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HomeMy WebLinkAboutSUB202100128 Plan - Revision 2022-12-22SITE INFORMATION TAX MAP PARCEL, ZONING, AND OWNER INFO: TOTAL AREA: 12.50 ACRES LIMITS OF DISTURBANCE: 4.88 ACRES OVERLAY DISTRICT: ENTRANCE CORRIDOR MAGISTERIAL DISTRICT: SCOTTSVILLE SOURCE OF BOUNDARY AND TOPOGRAPHY: BOUNDARY WILLIAM S ROUDABUSH, JR. 1974 ROUDABUSH, GALE, & ASSOCIATES, INC 2003 ROUDABUSH, GALE, & ASSOCIATES, INC 2015 BENCHMARKS (SPOT ELEVATION) AT THE INTX OF HICKORY & BITTERNUT ELEV=451.0 SOUTHWOOD REDEVELOPMENT -VILLAGE 2 09OA1-00-00-001EO PARCEL AREA: 22.92 ACRES ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) DB 4773 PG. 328 SOUTHWOOD CHARLOTTESVILLE LLC 919 WEST MAIN STREET CHARLOTTESVILLE, VIRGINIA 22903 TOPOGRAPHY LOUISA AERIAL SURVEYS, INC. P.O. BOX 340 MINERAL, VA 23117 DATE OF PHOTOGRAPHY: 03/23/04 DATE OF COMPILATION: 02/02/07 SUPPLEMENTAL TOPO TIMMONS GROUP 28 IMPERIAL DRIVE STAUNTON, VA 24401 TELEPHONE: 540.885.0920 CONTACT: PAUL HUBER, L.S. PAU L. H U B ER@TI M MO NS. COM SURVEY CONDUCTED: MARCH 2O19 HORIZONTAL: NAD83(NA2011) VIRGINIA STATE SOUTH GRID VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS PHASING: PROJECT SHALL BE BUILT IN ONE PHASE. DRAINAGE DISTRICT: MOORES CREEK THE SOUTHERN PORTION OF THE PARCEL 90A1-1 E BOUNDARY FALLS WITHIN THE 100 YEAR FLOODPLAIN (ZONE A PER FEMA MAP NUMBER 51003C0407D, EFFECTIVE 02/04/2005) AND CONTAINS A STREAM BUFFER. IMPERVIOUS AREA EXISTING IMPERVIOUS AREA = 0.00 AC PROPOSED IMPERVIOUS AREA = 2.56 AC BURIAL SITES: NO CEMETERIES FOUND ON SITE. STORMWATER: WATER QUALITY REQUIREMENTS AND FLOW ATTENUATION WILL BE ACHIEVED THROUGH AN ONSITE DETENTION SYSTEM AND OFFSITE NUTRIENT CREDIT PURCHASE. AGRICULTURAUFOREST DISTRICT: NONE PUBLIC R1W. 1.19 AC. OPEN SPACE: 8.25 AC. PROPOSED LOTS: 3.06 AC. TOTAL AREA: 12.50 AC. ALL PROPOSED STORMWATER MANAGEMENT FACILITIES ARE TO BE OWNED AND MAINTAINED BY A HOME OWNERS ASSOCIATION. ALL NFPA REGULATIONS REGARDING PLACEMENT AND SETBACKS OF UNDERGROUND PROPANE TANKS SHALL BE ADHERED TO. LIGHTING: A RESIDENTIAL -SCALE POLE MOUNTED DUSK TO DAWN LIGHT SHALL BE PROVIDED ON EACH LOT AND SHALL NOT EXCEED 3,000 LUMENS. NOTES: 1. THE STREAM BUFFER(S) HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE. 2. SIGNS IDENTIFYING THE NAME OF EACH STREET WITHIN THE SUBDIVISION SHALL BE INSTALLED AND MAINTAINED AS PROVIDED IN CHAPTER 7 OF THE CODE. 3. ALL WATER AND SEWER FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY. VILLAGE 1 & 2 SITE PLAN TRIP GENERATION WEEKDAY PLAN LAND USE ITE CODE AMOUNT UNITS ADT AM PEAK HOUR PM PEAK HOUR IN OUT TOTAL IN OUT TOTAL APARTMENTS/ 220 46 D.U. 341 5 17 22 16 