSA FOR WATER & SEWER SOUTH FORK RIVANNA (BELOW RESERVOIR) THERE IS NO FLOODPLAIN LOCATED ON THIS SITE. HOTEL PARKING REQUIRED: 1 SPACE PER ROOM = 1 SPACE X 92 ROOMS = 92 SPACES PROVIDED HOTEL PARKING: 92 SPACES SELF -STORAGE PARKING: SELF -STORAGE PARKING REQUIRED: 8 SPACES (PER SECT. 4.12.7 SELF -STORAGE WAS NOT LISTED IN SECT. 4.12.6) PROVIDED SELF -STORAGE PARKING: 8 SPACES WPO - 2022 - 00032 COUNTY OF ALBEMARLE, VIRGINIA o7/ia/Zozz ay Saurh i'ork Rlvarna River ReServcir O� PROJECT LOCATION 0 Mow, 8o°fO PA CerrreterY _ 6a Aer R V ` GlouceO 4PPpr' pp 19 4� r v Agnor Hurt O _ Eementary School Fa -' v nro,9m.r. m <fi � r WoodbrooR °oyA Elementary % smoal / x •' 1/0 yG6 D hyh,tp �S' -N°yr 2 i9cL F Rkha m �*F uaan � �QY <i i 06Ot° VICINITY MAP SCALE 1"=1000' OWNER: BERKMAR HOLDINGS LLC 411 EAST FRANKLIN ST STE 400 RICHMOND VA 23219 CONTACT: FRANK STONER TELEPHONE: (434) 245-5804 EMAIL: FSTONER@MILESTONEPARTNERS.COM ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVENUE, SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: CAMPBELL BOLTON, P.E. TELEPHONE: 434-327-1698 EMAIL: CAMPBELL.BOLTON@TIMMONS.COM Sheet List Table Sheet Number Sheet Title C0.0 COVER C1.1 NOTES & DETAILS C1.5 NOTES & DETAILS C2.0 EXISTING CONDITIONS & DEMOLITION PLAN C2.1 TOPOGRAPHIC SURVEY 1 OF 2 C2.2 TOPOGRAPHIC SURVEY 2 OF 2 C3.0 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.1 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.2 EROSION & SEDIMENT CONTROL PHASE I C3.3 EROSION & SEDIMENT CONTROL PHASE II C3.4 EROSION & SEDIMENT CONTROL PHASE III C3.5 EROSION & SEDIMENT CONTROL PLAN - OFFSITE C4.0 LAYOUT PLAN C5.0 GRADING & DRAINAGE PLAN C5.1 DETAILED GRADING PLAN C5.2 INLET DRAINAGE AREA MAP C6.0 PRE -DEVELOPED DRAINAGE AREA MAP C6.1 POST -DEVELOPED DRAINAGE AREA MAP C6.2 CHANNEL AND STORM SEWER CALCULATIONS C6.3 STORMWATER MANAGEMENT DETAILS AND NARRATIVE C6.4 STORMWATER MANAGEMENT CALCULATIONS C7.0 EASEMENT PLAN C8.0 STORM PROFILES C8.1 STORM PROFILES C8.2 STORM SEWER SCHEDULE TOTAL SHEETS = 25 APPROVED by the Albemarle County Community Development Department Date 03/09/2023 File WP0202200032 Lic. No. 51495 3/6/23 N z 0 f f Z 0 H H Q a w w U g cn 2:fm 0 O O � O � � � a w O O I,100 ♦- M LD LD ¢ 0 0 O N M DATE 0711812022 DRAWN BY R.vanNiekerk DESIGNED BY C. BOLTON CHECKED BY C. BOLTON SCALE N/A (w V Oa w J lY J m w wa0 �" 0 U o U oC w m IOB NO. 48033 SHEET NO. C0.0 L GENERALNOTES 401 McIntire Road, North Wing Count Of Albemarle Charlottesville,VA22902-4579 o r y Telephone:434-296-5832 COMMUNITY DEVELOPMENT DEPARTMENT WWW.ALBEMARLE.ORG Construction Record Drawings (As -built) and Required Documents for VSMP The following is a list of documents and information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. Fee $353.60 (fee includes the 4% Technology Fee). Record (as -built) drawing requirements: 1) A signed and dated professional seal of the preparing engineer or surveyor. 2) The name and address of the firm and individual preparing the drawings on the title sheet. 3) Include "as -built drawing" or `record drawing" on the title sheet. 4) Show 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: a) Updated Location with geo-coordinates (northing/easting) of all facilities. b) Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. c) 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 deviations from the design. d) Plants, location and type. e) 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. 1) Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. g) Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, comparedto design. h) Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. i) Easements - Show all platted easements with deed book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. Additional Documentation Required with the As -built Submittal: 5) Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Provide inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 6) Inspection Records and photographs for pipe trenches and bedding, including underdrains and filter fabric. 7) Video Pipe Inspection for any pipes which are not viewable without the need to enter a confined space. 8) Computations - For significant deviations from design, provide sealed computations verifyingthat the as -built condition is equivalent or exceeds design requirements. 9) Compaction reports are required verifying fill compaction in dams. 10) Manufacturer(s) certification(s) for proprietary BMP's certifying proper installation and functioning. Date: 11/30/2022 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 PAVEMENT AND STORM SEWER MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 3. ALL MATERIAL AND METHODS FOR WATER AND SANITARY SEWER SYSTEM (PUBLIC AND PRIVATE) INSTALLATION SHALL BE IN ACCORDANCE WITH THE ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) DESIGN AND CONSTRUCTION STANDARDS, EXCEPT WHERE RIVANNA WATER AND SEWER AUTHOIRTY (RWSA) STANDARDS APPLY. 4. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. 5. 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). 6. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. 7. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 8. 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. 9. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 10. ALL STORM SEWER PIPE SHALL BE HDPE IN ACCORDANCE WITH ASTM F2648, UNLESS OTHERWISE NOTED. PIPE SHALL HAVE SMOOTH INTERIOR AND ANNULAR EXTERIOR CORRUGATIONS. JOINTS SHALL BE WATERTIGHT ACCORDING TO ASTM D3212. 11. SHOP DRAWINGS FOR ALL STORM STRUCTURES SHALL BE SUBMITTED FOR REVIEW. 12. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 13. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 14. 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. 15. 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. 16. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 17. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 21. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE SUBGRADE. 22. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. 23. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF WAY. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. 24. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE OF ROAD. 25. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM SLOPE OF 0.004 ft./ft. 26. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A 20' TRANSITION ON EACH SIDE OF THE INLET. 27. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE (PARKING SPACES, ACCESS AISLES, AND ACCESSIBLE ROUTES) AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2018 UNIFORM STATEWIDE BUILDING CODE, 2018 VIRGINIA CONSTRUCTION CODE, AND ]CC/ANSI Al17.1-09. 28. TREE PROTECTION AREAS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. 29. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. 30. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM ENTRANCE CORRIDOR ROADWAYS SHALL BE ELIMINATED. 31. ELECTRICAL, COMMUNICATION, AND GAS SITE WORK IS NOT DETAILED ON THE CIVIL PLANS. CONTRACTOR SHALL COORDINATE WITH UTILITY PROVIDER, MEP ENGINEER, AND OWNER FOR ALL WORK RELATING TO THESE SYSTEMS. 32. RETAINING WALLS GREATER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT; TO BE OBTAINED BY THE CONTRACTOR. WALLS EXCEEDING 4 FEET IN HEIGHT REQUIRE A STAMPED ENGINEERING DESIGN TO BE SUBMITTED TO ALBEMARLE COUNTY. CONTRACTOR SHALL SUBMIT WALL SYSTEM DETAILS FOR ALL WALLS FOR OWNER REVIEW. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. 33. ALL ROOF DRAINS SHALL BE CONNECTED TO THE STORM SEWER SYSTEM AS SHOWN ON THE PLANS. 34. 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 X131. 35. LIGHTING NOTE: EACH OUTDOOR LUMINAIRE EQUIPPED WITH A LAMP THAT EMITS 3,000 OR MORE INITIAL LUMENS SHALL BE A FULL CUTOFF LUMINAIRE AND SHALL BE ARRANGED OR SHIELDED TO REFLECT LIGHT AWAY FROM ADJOINING RESIDENTIAL DISTRICTS AND AWAY FROM ADJACENT ROADS. THE SPILLOVER OF LIGHTING FROM LUMINAIRES ONTO PUBLIC ROADS AND PROPERTY IN RESIDENTIAL OR RURAL AREAS ZONING DISTRICTS SHALL NOT EXCEED ONE HALF FOOTCANDLE. 36. SEE "EROSION AND SEDIMENT CONTROL PLAN NOTES & DETAILS," C3.0, FOR RELATED GENERAL NOTES. FIRE PREVENTION NOTES 1. SMOKING SHALL BE PROHIBITED IN AREAS WHERE SMOKING CONDITIONS MAKE SMOKING A HAZARD AND THESE AREAS SHALL BE DESIGNATED WITH NO SMOKING SIGNS PER VIRGINIA STATEWIDE FIRE PREVENTION CODE. 2. AREAS WHERE SMOKING CAN OCCUR, SHALL HAVE APPROPRIATE RECEPTACLES FOR DISCARDED SMOKING MATERIALS PER VIRGINIA STATEWIDE FIRE PREVENTION CODE. Albemarle County Engineering 3. PER THE VIRGINIA STATEWIDE FIRE PREVENTION CODE VEHICULAR ACCESS FOR FIREFIGHTING SHALL BE PROVIDED AT ALL Final Plan General Notes CONSTRUCTION AND DEMOLITION SITES, PROVIDE ACCESS TO WITHIN 100 FT. OF TEMPORARY OR PERMANENT FIRE DEPARTMENT Page 1 of CONNECTIONS, AND HAVE NO OVERHEAD WIRING OR OTHER OVERHEAD OBSTRUCTIONS LOWER THAN 13 FT. 6 INCHES; THIS ACCESS MAY BE VIA PERMANENT OR TEMPORARY ROAD, BUT SHALL BE CAPABLE OF SUPPORTING FIRE APPARATUS IN ALL WEATHER CONDITIONS. ALBEMARLE COUNTY 4. CONTRACTOR SHALL ENSURE THE STREET NUMBERS ARE ALWAYS PLAINLY VISIBLE FROM THE FRONTAGE STREET DURING CONSTRUCTION FINAL PLAN GENERAL NOTES PER THE VIRGINIA STATEWIDE FIRE CODE. 5. AN APPROVED WATER SUPPLY FOR FIREFIGHTING OPERATIONS SHALL BE IN PLACE AND AVAILABLE AS SOON AS COMBUSTIBLE MATERIALS General Construction Notes 6. ARRIVE ON SITE. WASTE AND COMBUSTIBLE DEBRIS SHALL BE REMOVED FROM THE BUILDING AT THE END OF EACH DAY AND DISPOSED OF IN ACCORDANCE WITH THE VIRGINIA STATEWIDE FIRE CODE. 1. Prior to any construction within any existing public right-of-way, including connection to 7. FIRE EXTINGUISHERS SHALL BE PROVIDED, WITH NOT LESS THAN ONE APPROVED FIRE EXTINGUISHER AT EACH STAIRWELL, ON ALL FLOOR any existing road, a permit shall be obtained from the Virginia Department of LEVELS WHERE COMBUSTIBLE MATERIALS HAVE ACCUMULATED, IN EVERY STORAGE AND CONSTRUCTION SHED AND IN AREAS OF SPECIAL; Transportation(VDOT). awn ma n t the re requirements of rapsThis plan as drawn of accurately reflect Y q pp Y HAZARDS SUCH AS WHERE FLAMMABLE AND COMBUSTIBLE LIQUIDS ARE STORED OR USED IN ACCORDANCE WITH THE VIRGINIA Q . the permit. Where any discrepancies occur the requirements of the permit shall govern. STATEWIDE FIRE CODE. 2. All materials and construction methods shall conform to current specifications and 8. OPERATIONS INVOLVING THE USE OF CUTTING AND WELDING SHALL COMPLY WITH THE VIRGINIA STATEWIDE FIRE PREVENTION CODE AND standards of VDOT unless otherwise noted. SHALL REQUIRE A PERMIT FROM THE ALBEMARLE COUNTY FIRE MARSHAL'S OFFICE. 3. Erosion and siltation control measures shall be provided in accordance with the approved 9. THE THREADS FOR THE FIRE DEPARTMENT USE MUST BE C & O THREADS erosion control plan and shall be installed prior to any clearing, grading or other construction. BLASTING NOTES 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable, 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. 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 ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL Control Devices. MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. OF DAMS. 9. All excavation for underground pipe installation must comply with OSHA Standards for 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. the Construction Industry (29 CFR Part 1926). 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. Rivanna Water & Sewer Authority (RWSA) General Water & Sanitary Sewer Notes Last Revised: April 2016 1. All materials and methods of construction shall comply with the latest version of the General Water and Sewer Design and Construction Standards - Version 1.0, adopted in December 2015, except as modified below or modified in special notes. 2. RWSA shall approve all construction materials and methods of construction. A preconstruction conference shall be held with RWSA prior to the start of any work. 3. The contractor shall be responsible for notifying Miss Utility (1-800-552-7001). 4. RWSA Engineer (Victoria Fort at (434) 977-2970 ext. 205) shall be notified three business days prior to the start of construction. 5. All work is subject to inspection by RWSA staff. No tie-ins to the existing system shall be made without coordination with and the presence of RWSA staff. No work shall be conducted on RWSA facilities on weekends or holidays without special written permission from RWSA. 6. For sanitary sewer line construction: RWSA may require bypass pumping for tie-ins to the existing system. All doghouse manholes must be pressure -tested before a connection is made to the system. 7. The location of existing utilities as shown on the plans is from data available at the time of design and is not necessarily complete or accurate. The Contractor shall be responsible for the verification of the location, size and depth of all existing utilities, both surface and subsurface. The Contractor shall immediately notify the Engineer of any discrepancies between the plans and field conditions. The Contractor shall use due diligence to protect all utilities and structures from damage at all times, whether shown on the plans or not. Damage to any existing utilities shall be repaired by the Contractor to the original condition at no additional cost to the Owner. 8. Erosion and sediment control facilities shall not be permitted in the RWSA easement without special written permission from RWSA. No grading shall be permitted in the RWSA easement unless permitted otherwise by RWSA in writing. 9. No blasting shall be permitted within 100 feet of RWSA facilities without written permission and RWSA approval of the blasting plan. Ground monitoring during blasting and a re -blast survey may be required. For blasting within 100 feet of any operative RWSA sewerlines, bypass pumping and/or pre- and post -CCTV may be required. RWSA may also require certification from a licensed professional engineer stating that the proposed blasting will not damage any RWSA facilities. Damage to any utilities due to blasting shall be repaired by the Contractor to the original condition at no additional cost to the Owner. 10. The contractor shall observe minimum separation requirements for utility crossings. When a crossing is made under an existing facility, adequate structural support shall be provided for the existing pipe. The area of the crossing shall be backfilled with compacted 57 stone to the springline of the existing pipe. 11. New water main installations shall be pressure tested, chlorinated, flushed and have water samples approved prior to making any permanent connection to the public water system. Approved methods of filling and flushing new water mains will be required to prevent any contamination of the public water system. 12. All easements for new RWSA facilities shall be recorded prior to placing the new facilities into service. 13. No permanent structural facilities will be permitted in the RWSA easement. This includes building overhangs, retaining walls, footers for any structure, drainage structures, etc. 14. Trees are not permitted in the RWSA easement. ACSA GENERAL WATER & SEWER CONDITIONS 09/17/2021 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY 1-800-552-7001 . 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING' PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING' PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. 16. PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE, ALL BACKFLOW PREVENTIN DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS DETAILED IN SECTION 8 OF THE MOST RECENT REVISION OF THE ACSA RULES AND REGULATIONS. 17. A DEED OF EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, SHALL BE RECORDED PRIOR TO ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED. Lic. No. 51495 3/6/23 Ui O c7 0 0 w W U Z 0 U) 0 O am O oc t7 Z or z z ¢ w w k U) m o OV OV N O rrtY CL O O U tJ tJ Of N M M w N N N F M O Q O +-I O O O N M rl O O DATE 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY C. BOLTON CHECKED BY C. BOLTON SCALE N/A UJ V 9 J 0 > '^ \J , w < Q U_ 2 w J m w Q 06 LL O U) W UO Q LL LU co JOB NO. 48033 SHEET NO. C 1.1 L HOTEL MINI SELF STORAGE ISO NEEDED FIRE FLOW CALCULATION Engineer/Architect: ITimmons Group I Date: 9/23/2022 Project Name: Berkmar Hotel Icalc. By: R.van Niekerk Type of Construction = Type 11B, non-combustible Class of Const. Coef. F = 0.8 Ground Floor Area= 10155 SQ. FT. #of Stories= 4 Total Floor Area (AI) = 40620 SQ. FT. Fire Consideration Area: Construction Factor, Ci = 2902 Ci=18(F)(Ai)o.s Rounded to Nea rest 250 GPM = 3000 :upancy Factor (Oi): Type of Occupancy= C-2 (Worst Case) Occupancy Factor (Oi) = 0.85 & Communication (P): X1+P1 X2+P2 X3+P3 n (x + P)i= 1.0 + (XI + PI) = 1 �1=1j Max. (X=P)I=1.75 IT = Number of Sides of Su bject Bu1Id i ng Needed Fire Flow: NFF = (Ci)(Oi)(X+P), _ Automatic Sprinklers (Yes or No) Reduction Factor Reduction Value = +P4= 0 +P5= 0 +P6= 0 255 0 GPM Yes GPM TOTAL: 1275 GPM Required Fire Flow- Rounded = 1250 GPM (if < 2500 nearest 250) (if > 2500 nearest 500) *Fire Hydrants Required 0 (1,500 GPM max each) ISO NEEDED FIRE FLOW CALCULATION Engineer/Architect: TimmonsGroup Date: 9/23/2022 Project Name: I Berkmar Self Storage Calc. By: I R.van Niekerk Type of Construction = Type 11B, non-combustible Class of Const. Coef. F = 0.8 Ground FIOOrArea= 21924 SQ. FT. # of Stories = 4 Total Floor Area (A,) = 87696 SQ. FT. [Fire Area: Construction Factor, C; _ 0=18(F)(Ai)o.s Rounded to Nearest 250 GPM = :upancy Factor (Oi): Type of Occupancy = C-2 (Worst Case) Occupancy Factor (O;) =1 0.85 Exposure (X) & Communication (P): X1+P1= 0X4+P4= 0 X2+P2= 0X5+P5= 0 X3+P3= 0X6+P6= 0 n (x+P)(=1.0+ (Xi + Pi) = 1 Q=1� Max. (X=P) I =1.75 IT = Number of Sides of Subject Building Needed Fire Flow: NFF=(C;)(O;)(X+P)I = 2550 GPM Automatic Sprinklers (Yes or No) Yes Reduction Factor (%) = 50 Reduction Value = 1275 GPM TOTAL: 1275 GPM Required Fire Flow- Rounded = 1250 GPM (if <2500nearest 250) (if > 2500 nearest 500) *Fire Hydrants Required (1,500 GPM max each) 0 ( ® INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. MINIMUM PIPE BURIAL (3 VARIABLE INVERT HEIGHTS DEPTH PER PIPE AVAILABLE (ACCORDING TO MANUFACTURER PLANSRAKE OFF) RECOMMENDATION ®VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4%30" FOR CORRUGATED HOPE (ADS N-12, ADS SINGLE WALL, HANCOR DUAL WALL), SDR 35, SCH 40 DWV, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) 10- a'-3T GRATESISOUD COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 7()- 0 , WITH THE EXCEPTION OF THE r-15" BRONZE GRATES Q- 12'-30' FRAMES SHALL BE DUCTILE IRON PER ASTM ASM GRADE T05005 Q3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER W DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO.7001-1 MOSS o- DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HOPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC & ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360% TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-1 IS 012.7001-11M3, & 7001-1100M 6 - GRATES SHALL MEET H-10 LOAD RATING FOR 12'. W PED 7 - GRATES SHALL MEET W20 LOAD RATING FOR 30" PED & IT-30' STD & SOUD 6 - ALL BRONZE GRATES, DROP IN GRATES, & B' & 1W PED/STD GRATES & SOLID COVERS ARE RATED FOR LIGHT DUTY APPLICATIONS ONLY 9 - DOME GRATES HAVE NO LOAD RATING NYLOPLAST DRAIN BASIN (DADAPTER ANGLES ARKBLEO'-3W ACCORDING TO PLANS A 18" MIN WIDTH GUIDELINE 8' MIN THICKNESS GUIDELINE TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. (J)VARIABLE SUMP DEPTH ACCORDING TO PLANS 4* MIN ON 8'-24' (6"MINONr-24',IWMINON301 6" MIN ON 30" THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. A I PART# GRATE OPTIONS 8" 2808AG PEDESTRIAN/STANDARD SOLID BRONZE DOME DROP IN 10' 2810AG PEDESTRIANISTANDARD SOLID BRONZE DOME DROP IN 12' 2812AG PEDESTRIAN STANDARD SOLID BRONZE DOME DROP IN 15" 2815AG PEDESTRIAN STANDARD SOLID BRONZE DOME DROP IN IV 281 BAG PEDESTRIAN STANDARD SOLID NIA DOME DROP IN 24' 2824AG PEDESTRIAN STANDARD SOLID NIA DOME DROP IN 30" 2830AG PEDESTRIAN STANDARD SOLID NIA DOME NIA DATE 1.2346 APPD BY GJA PROJECT NOJNAME DATE i-2MI3 DWG SIZE A SCALE 1:40 SHEET 10F1 NOTES: 1. ALL YARD DRAINS SHALL BE NYLOPLAST OR APPROVED EQUAL. DETAIL REPRESENTS GENERAL SPECIFICATIONS FOR THE DRAINS, BUT MAY NOT CONTAIN ALL INFORMATION FOR ALL DRAIN TYPES. REFER TO MANUFACTURER SPECIFICATIONS FOR ADDITIONAL INFORMATION. 2. FILL SUMPS WITH CONCRETE OR MANUFACTURED PLUGS. 3. CONCRETE COLLAR NOT REQUIRED. 3130 VERONA AVE BUFORD, GA 30518 Nylo Iasi PHN(770)932-2443 wwxAX nnj AP asws om TITLE DRAIN BASIN WITH STANDARD GRATE QUICK SPEC INSTALLATION DETAIL DWG NO. 7001-110,144 REV D VDOT DETAILS LEGEND STANDARD TITLE PAGE DI-2 STANDARD CURB DROP INLET 104.03 DI-3A, 3B, 3C STANDARD CURB DROP INLET (12" TO 30" PIPE: MAXIMUM DEPTH (H) = 8') 104.09 DIMENSIONS, NOTES, AND QUANTITIES 104.10 MH-1 MANHOLE FOR 12" TO 48" PIPE CULVERT 106.01 STANDARD MANHOLE FRAME AND COVER 106.02 STANDARD MANHOLE FRAME AND COVER 106.04 IS-1 STANDARD METHOD OF SHAPING MANHOLE & INLET INVERTS 106.08 PB-1 INSTALL. OF PIPE CULVERTS AND STORM SEWERS CIR. PIPE BEDDING AND BACKFILL - METHOD "N' 107.01 CG-2 STANDARD 6" CURB 201.01 CG-6 COMBINATION 6" CURB AND GUTTER 201.03 CG-7 COMBINATION 4" CURB AND GUTTER 201.04 CG-9B STANDARD ENTRANCE GUTTER 203.02 CG-12 CG-12 DETECTABLE WARNING SURFACE (GENERAL NOTES) 204.01 CG-12 DETECTABLE WARNING SURFACE (TYPE A, PERPENDICULAR APPLICATION) 204.02 CG-12 DETECTABLE WARNING SURFACE (TYPE B, PARALLEL APPLICATION) 204.03 CG-12 DETECTABLE WARNING SURFACE (TYPE C, PARALLEL & PERPENDICULAR APPLICATION) 204.04 WP-2 ASPHALT PAVEMENT WIDENING 303.02 PM-10 PAVEMENT WORD, SYMBOL, AND ARROW MARKINGS 501.20 STP-1 SQUARE TUBE SIGN POST 1321.12 SQUARE TUBE SIGN POST - FOUNDATION TYPE D AND E DETAILS 1321.17 GR-11 TRAILING END TERMINAL TREATMENT 1340.19 NOTE: IT IS THE CONTRACTOR'S RESPONSIBILITY TO REFERENCE CURRENT DETAILS IN THE VDOT ROAD & BRIDGE STANDARDS. Lic. No. 51495 3/6/23 ^� E 0 N OV N C < o > E w N E ,> i+ I- w Oar3 < LL y+ 3 0 O U.2 0! u-IO L M < .WJ U 00 W J -Lri d Ln N N LJ LU 7 z I- y o X < oa �v U) U v N 2 U > N < . C ui o+ ULOI N � M a � W J to H- 1n 0 CD 2 W w 2 < z 0 1n > 0 O 0 W t7 z I-- zz< W W Of U) m O OU O N o cc Lu O O Lu U U DATE 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY C. BOLTON CHECKED BY C. BOLTON SCALE N/A UJ V U) 0 > '^ w c Q LL Z W J co W a 06 o Cn LLI Qo 0 U Z L.L LU co JOB NO. 48033 SHEET NO. C1.5 L 0 ONE OF THE TWO 24" CULVERTS WAS ABANDONED WITH THE LINEWORK ON WEST SIDE OF ROAD DB: 996 PG:198 BERKMAR OVERLOOK PROJECT AND ONLY THE NORTHERN SHOWN BASED ON BERKMAR SSM4 / I TH OF PIPE IS STILL ACTIVE. REMOVE WEST END OF ABANDONED OVERLOOK DESIGN PLANS TOP: e , j' TOP: 527.6 0 / UP PIPE AS NEEDED FOR INSTALLATION OF NEW STRUCTURE. j 1 /O: 508.55 (8" PVC)/l r��f _ BERKMAR DRIVE- - ATCHLINE 1t= UE.CGMB '� L"! ^®'� 5 VACATE GUARDRAIL v Lic. No. 51495 -a5 VARIABLE Wl ¢ ' 3/G/2_3 STORMDROPINLET � �?l j REMOVE GUARDRAIL- 20, , ` EASEMENT GRATE = 513.6' REMOVE GUTTER/CURB REMOVE STORM Sid ` l / REMOVE EX APPROXIMATE / C' SAWCUT PAVEMENT MILL &OVERLAY STRUCTURE &PIPE VACATE DRAINAGE EASEMENT 15" RCP 10 = 509.2' v ti LOCATION OF 15' RWSA ZONAL / ENTRANCE CURB TOP.' S24.65 n qqq � k ' ' / S70 D/2O /Ny i / Z I ALBEMARLE COUNTY WATERLINE EASEMENT y _ r ' •un' / / / / / / / / / / / / / / qF - 615 LINE PORTION OF 08. 15 8" PVC) MANAGED STEEP D8:460 PG:636 1 l ,' l R� / F 4 P14 / D8:460 PG:638 Q L P q�i . T / CEMETERYDB: 255 Q r ORTHv IO: SOS.O (S°PVC) SLOPES OVERLAY .. PG:555 (SEE NOTE #8) (� S DISTRICT GQ - ^� E , ,520 � � o _-_ _ , u �_�_a_ \ \ \\ \ \ -�_ \ \ /S \ \ \ APPROX 15'ELECTRIC/ ; w E \ EASEMENT DB: 1534 PG: 500 0 _ , , _ ai E �� \______$ _ B \ ,: / i i / H W 3 / SEM G AS STORM DROP INLET \ D 434 P 5 _ _ S O Q a 3 �' --- 52 - _ o a 15"RCP10=502.0' M \ b-- 6__ /� I of m ARV- IF ', Q ,�J U oMo Z ADD GUARDRAI END o S� / / l2JHW CP70 m\ \ I WMH I ] - - _ l `r I .J. o rn O N D J TREATMENT GR- 1 AT _ p \ v �� __ a FA o a z z k END OF DEMO SEC ION �Qi 51 - TOO F --- 524 -- / SSMH ' �\ z I- y v U g g I /� 1 APPROX. CATION OF / TOP: 526.55 y,I x g g v I I % __I ( ) I I'/ -. tL 7 ETERYOB:251 � / //: 507.E 8°PVC ` \ O � Q W O O m PG505 8: 243 PG: 381 #` /0: 507.25 (8" PVC) I O 4 O (> (> W OVERLAY DISTRICT , \ \ \ ---__ _ I '� Y N E NOTE #7) ' - ' - - - / = c ry Z ' 522 I I I AT J U o ` �y / VAULT H ¢ +n O z 7 O m CEMETERY TO BEui / 7 - - o, p p m PROTECTED DURING _ 520 �_ - - - - �,- �b2 > V V m h CONSTRUCTION` ------------ "DIP n� I H SANITARY I [3 REMOVE EXISTING 518 " I l \ l SEWER LINE UP Q WATER METER & VALVE o APPROXIMATE _ I _l= ui -- a PER ACSA DFT�XIL W6B / ' I _ _ LOCATION OF 15' RWS.` \ REMOVE SHED P _1 _ ) / WATERLINE EASEMEN` O DB 460 PG 636 D8:460 PG:638 _ _ U` ----------- 516 l SSMH r I 48 g ' " --------- ---- ^ I , 10P:-517.5 F F Qp s IZEM I /C/ lk 506.9 8" PVC) UP N M M \ J 10 506 P OV 5 8' VC I > w rvrvry .'-----------------'., /I ( ) /� 49 REMOVE _ ¢ ,M-, o 0 \ VACATE EXISTING FF EXISTING 12"CAST IRON Iu a EXISTING u p r - ---- -- -F RWSA WATERLINE PAVED Q O N M O . PROPERTY LINES - - / *� o 0 �� SSMH ASPHALT 0 TMP 45-112G p I TOP: -514.2 - 49 _ _ _ _ _ _ - _ , - � , _ � , I o ROAD � DATE N/F/HG LAND, LLC. - _ - 498 ---- ro __ __ J ll: 506.05 (8"PVC) 21 > Z ---- ---- -- I /0:505.95(8"PVC) � 0711812022 DB: 4687 FIG: 15 w ` O 2O'ACSA SANITARY SEWER - } DB: 3463 PG:483 (PLAT) ----- DRAWN BY +, EASEMENT CENTERED ON AS BUILT LOCATION OF SEWER LINE TMP 45-112D ' O DB: 5232 PG:243, DB:5618 PG:730, _ R. VanN%6tk6U'k 8 DB:5464 PG N/F SCHEWEL-CHARLOTTESVILLE , 4 O 2"W 36? o - DESIGNED BY I I, DB • 1089 PG'334 • DB: 643 PG: 480 =/l • C. BOLTON _'O'PUBLIC DRAINAGE O� °f- 4g \ y , \1 i l DB: 407 PG: 65 =-- / / W • CHECKED BY EASEMENT , R) v D8:4825 PG:147 = ---- - , / - -- _-''S6 / SSMH W • C. BOLTON TOP: 512.6 4 6 REMOVE EXISTING WM &FHA. Is 8 g SCALE R //' S05 30 ( "PVC) D CAP LINE AT EXISTING VALVE,' / ; / IO: 505.05 (8"PVC) CONTRACTOR T l / 1 n_ qo� - T 4 12 COORDINATE, WITH RWSA I C I PROTECTSMALL =/ Qa STACKED BLOCK WALL $ Q TMP 45-112B 1 G DURING CONSTRUCTION / FHI �G N/F MALLOY � ) ,I LP �g2� ��, PROPERTIES 111 LLC � PD / / / ` DB: 4863 PG:471 UNDERGROUND ELECTRIC LINE l / HAND l _ HOLE / - - - _/ APPROX 15' �', � 49 / : / / 1480 c ELECTRIC WM o EASEMENT DB: 1534 5 PG:500 m -- r / r i ' r l h o. APPROX30' _ ;' ;/ , TMP45-112B UP l �; ________ 7 E ELECTRIC EASEMENT \ ' ' i ' l / 478 Z c 1538 PG �, ; 1 ' ;r , ; I N/F B PROPERTIES, LLC. o �a Q to DB: 1723 PG:690 =/ J s 2 / / DB: 4857 PG:576 (PLAT) I ' �° I L a - _ _-' ' i i " l / \EXISTING BUILDING - 9 - - - :' ' r ' H , ! I / / ELECTRIC EASEMENT / 4^4 --1 / O Q o REMOVE ANY FALLEN FENCE 4 - - / , , r L - - _ , ' , r , DB:541 PG:255 ALONG PROPERTY LINE; - - STANDING FENCE TO REMAIN 48$ i ' T : 51 5; " l APPROX 20' / / / LL w q' WATERLINE l l SD GRATE �2 EASEMENT DB: 460 Q i q6q .7 V� / / PG:638 GRATE:470.2'+I- l 4 / ,1' U g pZ5 / 10:466.95' 12"E �2 SSMH J Lu u TOP:482.75 - - g6q i / / TOP:467.15' J D ll: 478.40 ' �s / / 2 w Q 10: 478.33 / - l / / /- - - 11:455.21' 10"PVC ' ^ z n ��-_-- o+ AP IMA/'REE / 10:455.0T10"PVC V / p Q ' / l l SDMH 470 �' �/ LL ��FZ F ss.1s' - --L--- ---- �= REMOVES--244.48.T=------ - --- -/ s/ �; / / TOP:468.1' / / SSMH 5 - - - - 8 sq ---- --- - - l TOP: 8080 Z - >' r = '' JIF ON LINE ° O'45"W 313.64'(T) i G/ , S4 40. / /1:464.4' 12"RCP C RI - - f ,8 AN 5 "PV ' - f 8 SAly,-=- .' f,8"S - '8"SAN- T Q / , 10:464.25' 12"RCP /I p S sAN Q0 g\/ 4s / / _ 46 10:455.58' 10"PVC U ----- 478----- - - - - -- - - 'h -- -- ---- O - -- y-- SD GRATE/ 0 o _ ----- - �i �.' .� = - - �6h1 rL - �7Ft - - T - -OFfi - - �I�' OHS / TOP:465. 9'+/- / 2 \ _ - _ ,�j1�' G , / 20' SANITARY SEWER U i= _ --, - 480 ;"_ 1C� -'' UP APPROXIMATE TREEL/NE 20'ACSA SANITARY SEWER 2, l / l l SSMH 11:462.07' 12"HOPE /� "-'"� EASEMENT D8:3031 PG:631 .i l P 4g - EASEMENT CENTERED ON AS % TOP: 513.3 10:461.97' 12"HDPE / lj.�-/ / H- Lu -------�---_ - - - ------ ------- ----'" 48>.3 O _ SMH l l l j bG tea. BUILT LOCATION OF SEWER LINE TOP: O/'A ;., '" o,' ( ) SSMH // / / UP W PVC_---------;-"------------------ - 486 ll: 502.75 8"PVC 96�/ o ___-"--- _ "-____ -----'�Q EXISTING SANITARY DB:5232 PG243, D8:5618 PG:730, l 488 s----� O / / 10: 502.55 8"PVC H Z lI: 500.1 8" PVC ( ) TOP:467.02' 1 / G\" _ eb _"----- SEWER LINE & D8:5464 PG559 Ivy / / 11:454.36' 10°PVC // _-- CURB LINE ® UYWIRES (TYP) - W O� APPROX 15' ELECTRIC OWER POLES (UP) AND 10: 499.95 8" PVC / 0:454.33' 10"PVC W64 SDMH OVERHEAD POWER (TYP) ' 7 EASEMENT DB 1534 PG:500 --------- / / / off i P ti x 3 10:460.77' 12"RCP - - RD RD RD STORM DROP INLET i l l / H l w GRATE = 487.01' SDMH 12" RCP l0 = 483.34' / ;' / / / l / TOP:463.0' l / SDMH / 11:460.45':12"RCP L TOPA64.80' l 462 /�� 10:460.41' 18"RCP LEGEND: / /I:461.35' 12"RCP(LINER) I L `m BOWLING ALLEY / //:459.98' 18"RCP I IS ROUTE ® REMOVE HARDSCAPE & 10:459.80' 18"RCP �i GRAVEL REMOVE CONCRETE v TMP 45-112C b N/F KEGLERS OF e l CLEAR AND GRUB CHARLOTTESVILLE WOODED AREA - h D8:996 PG:198 REMOVE ASPHALT JOB NO. SCALE 1"=30' MILL & OVERLAY 48033 MATC H L I N E UP l l 0 3060' REMOVE TREE SHEET NO. E_ / F= SAWCUT C2.0 0 a 2 c L 6 B w m 0 0 E EASEMENTS ® SIGHT DISTANCE EASEMENT DB:4937 PG:288 ® 20' RWSA WATERLINE EASEMENT DO:1380 PG:485 © RWSA WATERLINE EASEMENT DO:1454 PC:409 ® GUARDRAIL EASEMENT DO:1499 PG:214 SSMH TOP:527.6 10: 508.55(8"PVC) SSMH o S- EASEMENTS THAT MAY AFFECT PE 1. 25' RIGHT OF WAY DO:251 PG:505 2. 30' RIGHT OF WAY DB:265 PG:405 3. RIGHT OF WAY FOR TELEPHONE MAINTENANCE D13:272 PG:473 4. RIGHT OF WAY FOR ELECTRIC POWER LINE DO:284 PG:260 PARCEL INFORMATION: TAX MAP PARCEL: 45-112 OWNER INFORMATION: BERKMAR HOLDINGS LLC 411 EAST FRANKLIN ST STE 400 RICHMOND VA, 23219 ZONING: HIGHWAY COMMERICAL PROFFER ZMA-2016-00009 RECORD INFORMATION: D6:5657 PG:510 PARCEL INFORMATION: TAX MAP PARCEL: 45-112E OWNER INFORMATION: BERKMAR HOLDINGS LLC 411 EAST FRANKLIN ST STE 400 RICHMOND VA, 232191 ZONING: HIGHWAY COMMERICAL PROFFER ZMA-2016-00009 RECORD INFORMATION: D8:5657 PG:517 s II / CRITICAL SLOPE AREAS HATCHED AREA G (PER ALBEMARLE COUNTY CIS) 'V 9d 20' ELECTRIC EASEMENT DO:1377 PG:367 20' SPRINT EASEMENT 2p i DO:1379 PG:658 i SSMH IS ' TOP: 526.55 SSMH 1 20.30' .5 11:507.6(8"PVC) TOP:517.1 is 10: 507.25(8"PVC) A I 11:506.91 S42'41'20"E 10:506.45(8"PVC) SSMR s s 241.77'(T!kW� ATERLINE 12" DI- s `,a211.88' SSMH s M R:'"�► Ww _ WV \ I \ SSMH i YH PORTION OF CEMETERY, SSMH DB: 255 PG: 555 l :: SSMH TOP: 524.65 II: 508.151 10: 508.01 20' ACSA SANITARY SEWER EASEMENT CENTERED ON BOUNDARY CURVE TABLE Curve Length Radius Delta Tangent Chord Chord Bearing C1 371.36' 5705.50' 3'43'45" 185.75' 371.29' N 35'40'27" E C2 145.95' 5705.50' 1'27'56" 72.98' 145.94' N 33'07'38" E LEGEND ARV AIR RELEASE VALVE DI DUCTILE IRON PIPE FH FIRE HYDRANT G GUYWIRE HW CONCRETE HEADWALL IF IRON PIN FOUND 10 PIPE INVERT OUT ASBUILT LOCATION OF SEWER LINE IS IRON PIN SET DB:5232 PG:243 TMP 45-112B PF PIPE FOUND D6:5464 PG:559 N/F B PROPERTIES, LC. RCP REINFORCED CONCRETE PIPE D6:5618 PG:730 DO:1723 PG:690 RD ROOF DRAIN SSMH SSMH PD UTILITY PEDESTAL DB:4857 PG:576PLAT TOP:514.2' TOP:512.6 (PLAT) UP UTILITY POLE 11:506.05(8"PVC) 11:505.30(8 PVC) UNDERGROUND VL UTILITY VAULT f10: 505.95(8"PVC) 10: 505.05(8"PVC) ELECTRIC LINE WM WATER METER -� WV WATER VALVE IS G G UP APPROX 15' litPD VL YD YARD DRAIN ,._ . WATERLINE EASEMENT SSMH -- �$4 SSMH YH YARD HYDRANT • s , 2 4j20"E DB: 460 PG: 638 TOP:513.3 -OH- OVER HEAD UTILITY =_ s r 208 6T DB: 460 PG: 636 S � --_2 ! II: 502.75(8"PVC) -W- UNDERGROUND WATER LINE 10:502.551 -G- UNDERGROUND GAS LINE I - • FH s IS -UGT- UNDERGROUND COMMUNICATION LINE #s (SEE NOTE 8) WV • �!_. �::,: N42.4 / w aft I APPROX. LOCATION �t t OF 50'X50' CEMETERY DB: 251 PG: 505 DB:243 PG:381 i r � � (SEE NOTE #7) 2 l ' w � 1 --- - o -�� W o SSMH �; `-is TOP: 510.05 11: 501.85(8"PVC) 10: 501.71 SSMH 20' SPRINT/CENTEL EASEMENT 20' ACSA SANITARY SEWER 1 DB:1436 PG:555,. �o EASEMENT CENTERED ON 20' ELECTRIC EASEMENT ASBUILT LOCATION OF SEWER LINE DO:1434 PG: 75 :75 ; . .: Q \ DO:5232 PG:243 DB:5464 PG:559 DO:5618 PG:730 /�... 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HATCHED AREA (PER ALBEMARLE COUNTY GIS) o D6:4687 PG:15 moo' D13:3463 PG:483 (PLAT) UP STORM DROP INLET GRATE=513.6' _ 1o STORM DROP INLET 15" RCP T 15" RCP10=502.0' D6:1454 PG:409 /� 15" RCP TOP HW=513.60 10=511.353' IF N43 06'35"w 169.43' 20' SPRINT/CENTEL EASEMENT DB:1472 PG:263 20' ELECTRIC EASEMENT I 2 DB: 1453 PG: 212 20' PUBLIC ��l DRAINAGE EASEMENT DO:4825 PG:147 �- O) pp M� Q W J NF-Q� W -� ri op w cn = ¢cD of z: o wH-�w ZOO FW-Up W W L) :z 0 0 i N U U v o w p Ln oo�o,x ol� z z Lr,Q== IF G" w c� w w W W z 3 x P �¢ffi�O�F=- cn wo oNzw C/) cl W Zppm> W OMQ CC �= 0 Of z> ~ O cCI N C N=- w cn a.3�w0¢r- ��=cwi� ~maw z�cnz2ZCU wr0 m O w0U� CG w z X w w =o z O J 0 W o- 12"RCP w¢wwV) oo __� /SSMH / 481.3 00m>- = N ��Q¢ w 0=�� cn a cn w O �o ¢ g Q g w= O - w w Q z = cn=Oo� cnz�� g oOcn� I = O ¢ wU zw a (% CiiJZw¢�aNcrmwww�O�� � l wa ��a CD ¢ o� o ¢�w� F--- U Q W� M Q CL W / \ Hcn�Ncnz�C wgNU_x cnU0o RCo=N¢=inwQ =w= o o�z ZH-Zw -» W r-wI-¢ Lr) Qww� w � 1 Z co M �i rri 4 Lri C6 t_� 06 cy; / U / I RD / 1 RD 00 o I8"PVC on , Ua as 0 O U V) PC U) D i2 L o r D O QL �' N c� Ua U0: ���° O4 rc rn cn N J � cN cn-2 QZ (nQCw o� y O�>-CM Wo QzJIN QLU Jco W U W N r� 0) w [z co V g0d J LO < u- M. �1 Lo �� wQ o r- Z 0) ZIK CM W w Z O ® O DATE: 06-20-2022 REV: 01-18-2023 REV: 01-25-2023 SCALE 1"=40' 10 ,TH OF V BRIAN D JAIIISON No. 3334 61014 �3 SUR�� W CV 0. T Q Q ,- W 06 Q Q cm z W r U CD VJ T Q m cf, o• U) LL 0 r 0 0 0 Q z _ f z w O Q U Q LL L] CD ors z�Q (�� oow o m Q o 2 FILE NUMBER 21.2442 SHEET 01 OF 02 Lic. No. 51495 3/6/23 Ji 0 0 0 IM 0 > III U z 0 in > 0 Am z d z z Q W L u� cc 0 00Lo 0� 00 � U U 0 c S 0 0 Q r 0 0 O N M DATE 0711812022 DRAWN BY R.vanNiekerk DESIGNED BY C. BOLTON CHECKED BY C. BOLTON SCALE 1 "=40' WLL CV o p � LU m 17) LU^ a U L / LL O _ o 0 LU O JOB NO. 48033 SHEET NO. C2.1 L E WATER VAULT r%JUUILI LUUf11IU1V UI JLtILI\ LIIVL TMP 45-112G D6:5232 PG:243 N/F HG LAND, LLC. DB:4687 PG:15 DB:3463 PG:483 (PLAT) 20' PUBLIC DRAINAGE EASEMENT DB:4825 PG:147 20' ACSA SANITARY SEWER EASEMENT DB 4825 PG 147 I25' DENTENTION POND EASEMENT DB:1454 PG: 637 SSMH SSMH TOP:482.50 10: 476.60 VARIABLE WIDTf FOR DETENTI DB 1119 F DB 996 F TMP 45-112C N/F KEGLERS OF CHARLOTTESVILLE DB:996 PG:198 20' PRIVATE SANITARY SEWER EASEMENT DB:4734 PG:458 G G UP TMP 45-112B1 N/F MALLOY PROPERTIES III LLC DB:4863 PG:471 'up I t _ SOH W OH OH w TMP 45-112D N/F SCHEWEL-CHARLOTTESVILLE DB:1089 PG:334 DB:643 PG:480 DB:407 PG:65 1 1 1 •1 •1 1 I RDj 1 w Z m m I ` Hti 1 RD 1 I 1 ( RD co a I8"PVC RD RD 0 co I RDcc n '0 I � RD �\e e ,TAP h 1 RD BOWLING ALLEY 20' SANITARY SEWER EASEMENT DB:3031 PG:631 N pA SSMH. ED R04D TOP:464.85' 11:455.80 10"PVC-� 10:455.58' 10"PVC�� �\ \G SSMH � �-`(D/ � TOP: 467.15' H ® WV w 11:455.21' 10"PVC wM � � �10: 455.0T 10"PVC uP OH ! 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DIRE J / 460 4S6 453.6' RISER Q RCP 18 0 RP � SDMH (STANDING WATER) TOP: 479.1 II: 467.2 10: 464.0 BOTTOM:463.4 RISER TOP RIM:470.0 11: 452.8(18"RCP) 10:452.3(36"RCP) 13 YD <SDMH SDMH 4ti4.ti TOP:478.5 464.0' RCP 3 / 11:465.5(36 RCP) RCP 24 10: 465.4(36"CPP) -- W - - - _ -- - -- - [ o 480. - Of - - 482 _ - la TMP 45-93A N/F LOWES INVESTMENTS CORP #341 DB:1573 PG:453 l 451.0 474.0 SDMH SDMH 10:460.77' 12"RCP 0 I 0 � SD GRATE' TOP: 465.9'+/- 11:462.07' 12"HDPE 10:461.97' 12"HDPE SSMH TOP:467.02' 11:454.36' 10"PVC 10:454.33' 10"PVC SDMH TOP: 463.0' 11: 460.45': 12"RCP 10:460.41' 18"RCP TOP: 464.80' 11:461.35' 12"RCP(LINER) 11: 459.98': 18"RCP 10:459.80' 18"RCP Va 0 "' Q N p U cn Z L T Q� !�1 a 0 M N O2 LL,L0LL Z US)U)(V w Q C �V a HJcr �U) 03:>N OZ-j0 wo wQ>� fnUw CD jr 0TT wc r- M ccV/ G O 1t JIn'm� �y� U�=w FnOUo cm 4! a- J O 1 W Q r rn Ia M 2 z W w O_ OLL DATE: 06-20-2022 REV: 01-18-2023 REV: 01-25-2023 SCALE VARIES '� of v BRTAN D JAMSON No. 3334 01400 �23 t �7, �5 SURr�'" N (I T Q Q r W Ir C G 06 Q Q W T 0 T Q ir CE H U v Q z zWo a. Q W W Q 0 Q a: z2 OOw O Cm Q 5 O L �- r 1 FILE NUMBER 21.2442 SHEET 02 OF 02 i1 Lic. No. 51495 3/6/23 M 0 00 O� U N � N C > E W � F W '5 3 Q LL ` 3 t Ow 5 ¢< j U W J-� 3x <WN� 04 = v N U N = U � o� N M ar W J vi 0 cD 0 0 z 0 W _ a z 0 in > 0 z d z z ¢ W W u� cc Lu 0 00� oCLYU 00 � U U 0 c s 0 0 ¢ o 0 O N M DATE 0711812022 DRAWN BY R.vanNiekerk DESIGNED BY C. BOLTON CHECKED BY C. BOLTON SCALE VARIES 0 N Lu N a (D IL DC O �C N " N O ¢ a > W\ W / t J LL�Z� Jmwo Lu a U 0 LL L o T- r D �a L � z Q 'O Dco o(D or 2Z U V 00 O o T a E2 W O ao 0 m co 3 ZN o� � a x os 0 a 3 a �m > y N @ J � 0.0 :E2 0 = Ea U @ O � O N� `0 a JOB NO. .0 N - N U 48033 N C O SHEET NO. in; C2.2 .0 L 0 0 8 0 0 EROSION AND SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION THIS PROJECT INCLUDES THE CLEARING OF AN EXISTING WOODED AREA, AS WELL AS THE CONSTRUCTION OF A MULTISTORY HOTEL, COMMERCIAL SELF -STORAGE FACILITY, PARKING AREA, AND OTHER ASSOCIATED SITE WORK. THE LIMITS OF DISTURBANCE IS 5.47 ACRES. ADJACENT PROPERTY THE PROJECT SITE IS BOUND BY BERKMAR DRIVE TO THE WEST AND COMMERCIAL BUILDINGS TO THE NORTH, EAST AND SOUTH. EXISTING SITE CONDITIONS THE EXISTING SITE IS CURRENTLY WOODED AREA. SLOPES GENERALLY RANGE FROM 10-15% TO THE SOUTHEAST. OFF -SITE AREAS WORK TO THE REGIONAL BASIN IS OFF THE PROPERTY, BUT INCLUDED WITHIN THE LIMITS OF DISTURBANCE. THE PROJECT HAS BEEN DESIGNED SUCH THAT THE EARTHWORK CALCULATIONS SHOW A BALANCED SITE. THEREFORE, WE ANTICIPATE LIMITED NEED FOR OFF -SITE BORROW OR HAUL LOCATIONS UNLESS UNEXPECTED CONDITIONS ARISE. IF ADDITIONAL FILL OR TOPSOIL MATERIAL IS REQUIRED TO BE IMPORTED FROM AN AREA OUTSIDE THE LIMITS OF DISTURBANCE OR IF CUT MATERIAL IS GENERATED, IT MUST BE TO / FROM A LOCATION WITH AN APPROVED EROSION AND SEDIMENT CONTROL PLANS, A LAND DISTURBING PERMIT, AND A VSMP PERMIT. THIS LOCATION MUST BE IDENTIFIED, PROVIDED TO THE COUNTY FOR REVIEW, AND APPROVED PRIOR TO ANY MATERIAL LEAVING OR ENTERING THE SITE FROM AN OFFSITE AREA. ALL MATERIALS RESULTING FROM DEMOLITION WORK, EXCEPT AS INDICATED OR SPECIFIED OTHERWISE, SHALL BECOME THE PROPERTY OF THE CONTRACTOR, SHALL BE REMOVED FROM THE PROPERTY, AND SHALL BE DISPOSED OF IN ACCORDANCE WITH APPLICABLE LOCAL, STATE, AND FEDERAL REGULATIONS. CRITICAL EROSION AREAS STEEP SLOPES UP TO 2:1 WILL BE CREATED DURING CONSTRUCTION, WHICH ARE CRITICAL AREAS PRONE TO EROSION IF NOT MAINTAINED AND STABILIZED PROPERLY. THE CONTRACTOR SHALL MAKE REPAIRS AND / OR ADJUSTMENTS TO THE PROPOSED ON -SITE EROSION AND SEDIMENT CONTROL MEASURES AS REQUIRED TO ESTABLISH STABILIZATION ON THESE SLOPES. 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. EROSION AND SEDIMENT CONTROL MAINTENANCE 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 - 3.05 SILT FENCE SEDIEMENT BARRIERS SHALL BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SETTLEMENT LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO PREVENT SEDIMENT FROM LEAVING THE SITE. 3. STORM DRAIN INLET PROTECTION - 3.07 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 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA. 5. TEMPORARY 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. 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. STORMWATER CONVEYANCE CHANNEL - 3.17 PERMANENT CHANNEL WITH APPROPRIATE LINING TO CONVEY CONCENTRATED STORMWATER FLOWS WITHOUT EROSION. 7. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS PLACED AT THE OUTLETS OF PIPES OR CHANNEL SECTION TO PREVENT SCOUR AND PROTECT THE OUTLETS STRUCTURE. 8. TREE PROTECTION - 3.38 FENCING INSTALLED AROUND THE PERIMETER OF THE SITE WHERE THE LIMITS OF DISTURBANCE IS ADJACENT TO WOODED AREAS TO REMAIN. 9. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH CONSTRUCTION IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT TO MINIMIZE AIRBORNE MATERIALS FROM LEAVING THE SITE. VEGETATIVE PRACTICES: 10. TOPSOILING - 3.30 TOPSOIL WILL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER USE. STOCKPILE LOCATIONS SHALL BE LOCATED ON -SITE AND ARE TO BE STABILIZED WITH TEMPORARY VEGETATION. 11. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 14 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 12. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 13. MULCHING - 3.35 APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO THE SOIL SURFACE. AREAS WHICH HAVE BEEN PERMANENTLY SEEDED SHOULD BE MULCHED IMMEDIATELY FOLLOWING SEEDING. 14. BLANKET MATTING - 3.36 TEMPORARY STRAW MATTING USED TO HELP ESTABLISH GRASS COVER ON SLOPES 4:1 AND STEEPER AND WITHIN CHANNELS. 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 ALBEMARLE COUNTY GUIDELINES. TOPSOIL AND 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. INSTALL BLANKET MATTING ON ALL SLOPES 4:1 AND STEEPER. SEQUENCE OF INSTALLATION 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY ESC INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. PRIOR TO THE MEETING, WITH ONE (1) WEEK OF NOTICE, THE CONTRACTOR SHALL STAKE/FLAG THE LIMITS OF DISTURBANCE. 2. PRIOR TO ANY LAND DISTURBING ACTIVITY, CONTRACTOR SHALL PROVIDE THE NAME, CERTIFICATION INFORMATION, AND CONTACT INFORMATION OF THE DESIGNATED RESPONSIBLE LAND DISTURBER (RLD) TO THE COUNTY. 3. PHASE I - INITIAL EROSIONS AND SEDIMENT CONTROL (ESC) MEASURES AND GRADING - PRIOR TO STARTING CONSTRUCTION OR EARTHWORK ACTIVITIES, INITIAL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED AND MADE OPERATIONAL AS SHOWN ON THE PLANS. 3.1. INSTALL CONSTRUCTION ENTRANCE AT EXISTING CURB CUT. 3.2. INSTALL PERIMETER MEASURES INCLUDING, BUT NOT LIMITED TO, SILT FENCE AND TREE PROTECTION AS WELL AS INLET PROTECTION ON EXISTING INLETS. 3.3. INSTALL PROPOSED STORM PIPES AND STRUCTURES AND OUTLET PROTECTION SHOWN ON THE PHASE 1 PLAN SHEET TO DIVERT UPSTREAM RUNOFF BEYOND PROPOSED EARTHWORK. THIS INCLUDES TEMPORARY PIPE T2 AND TEMPORARY STRUCTURE T1. THE TEMPORARY OUTFALL AND PIPING WILL REMAIN IN PLACE UNTIL SEDIMENT TRAP #2 IS REMOVED. 3.4. INSTALL INLET PROTECTION ON ALL PROPOSED INLETS AS THEY ARE INSTALLED. PROVIDE ADEQUATE TEMPORARY COVER TO PROTECT PIPES. 3.5. CLEAR AND GRADE ONLY AS NEEDED FOR INSTALLATION OF THE SEDIMENT TRAPS. DURING INSTALLATION, INSTALL TEMPORARY DIVERSION DIKES UPSTREAM OF THE TRAPS TO DIVERT RUNOFF AROUND THE BASIN UNTIL IT IS COMPLETE AND VEGETATION IS ESTABLISHED. 