10 26 TOWNHOMES 1 SINGLE 210 34 D.U. 389 8 22 30 23 14 37 FAMILY VILLAGE 1 TOTAL 80 D.U. 730 13 39 52 39 24 63 APARTMENTS/ 220 25 D.U. 185 3 9 12 9 5 14 TOWNHOMES 2 SINGLE 210 22 D.U. 252 5 14 19 15 9 24 FAMILY VILLAGE TOTAL 47 D.U. 437 8 23 31 24 14 38 CUMULATIVETOTAL 127 D.U. 1167 21 62 83 63 38 101 SIGNATURE PANEL: APPROVAL DATE DEPARTMENT OF COMMUNITY DEVELOPMENT: PLANNING & ZONING ENGINEERING INSPECTIONS ARCHITECTURAL REVIEW BOARD DEPARTMENT OF FIRE AND RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY SUB202100128 ROAD PLAN ALBEMARLE COUNTY, VIRGINIA I 7/8/2021 Oak 1 liii 96P r' '09-6 O\6 VICINITY MAP 111=10001 DEVELOPER: SOUTHWOOD CHARLOTTESVILLE LLC 919 WEST MAIN STREET CHAROTTESVILLE, VA 22903 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVE. SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: CRAIG KOTARSKI, P.E. TELEPHONE: (434) 327-1688 Sheet List Table Sheet Number Sheet Title C0.00 COVER C0.01 CODE OF DEVELOPMENT PROFFERS & TABLES C1.00 NOTES & DETAILS C1.01 NOTES & DETAILS C1.02 NOTES & DETAILS C1.03 NOTES & DETAILS C1.04 FIRE FLOW DATA C1.05 FIRE FLOW DATA BUILDING ELEVATIONS MARKET RATE 8F G1.09 BUILDING ELEVATIONS AFFORDABLE TH BUILDING ELEVATIONS AFFORDABLE BASEMENT SF-9 _G1.12 C2.00 EXISTING CONDITIONS & DEMOLITION PLAN G3.01 EROSION & SEDIMENT GONTROL NOTES & DETAILS G3.00 EROSION & SEDIMENT GGISIT-ROL PLAN PHASE 1 C4.00 BLOCKS & OVERALL PLAN C4.01 LAYOUT & UTILITY PLAN C4.02 HOUSING & DENSITY PLAN C4.03 OPEN SPACE PLAN C4.04 OPEN SPACE PLAN C4.05 GRADING & DRAINAGE PLAN C5.00 ROAD PLAN C5.01 SIGHT DISTANCE PROFILES STORMWA,TER MANAGEMENT PLAIN C6.02 INLET DRAINAGE AREA MAP C6.03 PIPE & INLET CALCULATIONS C7.00 STORM PROFILES C7.01 STORM PROFILES C7.02 STORM PROFILES C7.03 UTILITY PROFILES C7.04 UTILITY PROFILES C8.00 ROAD PROFILES C8.01 ROAD PROFILES L1.00 LANDSCAPE PLAN NUMBER OF SHEETS = 27 U�0 00 CLINT W.: S FFLET >w Lic. N . 54380 ( C 12/22/2022 ��V M E O Q U N � N C > E W v E y Q LL o 3 p LL WO`m� J V 0000 W J -N a>oN C7W NV U Z ~ = X LL pa �� = N N F a . o Y� N � M a� 00 w .D H- no O ce 0 DATE 07108121 DRAWN BY J. FOX DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE N.A. w (W V J J �I 1 W Q Ia_ w J O� a W J m > W Q p `L U W 0 0 0 W " 121� 0 0 0 2 ,0 V / VIRGINIA DEPARTMENT OF TRANSPORTATION HEALTH DEPARTMENT L JOB NO. 47039 SHEET NO. C0.00 PROPOSED BUILDING HEIGHTS BY BLOCK ���� pLTH UF00 NEIGHBORHOOD CENTER SPECIAL AREA 4% :.�* `�,, BLOCKS 3-4 BLOCK 5 BLOCKS 6-9 BLOCKS 10-12 (115- MEASURED ON BOTH SIDES FROM -% a HICKORY STREET RIGHT-OF-WAY) 00 CLINT W. ZZ REQUIRED: NO MIN., 3 STORIES OR 35' MAX. REQUIRED: NO MIN., 3 STORIES OR 40' MAX. REQUIRED: NO MIN., 3 STORIES OR 45MAX. REQUIRED: 2 STORIES MIN., 4 STORIES OR 45' MAX. REQUIRED: 2 STORIES MIN., 4 STORIES OR 50' MAX. t� S FFLET > PROPOSED: 35' MAX. PROPOSED: 40' MAX. PROPOSED: 40' MAX. PROPOSED: 37.6' MAX. PROPOSED: 37.6' MAX.C, Lic. N . 