3.6. ONCE THE BASIN IS STABILIZED, REMOVE THE TEMPORARY DIVERSION DIKES IMMEDIATELY UPSTREAM OF THE TRAPS AND CONSTRUCT ADDITIONAL DIVERSION DIKES TO DIRECT RUNOFF FROM THE PROJECT AREA TO THE SEDIMENT TRAPS. THROUGHOUT CONSTRUCTION, ADJUST DIVERSION MEASURES AS REQUIRED TO MAINTAIN DRAINAGE AREAS TO SEDIMENT TRAPS. 3.7. BEGIN CLEARING AND GRUBBING OF THE SITE. TOPSOIL SHOULD BE STOCKPILED AND SAVED FOR USE DURING FINAL SITE GRADING. CLEARING AND GRUBBING ACTIVITIES SHOULD BE PERFORMED AS NEEDED FOR THE NEXT CONSTRUCTION ACTIVITY AND NOT ACROSS THE ENTIRE SITE AT ONCE. 3.8. ALL STOCKPILES SHALL BE SURROUNDED BY SILT FENCE AND SEEDED IN COMPLIANCE WITH MS-2. MINIMUM STANDARDS: 3.9. THROUGHOUT CONSTRUCTION ACTIVITIES, APPLY DUST CONTROL MEASURES ACCORDING TO VESCH STD. & SPEC. 3.39. ALL MATERIAL OR DEBRIS TRACKED ONTO A ROAD SURFACE SHALL BE CLEANED THOROUGHLY AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH PERIODICALLY THROUGHOUT EVERY DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: SWEEPING AND BE TRANSPORTED TO A SEDIMENT -CONTROLLED DISPOSAL AREA. MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS 3.10. APPLY TEMPORARY SEEDING AND MULCHING AS NECESSARY. UTILIZED TRACKED SURFACE ROUGHENING AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE THROUGHOUT CONSTRUCTION. APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN PHASE II DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE 4. PHASE II - GRADING AND UTILITY INSTALLATION TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. 4.1. MAINTAIN ALL PERIMETER EROSION AND SEDIMENT CONTROL MEASURES. EROSION AND SEDIMENTATION MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR CONTROLS SHALL BE MAINTAINED UNTIL SUCH A TIME AS A VEGETATIVE COVER IS ESTABLISHED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY HARDSCAPE IS INSTALLED ON ALL AREAS UPHILL OF THE MEASURES. THE SEDIMENT TRAPS SHALL BE LEFT IN PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS PLACE FOR AS LONG AS FEASIBLE. AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. 4.2. MOVE THE CONSTRUCTION ENTRANCE TO THE LOCATION OF THE PERMANENT ENTRANCE LOCATION. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE 4.3. BEGIN INITIAL GRADING OF THE SITE. ALL EXCAVATED MATERIAL AND DEBRIS SHALL BE STOCKPILED OR PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A DISPOSED OF IN A LAWFUL MANNER. ALBEMARLE COUNTY IS TO BE NOTIFIED PRIOR TO ANY HAULING TO OR GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. FROM AN OFFSITE BORROW OR WASTE AREA. MS-4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO 4.4. THE ACCESS ROAD WHICH CONNECTS THE SITE TO US ROUTE 29, SHOULD BE GRADED AND INSTALLED AT ONE TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE TIME. THIS ROAD IS NOT TO BE AN ADDITIONAL CONSTRUCTION ENTRANCE AND BARRICADES NEED TO BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. INSTALLED TO PREVENT VEHICLES FROM ENTERING THE CONSTRUCTION AREA. ADD E&SC MEASURES AS MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND NEEDED TO PREVENT SEDIMENT LADEN RUNOFF FROM ENTERING US ROUTE 29 DUE TO THE GRADING DIVERSIONS IMMEDIATELY AFTER INSTALLATION. OPERATIONS. INSTALL STORM PIPES AS INDICATED ON PHASE 2 PLAN AND ADD INLET PROTECTION AS MS-6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL INDICATED. DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. 4.5. INSTALL ALL ADDITIONAL MEASURES SHOWN ON THE PLANS AND AS DEEMED NECESSARY THROUGH A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF INSPECTIONS BY THE RLD COUNTY OR ENGINEER. INSTALL INLET PROTECTION ON ALL INLETS AS THEY ARE DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. INSTALLED. INSTALL SILT FENCE THROUGHOUT THE SITE AS REQUIRED. B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER 4.6. CONTINUE UTILITY INSTALLATION. PILE MATERIAL ON UPHILL SIDE OF TRENCHES. THAN EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE 4.7. USE APPROPRIATE DUST CONTROL MEASURES FOR DISTURBED AREAS AS WELL AS TEMPORARY SEEDING AND CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFACE STRAW MULCHING AS NECESSARY. SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 25-YEAR A 4.8. FINALIZE ROUGH GRRADING ACTIVITIES. APPLY PERMANENT SEEDING, TOPSOIL, AND STRAW MULCHING TO ALL STORM OF 24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND DISTURBED AREAS THEY REACH FINISHED GRADE. TO BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS 4.9. INSTALL TEMPORARY BLANKET MATTING ON ALL DISTURBED SLOPES 4:1 AND STEEPER AND WITHIN UTILIZED. STORMWATER CONVEYANCE CHANNELS. 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 5. PHASE III - HARDSCAPE AND BUILDING CONSTRUCTION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. 5.1. MAINTAIN ESC MEASURES FROM PHASE I AND II AS SHOWN ON THE PLANS. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN 5.2. PROCEED WITH BUILDING AND HARDSCAPE CONSTRUCTION. ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. 5.3. THE SEDIMENT TRAPS SHALL REMAIN OPERATIONAL UNTIL UPSTREAM AREAS ARE STABILIZED. THROUGHOUT MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER CONSTRUCTION, UTILIZE DIVERSION DIKES TO MAINTAIN THE SAME APPROXIMATE AREA DRAINING TO THE PROTECTION SHALL BE PROVIDED. TRAPS. OBTAIN APPROVAL FROM THE ESC INSPECTOR PRIOR TO TAKING THE TRAPS OFF-LINE. REMOVE ANY MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT LADEN MATERIAL COLLECTED AT THE BOTTOM OF THE TRAPS BEFORE BACKFILLING. SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR 5.4. ONCE APPROVAL IS RECEIVED FROM THE ESC INSPECTOR, REMOVE THE SEDIMENT TRAPS AND INSTALL THE OTHERWISE TREATED TO REMOVE SEDIMENT. REMAINING STORM SEWER TO CONNECT THE UPSTREAM SYSTEM TO THE PERMANENT OUTFALL. INSTALL INLET MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, PROTECTION AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL. AFTER REMAINING PIPES ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE ARE INSTALLED AND RUNOFF CAN BE CONVEYED TO THE OUTFALL, THE TEMPORARY PIPE AND OUTFALL CAN BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. REMOVED. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED PRECAUTIONS SHALL BE TAKEN TO MINIMIZE 5.5. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT AFTER FINAL GRADE IS ACHIEVED.. 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 6. ALL STORMWATER PIPES AND STRUCTURES SHALL BE CLEANED OF ALL SEDIMENT BUILD UP. NONERODIBLE COVER MATERIALS. 6. ONCE THE SITE WORK IS COMPLETELY FINALIZED AND ALL FINAL STABILIZATION MEASURES ARE IN PLACE, NOTIFY MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY THE INSPECTORS FOR A FINAL INSPECTION. ONCE APPROVAL IS ACQUIRED FROM THE INSPECTOR AND ALL SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL UPSTREAM AREAS HAVE ESTABLISHED VEGETATION, ALL REMAINING EROSION AND SEDIMENT CONTROL MEASURES SHALL BE PROVIDED. SHALL BE REMOVED WITHIN 30 DAYS. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE 7. REMOVE ALL EQUIPMENT, CONSTRUCTION MATERIALS AND DEBRIS FROM THE SITE. WATERCOURSES SHALL BE MET. 8. PROVIDE ALL APPROPRIATE INFORMATION NEEDED TO CLOSE OUT THE LAND DISTURBING PERMIT AND THE VSMP MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE CONSTRUCTION GENERAL PERMIT WITH ALBEMARLE COUNTY, INCLUDING ASSISTING IN PREPARING CERTIFICATION WATERCOURSE IS COMPLETED. DOCUMENTS. 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 GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY SEDIMENT CONTROL 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. 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. INSPECTION. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. E EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS CLEANED THOROUGHLY AT THE END BY 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. SHOVELING SWEEPING AND TRANSPORTED A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. RE SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO LO S. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A MS 18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS AUTHORITY. OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY AREAS RESULTING FROM THE DISPOSITION TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. E NTATION. TO PREVENT FURTHER EROSION AND SEDIMENTATION. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND MS-19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM PR DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. RATE OF A RUNOFF FOR THE STATED FREQUENCY STORM OF DURATION IN ACCORDANCE 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH STANDARDS WITH THE STANDAND AND CRITERIA LISTED IN THE VIRGINIA EROSION AND SEDIMENT CONTROL RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE HANDBOOK, CHAPTER 8 PAGES 20 24. EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. GENERAL EROSION AND SEDIMENT CONTROL NOTES: 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA OF 7:OOAM TO 9:OOPM. REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. GRADING, OR LAND DISTURBANCE. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS EROSION CONTROL INSPECTOR. (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50%u LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL CONTROL INSPECTOR. DEVICES IMMEDIATELY. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WITHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) SOILS INFORMATION: 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) 27B - ELIOAK LOAM, 2 TO 7 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC SOIL GROUP: B 27C - ELIOAK LOAM, 7 TO 15 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC SOIL GROUP: B 34C - GLENELG LOAM, 7 TO 15 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC SOIL GROUP: B 34D - GLENELG LOAM, 15 TO 25 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC SOIL GROUP: B Lic. No. 51495 3/6/23 ^� E 0 N O N N > E w N E Z Lu H „U 3 ¢ LL o 3 0 LL D O L M ¢WJ000 W J -ui D (A N N V W 7 z F y �x u)= vN 2 U > IN C a, o+ O N � M OJ J to ui 0 (D 0 x F 0 w w a z 0 U) 0 0 am O oc E Fmm z a z z ¢ w wof k (n m o UUU) OLcuc 0 0 CL u V V Of DATE 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY C. BOLTON CHECKED BY C. BOLTON SCALE N/A J a w 0 .0 W V w pC O OQz � J w O LL 2 LU J m Z W a O (n " U }O azz w O U Lu U) CO 06 z O O w JOB NO. 48033 SHEET NO. C3.0 S L TABLE 3.31-13 PIPE OUTLET CONDITIONS ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK ITH 0 GRAVEL CURB INLET SEDIMENT FILTER 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING REFERENCE FOR ALL REGIONS" \_�- TRENCH UPSLOPE ALONG THE LINE OF TO THE POSTS. A A �f POSTS. 6 PLANTING DATES SPECIES RATE (LBS./ACRE) SEPT. 1 -FEB. 15 50/50 MIX OF A PB� y Lic. No. 51495 C3/C ANNUAL RYEGRASS 50-100 (LOLIUM MULTI-FLORUM) >75` of /23 /III_ & CEREAL RYE 3do do S'SI01VAL yCs FLOW 11- 1 ! 1l1 (WINTER) --.11 4 (SECALE CEREALE) 60; 50 PIPE OUTLET TO FLAT AREA WITH NO 3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE FEB. 16 - APR. 30 ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) PLAN VIEWKDEFINED CHANNEL * 12" THE WIRE FENCE AND EXTEND IT EXCAVATED SOIL. 50 M E GRAVEL FILTER RUNOFF WATER WIRE MESH INTO THE TRENCH. MAY 1 - AUG. 31 GERMAN MILLET >75` o 0 ° N FILTERED WATER (SETARIA ITALICA) vi a o � T °i •. ,: �- I � NOTE: STRAW MULCH IS TO BE APPLIED F (A LIED AT 80LB/100S LBEMARLE COUNTY) `ALBEMARLE COUNTY STANDARD w 1= -I II FLOW ' A ` �-ICI-11 0 %-� V w 3 a a 3 R III=' -III- - I�-i TEMPORARY SEEDING PLANT MATERIALS - o o LL- 4.. e„, o.:„��---1 SEDIMENT III ... .. - .. ,�111��1- W o m .. a u o z No Scale TABLE 3.32-D CONCRETE - �" EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED Ui .J. o > O 0 N GUTTER 12„ CURB INLET SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA CLOTH FOR ENTIRE PERIMETER o o N to rN co rat CL z w z to k " GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. FILTER FABR TOTAL LBS. PER ACRE a, r`ri z " x >' OJ u W O O 1"-__-- _WIR 1=III-III _ II' MINIMUM CARE LAWN COMMERCIAL OR RESIDENTIAL 175-200 LBS. A o Q v v o z to U) SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO IP O .I= _ III III- SF = =� --III III- "' KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% ado (MIN.) � x ¢ N u Z Z) Z Z) � 0 CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND 3.07- 6 3.OS-1 o IMPROVED PERENNIAL RYEGRASS 0-5/0 A oN > 00� a UNPROTECTED AREAS. KENTUCKY BLUEGRASS 0-5% ` v LU STORMWATER INLET PROTECTION CONSTRUCTION OF A SILT FENCE do LL Of GENERAL SLOPE (3:1 OR LESS) PIPE TLET TO o No Scale NO Scale KENTUCKY 31 FESCUE 128 LBS. L DEFINED RED TOP GRASS 2 LBS. CHANNEL ui SEASONAL NURSE CROP ` 20 LBS. PLAN VIEW 150 LBS. BLOCKAND GRAVEL DROP INLET SEDIMENT FILTER LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) o 70' MIN. EXISTING 5:1 KENTUCKY 31 FESCUE 108 LBS. _ A PAVEMENT 3 RED TOP GRASS 2 LBS. Le WIRE �_COjVCRETE SEASONAL NURSE CROP ` 20 LBS. 6 M SCREEN BLOCK CROWNVETCH " 20 LBS. (- FILTER A MOUNTABLE BERM _^may 150 LBS. CLOTH (OPTIONAL) •, 0 e� y ry M M SIDE ELEVATION %�� 770' ' USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES - -_ d 1 F ri 1p to EXISTING GROUND AS STATED BELOW: TIT- a 0 o 0 0 FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE S ION A -A FILTER KEY IN 6"-9", RECOMMENDED Z 6 MIN. --� 77�� --� MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET CLOTH FOR ENTIRE PERIMETER 0 r~ DATE WASHRACK T 10' MIN. /` AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE B OPTIONAL NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE 0711812022 10 EXISTING _-' 12' MIN. MIN. PAVEMENT -' RAV - " SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR O } DRAWN BY i� FILTER FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL CONCRETE. VDOT#1 COARSEAGGREGATE B POSITIVE I 10' MIN. WIRE DRAINAGE TO L SCREEN FILTERED OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING R. vanNiekerk DESIGNED BY "MUST EXTEND FULL WIDTH OF SEDIMENT WATER INGRESS AND EGRESS OPERATION TRAPPING DEVICE OVERFLOW MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER PLATES 3,111-3 AND 3,18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 QP INCHES. 3.18-1 • PLAN VIEW RUNOFF _.� C. BOLTON WATER WITH SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. • OUTLET PROTECTION CHECKED BY SEDIMENT-3 `ALBEMARLE • 12' MIN. 3" MIN. DROP COUNTY STANDARD: PERMANENT STABILIZATION SHALL BE LINE AND FERTILIZER, PERMANENT SEEDING, AND MULCH. • C. BOLTON No Scale 3- MIN. SEDIME INLET AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, • • SCALE FILTER CLOTH WITH SECTION A -A INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL DESIGN CRITERIA GATE BE APPLIED AT 1000LBS/ACRE AND SONSISTE OF A 10-20-10 NUTRIENT SLOPE SLOPE LENGTH SILT FENCE LENGTH NIA MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND SLOPE STEEPNESS MAXIMUM (MAXIMUM) 6-7^ SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL 0-107 0-10:1 UNLIMITED UNLIMITED APPLICABLE WHERE HEAVY FLOWS ARE EXPECTED AND WHERE AN IP OVERFLOW CAPACITY IS NECESSARY TO PREVENT EXCESSIVE RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVE ARE SUBJECT TO APPROVAL BY 10-207 10: 1-5: 1 200 FEET 1,500 FEET PONDING AROUND THE STRUCTURE. 3.07- 3 COUNTY EROSION CONTROL INSPECTOR. 20-3Y. 5: 1-3: 1 100 FEET 1,000 FEET e ` GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. 33-5CV. 3: 1-2: 1 100 FEET 500 FEET REINFORCED CONCRETE SECTION B-B DRAIN SPACE STORM DRAIN INLET PROTECTION PS 507+ 2:1 + 50 FEET 250 FEET CL No Scale CE 3.02 Sediment Trap design #1 10' NOTE: FENCE POST SPACING �MAX.-I SHALL NOT EXCEED 10' (n STONE CONSTRUCTION ENTRANCE dapvoluarea (acres)(<3) ,.aa � trap volumes CREST ei STONE WEIP - "_] PERMANENT E R AREA CENTER TO CENTER J No Scale cumulative � 33"MIN. No Scale elevation (ft) area (at) volume(cy) volume Icy) -- - 6" MIN. 491 1948 ..IIORS6l - �.Awe,e GROUND 492 2361 .8 79.8 TEMPORARY RIGHT-OF-WAY DIVERSIONS 493 3o3s ,00oo.o 179.8 303 SURFACE / Q 494 3279 117.0 296.8 WETSTORAOE w y> 8„ COMPACTED SOIL 495 3785 130.8 427.6 (.0 ,ER c:O,„ \F a� 496 4322 150.1 577.7 2 1/2" DIAMETER Q� MIN. 36" MIN. W �f " "' ' `I` ° " „" `. RPRA. 2 X 4" WOOD SILT FENCE DROP INLET PROTECTION DROP INLET GALVANIZED OR ALUMINUM POSTS (I'1 18^MIN. FLOW wet storage: FRAME WITH GRATE � � p CHAIN LINK FENCE WITH ONE LAYER `J UJ _ _ _ _ _ wet required 122.6 FRAME OF FILTER CLOTH COVER Q storage (cy) (BTDA) lllL �ll1u� 1111 bottom of stone weir (ft) "'coarse 1 5, pd �_� MAX _ L Z 179.0 wet storage provided at this elevation (cy) 179.8 aggregate shall be VDOT #3, #357 of #5 .� 2 1/2" DIAMETER GALVANIZED OR Q O slope of wet storage sides 2:1 weir length (ft) (6xDA) 11.0 p ) � FILTER CLOTH ALUMINUM POSTS > J 4.5' MIN. dry storage: bottom of trap elevation (ft) 491 dry storage required (cy)(67"DA) 122.6 bottom trap dimensions: 49x39' crest of stone weir 495.0 top of dam elevation (ft) 496.0 3' MIN. CHAIN LINK LL _j O GATHER FENCE dry storage provided at this elevation (cy) 247.8 top width of dam (ft) 4.5 �„ �� CESS POST AND 2ND LL g slope of dstorage sides 2:1 top trap dimensions WX51' A FL 33' MIN. LAYER OF Owy J LU z CWD DD ST1 CORNERS FILTER CLOTH w Q O 3.09-1 3.13 EMBEDED FILTER CLOTH 8" MINIMUM 16 " MIN. 1ST INTO GROUND LAYER OF FILTER LL U TEMPORARY DIVERSION DIKE IMENT TRAP #1 SEDIMENT PERSPECTIVE VIEWS STAKE FABRIC CLOTH CONSTRUCTION SPECIFICATIONS Z D O U z LLI �_ No Scale No Scale ., ■� o a< oas 11 one Sediment Trap design #z 9 drainage area acres <3 2.83 � O� pO��� � r+ � y � " trap volumes: CREST Of STORE ER R� 1' FENCING SHALL BE 42 INCHES IN HEIGHT AND CONSTRUCTED IN ` = cumulative elevation (ft) area (all volume(cy) volume (cy) - - MIN ACCORDANCE WITH THE LATEST MARYLAND STATE HIGHWAY DETAILS FOR LU 482 936 aRAE p CHAIN LINK FENCING. THE SPECIFICATIONS FORA 6 FOOT FENCE SHALL BE W (n RENEW. 11 483 1146 38.6 38.6fv 484 1363 46.5 85.0 485 1586 54.6 139.E wer SroRAcr A USED, SUBSTITUTING 42 INCH FABRIC AND 6 FOOT LENGTH POSTS. CO 06 486 1815 63.0 202.6 "u"ERs R DETAIL 1. THE POLES DO NOT NEED TO SET IN CONCRETE. 7 z WRE' o,„ 482292 .7.9 2. CHAIN LINK FENCE SHALL BE FASTENED SECURELY TO THE FENCE O FABRIC 488 2794 9494.2 372.9 ,,EE „,,,,� ,.,,_, co"� .wRcr+re" cross , RwR.R 488.25 2925 26.5 399.3 POSTS WITH WIRE TIES OR STAPLES. LINE POST �m�`cl:ouNO LINE 489.25 3319 115.6 515.0 3. FILTER CLOTH SHALL BE FASTENED SECURELY TO THE CHAIN LINK vJ `II . eRAclNCONCRETE FOOTING PERSPECTIVE VIEW ELEVATION OF STAKE AND FABRIC ORIENTATION FENCE WITH TIES SPACED EVERY 24" AT THE TOP AND MID SECTION. Q �/ PERSPECTIVE VIEW wet storage: 4. FILTER CLOTH SHALL BE EMBEDDED A MINIMUM OF 6" INTO THE 3.1-1 wet storage required (cy)(67"DA) 189.9 SPECIFIC APPLICATION LLI METAL FENCE GROUND. SAF bottom of stoneweir(ft) 486.o swet lope of weptoridedat idehis elevation (cy) zoz.s ""coarse aggregate shall be VDOT #3, #357 of #5 slope of wet storage sides t:, THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER, THEY SHALL BE OVERLAPPED BY 6" AND FOLDED. weir length (ft) (6xDA) 17.0 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT 6. MAINTENANCE SHALL BE PREFORMED AS NEEDED AND SPLIT dry storage: bottom of trap elevation (ft) 482 dry storage required (cy)(67•DA) 189.9 bottom trap dimensions: 98S09 crest of stone weir 488.25 top of dam elevation (ft) 489.25 EXCEEDING (C.F.S.)ARE TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET BUILDUPS REMOVED WHEN "BULDGES" DEVELOP IN THE SILT FENCE. SAFETY FENCE dry storage provided at this elevationIcy) 196.7 lop width ofdam (ft) 3 OR HIGHWAY MEDIANS. 7. STONE REINFORCEMENT SHALL BE USED TO SUPPLEMENT SSF IN No Scale slope of drstorage sides 2:1 top trap dimensions 987116 IP O 3.07-1 AREAS OF CONCENTRATED FLOWS SSF 3.05 - ST2 3.13 SEDIMENT TRAP #2 STORM DRAIN INLET PROTECTION SUPER SILT FENCE DETAIL JOB NO. 48033 No Scale No Scale No Scale SHEET NO. C3.1 L C '-' LINEWORK ON WEST SIDE OF ROAD l SHOWN BASED ON BERKMAR / OVERLOOK DESIGN PLANS SSMH TOP: 527.6 UP , /0: 508.55 (8" PVC) BERKMAR DRIVE �y �Q�/I� - - - - - FOR PHASE 1: INSTALL STORM DROP INLET VARIABLE WIDTH R/W 5 CONSTRUCTION ENTRANCE - GRATE = 513.6' - \ \ AT EXISTING CURB CUT 15" RCP 10 = 509.2' �/ / UNTIL CLEARING AND �eu GRADING IS COMPLETED J TOP:52�.65 , C STORM DROP / UBLIC DRAINAGE � ALBEMARLE COUNTY `S7 GRATE = 517.2 I P / \ PORTION OF 'SJ I P 6. l / EASEMENT - END OF SIGNAL; S LINE CEMETERY DB: 255 08.15 8 °PVC) , MANAGED STEEP A, 15" RCP 10 = 513.27 } DB:1454 PG: 409 LIKELY CONTINU S NORTH 10: 508.0 (8" PVC) SLOPES OVERLAY PG555 (SEE NOTE #8) GUARDRAIL / � DISTRICT G C2 / GQ\`, _-- � � _mmmwmmmv �_______ UNDERGROUN LINE 526 SF _ ^p` ---- 516 S .--- ARDRAIL OH //0 OP GG .. h _- -- -_.--- 11s , CE 20'SPRINT 20-ELECTRIC .ul EASEMENT EASEMENT 15" RCP TOP S ` DB: 1436 PG:555 DB: 1434 PG:75 HW=513.60 STORM DROP INLET ' \ / ?y GRATE = 507.95' _ \ l 10=511. 35' SAF fi ` 15 RCP IO = 502.0' ' h�ry ' / I \ \ a _ - 5� ARV-_ 1 -- F / o p ,` S7 i / /' .� `` (2) 24" RCP TOP ,` \ I WMH - SOIL TYPE`. O 'i ,.'�/ ,' 10=510.70' `, \ -- '--�I SF TS 0 I � � _ � '' Lr ��-- --524 I SMH ALBEMARLE COUNTY ` ` _h1 / _ _ _ �, \ 'i '� ', ,!,1 a0 r APPROX LOCATION OF I `' OP: 526.55 MANAGED STEEP SLOPES , ,.�" \ \ 50X50- CEMETERY DB. 251 L OVERLAY DISTRICT r' `� ,� '` 7 C DC MU / / / � I `` L\ ' ` ` , ''' , PG: 505 DB: 243 PG: 381 /0: 507. 5 (8" P ) / ( 10: 507.25 (8" PVC) ' , O�, (SEE NOTE n7� i__�___��_`I rn \ I _ 19 o o , `, LIMITS OF A I ;\ g, ti DISTURBANCE: Z DD \ - 6 IP I - _ _ - _ _ _ - - 520 - _� Iv 5.47 AC 06 U,� --- \ si 114 '' +1`, '1 `r I\\ "DIP �` `\ I rl , 1 ` y `` ' I / SANITARY Off, / \ , , ,"i' '; \ -51s -w \ �, SEWER LINE o --- STAGING, / h I I, �'' -a 14 APPROXIMATE LOCATION OF 15' RWSA STORAGE AND STOCKPILE AREA � ,' I MP 45-112E N ', �, WATERLINE EASEMENT \ \ DB 460 PG 636 dos 1 5oti BL AR HOLDINGS LLC , / I �I DB:460 PG: 638 i 1.731 AC,.516 I� SSMH "Po- - - - - , - --- - ----------'' ` ^ I TOP: -517.5 \ F Ali M / ' \ �, P O Mq Fr --------`--------'`` .. // ` 0/ %; .,': m /1: 506.9 (8" PV(- o � '-------- ,' + o � '� ` qPR / :',/.. ,I � � 10:506.5 8"PVC DSO SEDIMENT TRAP #1 N \ � _ x, ( ) r 2' 1.83 ACRE DRAINAGE AREA SOIL TYKE: T x' TOTAL STORAGE REQUIRED: 245 CY , \ --- j EXISTING 12 LINE ON / I � L3`O \ �-__________ <�B ____ '' -� ` '� � ' RWSA WATERLINE TOTAL STORAGE PROVIDED: 428 CY , ", \ 3` D I T, , SSMH TMP 45-112G SSF r _ - TOP OF DAM ELEVATION: 496.0 - � � � �_ n\ � I'I .I TOP: -514.2 N/F/HG LAND, LLC �500 498 ------ , `� ; I 1 `ro----------- OF,I I 11 506.05 (8" PVC) LIMITS z 498�= I I ° \ DC Mll N I I ",'lI r ((8" PVC DB: 4687 PG:15 - -ass I 10: 505.95 ) DISTURBANCE: a - - 49420' ACSA SANITARY SEWER DB: 3463 PG:483 (Pb 5.47 AC o� _ _ _ _ _ a9z I I - - - - _ _ ��,ON AS INSTALL TEMPORARY PIPE T2 AND 7g' oo ` \ \ - - - - - EASEMENT CENTERED SEWER LIA TEMPORARY STRUCTURE T1 TO \ 516 I' 1�`I BUILT LOCATION B: SEWER73C + , - \ D8:5232 PG:243, DB:5618 PG:73C �\ Sq6°�/' I & DB:5464 PG: 559 RELAY CLEAN WATER FROM 32' - ST1 o I 3? I1 3 'o' 6z BERKMAR OVERLOOK TO OUTFALL - - O N ` q3 S \ P 40, ------------------'� 08 14'92 494 Ln I ITPUBLIC DRAINAGE ! A EASEMENT 496 /+ 00 -TY P �� !.: DB:4825 PG: 147 = 494-496+5 11+00,-- f�� 11+ 6-------- T/ SSMH - S OIL / I TOP: 512.6 OP -/ 110 112 27B ; / r .., �'i 105505.05(8PPVC) RIPRAP OUTLET PROTECTION / vp c I IP -- ---------------------------- TMP 45-112 , / 0.5' AVG DIA. RIPRAP - / / / %G , CLASS Al T1 BERKMAR HOLDINGS LLC �; l ;I WIDTH 1= 5.0' v� , ` - - - - - - \ \ 2.686 AC. ----------- A FHI WIDTH 2 = 14.0' _ - N I Z �lll by r LENGTH = 12.0' �� -cn p DEPTH = 2.0' i - - - - I / lf''� ..' UNDERGROUND y ,y , _ , --- / - - - - \ ' �' ELECTRIC LINE / f/( 490 Li o _ °i ' / i HAND 3 ,1 l HOLE Y APPROX 15' ST2 ` 519g ELECTRIC EASEMENT DB: 1534 z,' / ,� �' PG 500 APPROX 30' - - O TMP 45-1128 ssF r ELECTRIC l EASEMENT r V' ', `, ; , ' ; F' o N/F 8 PROPERTIE LLC. D8:1538 PG:732 � , - i , i I , , ; , II , , ,`: ti DB: 1723 PG: TS / / 10'00 CD ., i ; DB: 4857 PG:576 r PLA SEDIMENT TRAP #2 o r 2.83 ACRE DRAINAGE AREA DC ) = UZI TOTAL STORAGE REQUIRED: 380 CY TOTAL STORAGE PROVIDED: 399 CY 1 ( / �u -,-" TOP OF DAM ELEVATION: 489.25 / ,' MU f ) a l STING BUILDING SF SOIL TYPE: _ - - " ; SS�H; __ 488 i / TOE': 51 05,' l� ) APPROX 20' 34 C SSF - - r0� ll: 501. 5 8 O : '' WATERLINE 1 Z S O [L TY P, '1 ( t) l , /[ ; EASEMENT DB 4 m 60 bb ' /0: 5d1.7 (8"PVC) u l/l / 1.:, P6:638 n TOP: 482�5 y488' / ' o tl 96� 06�/ / 2741 o , / 11:478.40 ♦ / 9' 26� o� `�/ ) / 10:478.33 ♦ �, 00 V / / �� �, / -1$4 \ ' APPRO�YhNATE TREELINE IF ' 69.16',-- --L-------.�---- -244.48`.T------- - - _ -/ // IS - - �A RI ♦ / LINE tiv 3.64(T TP S G/ q ONLy - AN- f,a?"SAN- / 5° , 8"SAN' lP47 -_ - --- TPoHy=- ------------ - - -oFr - - �L /G.: I ---===s - _ --- \ 1 480 ;-- 1�;%�- - L APPROXIMATE TREELINE '1�AC91l9fT,}I�1llYaEt�AE� ' 2 / S H - / ---------- - ' - ` CP ------- -e- -- -- 48j3 �� 4g° TP EASEMENT CENTERED ON AS SMH ^ �� .` { CCi' � T P' 513.3 _ - - - - _ _ _ _ >a BUILT LOCATION OF SEWER LINE / i so ---------------=- TP --- //_--- dG - __ n = EXISTING SANITARY DB:5232 PG243, D8:5618 PG:73Q TOP: O O � . I.502.75 (8" PVC) ---- --- - 488 --- w Il: 500.1 (8" PVC) / O ..,.,' / 10: 502.55 (8" PVC) ---------------- _ d "A SEWER LINE & DB:5464 PG:559 ( ) • I : l ------ 9 PVC) INE Cu ` (8"I ® UY WI (TYP) APPROX 15' ELECTRIC POWER POLES (UP) AND 10: 499.S`F ` • , 5 / / - - - - - - - - ` / EASEMENT D8:1534 PG500 OVERHEAD POWER (TYP) / W - - J RD RD RD STORM DROP INLET / GRATE = 487.01' 12" RCP 10 = 483.3 BOWLING ALLEY TP TMP 45-112C / N/F KEGLERS OF / 3 CHARLOTTESVILLE � %�/ / DB:996 PGA98 0 1 __ / SCALE 1"=30' c SF SF / 0 30' 60' /UP l I MATCHLINE W � FAKLU I I tOV/L1 DB:996 PG:198 ge 'If c SF / / :''' SF \ v / / MATCHLINE UP I, ._" I I / APPROXIMATE SOIL TYPE: LOCATION OF 15' R WSA WATERLINE EASEMENT �e i DB:460 PG:636 DB:460 PG: 638 R 'ISO // �' L / 27C APPROX 15' ELECTRIC - EASEMENT DB: 1534 PG:500 LIMITS OF DISTURBANCE: 5.47 AC VAUL . 77 TP I-- I`g9I8 TP -UP / 49� / / �G // 47- -- ------ 2 NO DISTURBANCE ON ADJACENT PROPERTIES TMP 45-112D l / l N/F SCHEWEL-CHARLOTTESVILLE /, 4Qb DB: 1089 PG:334 DB: 643 PG: 480 �ti 4/ DB: 407 PG: 65 / / ------ 2 W 4 6- CONTRACTOR PROTECT SMALL - c STACKED BLOCK WALL A TMP 45-112B1 DURING CONSTRUCTION / TP N/F MALL OY PROPERTIES III LLC NO CONSTRUCTION TRAFFIC / / /; DB: 4863 PG:471 ALLOWED. ADD TEMPORARY BARRICADE VDOT R5-1 8' TYPE 3 BARRICADE l ` /480- ` WM %11 476 \"0 ELECTRIC EASEMENT 4^4l - DB:541 PG: 255SD / GRATE SOIL TYPE: GRATE.'470.2 / 88 10:466.95' 12"E �2'/ SSMH TOP:467.1 11:455.21' 10"PVC l i 10:455.07' 10"PVC SDMH 4710 EROSION CONTROL LEGEND , TOP:468. V SSMH ti / 11:464.4' 12"RCP TOP:464.85 LIMITS OF CLEARING AND GRADING - � _ 10:464.25' 12"RCP /1�6 11:455.80' 10"PVC m = = = = = M DRAINAGE DIVIDE 10:455.58' 10"PVC � ' ' � SOIL AREA DIVIDE SD GRATE 9y TOP:465.9'+I / /2� \ �� SAF -SA - SAFETI FENCE 3.01 �_ � 20' SANITARY SE 462.07'12"HDPE /� / L�_- �� EASEMENTDB:3 L /J, CE ® CONSTRUCTION ENTRANCE 3.02 461.97' 12"HDPE � / SSMH / / �� \ - UP SF X * SILT FENCE 3.05-2 TOP:467.02' % l l l� H 4.36' 10"PVC `/ _ SSF�Q� SUPER SILT FENCE 3.05-1 4.33' 10"PVC P - /464 1 SDMH �P ® INLET PROTECTION 3.07 - OH i 10:460.77' 1 DIVERSION DIKE 3.09 !/ SDMH / TOP.,463. 0' ST SEDIMENTTRAP 3.13 SDMH / l 11:460.45': 12"RCP SCC STORMWATER CONVEYANCE CHANNEL 3.17 TOP( / 462 9 10:460.41' 18"RCP O 11:461.35' 12"RCP(LINELINER) I XO U TCE 11:459.98' 18"RCP I I J OP OUPROTECTIONET 3.18 10:459.80' 18"RCP V TO TOPSOIUNG 3.30 TS TEMPORARY SEEDING 3.31 PS PERMANENT SEEDING 3.32 MU MULCHING 3.35 O BLANKET MATTING BM (AREAS 4:1 AND STEEPER) 3. 36 TP TP TREE PROTECTION FENCE 3.38 ODUST CONTROL 3.39 "'VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER Lic. No. 51495 3/6/23 ^� E 0 N OV N u > E w N E V i 3 ¢ LL 2 3 LL O O L M ¢W,I U00 W J -ui CD W N N v z F y 0 z x LD �¢ �v S N x U > N C a, lT O N � M OJ J V1 � ui 0 0 c7 0 x 0 w w a z O 0 N Z 0 f Z O F F Q a w w k Of- - 2: In z: 2 m Uj O OU OU N O 00CL u Of oI.. M 0 0 00 O N M DATE 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY C. BOLTON CHECKED BY C. BOLTON SCALE 1 "=30' U) LU (D DC ON OL.L > Z (� O a U J co �- waz / n O W 06 LL z coO O Lu JOB NO. 48033 SHEET NO. C3.2 L E '-� LINEWORK ON WEST SIDE OF ROAD- - T r / l SHOWN BASED ON BERKMAR SSMH ' 996 PGA98 - 12 / OVERLOOK DESIGN PLANS UP % O 508?55(8"PVC) MATCHLINE e sF / �l DSFTH OF yr BERKMAR DRIVE %� •' � 510 VARIABLEW/D TH R/W�jf AFTER CLEARING AND GRUBBING IS COMPLETE, - - - UP �� UE. CAMP STORM DROP INLET �� GRATE = 513.6' s� *0 / / MOVE CONSTRUCTION ENTRANCE TO NEW SITE Is3/C /23 5 8. I ti ENTRANCE ONCE CURB HAS BEEN DEMOLISHED 15" RCP 10 = 509.2' ♦ APPROXIMATE ll l \ TOP: 524.65 I LOCATION OF I5'RWSA / / / r,i l �S ♦ l l PORTION OF ALBEMARLE COUNTY , , SJ I P 76. / / I P ND OF SIGNAL; GAS LINE 08. 15 8" PVC) MANAGED STEEP WATERLINE EASEMENTs`sI01VAL� y, CEMETERY DB: 255 - ,r �, _ �: 1 LIKELY CONTINUES NORTH' 10: 508.0 8" PVC SLOPES OVERLAY DB:460 PG:636 0 , �,/r 1 PG:555 (SEE NOTE #8J ) 08 G-------- - ' S 'I`-r-- _ - I I DISTRICT DB:460 PG:638 - / GUARDRAIL / G 4• C2 _ _ 16 520 - ^' , a CE \ / / 0UP G 6' \ ' �- _ - - t \ \ \ \ \ \ APPROX I5' ELECTRIC C / \ \ 20' T -'sjs 20'ELECTRIC ,' �� ', \ \ \ \ \ \ EASEMENT DB: 1534PG500 O -� _ l' � aE, / EASEME '' ' ai E \ , EASEMENT STORM DROP INLET 55 / j 518 DC ?sr , y �i. � . S / w � 3 GRATE = 507.95' _ \ 514 i °' - - - -- �� 1 a . 3 15"RCP 10 = 502.0' p _ SAF o--526-_ s I a o ``*` 0% , , `, TJ _ ARV- IF �� ` W O m o sw , 510 / - - i � . WMH i`4F I Q .WJ GU z l \ \ '� ` ', \ - , ip5 4-- l w„J.-In O z Z J TS p 4---- / SMH LIMITS OF �� I IF a > o ry H ¢ ALBEMARLE COUNTY SF `, `, O - .h� _ _ \ ', VO\ G �� ` I / I� / OP: 526.55 DISTURBANCE: �; - �` z F y Uj U k MANAGED STEEP SLOPES \ Qua 4 7 l - I l ll: 507.6 (8°PVC) 5.47 AC I I � g OVERLAY DISTRICT _ W O O \ _ _ 10: 507.25 (8" PVC) I ^ ¢ i ' DC j�/I �f , , : 243 PG: 381 // 2i O x U) DO r W 7 _J 7 � LIMITS OF VAULT , = V ¢ ;n z z O x N z i / \ g.a DISTURBANCE: - n 7 a z` DD ` 1 a IP ♦,------- -52 - ti 5.47AC - - - - - TP 2 �N w oo>' m % hp6' \ \I v D d `` - _ _ - - - -,j ,` \ ` Q ` ♦` \ „ DIP m w '\ I SANITARY I o w ` N,' ' ` ♦ 1 - \ l SEWER LINE ~ Q ♦ I 500 STAGING, h - ` `♦ �' APPROXIMATE FUP L ^_ ` ' - ' ♦' - - - -"' LOCATION OF 15' RWSA \ 3` STORAGE AND _____ __- _ SF U) STOCKPILE AREA WATERLINE EASEMENT DB:460 PG:636 ` SO6 D6:460 PG:638 C) -------.516 �� SSMH - TP ------------ �l l� ---------------------------- / ^ I TOP: -517.5 148 0 4. ll: 506.9 (8" PVC) l x o s ------ 504 6p o ; S / I 11 10:506.5(8"PVC) I I I UP o i ' i i1 \ 7___________________ / W N M M 'r= 02,` - // `�` / EXISTING 12"CASTIRON I 49,6 - LU F th ____________________ i S /�I', RWSA WATERLINE ti - - TO 2 Q *+ O O cp TOP: ¢ 0 0 SSF \ _ - ♦ TS I p I I I P: -514.2 / MU z __ _ ♦; N I d I 11: 506.05 (8" PVC) - IMMEDIATELY FOLLOWING 49 DC ul DATE z - - ""- I I ♦ - ' I ( ) GRADING OF THE ACCESS ROAD, / LIMITS OF. 10:505.95 8"PVC > DISTURBANCE: 496 494 I ♦ \ \ \ DC mu - \ `, I I 2O'ACSA SANITARY SEWER INSTALL PERMANENT HARDSCAPE PS 07/18/2022 5.47 AC o D _ 492 I ♦` _ _ _ EASEMENT CENTERED ON AS AND VEGETATIVE STABILIZATION 1 _ 2 O / ,-- - / 25' - - , I ♦ _ \ . 510 I, Z w I BUILT LOCATION OF SEWER LINE / } DRAWN BY D6:5232 PG:243, DB:5618 PG:730. TMP 45-11 ZD l ST1 `ro ♦'` S o I 8 OB:5464 PG N/F SC EWEL-CHARLOTT SV/LLE /' +/, 4490 R. vanNiekerk , + / DESIGNED BY So \ / li/ /I. __"------------- s, � DB' 1089 PG334 20' PUBLIC DRAINAGE 2000 A ♦ `. \` \ \ ; DB: 643 PG: 480� _ _ •• C. BOLTON cY ' 1/ / , DB: 407 PG: 65 - _ EASEMEN DB:4825 PG.'147 - ��"�-s ' i ��♦ _ '"�� tt l' / / / 2 CHECKED BY ------------------- - SSMH ` } r I ,j' TOP: 512.E CONTRACTOR TO CHECK AREA W sp s 44 � TOP: 6 PVC) FOR SEDIMENT DAILY & CLEAR / ` - 4�6 _ _ - W • C. BOLTON OP 1 0 112 d / ANY NECESSARY BUILD-UP - 10: 505.05 8" PVC e IP / / / � �' VDOT #1 COARSE AGGREGATE. • SCALE ------ f / 18" MIN HEIGHT. 6' WIDE. i \ CONTRACTOR TO / � 1 "=30' (:T1 - / ( G PROTECT SMALL =/ RWD ' _ a TMP 45-11281 ------ 504 -, ____ __ ` a I - G STACKED BLOCK WALL ,' _ DD I �/ �I y LP DURING CONSTRUCTION TP N/F MALLOY \ 500 e _ � PROPERTIES 111 LL P C � i -- r J/ I I /I/ i t P UNDERGROUND %� _____------"----- - - - - - -\ ELECTRIC LINE NO CONSTRUCTION TRAFFIC ALLOWED. IP DB: 4863 PG:471 ADD TEMPORARY BARRICADE VDOT A x ♦ ` ', `�O , ' � / / �' / / HAND R5-1 8' TYPE 3 BARRICADE / / / / 204 HOLE APPROX 15'mi i STZ - ELECTRIC m ' O - 460 202 EASEMENT DB: 1534 _ - - - '' - - _ r / i i ' l / WM Pc 500 STORM SYSTEM BETWEEN STR.106 AND pal SSF STRA 1 O CAN ONLY BE INSTALLED AFTER 6' ; = I UP ELECTRIC EASEMENT c SEDIMENT TRAP IS REMOVED. SEDIMENT �`, I l l DB: 1538 PG: 732 v v� TRAP SHALL REMAIN IN PLACE UNTIL ALL I l I I - UPSTREAM AREAS ARE STABILIZED TS < 1 / f I / o =I / w (EITHER PERMANENTLY OR TEMPORARILY) / 100 DC 1 / / / 1 Q W476- LU - i / , r �� //�,\ � , r MU , ; 0 IP ' ;', �V / \/Y-�`c'v�ISTING BUILDING / \ \ v L.L1 SF 8 - - / $M r / I i r / ELECTRIC EASEMENT 9 4 -- 48 / Tq,6: 51 S' i v / / APPROX 20' DB: 541 PG: 255 \\ % SSF ti6b INSTALL INSTALL STORM SYSTEM /1: 501.$5 (8' of l WATERLINE w Z O/ i EASEMENT DB: 460 / / _ _ _ _ _ (/'� J ® 0� AND ASSOCIATED INLET PROTECTION �: 5d1.7 (8"PV) / l PG:638 SD GRATE O SSMH _ p AS SITE WORK PROGRESSES / l GRATE:470.2'+1- l Q TOP: 482.75 i 6� i p�O / / / ``2 . 478.40 co IP �ti, h- i / / / 10:466.95' 12"E 9/2 SSMH LU /O: 478.33 IP IP p0� Z i22 '"96 / �� J , /' / / xo / - TOP:467.15' w Q z i 120 k - / / / / w -- - 1 - �p0 / s� i 10.455.07110"PVC 0 CC ---- IF , 1 '/ --L--- ----------- ---- - - 5 �00i IS /t° /' / / SDMH 470 SSMH G A = d 1W G a TOP:468.V l i IF ON LINE TP ti - OP R1 T _ - / / _ TOP.'464.85 -SIO M TSCONTROL OF COEA CLEARING AND GRADING LU f 6"S / 11:464.4' 12"RCP _ , - � z \ S - ,f 8"SAN,- / ,. ti (S / 11:455.80' 10"PVC - (,JJ \ - TP hpp / ' / 10:464.25' 12"RCP /l l - DRAINAGE DIVIDE C) --P47g -- - - - - -- 'SSF - - - - - - - - -� - oHI ' 46 10:455.58' 10"PVC SOIL AREA DIVIDE U V J {p ' / SD GRATE /" �l 7I -- ---- ----- 0 = > �_ L _ APPROXIMATE TREELINE ACSIlSA}lR41N49fUilfii'� ��� _I 1 / / / SSMH TOP:465.9'+/- / i / �l ,' ` 2O'SANITARYSE SF`P -SAF- SAFETY FENCE 3.01 V 06 C _ - _ _ _ - - ll: 462. 7' 12 "HOPE EASEMENT 06:3 - P %' TP r TOP: 1 .3 0 _ - ai ' _ _ 5 3 _ - - - - - - - EASEMENT CENTERED ON AS c� - T`? ' ' 10 461 P CE CONSTRUCTION ENTRANCE 3.02 _ - - - a BUILT LOCATION OF SEWER LINE r 0 - -----"- - '-- OG - OTOP: S 11:502.75(8"PVC) D / �� O 9p ------ TP ---- --- 4 a� ' _-------_"_ - _. �_ ____, EXISTING SANITARY DB:5232 PG243, D8:5618 PG930, � r � i lO 502 97'12°H E/ / UP 11: 50 .1 8" PVC I l l 55 (8"PVC) SSMH/ _ _ sF)� SILT FENCE 3.os-z w O _------' - . - SEWER LINE 8 D6:5464 PG ( ) l / -,� LLJ ____------- CU LINE / ` --- c'o /O: 499.95 (8" PVC) , l TOP:467.02' 1 % l l \ G\-_ ` ) Y WI (T \'F') APPROX 15' ELECTRIC OWER POLES (UP) AND S F � G � _ � H v J EASEMENT DB: 1534 PG: 500 OVERHEAD POWER (TYP) '0 / ll.454.36' 10"PVC / - ssF �� SUPER SILT FENCE 3.os-1 O - - - - - - - - � N / 0:454.33' 10"PVC /464 SDMH P P ® NLE PROTECTION 3.07 J RD RD RD _ _ �� �® _ _ STORM DROP INLET ? C / / -off ^ /0:460.77' 1 INSTALL MINIMUM 20' OF CHANNEL GRATE = 487.01' �1 / / / 200 SDMH DD �- DIVERSION DIKE 3.09 W DOWNSTREAM PIPE OUTFALL IF 12" RCP 10 = 483.34' •,' / / TOP:463.0' ST SEDIMENT TRAP 3.13 PIPE SYSTEM IS COMPLETED PRIOR :zi r l SDMH 11:460.45': 12"RCP O TO CHANNEL IMPROVEMENTS O / \� 0 / TOP:464.80' l 462 10:460.41'' 18"RCP SCC STORMINATER CONVEYANCE CHANNEL 3.17 BOWLING ALLEY / _ �/ l / / / 11:461.35' 12"RCP(LINER) Z9 / / 11:459.98' 18"RCP I IJ ROUT � OP OUT E PROTECTION 3.16 TP / /0:459.80' 18"RCP V r / / / TO TOPSOILSNG 3.30 W / TEMPORARY SEEDING 3.31 PS PERMANENT SEEDING 3.32 / MU MULCHING 3.35 e SF / SF / / SCALE 1"=30' BLANKET MATTING J06 NO, \ y10 / / / Q 30, 60 DM (AREAS 4:1 AND STEEPER) 3.36 48033 /P TP TP TREE PROTECTION FENCE 3.38 MATC H L I N E UP �; �. / / DC DUST CONTROL 3.39 SHEET NO. "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER C3.3 0 c a i c a a 0 2 o � -z 20 0 c E o a c m a0 0 w Z zN 0d M o o �§ O. .Z Y N X C 0.0 N 6 2 m c �0 O 0 o 'ap c ry 9 Ma 0a o � O � U c 2 m m M = C V 0 G O m N N L j CHARLOTTESVILLE SSMH DB:996 PG:198 UP l j TOP: 527.6 a _ BERKMAR DRIVE i 10: 508. 55 (8" PVC) M AT C H L I N E Q 2 15 a '' -5 UP �557p IF ll _ _ _ �- STORM DROP INLET VARIA BL E WID TH R/W l'j' 20- - - UP L GRATE = 513.6' SAS \ 1• 1• 1• I- 15" RCP 10 = 509.2' rg / S TOP:524.65 n I 2 APPROXIMATE S 4 IP 4. I P ND OF SIGNAL; GAS LINE 0$.15 8" PVC, I LOCATION OF 15' RWSA qqq f LIKELY CONTINUES NORTH 10: 508.0 (8" PVC) WATERLINE EASEMENT DB:460 PG: 636 S -' GUARDRAIL / / G4` SF S7@ _ S7i _ N A _ - I DB:460 PG:638 p8. I L PD'- _/ _ _ SF ------ ----\- �-7-\ 1 - -- - - _ � - - OH /o SF " CEa s 5� - - T� - \ \ 52\ \ \ \�,\ SF -_- s / 520 BM CH STORM DROP INLET 518 Mif GRATE = 507.95' PS TO S11 519. TO PS DC ---- _ SAF 526 �� �. 505 J / ` 15" RCP 10 = 502.0'I , , ` ARV_ IF t` � NJ IV I,, 15 I DC MU o 516--, IP IP BM /1 SSMH SF BM TOP: 526.55 DISTURBANCE:F �� -- LIMITS O I sl _ 514 7 `-,I l 1/:507.6(8"PVC)5.47AC I I i hOg 5 \ 51 I P I �l 10: 507.25 (8" PVC rn . , , ` �` IP / I `° LIMITS OF b O DISTURBANCE: vauLr 2 - - a 5.47 AC - - m 4 STORY PROPOSED HOTEL � � -, �p h0 Q 10,746 SF/FLOOR ,' I a o 42,984 GSF ,.DIP SANITARY I FFE = 514.20 1 SEWER LINE I gyp--- 00 S IP APPROXIMATE I 5 LOCATION OF IS'RWSA L \ , TM 4 - S72 N 514 - / WATERLINE EASEMENT UP \\ rL•' DB:460 PG: 636 I I 5� 510 OL _ _ _ Y p:. . e. I DB:460 PG: 638 I - c9- -.� 1B / SSMH SCC S ti ;' I f l -' ^ I I TOP: -517.5 14 8 II: 506.9 (8" PVC) / / /0: 506.5 (8" PVC) I I UP 51 ------------------- / STING o� \ ________________3 •_r I� 1 RWISA WATERLINET IRON I 49 �1 / I ACCESS ROAD IS ANTICIPATED TO / r0 S7 SSMH I BE STABILIZED DURING PHASE 2 ti 495 TMP 45-112G 5' GRASS DRAINAGE DITCH � _ � / �I n I TOP: -514.2 N/F/HG LAND, LLC. - __ 498 ------ -_ _, N 11: 506.05 (8" PVC) - - 49 DB: 4687PG:15 LIMITS OF - - - S�--- -__- - ------ - - -- 1 10: 505.95 (8" PVC) / ------ DISTURBANCE: a BM - - - - -- '_----.`� PS TO `� II DB: 3463 PG:483 (PLAT) 5.47 AC o MU 510 IP ST1 j I �o s So9 \ ` s7O s'� 11' �` TMP 457. -112D aso v O"W _ `8';W o 1 JJ I SCC ', °a Sp i; / p, N/F SCHEWEL-CHARLOTTESV/LLE / 4 - 8 Ir D8: 1089 PG:334 DB: 643 PG: 480 / . j - - - - j SSMH DB: 407 PG: 65 -- - -- IP / TOP:512.6 f 11 SSF \ �''. ._ w { IS :505.30 (8 PVC) W t ' 4 IP_ _ _ i / / /0: 505.05 (8" PVC) / AR_ _ w ONCE PERMANENT STORM PIPES T1 - - - \�s, DOWNSTREAM OF MANHOLE IS - O / f CONTRACTOR T INSTALLED, REMOVE TEMPORARY - - - - BERKMAR OLD/NGS LLC / � C PROTECTSMAL. 21 a PIPE T2 AND STRUCTURE T1 AND \ d n -2.6 - A ; " r l f o G STACKED BLOCK WALL A `_ TMP 45-112B 1 0 ' LP DURING CONSTRUCTION OUTLET PROTECTION i h ,' 6" / ;1 / N/F MALLOY :I * I/ , / i PD UNDERGROUND (g2 Q82 PROPERTIES 111 LLC y - ,pi •r;• _ '*" - ': �'• p71 ' '/ / ELECTRIC LINE AAA ___ `r 5 ONE DC ;"/ / / DB: 4863 PG:471 13 I / x FFE = 506.43 p Nor PS MU /� I % HAND l HOLE m TO / 505 o Cb 4 STORY SELF STORAGE FACILITY �6 I / = I 1v TMP 45-112B wM SSF 500 1 m N/F B PROPERTIES, LLC. UP l �l i 1 STORY BELOW GRADE, 3 STORIES `, % i / o 1 ABOVE GRADE / /o DB: 1723 PG:690 478 -- DB: 4857 PG:576 PLAT 2 / 22,550 SF /FLOOR / BM / / v (PLAT) I I I �� 90,200 GSF /J , o .� Sk _ _- -' ,-'' BFE=495.43/� ST2 I 498 FFE = 506.43 , h / G 476IP I - IP �� SF SS /1 0 q5 (8" P g CONTRACTOR TO INSTALL RIPRAP / d1.7 (8"P a / �P / 2 ; LINING ALONG EXISTING CHANNEL / �6 90� / / SD GRATE ALIGNMENT. TWEAK ALIGNMENT /� __► �6tl �'► l Ijj GRATE:470.2'+1 SHOWN AS NEEDED TO STAY SSF 495 IP)77 495 IP �pc Z0� IP qg PS ; / / / SCALE 1"=30' 10:466.95' 12"E �?'/ SSMH WITHIN EXISTING CHANNEL & AVOID h / _ rr� / o - TOP:467.15' TREE REMOVAL WHERE PRACTICAL F - DC MU / 0 30' 60' / / / 10:45.21'' 10"PC ` � � BM � 10:455.0T 10"PVC SDMH 410 �' OP 'R/ s s�� �,6 - . "S N ' - - .. AND GRADING _ BM TO , / EROSION CONTROL LEGEND SSMH 0 I � � TOP'4681' ti - 47 - _ _ TP h0O Is / / LIMITS OF CLEARING I h IIO55.80'810"PVC / � - - lillWO'lI ' DRAINAGE DIVIDE 11'464 4' 12"RCP ,25•L� l --- ,eH �H -'- - - ' - -O�r 1- - - - -, - - - -ate'- - - 10:464.25' 12"R P //A6 SOIL AREA DIVIDE - $ G 10.455.58 10PVC 0' '" APPROXIMATETREELINE _ l ; D RATE C �,`/o - MCP --- TP / G C / / SAF -SAF- SAFETY FENCE 3.01 TOP:465.9'+I 4g0 SMH y / 1 O ll'4620T 12"HDPE 80 - ----- ;- TP --- - -- Oc -- - 0 CONSTRUCTIONEMRANCE 3.02 10461 __-� ____ _. _ __ -- � EXISTING SANITARY I'500TOP' P �h^J� , / cET 12"H PE / �� SEWER LINE I. .1 (8 VC) ,: • I ; / D /UP �- -- CU LINE -wino /0:499.95(8"PVC) / / sF X X SILT FENCE 3.05-z SSMH Y yy (Jyp) POWER POLES (UP) AND , / OVERHEAD POWER (TYP) .� TOP:467.02' / c --------- / ♦ l / O .,. 11:454.36'10"PVC G , SSF )0( )0( SUPER SILT FENCE 3.05-1 // RD RD RD ® W C / 10:454.33' 10"PVC -/464 1 SDMH STORM DROP INLET i �/ INLET PROTECTION 3.07 /0:460.77' 12"RCP OH / ti GRATE = 487.01' BACKFILL UNDER EXISTING OUTLET ^^ / 12" RCP 10 = 483.34' vJ / / DD DIVERSION DIKE 3.09 OH SDMH ; PIPE TO ELIMINATE PREVIOUS O/ I' / \`/ / ST SEDIMENT TRAP 3.13 / / TOP:463.0' AREA OF SCOUR. INSTALL RIPRAP O l SDMH / 11:460.45' 12"RCP OUTLET PROTECTION TYING INTO BOWLING ALLEY / / / scc sroRMwATERcorvvE CONVEYANCE 3.v TOP.464.80' / 462 / 10:460.41' 18"RCP NEW RIPRAP CHANNEL / / / 11:461.35' 12"RCP(LINER) HT 9 OP OUTLET PROTECTION 3.18 11:459.98' 18"RCP , 1 b RO ADJUST/REPLACE ALL UTILITIES IMPACTED BY To TOPsoIUNG 3.30 10:459.80' 18"RCP (� STORM INSTALLATION, INCLUDING TRAFFIC TMP 45-112C / / / LIGHT SENSOR LOOPS. CONTRACTOR TO N/F KEGLERS OF �? / '' / 0 TS TEMPORARY SEEDING 3.31 INFORM ENGINEER OF ANY CONFLICTS. / CHARLOTTESVILLE D8:996 PG:198 cy12--- - / PS PERMANENT SEEDING 3.32 MULCHING 3.35 e 2 / / / BM BLANKET MATTING (AREAS 4:1 AND STEEPER) 3.36 MATCHLINE UP 4o I� UP / l TP TP- TREE PROTECTION FENCE 3.38 DUST CONTROL 3.39 "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER Lic. No. 51495 3/6/23 ^� E 0 N OV N u C > E w ° E LL o 3 LL - 2 Lu L M ¢WJ UOD Z �"J"orn Oa FFJ a�N zzk 30x In z:2: in wo 00N Ln= cN Z � 2 V > N 0 Z Z Q I_ N N w CL 0 0 M Of OD J to I- ui DC 0 O c7 0 x F .