74380 ( C • 12/22/2022 �V S al'O!1 AIL �4G M E O O rn U N N C > E w ai E U v E Q LL o 3 p LL - wO `mom 0 W L M d_j Uoo z - in O a > o N C7 W N V d w 3Z I- 0'x U) w o.0 v O � y c >° O w W w w ~ 0 M , � z z vM >OVOO H j � O V O O o � a a a a O O O Q wWu)w = ti ti ti ti LD >>>> u)Wu)w � r< � � H N N O w F �\�ry Q N 7 N z 0 n DATE 07108121 O } DRAWN BY J. FOX • DESIGNED BY • C. SHIFFLETT • CHECKED BY • C. SHIFFLETT SCALE N.A. N v J w I --I J a I Cn z w W a LL > LL LU O a 0 J ED w J Z a > }o z O o J W/ > I..L w 0 O° 0 O 0 O `2 1 ,O V / JOB NO. 47039 SHEET NO. C0.01 00 rCo y rUj 0 06 Ljj t rof t HOUSING MIXTURE PLAN BLOCK HOUSING TYPES Tenure Type AMI Range Affordability Provisions Period Approximate Number (range) Number provided SUB201900174& SU6202100019 Number provided SU6202100011 Number provided SU8202100079 Number Provided with This Plan TOTAL 1-2 N/A -Open Space Market Rate Single Family Attached Ownership/Rental Unrestricted N/A 0-20 0 0 0 0 0 Market Rate Single Family Detached Ownership/Rental Unrestricted N/A 0-40 3 0 0 4 7 PARKING REQUIRED AND PROVIDED TOTAL NUMBER TOTAL PARKING TOTAL PARKING PARKING SPACE LOTS HOUSING TYPE OF DWELLING SPACES SPACES LOCATION UNITS (D.U.) REQUIRED PROVIDED 9 21, SINGLE FAMILY DETACHED 20 X (2 SPACES/D.U) = 40 40 (40) DRIVEWAY 23-29 X (2 SPACES/D.U.) + (1 (g) DRIVEWAY, 5-8 DUPLEXES 4 GUEST SPACE/4 D.U.) 9 (1) ON PARADISE PARK LANE = 8 + 1 GUEST = 9 22 MULTIFAMILY 4-UNIT 4 X (2 SPACES/D.U.) = 8 g (6) PARKING LOT, (2) ON PARADISE PARK LANE 1-4, X (2 SPACES/D.U.) + (1 (13) GARAGE, (29) DRIVEWAY, 30-46 TOWNHOMES 21 GUEST SPACES/4 D.U.) 50 (1) ON HORIZON ROAD, (4) ON = 42 + 5 GUEST = 47 PARADISE PARK LANE DEVELOPMENT CHART RESIDENTIAL UNITS MARKET RATE UNITS AFFORDABLE UNITS MAX. NON- AREA BLOCK RESIDENTIA NOW S.F. S.F. TOWN CONDO/ DWELLING DENSITY GROSS TOTAL# TOTAL BLOCK RESIDENTIAL NUMBER OF TOTAL RANGE RESIDENTIAL %OF ALL FOR RENT (AC.) CLASSIFICATION LBUILDING DETACHED ATTACHED HOUSE APARTMENT UNIT RANGE MARKET REQUIRED FOR TOTAL o /oOF BUILDING(S.F.) LOTS UNITS REQUIRED DENSITY TOTAL APARTMENT (S.F.) UNITS UNITS UNITS UNITS REQUIRED RATE AFFORDABLE SALE (DU/AC) (DU/AC) UNITS UNITS S NUMBER TOTAL OF UNITS UNITS 1 7.1 GREEN SPACE & 0 0 0 0 0 0 0 0 0 0 0.0 0 0% Fifteen 0 0 0 0% 2 1.5 BUFFER 0 0 0 0 0 0 0 0 0 0 0.0 0 0% Percent(15°�) 0 0 0 0% 3 1.5 NEIGHBORHOOD 5000 0 10 4 4 2 0 412 10 3-6 6.7 0 �/° of the total 10 0 10 100% 4 1.7 DENSITY 5000 0 10 8 2 0 