>. ILILU N N N x Q 00 Q 0 0 z 0 DATE 0 0711812022 } DRAWN BY R. vanNiekerk • DESIGNED BY • C. BOLTON • CHECKED BY • C. BOLTON SCALE • 1 "=30' 0 (rwLn Q V DC O O j^LLIi z tJ, y O LL 2 U LU Lj Q Z ( ) o Lu Q O VJ z cl� 06 LU W O 0 0� JOB No. 48033 SHEET NO. C3.4 0 c a 2 L TMP 45-93A LOWES INVESTMENT CORP #341 DB: 1573 PG:453 1 1 I I 1 -I 2� LIMITS OF I '" po DISTURBANCE: p 5.47 AC rn - rn - - - - - - - ' ' -------- _---- - - - ------ - --- _ 480 - TP- - __ _---- -------------- --- TOP.' 482.75 ll: 478.40 10-478.33 \\T OP 7 T P---------- �II - - -- - APP80XlMpTI"T'REELWE - - j J RD RD RD RD ' I TP v; i I 144 Slip OCY) � , CO'n A SWM FACILITt ID 0 0 464.' `\ �'. I � l 1 1 1: 1 TMP 45-112C �_T�, \ `RCP\g4 r I APP OX DIRECTION ' 1 1 % Ij 1 KEGLERS OF 1 1 CHARLOTTESVILLE '0 DB: 996 PG:198 co pl \ I 466 , I SSMH 00 \� �\ �` �` 470 ' 11 % /� % I TOP:483.43 I1:474.73 oe 10:474.53 03 y _ 470�. \ N) i -- A -- g SDMH (STANDING WATER) TOP: 4 79. 1 11.4672 482.821' 10:464.0 - 48 A �\ BOTTOM.463.4 - - 'I -480 - �v� SDMH / - --� ---- ------ --O------- ------- - o TOP483.05 -- -------'-- _ �474 \ 11:4679(36"RCP) 10 467.8 (36" RCP) SDMH RISER ` m / TOP: 478.5 TOP RIM: 470.11 It 465.5 (36" RCP) ll: 452.8 (18"RCP) O /O: 465.4 (36" RCP) /0: 452.3 (36" RCP) 482.661? I / / / / I / Jf SDMH 1 I V TOP:451.0 BTM: 4 74. 0 1 1 I I I 1 I 11 I 1 I -- - - -- RD RD TP BOWLING ALLEY C LE 1 "=30' 0 30, 60' Lic. No. 51495 3/6/23 ^� E 0 OV N N C > E N E w Z Lu H„V.i 3 3 ¢ LL U. 2 w o 2 O L M W1 ¢ U o Z O N(n F F J Q d(A N N 7 d z z Of 30�x In m Qa?w wo00N In= zLcuc v 2 V¢ N 0 Z Z Q ~ N 0 0 N w M Of d � W J O w to F- ui 0 (7 0 x w N N N .>Lu . 2 Q 0 0 ¢ 0 0 z 0 DATE U) 0 0711812022 DRAWN BY R. vanNiekerk } • DESIGNED BY • C. BOLTON • CHECKED BY C. BOLTON • SCALE • 1 "=30' am LL] LL LL Lu I 0 V z ce a_ Q Q J w L7 LL 2: J 7 Z Jm0 W aLr) LL (� 0 EROSION CONTROL LEGEND * W LIMITS OF CLEARING AND GRADING - 0 DRAINAGE DIVIDE - u Q SOIL AREA DIVIDE - O-SAF - SAFETY FENCE 3.01 W CE z co ® CONSTRUCTION ENTRANCE 3.02 W 045 SFX X SILT FENCE 3.05-2 CO Z 0 SSF ieE SUPER SILTfENCE 3.05-1 (0 IP ® INLET PROTECTION 3.07 `• DD DIVERSION DIKE 3.09 I..V OSEDIMENT TRAP 3.13 I (' "i SCC STORMWATER CONVEYANCE CHANNEL 3.17 OP OUTLET PROTECTION 3.18 TO TOPS01UNG 3.30 TS TEMPORARY SEEDING 3.31 PS PERMANENT SEEDING 3.32 MU MULCHING 3.35 O JOB N0. BLANKET MATTING 8M (AREAS 4:1 AND STEEPER) 3.36 48033 TP Tp TREE PROTECTION FENCE 3.38 SHEET NO. DC DUST CONTROL 3.39 C3.5 *"VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER 0 a 2 c L C '—' LINEWORK ON WEST SIDE OF ROAD l SHOWN BASED ON OVERLOOK DESIGN PLA SAR CHARLOTTESVILLE �� i / / l UP i ; s DB:996 PGA98 0 / ITH OF � i BERKMAR DRIVE THE SHARED USE PATH WILL BE / / INSTALLED IN THE FUTURE WITH THE '/w,, j COUNTY/VDOT PROJECT CURRENTLY I \ 2 / s VARIABLE W/DTH R/II �j l EXISTING UNDER DESIGN. THIS PROJECT WILL MATCHLINE /Up l l (�E. CAMP STORM DROP INLET ti PROPERTY LINE / / INSTALL THE CG-12 SHOWN AND UP / GRATE = 513.6' / / ESTABLISH ROUGH GRADE. �3 23 5 MILL &OVERLAY � NEW CG-6 AT 10' ASPHALT , m � � � � � � � � � � � t � � t � � � t � � 1• Ord, 15" RCP 10 = 509.2' OLD ENTRANCE SIDEWALK (TYP.) y / / ,� / / / / / / / / / / / / \ 2 I ALBEMARLE COUNTY APPROXIMATE `sI01VAL / / i / PORTION OF r , 100'TAPERLENGTH 100'STORAGE / / / / OAS SLIN CEMETERYDB:255 I MANAGED STEEP LOCATION OFIS'RWSA � SLOPES OVERLAY WATER NE EASEMENT DISTRICT LI / 5 G �` _ _ DB:460 PG:636 r / GUARDRAIL / G ----- LIN------- - DB:460 PG: 638 L / m - '_-- OH 0 r N 20'SH 20'ELECTRIC ! -.. G-1z ' _ \ \ \ I EXISTING > E EASEMENT EASEMENT - r �� _ _ _ _ B' B \ i CHANNEL ai E CG 12 10' BUILDING APPROX IFELECTRIC w _ . STORM DROP INLETS / R30' EASEMENT DB: 1534 PG:500 O _ _ �B'•/436 PG: DB: 1434 PG: 75 , l� ' _ > GRATE = 507.95' _ STOP SIGN ' SETBACFZ' LINE R/W TO $E _ - - /' ~ V w 3 15"RCP 10 = 502.0' COORDINATE RELOCATION OF GUY WIRES i SWLK , PROPOSE DEDICATED b--- \ S ' / ¢ LL o 3 AND, IF NECESSARY, POWER POLE WITH / / PROPERTY LINE �� ` ` s m L n POWER COMPANY AS REQUIRED. ALERT - a U 0 z 5' SIDEWALK - n O OWNER OF COST IMPLICATIONS / '3, - I _ __----_ I a N N a z z Q /� I I ALBEMARLE COUNTY `, ', \ ',-19-BUILDING,' i' '' `, \° X LOCATIONOF I /I / I I ll� � w � w w MANAGED STEEP SLOPES `, , 1 , / ,' ..... .'°.. q:', ... ..' :'0' Il LJJ`JJJ ,I IV ---- `� z y 7 U OVERLAYDISTRICT , \ SETBACK LJNE I �; \ J x¢ PROPOSE ' \ SEE NOTE#7 PROPOSED RETAINING I I w o N I WALLS MAX HEIGHT 4' __ PROPERTY LVNE 5', \ Lu rn \ J-, e I= v N z A ( ' SIDEWALKZ I 202.81 I N/ I J I / U ¢' O>> O 25' OF CG-7; INSTALL 8" rn O O a 4 STORY PROPOSED HOTEL - - - - - - - - 32.33' ' i _ - OF VDOT 21A FROM 04 LU V V O 60.67", 10,746 SF/FLOOR 1/ II - - - _ CURB TO PROPERTY LINE a - } 42,984 GSF _ toF- 186.6 ---------- 5' __ ---' �I ADA PARKING SIGN (TYP.), 1518' � ` APPROXIMATE UTILITY POLES WITH GUY WIRES , - - � LOCATION OF 15' R I \ 5-1 °' SIDEWALK -- - WATERLINE EASE CONTRACTOR TO COORDINATE I 0i CG 12 TYP } UP / DBA60 PG:636 RELOCATION OF GUY WIRES WITH /? i ' I B MAR OL __ DB.460 PG. 638 . / i e / S �� � I POWER COMPANY AS REQUIRED - Q d o -_ VV I / ALERT OWNER OF COST IMPLICATIONS I c7 1.7 1 CG z I(, I q ,o = I 9' (TYP) 18' (TYP ), DUMPSTER / / / I I I Ow 4 IN M 1 - WHEEL STOP (TYP. )-- PAD $'{TYF. EDGE OF PAVEMENT; / UP w ry ry ry ' TRANSITION FROM 30' P. / -/ ~ m ao OF 20-SPACES------ - ) I NO CURB / / x ¢ .+ O O TO 26' WIDE DRIVE ISLE 26' 11, (TYP.) 18' (t'YP) 3 t--- < O N M _ _ ALONG THIS \ 3 ¢ .. O O TMP 45-112G LIGHT (TYP) PARKING BAY) -R3.5' B, `1 ' Pi) I � / C G O N/F/HG LAND, LLC. ' — ,--------- _ U) DATE DB: 4687 PG:15 - ----- > - I `. - `` I 20'ACSA SANITARY SEWER Z/ j 0711812022 DB: 3463 PG:483 (PLAT) O_______�, �, �• �� .� 1 i EASEMENT CENTERED ON AS / O 26 9' (TYP.) 18' (TYPZ _ - R5' I', z i BUILT LOCATION OF SEWER LINE/- 25. DRAWN BY ` Y , ` DB:5232 PG:243, DB: 5618 PIG:730, / _ - & DB 5464 PG 559 ---- �, TMP 45 112D / / R. vanNiekerk I ADA PARKING 26 I _-- -- - ,-' 9' (TYP. i' DESIGNED BY ` / R3' �'` ) 1a' (TvPa I I / � , N/F SCHEWEL-CHARLOTTESV/LLE /L _ • boo, s SIGN (T'YP.) / DB: 1089 PG:334 Lj C. BOLTON .0 PUBLIC DRAINAGE I >l N PROPOSED a DB: 643 PG: 480 2 EASEMENT 5' I / PROPER LIN / �' / - CHECKED BY D8:4825 PG:147 = _____ _____________\ SI EWALK � " 1°r ":, ,. ..->°? / _ ___. _____ l DB 407 PG' 65 / / /� R / C. BOLTON 5' / R60 -I , 1✓lam 4b-7 7 L _ SCALE R3' R3 PROPOSED R4.5' R30' __ 4 Cb a G CONTRACTOR T o r � 9' (TYP) = — — — 8 KMAR HOLDINGS LLC PROPERTY LINE / 1$'(NP.y 26 �,6 --" l' I I y 3G PROTECTSMALL o a • LIFT GATE OPERATOR (TYP OF 2) _ 6. R10' 2I I (/ / _ / STACKED DURINGBLOCK WALL 2/ / / Q TMP 45-11281 rrr R1 I/ PD UNDERGROUND CONSTRUCTION N/F MALLOY e CONTRACTOR TO COORDINATE l ELECTRIC LINE �,- PROPERTIES III LLC REQUIREMENTS WITH OWNER la1/0 ° v r ONE 1 , ; ' I / / /i ` / V / / / / / $' I HAND DB: 4863 PG:471 SIDEWALK CG-12 (TYP.) DO NOT ENTER ; l l HOLE END CG-6 n - SIGN 9 (7YP)/ / m am ELECTRIC m I ---- R10 (TYP) 18�(TM .): / / CONNECTTO EASEMENTDB 1534 �_ o N ' O PAVED ROAD YIELD SIN / / 25' / _/ - EXISTING PG:500 m , 7- 4 STORY SELF STORAGE FACILITY I l I / TMP 45-112B l / APPROX 30' , ( , ,' i i , / ELECTRIC EASEMENT 1 STORY BELOW GRADE, 3 STORIES / N/F B PROPERTIES, LLC. / DB: 1538 PG: 732 ABOVE GRADE 'I i 9 / c UP ., / l DB: 1723 PG:690-- 110' - 22,550 SF / FLOOR U / DB: 4857 PG:576 (PLAT) o 90,200 GSF PAVEMENT TO BE REPLACED / / = v SAINTED 20 /7 AFTER INSTALLATION SEWER �' ' LEGEND: w PAVEMENT - --- 20' "- MARKINGS (TYP.) / ISTING BUILDING I - I CONCRETE SIDEWALK STORAGE UNIT / / o Q ,N - �' G"ARAGE DOORS (TYP) / ,/ ! / '� / / r APPROX 20' --./ O - 205' i ! l I / WATERLINE ELECTRIC EASEMENT / - '' / HEAVY DUTY ASPHALT Q o - - r D8:541 PG255 �c w EASEMENTDB: 460 / C J LOW i ' ' PG:638 / / � F150 / / SD GRATE l / `fy� LIGHT DUTY ASPHALT LL F230' i �► ' R3Q' / / Y / GRATE:470.2'+1- l yz�'' J m ' ' / / / 10:466.95' 12"E w Q / - - / g HEAVY DUTY CONCRETE -- A ----= I----- '� - --L-------�=- ----- - - / /G/ STTT / SDMH \ l lei // MILL &OVERLAY R/ — 8 SAN — — N -' S N 8 S "SAN,= f 8" A ---/ — - ---' � / '�� � � s / / ` y /� NOTE' ALL PARKING TOP'468 1' / ,� a 0 J 'SA � LOT CURB RADII ARE 11:464.4' 12"RCP l � r _ � U .� R = - - eH �H-'- - - - —Orr - - - - - - - ��'- - off OH I2125' / 10 / SHARED USE PATH (BY OTHERS) Up L7 / 5' UNLESS LABELED :464.25' 12"RCP / -_„-t UP L _ \ APPROXIMATE TREELINE 20'ACSA SANITARY SEWER =,/� / r / OTHERWISE SD GRATEf- - l 13 - - EASEMENT CENTERED ON AS / r 5 9'+/- / /So - / ___------_------ _ y , TOP:46 20'SAN/TARY SEWER - _ - - - _ �a BUILT LOCATION OF SEWER LINE or - - -$" C"_ b G - - EASEMENT D8.3031 PG.631 _,-"" r_______ ____ ____ O - nay DB 5232 PG2 " - � 43,D8�5618PG93p, / O/O � / / IP4620T 12"HOPE // / � / � ��'' W _ -------- "_----- &DB:5464PG:559 • ' l /0:461.9T12"HOPE � r - CURB LINE / l I l / UP ® '%K S •(TYP) APPROX 15' ELECTRIC POWER POLES (UP) AND i , / / , j/ EASEMENT DB: 1534 PG: 500 OVERHEAD POWER (TYP) / '' V .a I' / / / j l / / -�i� H ---------� w/r — — J RD RD RD — — ® — STORM DROP INLET i -c l l l G SDMH GRATE = 487.01' UTILITY POLE WITH GUY WIRES. / e / / / OH P ti 10:460.77' 12"RCP 12" RCP l0 = 483.34' CONTRACTOR TO COORDINATE / SDMH PAVEMENT TO BE REPLACED RELOCATION OF GUY POWER COMPANY AS RIRES WITH EQU RED. / / TOP:463.0' AFTER INSTALLATION OF / � 0 / / BOWLING ALLEY STORM SEWER ALERT OWNER OF COST IMPLICATIONS / �' / / \ SDMH / 11:460.45': 12"RCP _ / TOP:464.80' 9 10:460.41' 18"RCP II:461.35'12"RCP(LINER) l l l _ / , / / / 11:459.98' 18"RCP , 1s ROUT ADJUST/REPLACE ALL UTILITIES IMPACTED BY TMP 45-112C m 10:459.80' 18"RCP v STORM INSTALLATION, INCLUDING TRAFFIC iv LIGHT SENSOR iw N/F KEGLERS OFF lINFORM ENGINEEOR OF ANY CONFLIORS O CHARLOTTESVILLE �, / DB:996 PG:198 � � � ---- �/ / / / �P SCALE 1"=30' JOB N0. uP l 0 30, 60' 48033 MATC H L I N E UP / SHEET NO. /1 0 c a i c L UP BERKMAR DRIVE _ S VARIABLE WIDTH R/W - - - - - -_- ---------- - - ` STORM DROP INLET GRATE = 513.6' SAS N , / / \ --- -- - ----- - / 15" RCP 10 = 509.2' r---- ------------TC SEE HEET 5. z SXS/, 514.73' 515.25' SXs' I f/ / O I END OF SIGNAL; GAS LINE I \\ LIKELY CONTINUES NORTH GUARDRAIL / 514.30' ' `S� TC �-- \j) `-"9 -�� O _ - - - 520.81' \GQ``\ 6 5'16.29' 116 521.35' - / ,- _ N AS ,520 521.40' / 512.50' - /------ 516.65' 516.50' !" ;r_ .•� `5 _ __ OH // 0 UP 576.65' .. �� / s : `e 20' T S 20' ELE T /C / ME EASEMFN I ,� \ n \ ` 517, ____�___ _ _ ___ - -- -525 524.00' STORM DROP INLET � Ki o O 516.50' $ S I _ _ 518 -- _ GRATE = 507.95' x _ 16_ 7) °^ 57> \ �` y1i. � " 15" RCP IO = 502.0' S09 510 w 51 ' S 0 ° 516 \ YH I aRv. o v` 510 511 2 --�- W / I -524 I �YMH / s 51 164 -515 \fill 1 y1p O9 _ \ 162 -- -- 522 I / IS WYE DOWNSPOUT (TY 150 / REFER TO ARCH PLAN ' -FOR BOOT DETAILS 4 STORY PROPOSED HOTEL - - - - - - - _ - 146 I 10,746 SF/FLOOR ENSURE POSITIVE DRAINAGE `f' / \ FFE 8 G F TOWARDS YARD DRAINS 144 N SQ) hp0.' ' ,- '- SEE SHEET C5.1 k4" WYE � l APPROXIMATE ----- 6 LOCATION OF IS'RWSA ---------------- - / WATERLINE EASEMENT ? 4' 514 1 I DB:46o Pc:63s 510 / a 142 y I S l DB:460 PG: 638 J�fl r1 GRASS ,' ` VAN ` Tc DRAINAGE I 513 --------------'" 5 6.08' DITCH / r �� �. / II \_EXISTING 12"CAST IRON X _--'� ' O-- ---"------------- `\ , RWSA WATERLINE c ` 498 ------ _ - --- -- TC TC 513 - i TC SQ O \ ---yy 515.71' - - o I � 508.56' i `, •sj TC 20'ACSA SANITARY SEWER I + 1 - - DRAINAGE N 07 93 - - ' - 1 Y 514 88' EASEMENT CENTERED ON AS 10 'n, BUILT LOCATION OF SEWER LINE DITCH' \ 5 - - _ ,S77 - 'TC 513.12' I I DB:5232 PG:243, DB: 5618 PG:730. - & DB: 5464 PG: 559 8 TC 128 504 --- ---- '0' PUBLIC DRAINAGE O )�j I 505 i 506 130\� EASEMENT ' D8:4825 PG:147 x - - `� '• r ">:. ';'.-✓?. /° �° �: •'.;, ., _ _ ____-- S I / s 110 --- `s �T �Q TC It G o I Ln , �o _- �� LO 10+50 �� 10 0 I TC-------- - TC �\ i pG 1 7 W s �� � 6^\/q 507.33' T 08.81' i TC 511.35' , l � � UP i 502.9C ,' 506.9 . , , /I / i l I PD UNDERGROUND ' r TC TC 511.90' ELECTRIC LINE A o E i FEE 506.43C5.1I TC TC O oNi I HAND x SEE SHEET g / g N ' - _507.50' 507.6T n Qr ���` �L�c���������������� --____ Oi ' r+ I HOLE T \ r r' APPROX15' "' C O ' I ____" --- --- -49 507.51" ' 5i 1 1 I ' 51 ELECTRIC m X � r� EASEMENT D8: 1534 = i r - - _ ' i ! r 1 'l / PG m o J - -- - -- y ly APPROX 30' '( T " 4 STORY SELF STORAGE FACILITY ELECTRIC EASEMENT ` ' 1 STORY BELOW GRADE, 3 STORIES i r DB: 1538 PG: 732 ` _ ABOVE GRADE $Op 0 22,550 SF / FLOOR ++' 90,200 GSF 1 /� s (-- �� BFE = 495.43 I498 FFE = 506.43 C) r 126 TC \ _ - D,FJWNSPOUT'(TYP); / 1 510.72' i I J- I / tiv /N�IISTING BUILDING J I F REFER TO ARCH PLAN i ,10 - 490 _ _ _ _ / FOR BOgf DETAILS / / TC, $ 9 N TC 496.36' / / 496.40'r h 511; 01' _ $ 495. 1' �. TC i r TC Q 9 / i' ' ^ i r ' APPROX 20' _ , TC 495.93' / 4g6 , 511,03' , + m WATERLINE D 495.85' O 4 A 40' / 6b 495.40' ' / 495.E 12, gry O / I , / a EASEMENT DB: 460 1 d Q p }/(� 6b / i , , I r I 2 PG:638 l - a - 13�--- - 13+50 -' 9 v _ M4+00 _ l_�+59�L \ t = cby-F--� _= cv / TC I 495 ' TC TC tiU' TC 49 \�� 106 495. TC 495.16' 495.48 - 495.16 495.48' ^ I J cz �' 119 _497-498121 - - - 122 / 511, o' 2/' - B=Sq x 99 500 G TC 12 "s�N - / say,'- - - �,6;, SA 501 5 .os' / _ --- 478 -- - - - / h 5p - _-_ -,.� '�i�,�{ �.O '- - - ' - -OF; 1 - - - L _ -, - - - .,- - - -SOH 0 1 UP - APPROXIMATE TREELINE 20'ACSA SANITARY SEWER y ------ - ----- _ Cod - IV90 -_ _ _ _ � BUILT LOCATION OF SEWER LINE ~ r ------------------="-.______--- 100 -- --486 BOG -- �04 D�a DB:5232 PG.243, DB.5618 PG:730, --- _---- 07 _--- - d "AO &DB:5464 PG:559 ♦ , l CURB LINE ® 7 1p3 W S (TYP) `- - APPROX I5' ELECTRIC POWER POLES (UP) AND EASEMENT DB: 1534 PG: 500 OVERHEAD POWER (TYP) r� / RD RD RD _ - 102 ® - - STORM DROP INLET GRATE = 487.01' 12" RCP l0 = 483.34' BOWLING ALLEY R NOTE: REFER TO SHEET C10.1 & C10.2 FOR ROAD PROFILES. FOR ROADS THAT ARE `51/l0 k+ UP PROFILED, CENTERLINE GRADES MATC H L I N E UP - 57�^ I / SHOULD BE BASED ON DETAILS SHOWN IN THE PROFILE VIEW. ROADS SHALL GENERALLY HAVE 2 /o CROSS SLOPES. o I ITH OF a l/ I l /l l ���+ �r�G'✓ 510y+ /Up l / UE. CA�MPB� y MATC H L I N E Up - �� / / Lic. No. 51495 >t >t >t >t >t >t M / m " 0 3/6/23 r� / `sI01VAL APPROXIMATE ' LOCATION OF 15' RWSA r DB:460 PG:636 ' L_ D8:460 PG:638 � r v1 �o E / o rn o U I I N C 71' EXISTING > APPROX 15' ELECTRIC ; CHANNEL = ai EASEMENT DB: 1534 PG:500 O _ / , /� _ w 3 r CHI 505 o l mo ¢ L U oo z ui Oof N V7 J u i i ro _I I w00D � v O UUtn CL VAULT I N w O O v of (() OJ J I to F- r^ 1 UP / 0 ui I s k o (D 0 I F / I Up w w rvrvry F M LO ko y ( U Q O O / /49 495 �Z booaG 0 DATE `/49 ----- > 0711812022 0 DRAWN BY /! R. vanNiekerk / 4 - / ` 4 - •• DESIGNED BY C. BOLTON / _� 4 $ • CHECKED BY / - • C. BOLTON w SCALE 485 gW- 1 "=30' / / } CONTRACTOR T / PROTECTSMALL - C STACKED BLOCK WALL 2/ r e • DURING CONSTRUCTION f- 482 / PVMT/ I r0 482.63' PVMT 481.69' /480 -/ r WM / UP 478 " o+ (wD Z 1476 J CL ELECTRIC EASEMENT 2 4^4- / / O W V DB: 541 PG: 255 / `Y' J Q a Z SD GRATE l / �� I LL w - GRATE:470.2'+1- l - 4�2� / - J co/0:466.95' 12"E 2 / / w _ Q 06 SDMH 4710 Z TOP:468. V ti O 11:464.4' 12"RCP 10:464.25' 12"RCP SD GRATE TOP:465.9'+/- 20' SANITARY SEWER II:462.07' 12"HDPE EASEMENT D8: 3031 PG:631 w 10:461.9T 12"HDPE �� / P / LLJ ./464 ' 1 SDMH - OH / P n 10:460.77' 12"RCP OH /' / SDMH TOP:463.0' SDMH / l 11:460.45': 12"RCP TOP:464.80' / 462 10:460.41' 18"RCP 11:461.35' 12"RCP(LINER) 1 I 1 /0:459.80' 18"RCP US RO v ADJUST/REPLACE ALL UTILITIES IMPACTED BY STORM INSTALLATION, INCLUDING TRAFFIC LIGHT SENSOR LOOPS. CONTRACTOR TO INFORM ENGINEER OF ANY CONFLICTS. JOB NO. �P 48033 SCALE 1"=30' RE SHEET NO. 0 30' 60' C5.0 0 c a i c L ala.al p 618.39' 518- 0+50 ` 4"W7" ° 515 rn \\ 164 1 1 1 15 ,W 6„W \ 6„ 5.50, 6„W R„W6„W \ - 1 1 162 6+W ` 1 513.70' \ SWK 516.49' \ \ SWK 516.01' ' ` SWK 513.92' SWK 513.92' \ f~10, b 1 Q D D \ \ . \ SWK 516.09' d { d`, d. d �` d � d \ D 514 �d SWK 516.09' ', 516.00' `, ` SWIG 514.00' SWK 514.00' d 516.25' 516.00' \ 1 1 TW I \ 1 1 \ ------------- TW 522.50' BW 518.70' I �\,�524 VK 514.03' �- %i SWK 514.03' W D\l D T517.50' - - - - - Da - i a , BW 513.70' D 1 FEE:514.20 ✓JK 514.16' SWK 514.16 \ L TW 522.50' BW 518.70' �` TW 522.00' 522 BW 618.70' --- ------- --521.50' TW 517.50' W 513.70'7�11 ---- TW 3.50'�� 1 166 \ ' 1 1 1 148 SWK 514.11 1 � D 5' -SWK ` ` \ � . SWK 51 O SWK 514.24' + of ---- - 146 - - SWK513.85'FEE:514.20 ------ - --- _-- 1 ` SWK 514.16' 1 SWK 514.06' 1 FEE:514.20 O c SWK 514.16'-\ ` 1 1 132 1 , rn 1 p 513.00' 1 1 7777 d S7� 1 SWK 514.16' ---------_ -- __---'-- 514 SWK51a.1s' FEE:514.20 SWK514.09' 1 , 512.50' 513.50' - SWK514.04' 514 1 ' 134 1 1 SWK 511.01 TC, , 510.68' au , +' 136 r , 1 , 1 r � 1 � i TC , 509.88' � / 1 TC 510.07' / � 1 I'VVK , 01 � � �� � �� � .�� � � i� s .� � � w .i� � of �r .s �• � �.� sr �r � .n, ��A D TC �` TC_ SWK O O SWK I TC 514.00' 513.96 513.51' 513.51' 513.96' 511.08' 1 `, ---- __---- PVMT.-- __ __ __-- PVMT 513.51' �--- 513.51' \ OR "_--"- OR TC \ 510.43' \ J 1 r / i 504 505 506 TC' TC - / 506.30' 506.37' SWK 506.45' SWK 504.89' v 0 i . D 'l SWK 506.21' TC SWK 506.74' TC - .'r dD. d d d p `� / dS 506.12' 506.34' 504.81' p/ a D /' p 11 TC TC PVMT 505.7V 506.05' PVMT 5054Z o 506.37' 1 , i 1 i TC 504.43' TC D D 506.20' p TC 506.29' TC 504.20' PVMT- ' 505.33' ` \ / 11+00 �- ---- - - - - - - - - - - - - - - - - - - - - - - 10+50-----�---------- 504,84' SWK 506.29' i SWK 506.40' p. / / 4 / I / FEE:506.43 1 1 1 � v 0 TC 507.55' TC 507.39' 507.45' 129 TC 506.98, 4c TC 506.77' TC 506.86' TC 506.94' TC 506.90, W 00 ` \ 6"W TC PVMT PVMT TC TC \ ` 505.43" 505.50' 505.93' 505.93' 505.93' 0 SWK 000�eoo � 505.99' v p v FEE:506.43 SWK rI SWK 506.10' ' I 506.05' BW 513.70', -517.00' SWK 513.82' I _ _-SWK 513.90' D TW \-513.20' I d 13 70 � I 514 SWK 514.90' 1 i, p DSWK 514.85'' PVMT PVMT PVMT 513.19' 513.19' 513.92' 513----------------------------------------------------- `T 514.91'}� 51 I / I 4.76' / / TC I 515.18' / 0 / TC 519.26' / -------- /h---� -------- 519.10, TC 116 / ----- --517.38' /---__--_-- TC 518.36' / -_---_ 518.70' W_TC___ ______ SK / S7 ___-SWK -------8-- - --- 517.40' / .63 - -- 518 518.70' A °o / o° SWK --__ „ SWK oe-____-�_ 517.80' 517.45' °°' 000 -y__ 00. SWK 0o000 518.13' 00 ` SWK SWK / d SWK 00 SWK - _ °o SWK 5' 518.70' 517.80'/ D 517.30, 00 51720' SWK 00 517.97' SWK SWK 517.94' 518.14' 517.35' TC SWK 51 TC / TC 517.80'- TC 518.05' 8.64' TC 517.80' 517.30' TC SWK a- l 517.56' `� 5 8.55' ` /SWK 578.TC SWK / 517.64' p 518.39' 576 `S7) TC 517.32' , $7j \ \ SCALE V=10' I MEN" 10, 20' Lic. No. 51495 3/6/Z3 M E 0 � o N � N C > E w v E Q LL 3 O LL O w0 m,"-1 O L-y LM d� Voo Z w w -mm o F F a O N N a z z U M 30Lnx N iim oa o uu z i w ry Lcu� _ ¢ n z z 0 ~ N N W O O S M LU 00 M O x C7 0 F N M M .>-i w N N N Q O O z O in DATE 0 0711812022 } DRAWN BY R. vanNiekerk • DESIGNED BY • C. BOLTON • CHECKED BY • C. BOLTON SCALE • 1 "=10' CL 0 LU J ce O Q > V L7 LL. (f) Q Z g 0 J m Q 'W a 0 O 1- LU z 0� 0 LU 0 JOB NO. 48033 SHEET NO. C5.1 c a i c L I; SSMH TOP:512.6 Is /1: 505.30 (8" PVC) 10: 505.05 (8" PVC) 0.28 0.90 BERKMAR OLDINGS LLC o c 108 -2.6 „ / _ 1 LP PD UNDERGROUND ' , •, .. - _ \.. 50•1 ELECTRIC LINE /' I /1 I l' V o FrE = 506.43 0° ONLY , / HAND g N HOLE APPROX I5'my d C i -� '-498 / , ie- ,` / /h A dLO _` 505 / ELECTRIC EASEMENT DB: 1534m OZ PG 500 Cb co I 4 STORY SE STORAGE FACILITY pub I l a TMP 45-112B APPROX 30' , , , i $ ELECTRIC EASEMENT 1 STORY BEL4w GRADE, 3 STORIES `, / I l IkI N/F B PROPERTIES, LLC. DB: 1538 PG: 732 � 00 j A,B VE GRADE DB: 1723 PG:690 D225BSF /FLOOR 0.15 0.7B: 4857 PG:576 (PLA T) 4 090 1260E = 495.43 0.28 0.90 00 ; 4g8 106(R) FIE = 506.43 , 122(R) / C" / / 126 i' l 'Vv / (STING BUILDING 10B Q. _ o 496 68 / n h , / l i APPROX 20' o , d'' / ,�' 496 ; / cm WATERLINE EASEMENT DB: 460 1 SSMH� , d1.7 (8"P / _ ; PG:638 TOP: 482.75 l 0 a - 0.07 0.80 0.09 0.71 6r 0.45 0.62 ; %, 11: 478.40 \ 495 106 120 py / 122 as , l0: 478.33 0 \�' ---- IF '-- 1'/ - - i -- - - - - 1206-_497 -498 9 l / / JI N LIME S33°20'4 _ - 5O0 5O1 / G 4 , / \ SAN - f SAN,- - f,8„S p - 503 5p5 5p1 510 / 1' - 478 ----- - - - s _ / Sp -- - ' 1 _ eH �H --- --ofi - --, --- a�-- -�oH ,� UPo �G / �- ' --'"_UP - - APPROXIMATE TREELINE 20'ACSASANITARYSEWER �, / % ! / SSMH -- --- l0O ;wcC ;'- 4g0 - " - _ EASEMENT CENTERED ON AS SMH i yi/ % TOP: 513.3 - ;- 3 ---- 466 - - BUILTLOCATIONOF SEWER LINE OP ty i ll: 502.75 (8 PVC) 80----------------=---------------- --- - OG - - 104 Dom. EXISTING SANITARY DB:5232 PG243, DB:5618 PG:730 T l^� ; - __-----___ --t ---- - --- y 11:500.1 8 PVC // O J l / 10:502.55(8"PVC) -------" _-------- SEWER LINE &D6:5464 FIG ( ) CURB LINE -- n� /0: 499.95 (8" PVC) ® Y W S (T(P) APPROX 15' ELECTRIC POWER POLES (UAND i It EASEMENT DB: 1534 PG: 500 OVERHEAD POWER (TYP) ' / / - - J RD RD RD 102 It STORM DROP INLET X l C l l l GRATE = 487.01' ^ 12"RCP /0=483.34' , BOWLING ALLEY / LEGEND: TMP 45-112C = ; I N/F KEGLERS OF / / CHARLOTTESVILLE It INLET DB:996 PGA98 a 12 / / / Tr = TIME OF CONCENTRATION *ALL Tc = 6 MIN. 510 / It = INLET DRAIN /UP MATCHLINE UP 70- iF l / R=ROOF DRAINAGE DIVIDE '-� LINEWORK ON WEST SIDE OF ROAD SHOWN BASED ON BERKMAR SSMH / OVERLOOK DESIGN PLANS TOP: 527.E UP /0: 508.55 8" PVC �aRiAs��wiorHRiw BERKM Ri � 010 = 27.27 CFS PER WP020190050 _----- -�y ---------- STORM DROP INLET 0.34 0.84 GRATE = 513.6' 300 300 S'e / 0.1114 89 520 ' \ 15" RCP 10 = 509.2' >� 0.25 0.7 TOP: 524.65 n �S / P90 OPVC) 2 I ALBEMARLE COUNTY 118 08.15 8" PVC S X6. l END OF SIGNAL; GAS LINE ) MANAGED STEEP 7A` • - - _ `� NO PG 555 (SEE NOTE #8J IO. 508.0 (8" PV ) SLOPES OVERLAY / LIKELY CONTINUES NORTH- 5 G I _ �S _ _ _ /_ _ _ 116 116 - _ _ I I DISTRICT GUARDRAIL / GQ``. SJS ', C1 -520 - - OH /! D h^ J 'Ml - `•...� 5 - - \ \ \ -- 52� \ \ \�,\ \- - _5 \ S15 �z S 20' ELECT I " �- 520 \ \ \ \ \ \ / \ \ ME SV = lr�!•/ 1 .. r 518 517, 0.19 STORM DROP INLET o GRATE = 507.95' S16 S7� 164 118 () 15" RCP l0 = 502.0' S09 510 5135 SDI --- �H o v • 511 72 Q 51 -524 MH ` 510 + 15 I I ) 16 _ 164 I / SMH P: 526.55 ALBEMARLE COUNTY ` ` _ _ _ -'h� , 4 AP 0'0 I O MANAGED STEEP SLOPES / 51 `, • _ 514 pg: 0 7' ( ) OVERLAY DISTRICT 514 - - _ _ . _ _ _ _ S? I I L ll: 507.6 8"PVC ' I If r10: 507.25 (8" PVC) ry 4 STORY SED HOTEL ' - 0.23 0.52 S00 0.19 0.90 R 134(Y+R I �? "DIP SANITARY SEWER LINE APPROXIMATE LOCATION OF 15' RWSA TM 4 - s, 134 `, 14 ------ , I' WATERLINE EASEMENT p HOL 1 , DB:460 PG: 636 Sf -�-� .e. I S , D6:460 PG:638 0.82 0.81 j 1• o\ -516 I SSMH Z TOP: -517.5 - S°S 128 p BAN " ; cb / I `� /m � If: 506.9 (8" PVC) �'o \ -------� �h o `. � l 10:506.5(8"PVC) 'NOTE: ASSUMED DA IS 90% / ` 513 ' '' 0.24 0.86 �� ` ________________`�_�/ I� / I,1 RyyISTING WATERLINE 12"CATIRON IMPERVIOUS IN FUTURE. S°A IMPERVIOUS AREA: 0.74 ACRES 112 Sj2 I SSMH TMP 45-112G TOP: -514.2 N/F/HG LAND, LLC- -- N I 11: 506.05 (8" PVC) . 498 - - ---- I S \ - ------ --- /0:505.95(8"PVC) DB: 4687 PG:15 - - 20'ACSA SANITARY SEWER DB: 3463 PG: 483 (PLAT) _ _ _ _ _ _ - - " _ i A EASEMENT CENTERED ON AS 10 , 'N I BUILT LOCATION OF SEWER LINE `S7J - - \ I', I DB: 5232 PG:243, DB:5618 PG:730, row S° - s 0.66 0.84 s'� i I' `�� & OB:5464 PG:559 08 a - - ---- - 128 504 '0' PUBLIC DRAINAGE , EASEMENT D6:4825 PG:147 = - - ,. , .. :. ,,r ";. ✓. /., i - 130 DB:996 PGA98 a / -' 12 I ITH OF 2 l l/ \ 510 NP MATCHLINE UP 10 U E.. AMPB� Lic. No. 51495 „ APPROXIMATE LOCATION OF 15' RWSA WATERLINE EASEMENT _ ' , i ' / It s`S"0IVAL DB:460 FIG :636 ' DB:460 PG: 638 `s08_ O ' , N ' ^� E 0 0 EXISTING N 0 APPROX 15' ELECTRIC / I CHANNEL j E EASEMENT DB: 1534 PG:500 O CJ l5 ' r / / H W yam, 3 505 X w 3 I 2 1' `\ Q U. 3 /I I 0 a � Q L ~ ``, ¢ ,W' U oo z /I I I �M1°Orn O N(n J Iuj I \ 3 O v U ro J JI I \ oa Q� WO OOx V) C VAUL� lT = U > N 0 �>>a ylbz oo -I NN wd v M (Y / to H UP L 500 / / �r'r (Ll II l 0 O x X/I 148 - 0 % (( UP ~ / 49h _ w W rvrvry M l0 0 C x ¢ 0 0 G z �00 49r - O - ------ DATE / f / 0711812022 2 0 ---- DRAWN BY TMP 45-112D l aso N/F SCHEWEL-CHARLOTTESVILLE R.vanNiekerk DB: 1089 PG:334 l` 4 • DESIGNED BY DB: 643 PG: 480 = / ItC. B DB: 407 PG: 65 I - 4�8 - ------ • CHECKED BBY / / � • Y // 4�6 W • C. BOLTON i • • SCALE CONTRACTOR T �, 0.34 0.80 PROTECT SMALL O ' • 1 n=30' STACKED BLOCK WALL 2/JBA Q 204 45-112B1 DURING CONSTRUCTION N/F MALLOY 4As2 PROPERTIES Ill LLC DB: 4863 PG:471 / CL WM 480 l If UP- 478/'" _ Lu 2 4,7' �- L/ ELECTRIC EASEMENT / 4 '\+ l ' / O Q DB: 541 PG: 255 / / / i W SO GRATE Q / Q GRATEA70.2'+1- /0:466.95' 12"E 4�? SSMH J Lu r n TOPA67.15' w Q Q / 11:455.21' 10"PVC 10:455.07' 10"PVC WO Z SDMH 4 0 �/ Q TOP:468. V / SSMH 11:464.4' 12"RCP l y _ TOP:464.85 10:464.25' 12"RCP /I� 11:455.80' 10"PVC < O 0 SD GRATE 46 10:455.58' 10"PVC U /o - TOP:465.9'+/- / S 20' SANITARY SEWER w 11:462.07' 12"HDPE / / `� _ - -r EASEMENT DB:3031 PG:631 I CE 7 10:461.97' 12"HDPE ItUPD _ LL L SSMH G' 65 Lu / � MM TOP:467.02' -' / X l l G� - W 11:454.36' 10"PVC G// 10:454.33' 10"PVC /464 1 SDMH - OH / P / C / 10:460.77' 12"RCP / SDMH TOP:463.0' SDMH / l 11.460.45'12"RCP TOPA64.80' l 462 10:460.41' 18"RCP 11:461.35' 12"RCP(L1NER) I O 11:459.98' 18"RCP US R ADJUST/REPLACE ALL UTILITIES IMPACTED BY 10:459.80' 18"RCP STORM INSTALLATION, INCLUDING TRAFFIC LIGHT SENSOR LOOPS. CONTRACTOR TO INFORM ENGINEER OF ANY CONFLICTS. O$`3 JOB NO. �P SCALE 1 "=30' 48033 SHEET NO. 0 30' 60' C5.2 0 c a 2 L _ L I< - ------ `�\` ------' / / - _,�� ) I Il II// 1 11 = ice/ ��/i \`���^\ \ 1\\1 I// //i ��'i _ _ ` _ _ - - /llllll ll L // ////\\ \\ 1(l/// - - \� \' `--�-- _ \\ \ _-- // NOTE: BELOW IS A LIST SITE INFORMATION FROM '\\\\\\\\`�\\\\ )\\/ /\II\III< \-`- ----_ --- PREVIOUSLY APPROVED DEVELOPMENT PLANS. I III �I ' ' I THESE PLANS WERE USED FOR REFERENCE TO / DETERMINE DRAINAGE AREAS CHARACTERISTICS, / ALONG WITH GIS DATA AND SITE VISITS. / DRAINAGE AREA VALUES USED IN CALCULATIONSW.- - - - \\` 13S) SPCA AREA TO EX SWM FACILITY (3P) ARE INTENDED TO REFLECT FIELD CONDITIONS _I (FROM WPO-2018-0003, ADJUSTED BASED TO THE BEST OF OUR KNOWLEDGE. WHERE ONWP0201900050) / i \ -� \ \ ` - _ t I / I \ \ / INFORMATION WAS PULLED FROM PREVIOUS DRAINAGE AREA= 2.31 AC \ \ \ \\\ / / / - \ / PLANS, IT IS SPECIFICALLY REFERENCED ON IMPERVIOUS=1.28AC('� WITHIN THE DRAINAGE AREA CALL OUTS. / ' / l IJ / - - - ' - \ \� \ / \ OPEN SPACE = 0.89 AC FOREST = 0.14 AC 11) WOODBROOK CROSSINGCN 81\ \ \ \ \\ \ \ \\ \ \ / // / ' / /// / / SDP-1998-00079 _ 8S) SPCA AREA F TO SWM A (1 OP) r / / / 12S) SPCA AREA 4 (UPSTREAM) - - � Tc = 8 MIN SITE AREA: 2.65 ACRES _ � � FROM WPO-2018-0003 DRAINAGE AREA = 12.43 AC I I /// / ' IMPERVIOUS: 1.04 ACRES - / / DRAINAGE AREA = 0.93 AC / / / / / IMPERVIOUS = 0.57 AC 1�/ OPEN SPACE: 1.61 ACRES I / IMPERVIOUS = 0.51 AC / / OPEN SPACE = 1.29 AC \ \ \ \ \ / / / / // - - - _ _ - I \ \ \ \` \ / / - - - - / PERVIOUS = 0.42 AC - / / /'FOREST=10.57AC � \ \ \ \ \ \\ \\"� / / / r�ll I Ill / ----_ ------ I IIIII I✓/ / ll // ' 2) LOUPE TERRACE PH & PH2 �\ \ \ / \ t _ _ _ _ _ - - - - _ - 1I I II I / / / CN = s1 / / CN = 58 \ \ Z \ \ \ ` / i / IIIII + I \ \\ - - _- - / 1 1 1 1 I SDP-2008-00094 / Tc = 6MIN ' / / / Tc = 8 MIN (FROM WPO-2018-0003) ' -SITE AREA- 1.08ACRES IMPERVIOUS: 0.79 ACRES _` 10S SPCA AREA H TO SWM B 9P / FROMWPO-2018-0003 / / -\ \ \ \\ \ - _ \ \ \\ \\� I II \ \ \ OPEN SPACE: 0.29 ACRES \ ( ) / / / \` / \ \ \\ \\ I I 1 \ / \ \ DRAINAGE AREA = 0.42 AC / I / \ _ \ \\ \\ \ \\ \ \ 1 / / I Jr 4S) AREA DA B. TO BERKMAR � \ \\ I \ / 3) UVA CREDIT UNION - / ' IMPERVIOUS =0.37 AC / \ \ OVERLOOK POND (11 / 1 l / - - - SDP-1996-00089 PERVIOUS = 0.05 AC _� / / I 1 l _ \ / \ � (FROM WP0201900050) X\\\ I \..\\\\SITE AREA: 4.06 ACRES \ _\ \ _� � DRAINAGE AREA = 7.43 AC / % \ / / / \ ITc=6MIN \ \ / CN=7.2 IMPERVIOUS: 1.60 ACRES \ // I I I 1 I I ' /' `TC = 7.2 MIN / OPEN SPACE: 2.46 ACRES \ I I \ \ , 4) LOWES HOME CENTER 11S) AREA TO EX BIO FACILITY (2P) / \ / / / I / \ \ \ 5 \ \ l / / / SDP-203-00102 (FROM WPO-2018-0003) / / / \ \ \ _ \ \ / 5S INLETS ON WEST SIDE SITE AREA: 22.13 ACRES / DRAINAGE AREA = 0.43 AC / / \ ` \\ SPCA ` \ ` ) IMPERVIOUS: 14.64ACRES / �� IMPERVIOUS = 0.00 AC _ / / ` \ }_ v ` \ l OF BERKMAR- / OPEN SPACE: 7.49 ACRES / �/ OPEN SPACE = 0.25 AC \ / j I I \ \ / / ' ` \ )OVERLOBERKMOK _ / DRAINAGE AREA = 0.77 AC I / � / � _ IMPERVIOUS = 0.21 AC \ / FOREST = 0.18 AC \ - - _ _ _ _ ' / - J - - \ `OPEN SPACE = 0.56 AC \ \ \ \ 5) CHARLOTTESVILLE ALBEMARLE SPCA / / CN = 60 -' WPO-2018-00030 / ' // Tc = 6 MIN ` I ) \ - - - _ ' - _CN = 71 TC=6MIN- SITE AREA: 2.06 ACRES I IMPERVIOUS: 1.04 ACRES- \ I OPEN SPACE: 1.02 ACRES \ II / ION / \ \ 17S) FCDC INTO PIPE- / \ 1 r1 'L7�1 / / \ AREA = 0.28 AC \ / 6) BERKMAR OVERLOOK r I I / -^_ / 2 \ ` \ \ - - - \ \ \ _ 1 j5� \ \ / / / IMPERVIOUS = 0.28 AC WPO-2019-00050, SUB-2022-0004 / �� 1 - SITE AREA: 8.78 ACRES LOUPE - - - - _ - \ - - IMPERVIOUS: 6.41 ACRES / / / / \TERRA E - - ` - �► ter\ -_ / - - / • Tc = 6MIN- v ` _ / DBROOK ------ `----_ - / _ OPEN SPACE: 2.37 ACRES 7S) EX. UNCONTROLLED DEV. GROSSING / \ \ WEST WEST OF FACILITY) - - - - 7) FOUNDATIONS CHILD DEVELOPMENT CENTER - ' DRAINAGE AREA = 9.79 AC - - - _- \ -SDP-2004-00010 IMPERVIOUS = 5.89 AC p fp R l'�� _ - - - \ j " $H� _ SITE AREA: 0.87 ACRES OPEN SPACE =2.89 AC C�K (l/ �/ _ \ \ _ \, \ `fib- \ IMPERVIOUS: 0.37 ACRES / / - FOREST = 1.01 AC \ B ' \ C \ I O O 6S) ONSITE PRE -DEVELOPED / I \,,. OPEN SPACE: 0.50 ACRES / CN = 83 \ \ _ /-/= DRAINAGE AREA = 4.86 AC - - - Tc 8 MIN (FROM WPO-2018-0003) ` / \ \\ \ \ ` _ \ EJ�NG�N7krA IMPERVIOUS = 0.37 AC \ - \ / \ \ \ \ \ - - 8) HARVEST MOON ` \ \ \\\ \ \ \ \ - - - - - /` W CJN�aAYEL? \ 7 , ' f� l( \ / \ I OPEN SPACE = 0.43 AC / \ \\ / .' i -+ 1. \ -'�FOREST - � WPO-2014-00011 I I I UVA I \ \ \ _ I _ ,- ,- � I \ \ \ \ � _ -- ---' '-� v =4.06AC- / I r ' SITE AREA: 2.39 ACRES 3 CREDIT CN = 59 \ _ IMPERVIOUS: 1.76 ACRES _ - UNION \ \ \ 8 c / c ------ Tc = 16.7 MIN (PATH SHOWN) / OPEN SPACE: 0.63 ACRES ; - - - - - -\\\ \ `\ r _ ----- / I I \ / / , // / / I II I 1 v III \ \ WALMgRT l \ I _ /_ i/JI/1 1 HARVEST / - \ �'� / ' it '// l l/ll \\ \ I _ III \ \ I I / If '\ / 9) KEGLERS BOWLING ALLEY / \ /, , �LIIIA<' _ - ` _ SDP-1987-00071 I I \ _ _ / ' // I \ \ \` MO"ORI' SITE AREA: 5.74 ACRES / IMPERVIOUS: 3.62 ACRES OPEN SPACE: 2.12 ACRES \\ 10) CHICK-FIL-A18SHARVEST / �) D --' UPSTREAM PRE DOEV) AND SDP-2020-00006 0 0 0 0 . / I 4I I SITE AREA: 1.29 ACRES o I ' ') I !' / J \ - \ IMPERVIOUS: 0.94 ACRES / 1 \ 1 LIVII f DRAINAGE AREA = 3.75 AC \ / / II I I, 6, �,( ,\ r ,KEGLERS \ IMPERVIOUS = 1.95 AC OPEN SPACE: 0.35 ACRES _ I / I I \ \ Ill , I I j j ' / / BOWLING I PERVIOUS = 1.80 AC O O ` O _ _ _ O O O I \. ^ I I�, � I+ I�1�1\ \ 1 / / l I I PRICE _ _ \ dJ ALLEY \ / CN = 80 / b _ LOWES r` 9 o ' 1 �� I / TC = 7.5 MIN (FROM WPO-2016-000I1,1) \ - - _ CHEV r II l /'--��_- \\\\ 0 \ I o o O I a O IIIII iif� N,i l' \ r \ I/' \\t ED `------ 1 II I I Ill �\ � it 1S) LOWES + CHICK-FIL-A I I'�. 4, . ;p "C� DRAINAGE AREA = 16.30 AC c:� IMPERVIOUS = 14.16 AC III /' - e o\o 0 0 / ' - ' - =/ \\ - I I / I ❑ I \ o - f - OPEN SPACE = 2.14 AC III / /' - - _ _ - - ' \ _ - 2S) KEGLERS CN = 93 _ TOTAL AREA = 4.55 AC \ _ \ ( Tc = 6 MIN II ( - IMPERVIOUS = 3.68 AC - \ �MALLOY _ n rl ` _ _ - _ OPEN SPACE = 0.87 AC FOLD / \ Tc = 6MIN a O \ I - - - - - - ICI+II 1 14S) OPEN SPACE AROUND SWIM FACILITY DRAINAGE AREA = 5.25 AC \ _ IMPERVIOUS=O.00 AC \\ � _ / I P I I I \ \ p G------- - - - - -- �'� i/I I OPEN SPACE =1.31AC / - - - - _ _ - � " �/ FOREST = 3.94 - - CN 57 /! Tc = 6 MIN _ - - - - \ _-_----- -- - \ \ \SCALE I"=150' v /I HICKFILA 10-0//fj/ --- - J - - - - i r- ----- ~\ I /� _ ,' AIL --\_ i b 150 -\ \ �) _ INpLE T - _ � _ \ \ / CD \ \ _ \ `1 \ \\ 1 �\\ \ \\ 11 / fi ll IIII\ \ \\ \ \ \ / \ 1 I I \ \ 1 /- LEGEND: ---- DRAINAGE AREA DIVIDE - 1 - 1 - TIME OF CONCENTRATION Ui O x C7 0 x F 0 w LU z 0 0 O Lic. No. 51495 3/6/23 Z O F F Q a w w k UU) m o }OV OVU} N O Z z � OCL () 0 � : ) 0 0 �I..00 M O N M DATE 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY C. BOLTON CHECKED BY C. BOLTON SCALE 1 "=150' a W^ V �d W a ; W (O V / _j LL LU� J Q Q '(w^ v, LL LU 0 0- W LU p W LU a_ JOB NO. 48033 SHEET NO. C6.0 E L E NOTE: BELOW IS A LIST SITE INFORMATION FROM PREVIOUSLY APPROVED DEVELOPMENT PLANS. THESE PLANS WERE USED FOR REFERENCE TO DETERMINE DRAINAGE AREAS CHARACTERISTICS, ALONG WITH GIS DATA AND SITE VISITS. DRAINAGE AREA VALUES USED IN CALCULATIONS ARE INTENDED TO REFLECT FIELD CONDITIONS TO THE BEST OF OUR KNOWLEDGE. WHERE INFORMATION WAS PULLED FROM PREVIOUS PLANS, IT IS SPECIFICALLY REFERENCED ON WITHIN THE DRAINAGE AREA CALL OUTS. 1 1) WOODBROOK CROSSING \ SDP-1998-00079 �/ 8S) SPCA AREA F TO SWM A (1 OP) SITE AREA: 2.65 ACRES a (FROM WPO-2018-0003)� IMPERVIOUS: 1.04 ACRES DRAINAGE AREA = 0.93 AC OPEN SPACE: 1.61 ACRES IMPERVIOUS = 0.51 AC PERVIOUS = 0.42 AC 2) LOUPE TERRACE PH & PH2 CN = 81 SDP-2008-00094 Tc = 6 MIN I SITE AREA: 1.08 ACRES IMPERVIOUS: 0.79 ACRES 10S SPCA AREA H TO SWM B 9 OPEN SPACE: 0.29 ACRES (FROM WPO-2018-0003) DRAINAGE AREA = 0.42 AC 3) UVA CREDIT UNION IMPERVIOUS =0.37 AC st SDP-1996-00089 PERVIOUS = 0.05 AC SITE AREA: 4.06 ACRES CN = 94 Tc = 6 MIN IMPERVIOUS: 1.60 ACRES OPEN SPACE: 2.46 ACRES 1 4) LOWES HOME CENTER 11S) AREA TO EX BIO FACILITY (2P) SDP-203-00102 (FROM WPO-2018-0003) SITE AREA: 22.13 ACRES DRAINAGE AREA = 0.43 AC IMPERVIOUS: 14.64 ACRES �� IMPERVIOUS = 0.00 AC OPEN SPACE: 7.49 ACRES F OPEN SPACE = 0.25 AC 5) CHARLOTTESVILLE ALBEMARLE SPCA FOREST = 0.18 AC CN = 60 WPO-2018-00030 Tc = 6 MIN SITE AREA: 2.06 ACRES IMPERVIOUS: 1.04 ACRES OPEN SPACE' 1 02 ACRES 6)BERKMAR OVERLOOKn7S) WPO-2019-00050, SUB-2022-0004;�77 SITE AREA: 8.78 ACRES IMPERVIOUS: 6.41 ACRES I OPEN SPACE: 2.37 ACRES NTROLLED DEV. - ST OF FACILITY ) 7) FOUNDATIONS CHILD DEVELOPMENT CENTER DRAINAGE AREA = 9.79 AC _ SDP-2004-00010 IMPERVIOUS = 5.89 AC SITE AREA: 0.87 ACRES OPEN SPACE = 2.89 AC IMPERVIOUS: 0.37 ACRES FOREST = 1.01 AC OPEN SPACE: 0.50 ACRES CN = 83 Tc = 8 MIN (FROM WPO-2018-0003) 8) HARVEST MOON WPO-2014-00011 SITE AREA: 2.39 ACRES IMPERVIOUS: 1.76 ACRES OPEN SPACE: 0.63 ACRES 9) KEGLERS BOWLING ALLEY SDP-1987-00071 SITE AREA: 5.74 ACRES IMPERVIOUS: 3.62 ACRES I I I I I C OPEN SPACE: 2.12 ACRES 10) CHICK-FIL-A SDP-2020-00006 c� SITE AREA: 1.29 ACRES II IMPERVIOUS: 0.94 ACRES U OPEN SPACE: 0.35 ACRES m U O o 0 O 0 �O E�l � O O I r 0 L a� / 0 O I 12S) SPCA AREA 4 (UPSTREAM) DRAINAGE AREA = 12.43 AC IMPERVIOUS = 0.57 AC OPEN SPACE = 1.29 AC FOREST = 10.57 AC CN=58 Tc = 8 MIN (FROM WPO-2018-0003) 1 3'' CREDIT 40004\ .00e� r \ SPCA 2 pRIVE e /< 13S) SPCA AREA TO EX SWM FACILITY 13P) /(FROM WPO-2018-0003, ADJUSTED BASED / ON WP0201900050) DRAINAGE AREA = 2.31 AC OIMPERVIOUS = 1.28 AC OPEN SPACE = 0.89 AC FOREST = 0.14 AC �CN=81 �Tc=8MIN i i i � 6 TTI I \ 1 BERKMq -_ \ ION / ` \ 1 rl \ _ _II jjr �\ CEN _ - - - - - - - - - - 4S) AREA DA B. TO BERKMAR OVERLOOK POND 01 P) (FROM WP0201900050) DRAINAGE AREA = 7.43 AC `CN = 79.2 TC=7.2MIN 5S) INLETS ON WEST SIDE / OFBERKMAR DRAINAGE AREA = 0.77 AC / IMPERVIOUS = 0.21 AC `OPEN SPACE = 0.56 AC I CN=71 TC=6MIN 17S) FCDC INTO PIPE / AREA = 0.28 AC / IMPERVIOUS = 0.28 AC / / CN=98 Tc=6MIN O Lic. No. 51495 3/6/23 ^� E N OV N N > E U. o 3 0 U. O D L ¢Wj Uoo Z rn O J �> O a(A a F zzk F 30 Dx (n iiro 00(n Qa Q � wo U)=CN zrrLcu� v 2 U ¢ m 0 Z Z Q ~ NN > 00 Lu v M Lu a� m J Ui 0 (7 0 x F N M m Ill N N N .>. ¢ M 0 0 x a o 0 z O DATE > 0711812022 \ \ \ \ \ - -- - -\- \c�I i i �` �`\' J y ; \ 6S) ONSITE POST -DEVELOPED \ I - TOTAL AREA = 4.95AC \ g 1.5 IMPERVIOUS = AC OPEN SPACE = 1.55 AC +� HARVEST \ CN = 86 WALMART D 1 62 � O O O LOWS � O 0 1 S) LOWES + CHICK-FIL-A I O O DRAINAGE AREA = 16.30 AC ' n IMPERVIOUS = 14.16 AC U O OPEN SPACE = 2.14 AC CN=93 nTc=6MIN HICK FlL A I 10 Q-� V 1-00 \ , MO07V' \ 0. Tc = 9.6 MIN (FROM PIPE CALCS) \ y B 18S) HARVEST MOON AND V. KVING EGLERS LI I , , , \ UPSTREAM (POST-DEV) BOWLING ,� DRAINAGE AREA = 3.67 AC ol , I �'� ' � ALLEYAg IMPERVIOUS = 2.06 AC PERVIOUS = 1.60 AC �,�� CN=82 r CD�� Tc = 7.5 MIN (FROM WPO-2016-00011) IL J IMAr// 14S) OPEN SPACE / I AROUND SWM FACILITY ` 4� DRAINAGE AREA = 5.25 AC - IMPERVIOUS = 0.00 AC I OPEN SPACE = 1.31 AC _- FOREST = 3.94 ` CN=57 4- -Tc= 6MIN I SEMINOLE TRAIL US RT 250 I % 2S) KEGLERS TOTAL AREA = 4.55 AC IMPERVIOUS = 3.68 AC Q F---MALLOY OPEN SPACE = 0.87 AC FORD CN=91 Tc= 6 MIN �. O PRICE o 0 0 0 CHEV O � 0 O a � n =::Z)a o E SCALE 1"=150' 150, LEGEND: DRAINAGE AREA DIVIDE �- -� TIME OF CONCENTRATION F� N z 0 f UR Ml Dl R. vanNiekerk DESIGNED BY C. BOLTON CHECKED BY C. BOLTON SCALE Q ui Q g O > Ewa � z a - W J m a (W LL p w Qo 0 v J Lli wLu o m U) 0 LL JOB NO. 48033 SHEET NO. C6.1 D a v 0 o ,, W"z 20 og c - E T a wc m 0 m v ZN 0 d M o F w o o .§ n N c .Z Y N X c 0.0 N 2 2 12 m d `O Eg 8� o � a c Ma 10 a 0 .0 rn . D U c 2 �N M = c V f0 n o wm m N L ROUTE PROJECT Berkmar Self Storage DESIGNER: C. Bolton CHECKED: C_FaRon DATE 2/3/2023 UNITS ENGLISH INLET i 6yd x B a iti _ °° o? ❑ �; ° F�. .. °° ❑ �' ,m. ' a > ^ z c Sag Inlets Only Ilk o 106 DI-3A 4.000 ROM 0.80 0.056 Back/Lt. 0.000'RIQ-IT 0.056 0 0 0.294 0.0200 0.0231 3.392 0.000 0 0.0231 1 2.00 Back/Lt. 0 0 0 0 Ahead/Rt. 0.294 0.0200 4 0.294 0.787 0.185 0.500 0.37 2.787 2.838 Weir Flow 108 DI-3B 6,000 0.280 0.90 0,252 0.000RIGHT 0.252 5.042 1.271 0.624 1.895 0.0670 0.0208 4.115 2.010 0.48603 0.0833 4.00481 0.941 3.50 0.1458 0.1581 13.109 6.000 0.458 0668 1.265 0.630 2.527 112 DI-3B 4.000 0240 0.86 0,2064 O'RIGHT 0.206 0 0 0.404 0.404 0.0430 0.0208 1.484 2.000 1,34771 0.0933 4.00491 1.000 3.50 0.1458 0.1666 6.331 4,000 0.632 0.834 0.337 0.067 IAA 114 DI-3B 6.000 0.170 0.89 0.1513 O'LEFr 0.151 5.042 0.761 0.095 0.856 0.0630 0.0208 1.831 2.000 1.0923 0.0833 4.00481 1.000 3.50 0.1458 0.1666 9.731 6.000 0.617 0.822 0.704 0.152 1.830 118 DI-3B 4.000 0.250 0.80 0.2 O'RIGHT 0.2 5.042 1.008 0 1.008 0.0200 0.0208 4.029 2.000 0.4964 0.0833 4.00481 0.946 3.50 0.1458 0.1588 6.978 4.000 0.573 0.784 0.790 0.218 2.506 120 DI-3A 4.000 0.090 0.71 0.0039 Back/Lt. OM(IORIGHT 0,064 5,042 0.323 0 0.001 0.0208 5.219 2000 0.38322 0.0833 4.00491 3.50 Back/Lt. 0 5.042 0 0 Ahead/Rt. 0,323 0.001 4 0.323 0.838 0.166 0.333 0.498498 2,838 3.356 Weir Flow 122 DI-3B 8,000 0.450 0.65 0,2925 Back/IA. 0.000'LEFF 0293 5.042 1.477 0 0.1000 0.0208 2.237 2000 0.89405 0.0833 4.00481 3.50 Back/U. 0 5,042 0 0 Ahead/Rt. 1.477 0,1000 8 1.477 1,741 0.166 0.333 0.498498 3.741 6.977 Weir Flow 126 DI-3A 4,000 0.150 0.80 0.12 Back/Lt. 0.000RICil1T Q12 5.042 0.605 0 0.0150 0.0208 2.856 2.000 0.70028 0.0833 4.00481 3.50 Back/Lt. 0 5.042 0 0 Ahead/Rt. 0.605 0.0150 4 0.605 1.273 0.166 0.333 0.498498 3.273 5.100 Weir Flow 128 DI-1 4.000 0.820 0.81 0.6642 O'LEFr 0,664 5.042 3.348 0 3.348 0,0503 0.0503 4,960 2.000 0.40323 0.0208 0.41352 0.692 1.29 0.0000 0,0503 30.369 4,000 0.132 0.768 2571 0.777 2.286 130 DI-3C 12.000 0.660 0.84 0.5544 Back/L1. 0.000'LEFT 0,554 5.042 2.793 0 0,0500 0.0208 7,090 2.000 10.28209 0.0208 1 1 2.00 Back/Lt. 0 5.042 0 0 Ahead/Ri. 2.793 0.0500 12 2.793 2.186 0.250 0.500 0.5 4,186 8.757 Weir Flow 162 DI-1 1.000 0.010 094 0.0074 O'RIGHT 0.007 5.042 0.035 0 0.035 0.0400 0.0208 1.961 0.000 0 0.0208 1 0.851 2.00 0.0833 0.0917 L921 1.000 0.521 0.873 0.031 0.004 0.489 164 DI -I 2,000 0,200 0.44 0,088 Back/Lt. 0.000'RICHT 0.088 5.042 0.444 0 0.0050 0.0208 3.620 2.000 0.55249 0.0833 4.00481 3.50 Back/Lt. 0 5.042 0 0 Ahead/Rt. 0.444 0.0050 2.000 2 0.444 1.148 0.166 5.147 4.600 Weir Flow 204 DI-3B 6,000 0,340 0.80 0.272 O'RIGHT 0.272 5.042 1.371 0 1.371 0.0560 0.0208 3,362 2.000 0.59488 0.0833 4.00481 0.97/ 3.50 0.1458 0.1633 10.634 6,000 0.564 0.776 1.064 0.307 2.339 300 DI-313 ROW 0.340 0.84 0.2856 ORIQTT 0.286 5.042 1.442 0 1,442 0,0100 0.0208 6,424 2.000 0.31133 0.0833 4.00481 0.787 3.50 0.1458 0.1356 7.244 8.000 1.104 LOW 1.442 0.000 3.103 BERKMAR STORM HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY 10 Year PROJECT: Berkmar Self Storage INLET OR JUNCTION INLET STATION OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In) DESIGN DISCH. Qo (CFS) LENGTH PIPE Lo (Ft) FRICTION SLOPE Sfo (FT/FT) FRICTION LOSS Hf (Ft) JUNCTION LOSS FINAL H (Ft) Inlet Water Surface Elevation Rim Bev Comments Vo He (Ft) Qi Vi QVi Vi'2/2g Hi Angle HD Ht 1.3 At 0.5 Ht 102 482.40 36 39.05 60.64 0.0029 0.18 10.44 0.42 37.29 10.32 385.02 1.66 0.58 53.05 0.83 1.83 0 TRUE 1.09 483.49 487.20 OK -3.71 104 10+95.37 483.49 36 37.29 34.72 0.0027 0.09 10.32 0.41 37.35 22.05 823.52 7.55 2.64 37.11 3.25 6.30 0 TRUE 3.24 486.74 488.28 OK -1.55 106 11 47.89 486.74 36 37.35 52.52 0.0027 0.14 22.05 1.89 34.53 14.19 489.85 3.12 1.09 57.18 1.75 4.73 0 TRUE 2.51 489.24 495.16 OK 5.92 108 12+09.54 490.15 36 34.53 61.65 0.0023 0.14 14.19 0.78 1 33.36 10.04 334.92 1.56 0.55 1 32.26 1 0.55 1.88 0 TRUE 1.08 491.23 497.05 OK -5.82 110 13+45.92 491.79 36 33.36 136.38 0.0021 0.29 10.04 0.39 29.48 18.48 544.82 5.30 1.86 87.94 3.71 5.96 0 TRUE 3.27 495.06 502.11 OK -7.05 112 14+65.41 495.06 24 29.48 119.50 0,0145 1.73 18.48 1.33 22.23 10.20 226.63 1.61 0.56 90.55 1A 3 3.02 0 TRUE 3.24 498.30 506.53 OK -8.23 114 16+06.71 500.05 24 22.23 141.29 0.0082 1.16 10.20 0.40 20.94 20.99 439.63 6.84 2.40 3.54 0.00 2.80 0 TRUE 2.56 502.61 512.65 OK -10.03 132 10+40.52 506.19 15 2.09 40.52 0.0009 0.04 6.40 0.16 1.44 4.56 6.57 0.32 0.11 89.96 0.23 0.50 0 TRUE 0.29 506.48 513.61 OK -7.13 162 10+70.83 509.15 12 1.44 30.31 0.0014 0.04 4.56 0.08 1.41 4.54 6.38 0.32 0.11 75.19 0.21 0.40 0 TRUE 0.24 509.39 515.93 OK -6.54 164 11+13.78 509.55 12 1.41 42.96 0.0013 0.06 4.54 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08 1 0.10387 TRUE 0.11 1 509.66 1 514.00 OK 4.34 120 489.24 15 3.98 100.00 0.0032 0.32 7.64 0.23 3.66 5.78 21.17 0.52 0.18 0.00 0.00 0.41 0 TRUE 0.53 489.77 495.16 OK -5.4 122 12+00.00 490.67 15 3.66 100.00 0.0027 0.27 5.78 0.13 1.05 4.11 4.31 0.26 0.09 36.56 0.11 0.33 0.43436 TRUE 0.49 491.16 495.16 OK -4 124 491.77 15 1.05 47.81 0.0002 0.01 4.11 0.07 1.05 8.82 1 9.30 1.21 0.42 12.97 0.23 0.72 0 TRUE 0.37 1 492.14 499.40 OK -7.25 126 12+86.34 496.75 15 1.05 38.53 0.0002 0.01 8.82 0.30 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.30 0.3927 TRUE 0.21 1 496.96 510.17 OK -13.21 128 10+24.35 495.68 18 1 5.91 1 24.35 0.0027 1 0.07 1 13.05 1 0.66 0.00 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.66 10.859321 TRUE 1 0.50 496.18 1 500.50 OK 4.32 130 10+31.98 500.43 15 4.93 31.98 0.0050 0.16 6.19 0.15 0.00 1 0.00 0.00 0.00 1 0.00 1 0.00 1 0.00 1 0.15 10.193541 TRUE 1 0.26 500.69 1 506.83 1 OK -6.14 116 17+03.52 502.61 1 24 20.94 1 96.81 0.0073 0.71 1 20.99 1 1.71 1.71 1 4.72 8.09 0.35 1 0.12 1 78.99 1 0.23 1 2.06 1 0 1 TRUE 1 1.74 504.35 1 517.63 OK -13.28 118 17+64.49 514.39 1 15 1.71 1 60.97 0.0006 0.04 1 4.72 1 0.09 0.00 1 0.00 0.00 0.00 1 0.00 1 0.00 1 0.00 1 0.09 10.112521 FALSEI 0.15 1 514.54 1 518.86 OK -4.32 134 10+28.06 507.04 1 8 0.75 1 28.06 0.0032 0.09 1 3.88 1 0.06 0.00 1 0.00 0.00 0.00 1 0.00 1 0.00 1 0.00 1 0.06 0 TRUE 1 0.12 1 507.16 1 511.42 OK 4.26 202 11+94.09 1 461.11 1 15 1 1.61 1194.091 0.0005 1 0.10 1 9.73 1 0.37 1 1.61 1 9.73 1 15.66 1 1.47 1 0.51 1 11.46 1 0.17 1 1.05 1 0 1 TRUE 1 0.63 1 461.74 1 479.75 OK -18.01 204 12+39.37 1 476.88 1 15 1 1.61 1 45.28 1 0.0005 1 0.02 1 9.73 1 0.37 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.37 10.477451 FALSEI 0.50 1 477.38 1 483.37 OK -5.99 Channel Report Hydra flow Express Extension for Autodesk®CiA 3D® by Autodesk, Inc. Proposed Downstream Channel Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 460.00 Slope (%) = 6.55 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 60.00 Elev (ft) 463.00 462.50 462.00 461.50 461.00 460.50 459.50 0 1 2 3 4 Section 5 6 Reach (ft) BERKMAR STORM STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftrrs) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Channel Report Monday, Feb 6 2023 Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Feb 6 2023 Grass Ditch on Future Parcel (Sized for Grass Cover) Triangular Highlighted = 1.37 Side Slopes (z:1) = 2.00, 4.00 Depth (ft) = 0.37 = 60.00 Total Depth (ft) = 1.00 Q (cfs) = 1.600 = 6.49 Area (sqft) = 0.41 = 9.24 Invert Elev (ft) = 501.00 Velocity (ftis) = 3.90 = 8.13 Slope (%) = 6.67 Wetted Perim (ft) = 2.35 = 1.81 N-Value = 0.030 Crit Depth, Yc (ft) = 0.45 = 7.48 Top Width (ft) = 2.22 = 2.70 Calculations EGL (ft) = 0.61 Compute by: Known Q Known Q (cfs) = 1.60 7 8 9 10 11 Depth (ft) 3.00 2.50 Elev (ft) 503.00 - 50Z50 2.00 502.00 1.50 1.00 501.50 0.50 501.00 0.00 -0.50 12 500 50 Section 0 1 2 3 4 5 6 7 8 Reach (ft) PROJECT: Berk mar Self Storage LOCATION: COUNTY: Albemarle UNITS ENGLISH Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 PIPE NO FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA TOTAL INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF Q CFS (9) INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Capacity CFS (15) Friction Slope FOR. VEL Vn Ft/Sec (16) FLOW TIME Min. (17) REMARKS (18) INCRE- MENT (5) ADDTL CA ACCUM- ULATED (6) UPPER END (10) LOWER END (11) REFERENCE (1) STA. REFERENCE (2) STA. 163 164 16+50.69 162 16+38.35 0.190 0A40 0.084 0.171 0.255 8.750 1 5.526 1.407 509.180 508.750 42.956 0.010 12.000 Circular 3.858 0,001 4.537 0.158 incl. Roof drain 161 162 16+38.35 132 16+08.06 1 0.010 0.740 0.007 0.000 0.262 8.908 5.491 1.439 508.650 508.347 30.309 0.010 12.000 Circular 3,858 0.001 4.564 0.111 133 134 132 0.000 0.000 0.000 0.120 0.120 6.000 6.230 0.745 506.790 506.509 28.063 0.010 8.000 Circular 1.308 0,003 3.879 0.121 Roof drain to Sir 131 132 16+08.06 114 16+06.71 0.000 0.000 0,000 0.000 0.382 9.018 5.467 2.086 506+000 505,190 40.517 0.020 15.000 Circular 9.894 0.001 6.403 0.105 117 118 116 0250 0.770 0.193 0.000 0.193 0.000 8.901 1.713 514.000 513.390 60.968 0.010 15.000 Circular 6.996 0.001 4.722 0.215 115 116 17+03.52 114 16+06.71 0.000 0.000 0.000 3.358 3.550 7.200 5.898 20.941 510.210 500.528 96.815 0.100 24.000 Circular 77.490 0.007 20.994 0.077 incl. WP0201900050 113 114 16+06.71 112 14+65.41 0.170 0.890 0,151 0,000 4.083 9.124 5.444 22.229 500+430 498.452 141.293 0.014 24.000 Circular 28.994 0.008 10.195 0.231 129 130 11+21.76 112 10+89.78 0.660 0.840 0.554 0.000 0.554 0.000 8.901 4.935 499.753 499.433 31.985 0.010 15.000 Circular 6.996 0.005 6.193 0.086 ill 112 14+65.41 110 13+45.92 0.240 0.860 0,206 0,000 4.844 6,500 6.087 29.484 498.350 491.750 119.497 0.055 24.000 Circular 57.588 0.014 18.478 0.108 127 128 13+45.92 110 13+45.92 0.820 0.810 0.664 0.000 0.664 0.000 8.901 5.912 496.110 494.480 24.347 0.067 18.000 Circular 29.438 0.003 13.049 0.031 109 110 13+45.92 108 12+09.54 0.000 0.000 0.000 0.000 5.508 6.608 6.057 33,362 490.750 489.386 136.380 0.010 36.000 Circular 72.257 0.002 10.039 0.226 107 108 12+09.54 106 11+47.89 0.280 0.900 0.252 0,000 5.760 6.834 5.995 34.533 489.290 487.749 61.648 0.025 36.000 Circular 114.249 0.002 14.185 0.072 125 126 12+86.34 124 12+47.81 0.150 0.790 0.119 0.000 0,119 0.000 1 8.901 1.055 499.082 495,750 38.527 0.086 15.000 Circular 20.575 0.000 8.821 0.073 123 1 124 12+47.81 122 12+00.00 0.000 0.000 0.000 0.000 0.119 0.073 8.852 1,049 491,250 490.772 47.813 0.010 15.000 Circular 6.996 0.000 4.109 0.194 121 122 11+47.89 120 11+47.89 0.450 0.620 0.279 0.252 0.650 8.250 5.640 3.663 490,670 489,670 99.999 0.010 15.000 Circular 6,996 0.003 5.780 0.288 incl. Roof drain 119 120 11+47.89 106 11+47.89 0.090 0.710 0.064 0,000 0.713 8,538 5.573 3.976 489+570 487,570 99.999 0.020 15.000 Circular 9.894 0.003 7.639 0.218 105 106 104 0.090 0.800 0.072 0.216 6.762 8.757 5.524 37.353 487.250 483.048 52.521 0.080 36.000 Circular 204.375 0.003 22.047 0.040 incl. Roof drain 103 104 102 0.000 0.000 0.000 0.000 6.762 8.796 5.515 37.293 481.057 480.710 34.723 0.010 36.000 Circular 72.257 0.003 10.324 0.056 101 102 10+60.64 100 10+00.00 0.140 0.840 0.118 0.216 7.095 8.852 5.503 39.045 480.606 480.000 60.645 0.010 36.000 Circular 72.257 0.003 10.442 0.097 incl. Roof drain 203 204 12+39.37 202 11+94.09 0.340 0.800 0 0.000 0.272 0.000 5.920 1.610 479+500 475.878 45.278 0.080 15.000 Circular 19.788 0.001 9.727 0.078 201 202 11+94.09 200 10+00.00 0.000 0.000 0.000 0.000 0.272 0.078 5.920 1.610 475.638 460.110 194.094 0.080 15.000 Circular 19.788 0.001 9.727 0.333 Lic. No. 51495 3/6/23 n� E 0 N OV r4 u > E u, v E > a 1.- U W 3 Q LL � 3 0 Li.2 2 2 nn Q .WJ U 00 0- J -Ai 0(A N ry 7 z F y Lu 3: 0x gir< in4 "=a D)= vN 2 U > N Q . C ui a, O N L M a I. 00 J to W Z O F F Q a w w k In m 0 O O Lnn 0 00 LU U U O I 0 0 4 O O OfV M DATE 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY C. BOLTON CHECKED BY C. BOLTON SCALE N.A U) Z O W � q� U DC Q O<U �wW w W DO W Q �C tL C U)n O LL O Z O (n i 0 LU W W Z Z a _ U JOB NO. 48033 SHEET NO. C6.2 0 a d 2 ur _ c E L 20' PUBLIC DRAINAGE EASEMENT I D8:4825 PG:147 20' ACSA SANITARY SEWER SSMH \ ASEVENT CENTERED ON AS TOP: 482.50 I BUIL LOCATION OF SEWER LINE 10: 476.60 '')1S DB:4825 PG:147 ' a VARIABLE WIDTH EASEMENT p FOR DETENTION POND 0 ` DB.'1119 PG: 577 DB: 996 PG: 200 _ SSMH \ f BACKFILL ERODED TOP: 482.75 \ \ I 11:478.40 33 I I AREA UNDER EX. PVC 10: 478.33 25'DETENTION OUTLET PIPE. INSTALL _ co I POND EASEMENT RIPRAP TO CONNECT TO --84 I y DB: 1454 PG: 637 _ _ _ _ CHANNEL AS REQUIRED. RESHAPE EXISTING V-DITCH TO HAVE \ - A 2' WIDE BOTTOM; LINE CHANNEL _ I "--�- -RI NOTE: 10 YR WSE = 472.96' s v WITH RIPRAP; REFER TO TYPICAL f I --- 4 _ , � CHANNEL SECTION ON SHEET C6.3 rn _ - --- --- - - --- --- - --- - �__------ ---- - --- - _ - - - - ----- >.3C - / �_-_I---- "------------ -- -- - --480 - - ----- --- ----- 100 - -- 486 \ _ _ D - - - ---____- , , \ l ,' 'I_ - _---1- ------ ----------------- ------------ CURB LINE I \ / r' ---486 ----- ® . a I \ I 1 I I N 1 i 1 I i , I ; I I I : 4 ; ; V. w � i ' ' A 1 1 SWM FACILITY ID i I I \ 464'9' \ ' Rf )RCP`? APP OX. DIRECTIO �- I v I I I I I i I I I I I 1 I I , I , I ti I I I , I 1 I, 'I A L 1 \ I It I \ 96a-�Tr+46 00 `` OD I�470 0 \ 1 ,_-- I / , ' , �•' _APP80XIMATE-fi INE RD RD RD - % RD ��---� BEGIN CHANNELRD RD F- ' IMPROVEMENTS AT PIPE OUTFALL ', / , I / ' / I•' I I WATER PROTECTION11 ORDINANCE BUFFER GIS 1 11 , \ I I I I , I I \\ ( A I ' I I \ W 'I coy 'A 03 / RE -GRADE AS REQUIRED 'I TO ESTABLISH RIPRAP ;I I CHANNEL AS SHOWN. I I I I g3 1 I \; I I I RE -GRADE AND FILL AS SCALE 1"=30' REQUIRED TO RAISE I BASIN FLOOR TO 458.0' it 0 30' 60' REMOVE AND REINSTALL APPROX. 40LF OF EX. 24" RCP PIPE AND ADD IMP 45-112C ES-1. INSTALL WITH MIN. SLOPE 1%; KEGLERS OF NEW INVERT OUT: 458.5' CHARLOTTESVILLE I D8: 996 PG:198 I I 4 REMOVE 20LF1/OF 18" PIPE I I L HEADWALL AND 5'x5' CONCRETE PAD 20'ACSA SANITARY SEWER I EASEMENT TO BE CENTERED ON 13LF OF 18" RCP 1 r' / ' Q' AS BUILT LOCATION OF SEWER NEW RISER STRUCTURE; ; I LINE D8:4734PG:458 SEE DETAIL THIS SHEET 6 RE -GRADE WITH 3:1 SLOPES I O { I I SSMH TO : 483.43 zf 11:4 4.73 / A 1 /0. 74.53 _ 410 SDA fH (S NDING WATER) `-"- - TO 4791 ---1 ----- 480 _ _ x ll: 4 72 482.821' 10. 64.0 480 BO TO 463.4 - - /--- -\ SDM -------480- ygy----------TOP: 05 - -- p11.4679 RCP474 X 10.4678(3 ------ A ° RAISE BERM ELEVATION TO SDMH RISER \ 6 TOP: 478.5 TOP RIM: 470.11 n MIN.480.25; MIN WIDTH 8' 465.5 (36" RCP) 1/: 452.8(18"RCP) p / /0. 465.4 (36" RCP) /0.' 452.3 (36" RCP) I 482.661? E \ . �O i \ O'13 MINIMIZE DISTURBANCE TO �pY \0 ADJACENT SLOPES TO THE \ MAXIMUM EXTENT POSSIBLE. \\ KEY -IN FABRIC MIN. 6" i RIPRAP WAVE. STONE Q v SIZE OF 9" AND MAX. 12". MIX IN VDOT#3 STONE NON -WOVEN GEOTEXTILE TO FILL LARGE GAPS. SEPARATION FABRIC APPROX. EXISTING r FILL ANY VOIDS UNDER CHANNEL CHANNEL GRADE SECTION WITH VDOT #3 STONE RIPRAP CHANNEL SECTION No Scale BOWLING ALLEY ELEV:462.0 \ 2:1 GROUND SLOPE 4 d a d. a.. °d d d PIPE SCREEN 4,7 164 4 a \ a d a dAPPROX BOTTOM / a OF RIPRAP SECTION a ELEV: 458.0 d g d 18" PIPE; INV = 458.0' d 1. 5' 0.75'/ a a' 3, d a CONCRETE PAD, d n a EXTENSION. 1" PVC PIPE DRAIN; INV = 456.0' ELEV: 455.0 PROPOSED HEADWALL No Scale 485 480 475 FFE: -4741 470 465 460 455 450 445 ALL WORK ON THE OFF -SITE SWM FACILITY SHALL BE CERTIFIED FOLLOWING THE ALBEMARLE COUNTY 'CONSTRUCTION RECORD DRAWINGS (AS -BUILT) AND REQUIRED DOCUMENTS FOR VSPM.' REFER TO SHEET C1.1. RAISE TOP OF BERM TO ELEV. 480.25' �,AFA--1,•-�M • • i■MIIMEWIii �YL•iiyi���I- ��� ' 1 ��■lus�!.l1�� �i ii■IuiL�.��ii■�iiii ii■IuiE'%!Eli■�ii ��■lug``%���11��� ii■lui���ill�ii ��■lu��ll�lll��� r ��■lu��ll�ll`% 1dmmmmmmiliplim __■lu_�l�_IlIS __u_M_IIM, AZZMA r ii■ui�11i1111J1!�i ii■I�S�illl►_I NMi ii■lii�l:miiil ri ii■lu��l�r�llll�i�i ___MM3M= SECTION THROUGH BASIN BERM 485 480 475 _ 100-YR WSE: 478_14 10 YR WSE: 472.96 - INSTALL 1.25' EXTENSION ON TOP OF EX. RISER 470 _ _2-YR WSE: 469.74 1-YR WSE: 468.11 - NEW RISER STRUCTURE; SEE DETAIL THIS SHEET 465 -MODIFIED HEADWALL AND TRASH RACK; SEE DETAIL THIS SHEET 460 - FILL LOW -POINT; COMPACT TO 95% STP 455 -EXISTING PIPE BEYOND NEW RISER TO BE REMOVED 450 445 REMOVE EXISTING ANTI -VORTEX DEVICE & INSTALL ON NEW TRASH RACK WITH BUILT-IN ANTI -VORTEX PLATE ADD 1.25' EXTENSION TO EXISTING RISER. PROPOSED TOP 471.36' F-----� EXISTING 48" CIRCULAR CONCRETE RISER TOP 470.11 I I I I I I I I I I I I I I I I I I 13 LF 18" RCP'; I I INV (EW) = 458.00' INV (RISER) = 457.87' PIPE MATERIAL SUBSTITUTION IMPERMISSIBLE J I I I EX 18" RCP ------ EX s� 0: -453.3 (18" RCP) J EXISITING II: 452.8 (18" RCP) EXISITING 10: 452.3 (36" RCP) PROPOSED CHANGES TO POND STRUCTURES No Scale OUTFALL CHANNEL PROTECTION AND FLOOD PROTECTION CALCULATIONS CHANNEL PROTECTION (ENERGY BALANCE) -1 YR FOR ONSITE AREAS Q1 YR POST-DEV ALLOW = IF * (Ql YR PRE-DEV * RV, YR PRE-DEV)/RVl YR POST-DEV = 0.8W * ( 1.53 * 0.17 ) / 0.76 = 0.27 CFS APPLYING Q1 YR POST-DEV ALLOW TO THE POND ROUTING: 021 YR POND ALLOW = Ql YR PRE-DEV POND - Ql YR PRE-DEV ONSITE + Q1 YR POST-DEV ALLOW = 29.95 1.53 + 0.27 28.69 CFS 27.61 CFS <- 28.69 CFS OK FLOOD PROTECTION - 10 YR QSOYRPOST-DEVPOND QIOYRPRE-DEVPOND 113.35 CFS <- 114.06 CFS OK STORMWATER NARRATIVE THIS PROJECT INCLUDES THE ESTABLISHMENT OF THREE PARCELS AND THE DEVELOPMENT OF TWO OF THE THREE PARCELS. WORK ASSOCIATED WITH THE TWO DEVELOPED PARCELS UNDER THIS PLAN CONSIST OF THE CONSTRUCTION OF A HOTEL, A MINI STORAGE FACILITY, REQUIRED PARKING LOTS, AND ASSOCIATED SITE FEATURES. THE THIRD LOT WILL BE GRADED BUT REMAIN UNDEVELOPED AT THIS TIME. THE THIRD LOT, SLATED FOR FUTURE DEVELOPMENT, HAS AN ASSUMED IMPERVIOUS AREA ACCOUNTED FOR IN THE WATER QUANTITY CALCULATIONS, BUT NOT THE WATER QUALITY CALCULATIONS. FUTURE IMPROVEMENTS ON THE UNDEVELOPED LOT WILL NEED TO HANDLE WATER QUALITY INDEPENDENTLY. ALSO, A FUTURE SHARED USE PATH IS ANTICIPATED ALONG BERKMAR DRIVE. IMPERVIOUS AREA ASSOCIATED WITH A 10' WIDE IMPERVIOUS PATH WITHIN THE DRAINAGE AREA TO THE REGIONAL FACILITY HAS BEEN ACCOUNTED FOR IN WATER QUANTITY CALCULATIONS, WHILE IMPERVIOUS AREA ASSOCIATED WITH THE PATH ALONG THE ENTIRE FRONTAGE HAS BEEN INCLUDED IN THE WATER QUALITY CALCULATIONS. THE MAJORITY OF THE SITE DRAINS TO AN EXISTING DRY DETENTION BASIN, COUNTY SWM FACILITY ID 0021.01, WHICH IS LOCATED DOWNHILL AND TO THE SOUTH OF THE SITE, BETWEEN THE BOWLING ALLEY AND LOWES HOME IMPROVEMENT STORE. THIS POND WILL BE USED FOR STORMWATER QUANTITY MEASUREMENTS AND IS WITHIN DEED OF EASEMENT (ESTABLISHED RIGHT OF COUNTY TO MAINTAIN), DB-PG: 1786-0734. FOR MORE INFORMATION, PLEASE SEE COUNTY OF ALBEMARLE DEED OF EASEMENT WITH KEGLERS OF CHARLOTTESVILLE, AND DETENTION POND EASEMENT PLAT, DB-PG: 1786-0737; PLAT BY WILEY AND WILSON, LYNCHBURG, APRIL 15, 1994. PLAN APPROVAL DATE OF THE FACILITY IS 11/19/87. ALBEMARLE SWM FACILITY DATABASE STATES EXISTING DRY DETENTION BASIN WATERSHED IS 61.87 AC. WITH 21.37 AC. IMPERVIOUS; THESE VALUES HAVE BEEN UPDATED FOR USE IN OUR CALCULATIONS BASED ON A REVIEW OF APPROVED PLANS, GIS INFORMATION, AND SITE VISITS. THE FACILITY IS LISTED IN COUNTY SWM DATABASE (CO -OWNED BY) KEGLERS OF CHARLOTTESVILLE AND LOWES INVESTMENT CORP #341. COMPLIANCE OVERVIEW - REFER TO'STORMWATER DESIGN NARRATIVE & CALCULATIONS' PACKET FOR ADDITIONAL EXPLANATION AND CALCULATIONS. WATER QUALITY - UTILIZING THE VRRM SPREADSHEET, A REQUIREMENT OF 5.19 POUNDS PER YEAR OF PHOSPHORUS REMOVAL IS REQUIRED. OFF -SITE NUTRIENT CREDITS WILL BE PURCHASED TO MEET THIS REQUIREMENT. CHANNEL PROTECTION - CHANNEL IMPROVEMENTS ARE PROPOSED TO THE EXISTING CHANNEL BETWEEN THE SITE AND THE REGIONAL SWM FACILITY TO CORRECT EXISTING EROSION ISSUES. THE FACILITY HAS BEEN MODIFIED TO SHOW COMPLIANCE WITH ENERGY BALANCE EQUATION TO SATISFY CHANNEL PROTECTION REQUIREMENTS DOWNSTREAM OF THE FACILITY. FLOOD PROTECTION - ON -SITE STORM SEWER SYSTEMS, AS WELL AS THE DOWNSTREAM CHANNEL IMPROVEMENTS, HAVE BEEN SIZED TO CONTAIN THE 10-YEAR, 24-HOUR STORM. MODIFICATIONS TO THE REGIONAL SWM FACILITY WILL BE MADE TO KEEP THE POST -DEVELOPED 10-YEAR FLOW BELOW PRE -DEVELOPED RATES. TRASH RACK WITH BUILT-IN ANTI -VORTEX PLATE PROPOSED 48" CIRCULAR CONCRETE RISER WITH MIN. 8" THICK WALLS. TOP 468.0 CUSTOM CAST -IN -PLACE CONCRETE HEADWALL. SIM. TO VDOT EW-1; SEE SECTION THIS SHEET TRASHRACKS.COM PIPE SCREEN FOR 18" PIPE, OR APPROVED EQUAL. 1.0' 5'x5' CONCRETE PAD EXTENDING UNDER AND BEYOND TRASH RACK; REINFORCE W/ #4 12" O.C., EXTENDING INTO HEADWALL 0.75' ELEV = 458.00 REFER TO CHANNEL SECTION, THIS SHEET I 5.0' r��i r 1 I� JII ELEV = 456.00 1 75'I VDOT #3 STONE UNDER PAD; UNDERLAY WITH GEOTEXTILE -CONNECT DRAIN SEPARATION FABRIC. PIPE INTO RISER; 1" PVC PIPE THROUGH WALL FOOTER. ATTACH MIN. 2%SLOPE WIRE MESH TO OVER OPENING AND WRAP GEOTEXTILE FABRIC UP FACE OF FOOTING. BOTTOM OF RISER: 451.0 ; INCLUDE EXTENDED BASE A MIN. 6" WIDER THE RISER OUTSIDE DIAMETER. FILL STRUCTURE BELOW INVERT OUT WITH CONCRETE. Lic. No. 51495 3/6/Z3 M E 0 o N � N C > E w a E w v 3 Q LL O w 3 LL w 0 m ,^-I dL_uj V oMo J - uj .. rn C7W NV z F Bw �x tz -IT W N F c 8O1 N W M 00 z P 4 w w 1- U) m D OO }O (n 0 z z N Z) a w OV OV �' Lu DATE 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY C. BOLTON CHECKED BY C. BOLTON SCALE 1 "=30' w uj Z V z v! OJ as V/ J W L` Q J co w Q Cw 0 G 0. w O Z i/ Lu LL ED w O VJ JOB NO. 48033 SHEET NO. C6.3 0 c a i as =0 o eZ 20 02 c mw a w C = A a0 0 ms 3 w Z. 0 � a o« �3 nm N c .Z Y h X C 0.0 016 Iu A �8 E `o 86 06 a c R M 10 a 0 o m C m m 0 C p N o.E 8� c E F_ L DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 0 2011 BMP Standards and Specifications t3 2013 Draft BMP Standards and Specifications Project Name: Date: Site Information Berkmar Self Storage 2/6/2023 Linear Development Project? No Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 5.47 Pre-ReDevelopment Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed forest/open sace 5.12 5.12 Managed Turf (acres) -- disturbed, graded 0.00 for yards or other turf to be Impervious Cover(acres) 0.35 0.35 5.47 Post -Development Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed, o.00 protected forest/open sace or reforested Managed Turf (acres) -- disturbed, graded for yards or other turf to be 2.58 2.58 Impervious Cover(acres) 2.89 2.89 Area Check OK. OK. OK. OK. 5.47 Constants Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 Total Phosphorus (TP) EMC (mg/L) 0.26 Total Nitrogen (TN) EMC (mg/L) 1.86 Target TP Load (Ib/acre/yr) 0.41 Pj(unitless correction factor) 0.90 Runoff Coefficients (Rvl data input cells constant values calculation cells Check: BMP Design Specifications List: 2013 Draft Stds & Specs Linear project? No Land cover areas entered correctly? ✓ Total disturbed area entered? ✓ A Soils B Soils C Soils D Soils Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 COVERLAND PRE -REDEVELOPMENT Land Cover Summary -Pre Pre-ReDevelopment Listed Adjusted' Forest/Open Space Cover(acres) 5.12 2.58 Weighted Rv(forest) 0.03 0.03 %Forest 94°% 88% Managed Turf Cover (acres) 0.00 0.00 Weighted Rv(turf) 0.00 0.00 %Managed Turf 0°% 0% Impervious Cover(acres) 0.35 0.35 Rv(impervious) 0.95 0.95 %Impervious 6% 12% Total Site Area (acres) 5.47 2.93 Site Rv 0.09 0.14 Treatment Volume and Nutrient Load Pre-ReDevelopment Treatment Volume (acre-ft) 0.0404 0.0341 Pre-ReDevelopment Treatment Volume (cubic feet) 1,761 1,484 Pre-ReDevelopment TP Load (lb/yr) 1.11 0.93 Pre-ReDevelopment TP Load per acre (lb/acre/yr) 0.20 0.32 Baseline TP Load (lb/yr) (0.41 lbs/acre/yr applied to pre-redwelopment area excl uding pervious land proposed for new impervious cover) 1.20 'Adjusted Land Cover Summary: Pre ReDevelopment land cover minus pervious land cover(forest/open space or managed turf) acreage proposed for new impervious cover. Adjusted total acreage is consistent with Post-ReDevelopment acreage (minus acreage of new impervious cover). Column I shows load reduction requriement for new impervious cover (based on new developmentload limit 0.41 lbs/acre/year). Land Cover Summary -Post (Final) Land Cover Summary -Post Land Cover Summary -Post Post Re Dev. & New Impervious Post-ReDevelopment Post -Development New Impervious Forest/Open Space Forest/Open Space 0.00 0.00 Cover (acres) Cover(acres) Weighted Rv(forest) 0.00 Weighted Rv(forest) 0.00 % Forest 0°% % Forest 0% Managed Turf Cover Managed Turf Cover 258 258 (acres) (acres) Weighted Rv (turf) 0.20 Weighted Rv (turf) 0.20 %Managed Turf 47°% %Managed Turf 88% Impervious Cover ReDev. Impervious New Impervious Cover (acres) 2'89 Cover(acres) 0.35 (acres) 2.54 Rv(impervious) 0.95 Rv(impervious) 0.95 Rv(impervious) 0.95 %Impervious 53% %Impervious 12% tl RDev. Site Area TF(.a,( Final Site Area (acres) 5.47 2.93 res) Final Post Dev Site Rv 0.60 site Rv 0.29 Treatment Volume and Nutrient Load Final Post - Post-ReDevelopment Post -Development Development 0.2716 Treatment Volume 0.0707 Treatment Volume 0.2010 Treatment Volume (acre-ft) (acre-ft) (acre-ft) Final Post- I Post-ReDevelopment Post -Development Development 11,833 Treatment Volume 3,079 Treatment Volume 8,754 Treatment Volume (cubic feet) (cubic feet) (cubic feet) Final Post- Development TP Post-ReDevelopment Post- Deve to pment TP * 7.43 * Load (TP) 1.93 5.50 Load Load (I b/yr) (Ib/Yr)' L (lb/yr) I Final lost Development Post-ReDevelopment TP * TP Load per acre 1.36 Load per acre 0.66 (lb/acre/yr) 119 (lb/acre/yr) lax. Reduction Required (Below Pre- 20% ReDevelopment Load) TP Load Reduction * Required for 0.73 Redeveloped Area (lb/yr) * Reduction below new development load limitation not required Pre -Re Development TN Load Final Post -Development TN Load (lb/yr) 7.91 (Post-ReDevelopment&New 53.19 Impervious) (lb/yr) TP Load Reduction Required for New 4.46 Impervious Area (lb/yr) ECOSYSTEM SERVICES, LLC 1102 Carlton Avenue Charlottesville, VA 22902 540.578.4296 www.ecosystemservices.us jonAecosystemservices.us February 7, 2023 Riki van Niekirk Project Engineer TIMMONS GROUP 608 Preston Avenue, Suite 300 Charlottesville, VA 22903 RE: Nutrient Offset Credit - Credit Availability Letter Project: Berkmar Self Storage and Hotel Project TMP: 04500-00-00112EO and 04500-00-0011200 Project Address: Berkmar Drive, Charlottesville, VA 22903 Project HUC: 02080204 Bank HUC:02080204 Bank Address: 1705 Lambs Road, Charlottesville, VA 22901 Dear Riki, We appreciate the opportunity to provide a credit availability letter for 5.19 pounds of phosphorus for the above referenced project. This letter is to certify that as the date of this letter, Ivy Creek Nutrient Bank has 161.34 pounds of phosphorus (TP), 248.28 pounds of nitrogen (TN), and 50,875.5 pounds of TSS available fortransfer to those entities requiring offsets in accordance with the Chesapeake Bay Watershed Nutrient Credit Exchange Program (VA Code § 62.1-44.19:14 et seq.). Those offsets are also transferable in accordance with the Virginia stormwater offset program (VA Code § 62.1-44.15:35) and the Virginia Soil and Water Conservation Board's Guidance Document on Stormwater Nonpoint Nutrient Offsets approved on July 23, 2009, to those regulated entities qualifying for nutrient credits. We can certainly accommodate your needs and could offer to fulfil the order of 5.19 pounds of phosphorus. Please feel free to contact us with any questions. I hope we have the opportunity to work together on this project. Sincerely, Ecosystem Services, LLC By: Lp'' * ^ 1� Jonathan R. Roller, AOSE PSS CNMP Manager -Authorized Representative PEAK FLOW ANALYSIS DRAINAGE AREA NAME TOTAL AREA (AC) Tc (MIN) CN PEAK FLOW RATE (CFS) 1 YR 10 YR 1-YR RUNOFF VOLUME (AC -FT) Pre -Developed Drainage Areas: (1S) Lowes+ChickfilA (Combination DA) Lowes SDP-1995-00087 Chick-fil-a SDP-2020-00006 (2S) Keglers SDP-1987-00071 (4S) Berkmar Overlook DA B to Pond (11P) (5S) West Berkmar Inlets (6S) Pre Developed Onsite Drainage Area (7S) Ex. Dev. to West (Combination DA) Woodbrook Crossing SDP-1998-00079 Loupe Terrace Phase 1 & 2 SPD2008-00094 UVA Credit Union SDP-1996-00089 Road Runoff (8S) SPCA to SWM A (10P) (10S) SPCA to SWIM B (9P) (11S) SPCA to EX BIO (2P) (12S) SPCA Area 4- Upstream (13S) SPCA to EX SWM (14S) Open Space around Facility (17S) Child Development (FDCD) into pipe (18S) Harvest Moon & Upstream (Combination DA) Harvest Moon WPO-2016-00011 Child Development Center SDP-2004-00010 16.30 6.0 93 62.02 122.41 3.071 4.55 6.0 91 16.26 33.27 0.788 7.43 7.2 79 15.20 40.64 0.739 0.77 6.0 71 1.02 3.45 0.049 4.86 16.7 59 0.95 8.44 0.123 9.79 8.0 83 23.65 57.50 1.184 0.93 6.0 81 2.20 5.58 0.102 0.42 6.0 94 1.64 3.19 0.082 0.43 6.0 58 0.18 1.21 0.012 12.43 8.0 58 3.14 28.75 0.286 2.31 8.0 81 5.07 12.93 0.254 5.25 6.0 57 0.93 11.71 0.097 0.28 6.0 98 1.19 2.19 0.065 3.75 7.5 80 7.98 20.83 0.392 (7P) ROUTED PRE DEVELOPMENT FLOW AT OUTFALL 29.95 114.06 Post -Developed Drainage Areas: (only DAs that differfrom pre listed here) (6S) Post Developed Onsite Drainage Area (18S) Combination Drainage area 4.95 9.6 86 13.08 29.80 0.688 3.67 7.5 82 8.61 21.41 0.423 (713) ROUTED POST DEVELOPMENT FLOW AT OUTFALL 27.61 113.35 PEAK FLOW RATE 1-YR TOTAL AREA Tc (CFS) RUNOFF LIMITS OF DISTURBANCE CN (AC) (MIN) VOLUME IYR 10YR AC -FT (0) LOD - Pre Developed for EB 5.47 16.7 58 1.53 10.66 0.167 (0) LOD - Post Developed for EB 5.47 9.6 86 14.24 32.47 0.76 Lie. No. 51495 3/6/23 N Z 0 f z a z z a W W iY to cc WO OOU) o � O 0 Ll U U DATE 0711812022 DRAWN BY R.vanNiekerk DESIGNED BY C. BOLTON CHECKED BY C. BOLTON SCALE 1 'r=30' JOB NO. 48033 SHEET NO. C6.4 E L E 20' PUBLIC DRAINAGE EASEMENT W , � D6:4825 PG 147 7 -.1\ 20'ACSASANITARY SEWER SSMH , ASEMENT CENTERED ON AS TOP: 482.50 \ BUIL LOCATION OF SEWER LINE 10: 476.60 =' DB: 4825 PG: 147 Vf , N 0 VARIABLE WIDTH EASEMENT , FOR DETENTION POND Q ` DB: 1119 PG: 577 5 \ DB: 996 PG: 200 _ L I ITH OF Y� f �+ �f \ UE. CAMPB� y Lic. No. 51495 0 SSMH TOP:527.6 S`NNAL � /0: 508.55 (8" PVC) 25' DETENTION BERKMAR DRIVE _ _ � / / I � m POND EASEMENT l / I DB: 1454 PG: 637 -��" VAR/ABLE WlD TH R/W l l u RESHAPE EXISTING V-DITCH TO HAVE O o ° \ A 2' WIDE BOTTOM; LINE CHANNEL I + O I O 3. l \ WITH RIPRAP; REFER TO TYPICAL r O O O g 9 2, CHANNEL SECTION ON SHEET C6.3 O \ \ 0 1 0 0 y GOT / 4 TREELINE -/0 G G VACATE EXISTING I a o GUARDRAIL EASEMENT TOP: 524.65 n a l l E D OF SIGNAL; GAS LINE 'SOB. 15(E PVC) I Z I H W > 3 l L ELY CONTINUES NORTH /0: 508.0 (8" P A; ~ LL o 3 LL IF UND CAS LINg J U oMo Z APPROXIMATE/ . UP .. R ..... \ \/ \ \ \ \ \ Z_ F y 7 of 20'SPR/N7 20, ELECTRIC \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ O x u m / - - EASEMENT EASEMENT / -'&"isq \ \ \ \ \ \ \ \ \ \ O W 00 D RD RD DB: 1436 PG:555 DB1434 PG.75 �� \ p Q O (> (> N I m I I 0 / PROPOSED RIGHT OF WAY LINE ( 1= c ry z U >+o O z 1 PROPOSED RIGHT OF WAY LINE �YkL gRv�sc l 1 a / I I �t-vrMH 777 \ 20' ELECTRIC $ ry Lu I I I EASEMENT VACATE EXISTING I r� DRAINAGE EASEMENT fi W I I I / SSMH DH:1377PG:367 0 TOP: 526.55 m J I I I ' I / to F- 20'SPRINT ll: 507.E (8" PVC) ASEMENT WATER PROTECTION I I : 507.25 (8" PVC) D8: 1379 PG: 658 1 / ORDINANCE BUFFER GIS O I , ,ICb VARIABLE WIDTH EXPANSION TO X I m N I = SANITARY SEWER EASEMENT BASED WORK WITHIN EX. I z m a ,'7 4 STORY PROPOSED HOTEL i I/ I ON NEW ACSA REGULATIONS. EASEMENT FOR I I DETENTION POND, I I p 10,746 SF/FLOOR I „DIP PRIVATE42,984 GSF I I I l = DRAINAGE I / SANITARY I i O Y EASEMENT I / SEWER LINE > N N N SWM FACILITY IG APPROXIMATE Lu F r+i LOCATION OF 15' R WSA 2 Q *i O O I I I I \ I I \ \ I I 464.0' TMP 45-112C \ RCP 24 x APP OX DIRECTION -- i KEGLERS OF O I x r I CHARLOTTESVILLE r I j DB: 996 PGA98 1 I w 111 1 I 20' ACSA SANITARY SEWER i 1 \ I I , EASEMENT TO BE CENTERED ON 1 1C12 AS BUILT LOCATION OF SEWER LINE D8:4734 PG:458 X PRIVATE IDRAINAGE I 1 I 2po EASEMENT IA I 111 I I I O SSMH n l rn I TOP: 483.43 x h 1 11: 474.73 10:474.53 I � 1 SDMH (STANDING WATER) I TOP: 479.1 11:4672 482,821' 10:464.0 0 `\ BOTTOM: 463.4 x SDMH / -13 I TOP.483.05 // ®? 0 11: 4679 (36" RCP) o /0: 467.8 (36" RCP) SDMH �- RISER �\` m APPROX 15' y TOP: 478.5 TOP RIM: 470.11 C"ELECTRIC m X / � EASEMENT DB: 1534 O 465.5 (36" RCP) ll; 452.8 (18"RCP) O PG:500 m x /0: 465.4 (36" RCP) /O: 452.3 (36" RCP) Z 1-, / / I 482.661' APPROX 30' ELECTRIC EASEMENT DB: 1538 PG:732 ' 7 O 20' PUBLIC DRAINAGE EASEMENT ' J DB: 4825 PG: 147 20'ACSA SANITARY SEWER SSMH ASEMENT CENTERED ON AS TOP.- 482.50 IIL LOCATION OF SEWER LINE 10. 476.60 DB:4825 PG 147 TEMPORARY CONSTRUCTION O CC EASEMENT (OUTSIDE q G- PERMANENT EASEMENTS) 0 1 SSMH TOP: 482.75 \ I VARIABLE WIDTH 11:478.40 \ 10: 478.33 25'DETENTION EASEMENT FOR m I POND EASEMENT ' DETENTION BASIN DB: 1454 PG: 637- -I y of o O O O O O O �I�I'o W W w W W W W I W W SQ n' W ooq o000V , ,yam W v. W U w CURB LINE I I I , APPROXIMA TE TREELINE - - �- - - - - - - RD RD RD RD RD RD �--� -- / / I j BOWLING ALLEY I I I I I 1 I I WATER PROTECTION 1�-�RDINANCE BUFFER GIS I I I / WATERLINE EASEMENT Q O O O DB:460 PG:636 e �., / // I DB:460 PG:638 00 e e e e e e e e° e e° e o 0 o e e° e f // SSMH > DATE TOP: -517.5 � 07/18/2022 506.9 (8" PVC) O ' 10: 506.5 (8" PVC) } DRAWN BY IF / I EXISTING 12" CAST IRON R. vanNiekerk - S RWSA WATERLINE I I SSMH • T514.2 DESIGNED BY OP: //: 506.05 (8" PVC) • C. BOLTON 20' PUBLIC n Q VARIABLE WIDTH MIN) ACSA 10: ( PVC) DRAINAGE l�I�`` • UTILITY EASEMENTT A AND 20'ACSA SANITARY SEWER • CHECKED BY EASEMENT ASCA/RWSA ACCESS EASEMENT EASEMENT CENTERED ON AS • n, I BUILT LOCATION OF SEWER LINE C. BOLTON / DB:5232 PG:243, DB:5618 PG:730, S8 DB:5464 PG:559 • • SCALE 6'..432 .; 8 W es s„W $.,W / 1 "=30' I PRIVATE DRAINAGE EASEMENT TOP: 512.6 x VARIABLE WIDTH PRIVATE / /1: 505.30 (8" PVC) WATERLINE EASEMENT l0: 505.05 (8" PVC) x VARIABLE WIDTH / / x PRIVATE ACCESS / / / x�20' PRIVATE �G SANITARY EASEMENTS x x EASEMENT 6„ = LP x Ix x / PD UNDERGROUND x • ' I / ELECTRIC LINE HAND I/ / HOLE ui x x J 4 STORY SELF STORAGE FACILITY I I I l 2 I l 1 STORY BELOW GRADE, 3 STORIES / X kABOVE GRADE Q x / 0 < Z x x 22,550 SF / FLOOR * 90,200 GSF ' / / / j ^ LL Gc x� ISTING BUILDING $� J Lu m Z (w� ¢ W LL x SS SCALE 1 "=30' �+ O w OP:510. l /l APPROX20' RE `^ x 11 0 85 (8" P ) / / WATERLINE 0 301 60' z Q _..�. _..�. 01.7 (8 P ) / / / / _ EASE PGN 388: 460 x TEMPORARY CONSTRUCTION / ~ I OULJJ EASEMENT (OUTSIDE x PERMANENT EASEMENTS) / / '7 --------- T :7 / (7) z / LEGEND x / I / ASCA UTILITY EASEMENT w '8„ S w f 8 vSAN-v-- $" SAN W / W 6'• SAIY-v, �� W .� W W W y / / STORMWATER FACILITY EASEMENT -- OFfi--- ��--�'--� OH -- W �--- OHW c- APPROXIMATE TREELINE 20'ACSA SANITARY SEWER w� / SSMH DRAINAGE EASEMENT EASEMENT CENTERED ON AS SMH / c�j / / TOP: 513.3 BUILT LOCATION OF SEWER LINE / l ll: 502.75 (8" PVC) n a= EXISTING SANITARY DB:5232 PG:243, DB:5618 PG:730, TOP: O O O/ 0 PUBLIC DRAINAGE EASEMENT m / 10: 502.55 8" PVC �^ �O SEWER LINE 8 D6:5464 PG:559 ll: 500.1 (8°PVC) ( ) YP) APPROX 15' ELECTRIC OWER POLES (UP) AND /0: 499.95 (8" PVC) EASEMENT DB:1534 PG:500 OVERHEAD POWER (TYP) O / /O / x x PRIVATE SANITARY SEWER EASEMENT - STORM DROP INLET 20' DRAINAGE GRATE = 487.01' y / / / El PRIVATE SITE ACCESS EASEMENT EASEMENT 12" RCP 10 = 483.34' ,' / /� /O / / ■ PRIVATE DRAINAGE EASEMENT - PRIVATE WATERLINE EASEMENT JOB NO. 48033 TEMPORARY CONSTRUCTION EASEMENT SHEET N0. C7.0 0 c a i c as 0 a0 o t 20 0 c T E o a C m A a0 O N �.� Z Z N 0d M o o 2§ o. N c .Z Y N X C 0.0 N 6 2 A0 E `o 8� o � a c R M 10 a 0 o � U c 2 �N m c C V n o N N L F- \\timmons.com\tgfs\300\103\48033-Berkmar_Self Storage\DWG\Sheet\CD\48033-103-C8.0-STPR.dwg I Plotted on 3/6/2023 4:26 PM I by Campbell Bolton O� Cn C Z Z ��i m O N 0 0 IT N J Z + 27 O o OWKm2m jm201Cn z m�3y-m Mmcr-rn co Ftnm�v �0�7�Z O � G) =K�CCn DvCnm�- rCmn-0- N D + mzD fm� o O� c o>0 m 0 Cn w 0 '^ o x mA0 ENO Cn Cn 00 D orzn0 mm O Z -1 n in o o CD 0 co o 0 o o r� 0 rn 0 0 X_ m0 z IT Cn cn >D/-� + D- r U J o m m o Cn rn cn o 0 + 0 0 ON �+ 0 0 r m O 116: M - cn O STA 17+03.52 n� $ TOP 517.63 o INV IN 513.39 (117) INV OUT 510.21 (115) INV OUT 510.70 (EX8) 118: DI-3B 4 ft Throat STA 17+64.04 TOP 519.30 INV OUT 514.00 (117) J Cn 00 N + O O O + /A, O Zn Ch En cn V . rnCD < x0 112: DI-3B 4 ft Throat `+° M CD N N STA 14+65.41 0 TOP 506.53 � 0 0 INV IN 498.45 (113) D D O INV IN 499.43 (129) m m INV OUT 498.35 (111) J v, J 0 -n + CT O T o W cn O J 01 oCD IN) Ivcn 0 0 2 m00 N O) m nn 0 D o rD- r o rn !!� li' z C O1 o G Z J O< 110:MH-1 N o C�aa�y o STA 13+45.92 to O D o TOP 502.11 m < 0 INV IN 494.48 (127) 0 can A + A mA INV IN491.75(111) ��CO�K_ N 0 INV OUT 490.75 (109) oA w nD � r 0 mm lip "' o J 126: DI-3A STA 12+86.34 TOP 510.72 N o o INV OUT 499.08 (125) 00 :r CIO + o n cT rn 0 0 O CT mo O m i m Cn 0 D li o • • THIS DRAWING PREPARED AT THE CHARLOTTESVILLE OFFICE Odd TIMMONS ROUP• • YOUR VISION ACHIEVED THROUGH OURS. }y3 • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com \N a x t7 m o B E RKMAR SELF STORAGE -a m m In ;z' o DATE REVISION DESCRIPTION r ~� n = n10.13.22 COUNTY COMMENTS m m n 0 m 0 � y 02.06.23 COUNTY COMMENTS z W o COUNTY OF ALBEMARLE, VA 0 li m y o y o m z N y 03.06.23 WPO RESUBMI17AL ER w STORM PROFILES : Z ` cVn o c�rr ;0 _ o co» � 'mml � X J IT IN m=�A n O �� Joao mG> �A`�fl-yll�ll 488.7 � / 488.75 0 � �- 1110+ 4.97T S w 0 .67 (EX6B) OT � INV OUT 481.06 (103) 2 k C v O w A k A A A A A cJi, o c00ii o c�Oir O O O � m O J O cn o � '�^ V/ (rl O �zm n 0 � 501.7 _ J J � O O o mo O.D A � O� z O� ��w Om�.. ca00 m� O m� --to) + w mA�� � N �� O o 'Con cn O o O cT o � _• A c7r (�Jr O fOJr O fOJr 494.1 502.11 co y� YC Cn s�OA O mZ o� Zp�tu <mD°" O O'D CoO� � O + J DO °m ACT N rnow O cn J m � N co m � o 0 0 o cT o cT J W OAO O (AO O O N CT O CT O CT O CT O CT O m r 481.8 100: ES-1 for 36 inc Pipe � � STA 10+00.00 O � n z � TO 483.25 � z m x (��o \ INV N480.00(101) p00O � cOA� 0�0 D<Cr -0 IT amT v� o- 102: MH-1 O z � ao m STA 10+60. TOP 487.20 INV IN 480. 1 (103) � � a o INV OUT 48 .61 (101) 1 4: MH-1 489.4 0 o Om \ TOP 488.00 m IN IN 482.67 ( B) / I V IN 483.05 (1 5) IN OUT 481.06 ( 03) _ 6 • p (T J �j 494 90 - � STA 11 o m z TOP 49 .16 � INV IN 87.75 (107) rn INV IN 87.57 (119) � �_ INV IN 91.90 (179) 490.1 vOi "' INV OU 487.25 (105) 496.27 z� o m T 108: DI-3B 6 ft Throat STA 12+09.54 O � v A \ TOP 497.05 � A \ INV IN 489.39 109) r- O � � INV OUT 489. 9 (107) 495.8 � \ 499.90 � m0 � � � 0 m 0 0 �m � m� O� m o 493.1 m _ 502.89 � m � z O 494.2 11T0A: M�H-1 -STTTr 502.51 TOP 502. 1 INV IN 4 .48 (127) INV IN 491.75 (111) O7 � INV OUT 90.75 (109) � � z 497.1 504.78 a0A OT vOi CO o � 501.2 \ 505.77 A o 1 2: DI-3B 4 ft Th oat A 14+65.41 S m \ TOP 506.53 INV IN 498.45 (11 ) 503.2 INV IN 499.43 (12 ) 507.26 N� I C)� - � I 503.1 o0cow � m � WAD 508.86 � O � 502.6 512.11 � - roa e STA 16+0 .71 \ TOP 512. 5 INV IN 50 .53 (115) INV IN 50 .19 (131) 507.3 _ 96 � \ �\ \ INV OUT 0.43 (113) 516.02 �otioo D � D �Oo � (/1 �C m°2 � 515.4 OCOO ���� 517.58 � � om�Gn m0��� m (n q-A1 A�z OD��O 518.99 ?� V W W (AO (AO 9c:, O U1 O U1 O U1 O CTI O CTI O J O N O CT O (r O 489.9 106: I-3A STA 11+47.89 \ TOP 95.16 A \ INV I 487.75 (107) � _ � \ INV I 487.57 (119) � z � INV I 491.90 (179) 495.2 \a � O � INV T 487.25 (105J N \ � � O0 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. 520 116: MH-1 STA 14+01.19 TOP 517.63 INV IN 513.39 (117) INV OUT 510.21 (115) INV OUT 510.70 (EX8) 520 114 515 TOP 512.65 515 INV IN 500.53 (115) INV IN 505.19 (131) I INV 06T 500.43 (113) 11z 1 110 TOP 506 53 / 510 TOP 502.11INV 510 INV IN 494.48 127) INV IN 4 9.43 (129) INV IN 491.75 111) INV OUT 498.35 (111) / INV OUT 490. (109) EXISTING X 505 STR. 110 A D THE GRADE 505 WILL BE INSIALLED - _ / ^ gN �0Q0 IN THE PERMANENT / oS�° F ALIGNMENT / ti� v 500 n U' -� 500 C6 O) / TEMPORARY 'ItZ / 113 PIPE AND p > 141.2g O STRUCTURE ~ Z 24" HDP @ 1.40° 495 495 11, OF 5� E �f3T 1 o�o �@ T2 490 490 24" HDPE @ 1.00% 485 485 480 480 v v h LO LO b b ci 9+50 10+00 11+00 12+00 13+00 TEMPORARY PIPE INSTALLATION HORIZ SCALE: 1 "=30' VERT SCALE: 1 "=3 14+00 132: MHA STA 10+40.52 TOP 513.61 INV IN 508.35 (161) INV IN 506.51 (133) INV IN 510.75 (177) INV OUT 506.00 (131) 525 MANHOLE LID TO BE PLACED FLUSH WITH EXISTING PAVEMENT; ELEV. NOTED IS APPROX. N 0 L _ m^X Wcc W VN N 7 Q _ �_ N N O0 o+va 0)+CI) c0 0 Coo CD F v W�02 N OP� zz 470 !f($1 X12 EXISTING STA 10+81.60 GRADE rOP 463.00 IPVVOUT460.41 465 465 460 460 EX11 EX11 44.370 37.23' F 18" RC 18" R P @0.53° @0.5 455 455 EX. CROSSINGS NOTSHOWN 450 450 'EX 11 B) 14+50 9+50 10+00 11+00 11+50 EXISTING STORM RT29 PROFILE HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 144: 12" Basin - Dome Grate- STA 12+48.86 TOP 513.60 0 INV IN 509.60 (145) M INV OUT 509.50 (143) a o Ui 142: 24" Basin - Dome Grate M STA 12+33.83 0 0 co TOP 513.60 m N v, co SD INV IN 509.35 (143) Pn o+ 0 Z) INV IN 509.75 (155) u') Z O INV OUT 509.25 (141) Oz z U) F 140: 12" Basin - Dome Grate STA O12+12.10� TP 51:i_(i0 H0111 6 0 O N L H O I r u7 OM LO m M r V M + W F O��O Qo_> CMU)FOZ 490 o Cv 00 CR rZ � 485 = n cn It °i v 485 It O o O> > 0 RESTORE EXISTINGN GRADE OF ASPHALT DRIVE:/ AFTER PIP INSTALLATIO / 480 480 6 o a / in^r / 0�$0�G Q O N Lu X �V 010 � 475 2 (3 475 0 (00 � a / C Z H / O "aZ O OHO>Z> / 470 N U) 1­- Z 470 / _ / ^ OF O1j.Deno�o 465 465 460 460 NOTE TO CONTRACTOR: EX. SANITARY, WATER, GAS, AND ELECTRICAL UTILITIES IN THE VICINITY OF SANITARY CONNECTION TO EXISTING STORM PIPE. VERIFY CROSSING DEPTHS OF ALL CROSSINGS PRIOR TO CONSTRUCTION AND ALERT ENGINEER OF ANY POTENTIAL CONFLICTS. 455 455 LSIN ISTA10+116.96ZI 10+34:14 ITARY CROSSING LINE CROSSING (UNKNOWN SIZE AND DEPTH) 450 STA 10+13.54: OV RHEAD POWER 450 9+50 146: 18" Basin - Dome Grate STA 12+68.01 TOP 513.75 INV IN 509.89 (147) INV IN 511.42 (159) INV OUT 509.79 (145) 148: 12" Basin - Dome Grate STA 12+88.03 TOP 513.25 INV IN 510.19 (149) INV OUT 510.09 (147) 150: 15" Basin - Dome Grate STA 13+02.53 TOP 513.25 INV IN 510.43 (151) INV OUT 510.33 (149) 525 INV IN 509.03 (1 1) INV OUT 508.93 (1 9) 152, 12" Basin - Dome Grate STA 1 +21.64 138: 12" Basin - Solid Top TO JNV 3.26 STA 12+01.21 IN 510.72 (153) 520 TOP 514.20 / INV IN 511.48 (157) 520 INV 114 508.82 (139) INV OUT 510.62 (151) INV OU r 508.72 (137) / 154: 12" Basi - Dome Grate 6: 12" Basin - Solid Top 1 / STA 13+49.3 S FA 10+37.50 - / TOP 513.25 [1 TOP 511.34 INV OUT 511. DO (153) 515 IN VIN 507.08 (13 7K 515 INV OUT 506,9 135) PROPOSED GRADE 510 EXISTING GRACE - �- 510 1437.67' 147 20.03' OFHDPE 9-"' 11' OF bj OF Ai33 139 15.03' OF 8' "HDPE 137 1 .89'OF 8 HDPE"HDPE 100 /o@ 1.00%@ 1.00% 163.71'OF g HDPE @1 0 % 505 OF 5 8" HDPE 1.00 /0 145 149 505 g" HDPE 9.4 8'I HDPE 141 21.7 19.14' OF ' OF 8" HDPE 8" HDPE @ 1.00% o @ 1.00% @ 1.00% 8" H PE @ 1.00% @ 1. 0% 500 500 495 495 cn v co m N h O -It M 'O '0 '1 �°D 1� ry In h C6 h h L6 LO M o h 6 h N 00 h N 9+50 10+00 11+00 12+00 13+00 HOTEL YARD DRAINS EAST STORM PROFILE HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 10+00 11+00 12+00 13+00 13+50 STR 200 TO STR 204 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 164: 18" Basin - Circular Grate STA 11+13.78 TOP 514.00 132: MH-1 INV IN 509.28 (165) STA 10+40.52 INV IN 511.40 (175) TOP 513.61 INV OUT 509.18 (163) INV IN 508.35 (161) 0 166: 12" Basin - Circular Grate INV IN 506.51 (133) v STA 11+41.45 INV IN 510.75 (177) o ri tO TOP 513.51 INV OUT 506.00 (131) tO u� INV IN 509.66 (167) 114: DI-3B 6 ft Throat c M u tO N a0 1� INV OUT 509.56 (165) STA 16+06.71 M 0 m o^ rn o6 uo 168: 18" Basin - Circular Grate TOP 512.65 - + 00 acn STA 11+69.12 INV IN 500.53 (115) Z O TOP 513.50 INV IN 505.19 (131) N o- Z> > co Q OZ INV IN 510.19 (169) INV OUT 500.43 (113) U) P INV IN 511.40 (173)INV OUT 509.94 (167) 525 1 1 525 520 520 EXISTING GRADE PROPOSED GRADE 515 515 / WATER / CROSSING / 510 �- 510 165 30.83' O 161 163 27.67' OF 8" HDPE 1' MIN. j 3 .31' OF 42.96 F 12" HDPE @ 1.00 ° 1 "HDPE 12 @1'00% 167 505 03% 1.00 k @ 27.67' OF 505 12" HDPE 131 @ 1.00% 40.52' OF 15" HDPE @ 2.00% 500 500 INSTALL Z' ST EL PLATE IN HE FLOOR OF ST UCTURE 114 & 132 495 495 O CO-7 cO 1� , cN O u7 LO 0 50 PROFILE SCALE -170: 18" Basin -Circular Grate STA 11+99.95 TOP 513.50 INV IN 511.40 (171) INV OUT 510.50 (169) 14+00 14+50 9+50 10+00 11+00 12+00 12+50 HOTEL YARD DRAINS WEST STORM PROFILE HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 Lic. No. 51495 3/6/23 Ui 0 C7 0 2 F w LU z O U) 0 0 r am O oc H z or z z a w w k Of + uUi m Uj O O N O r r � 00 U cJ cI Of M o 0 O N M 00 DATE 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY C. BOLTON CHECKED BY C. BOLTON SCALE 1 "=50' LU V 9 Oa '^ w <J , J LL Z LU J m 'w/ ^ Q V U_ O O U LU LL co JOB NO. 48033 SHEET NO. C8.1 L E t �+ G'f UE. CAMPB� y Lic. No. 51495 3/6/23 os`sI01VAL�� °� E 0 N OV N C > E w a; E H „U 3 ¢ LL 3 0 U. 2 D O L M Q Wj Uoo Z �"J"orn O FFJ �(A a zza v k 3 0 U x � i i ro �=�N z��� v 2 U > M 0 Z Z 0 ~ uCo1N w 0O � M o W J ui O x c7 O x F N M M W W N N N _ ¢ M o 0 ¢ o 0 z O n DATE 0711812022 0 } DRAWN BY R. vanNiekerk • DESIGNED BY • C. BOLTON • CHECKED BY • C. BOLTON SCALE • 1 "=50' • • e .�j C, W O 2 J m ''w^^ ¢ w V/ }U ws z �CC D G O U ��, O L.L ~ �.0 U) 0 JOB NO. 48033 SHEET NO. C8.2 fLL t STORM STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION EX7 487.01 N.A Ex. Inlet EX9 515.02 N.A Ex. Manhole 100 N.A N.A ES-1 for 36 inch Pipe 102 487.20 6.59' MH-1 104 488.00 6.94' MH-1 106 495.16 7.91' DI-3A 108 497.05 7.76' DI-3B 6 ft Throat 110 502.11 11.36' MH-1 112 506.53 8.18' DI-3B 4 ft Throat 114 512.65 12.22' DI-3B 6 ft Throat 116 517.63 7.42' MH-1 118 519.30 5.30' DI-3B 4 ft Throat 120 495.16 5.59' DI-3A 122 495.16 4.49' DI-3C 6 ft Throat 124 499.40 8.15' MH-1 126 510.72 11.64' DI-3A 128 500.50 4.39' DI-1 130 506.64 6.89' DI-3C 12 STORM STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION 200 463.61 3.50' Doghouse Manhole 202 479.75 4.12' MH-1 204 482.75 3.25' DI-3B 6 ft Throat STORM PIPE TABLE PIPE # DIA FROM -TO UPSTREAM INVERT DOWNSTREAM INVERT SLOPE LENGTH DESCRIPTION EX6A 12" 104 - EX100 482.67 481.30 1.82°k 74.99 LF 12 inch RCP EX8 24" EX9 - 116 512.44 510.70 -2.00% 87.02 LF 24 inch RCP EX6B 12" EX7 - 104 483.34 482.67 1.82°k 36.97 LF 12 inch RCP 101 36" 102 - 100 480.61 480.00 1.00% 60.64 LF 36" HDPE 103 36" 104 - 102 481.06 480.71 1.00% 34.72 LF 36" HDPE 105 36" 106-104 487.25 483.05 8.00°k 52.52 LF 36" HDPE 107 36" 108 - 106 489.29 487.75 2.50°k 61.65 LF 36" HDPE 109 36" 110 - 108 490.75 489.39 1.00% 136.38 LF 36" HDPE 111 24" 112 - 110 498.35 491.75 5.52% 119.50 LF 24" HDPE 113 24" 114 - 112 500.43 498.45 1.40% 141.29 LF 24" HDPE 115 24" 116 - 114 510.21 500.53 10.00% 96.81 LF 24" HDPE 117 15" 118 - 116 514.00 513.39 1.01% 60.52 LF 15" HDPE 119 15" 120 - 106 489.57 487.57 2.00% 100.00 LF 15" HDPE 121 15" 122 - 120 490.67 489.67 1.00% 100.00 LF 15" HDPE 123 15" 124 - 122 491.25 490.77 1.00% 47.81 LF 15" HDPE 125 15" 126 - 124 499.08 495.75 8.65°k 38.53 LF 15" HDPE 127 18" 128 - 110 496.11 494.48 6.69% 24.35 LF 18" HDPE 129 15" 130 - 112 499.75 499.43 1.00% 31.98 LF 15" HDPE 131 15" 132 - 114 506.00 505.19 2.00% 40.52 LF 15" HDPE 133 8" 134 - 132 506.79 506.51 1.00% 28.06 LF 8" HDPE 135 8" 136 - 134 506.98 506.89 1.00°k 9.44 LF 8" HDPE 137 8" 138 - 136 508.72 507.08 1.00°k 163.71 LF 8" HDPE 139 8" 140 - 138 508.93 508.82 1.00% 10.89 LF 8" HDPE 141 8" 142 - 140 509.25 509.03 1.00% 21.73 LF 8" HDPE 143 8" 144 - 142 509.50 509.35 1.00°k 15.03 LF 8" HDPE 145 8" 146 - 144 509.79 509.60 1.00°k 19.14 LF 8" HDPE 147 8" 148 - 146 510.09 509.89 1.00% 20.03 LF 8" HDPE 149 8" 150 - 148 510.33 510.19 1.00% 14.49 LF 8" HDPE 151 8" 152 - 150 510.62 510.43 1.00% 19.11 LF 8" HDPE 153 8" 154 - 152 511.00 510.72 1.00% 27.67 LF 8" HDPE 155 8" 156 - 142 509.93 509.75 1.00°k 18.16 LF 8" HDPE 157 6" 158 - 152 511.50 511.48 1.00% 2.16 LF 6" HDPE 159 3" 160 - 146 511.50 511.42 1.00% 7.84 LF 3" PVC 161 12" 162 - 132 508.65 508.35 1.00% 30.31 LF 12" HDPE 163 12" 164 - 162 509.18 508.75 1.00% 42.96 LF 12" HDPE 165 12" 166 - 164 509.56 509.28 1.00% 27.67 LF 12" HDPE 167 12" 168 - 166 509.94 509.66 1.00% 27.67 LF 12" HDPE 169 8" 170 - 168 510.50 510.19 1.00% 30.83 LF 8" HDPE 171 6" 172 - 170 511.50 511.40 0.99% 9.72 LF 6" HDPE 173 6" 174 - 168 511.50 511.40 1.00% 9.83 LF 6" HDPE 175 6" 176 - 164 511.50 511.40 1.00% 9.83 LF 6" HDPE 177 3" 178 - 132 511.00 510.75 4.13% 6.06 LF 3" PVC 179 6" 180 - 106 492.42 491.90 2.00% 26.13 LF 6" HDPE 181 6" 182 - 122 492.43 491.91 2.00% 25.91 LF 6" HDPE STORM PIPE TABLE PIPE # DIA FROM - TO UPSTREAM INVERT DOWNSTREAM INVERT SLOPE LENGTH DESCRIPTION 201 15" 202 - 200 475.64 460.11 8.00% 194.09 LF 15" HDPE 203 15" 204 - 202 479.50 475.88 8.00% 45.28 LF 15" HDPE L