0 5-14 10 3-6 6.0 7 70% number of 3 0 3 30% URBAN DENSITY residential 5 6.8 RESIDENTIAL 5000 55 6 4 43 20 60-127 73 6-18 10.7 23 32% 30 20 50 68% dwelling units VILLAGE 0 constructed on 6 1.3 NEIGHBORHOOD MIXED USE/ 10000 0 10 9 0 0 4 0-31 13 0-28 10.1 7 54% the Southwood 2 4 6 46% 7 0 7 10000 7 7 0 0 0 0-12 7 0-18 9.7 7 100% 0 0 0 0% NEIGHBORHOOD 0 Prope 8 12 10000 0 16 12 2 2 0 0.17 16 0-18 13.0 11 69/o TABLET MINIMUM GREEN SPACE AND AMENITY AREA BY BLOCK SUMMARY BLOCK ASSOCIATEDPLAN(S) STEEP SLOPES (ACRES) OPEN SPACE REQUIRED (ACRES) OPEN SPACE PROVIDED (ACRES) TRAIL&PATH AMENITY REQUIRED (ACRES) TRAIL&PATH AMENITY PROVIDED (ACRES) REC.AMENITYBc CIVIC SPACES REQ. (ACRES) REC.AMENITY& CIVIC SPACES PROV. (ACRES) MINIMUM RECREATIONALAMENITIES&CIVIC SPACE REQUIRED RECREATIONALAMENITIES&CIVIC SPACE PROVIDED TOTAL GREEN SPACE REQUIRED (ACRES) TOTAL GREEN SPACE PROVIDED (ACRES) TOTALAMENITY SPACE REQUIRED (SF) TOTALAMENITY SPACE PROVIDED (SF) 1.80 5.97 0.23 0.00 8.00 10,000 SDP202100019 0.56 0.05 0.05 405 LF CLASS B TYPE 1 PRIMITIVE TRAIL 0.56 2,025 1 2,000 LF CLASS B TYPE 1 PRIMITIVE TRAI L THIS PLAN 6.60 0.20 0.20 1,727 LF CLASS B TYPE 1 PRIMITIVE TRAIL 6.60 8,555 TOTAL 7.16 0.25 0.25 TOTAL: 2,132 LF CLASS B TYPE 1 PRIMITIVE TRAIL 7.16 10,580 0.10 1.10 0.20 0.00 1.40 8,700 SDP202100019 0.44 0.03 0.03 297 LF CLASS B TYPE 2 PEDESTRIAN TRAIL 0.44 1,491 2 1,740 LF CLASS B TYPE 2 PEDESTRIAN TRAIL SDP202100066 0.81 0.17 0.00 1,493 LF CLASS B TYPE 2 PEDESTRIAN TRAIL 1.11 8,950 TOTAL 1.25 0.20 0.03 TOTAL: 1,790 LF CLASS B TYPE 2 PEDESTRIAN TRAIL 1.55 30,441 o.00 o.ao o.00 o.00 o.00 o.00 SDP202100019 0.23 0.00 0.00 0.23 0 3 THIS PLAN 0.04 0.00 0.00 0.04 0 TOTAL 0.27 0.00 0.00 0.27 0 4 0.00 0.00 0.00 0.00 0.00 0.00 THIS PLAN 0.35 0.00 0.04 1,774SF PARK 0.35 1,774 0.00 0.00 0.12 0.11 0.23 10,500 4,415 SF PLAY FIELD 1, 866 S F TOT LOT 500 SF NEIGHBORHOOD PARK 985 SF COMMUNITY GARDEN 5-g 1.08 0.11 0.66 600 LF CLASS B TYPE 2 TRAILSa 2,693 SF GARDEN 3,9405E PARK 0.90 28,551 4,000 SF NEIGHBORHOOD PARK OR REC. AMENITY 1,855 SF PARK 2,555 SF PARK 220 LF TRAIL PEDESTRIAN CONNECTIONS SDP202100019 746 LF CLASS B TYPE 2 TRAILS 9,5975E PARK THIS PLAN 1,452 SF TOT LOT 0.52 0.01 0.23 107 LF TRAIL PEDESTRIAN CONNECTIONS 0.52 10,133 TOTAL 1.6 0.12 0.89 TOTAL: 746 LF CLASS B TYPE 2 T RAILS 1.42 38,684 0.38 0.00 0.50 0.13 0.63 22,700 2,112 SF PLAY GROUND 500 SF NEIGHBORHOOD PARK 1,059 SF AMENITY SPACE 911 SDP202100066 1.64 0.51 0.32 2,170LFCLASSBTYPE2TRAILSb 4,4345FOPENFLEXSPACE 6,779 SF REC. AMENITY 1,493 LF BLOCK 2 TRAIL (BLOCK 2, SEE ABOVE) 5,000 SF NEIGHBORHOOD PARK OR REC. AMENITY 1,211 LF CONNECTOR SITE PATHS 1.37 23,560 SDP202100071 0.00 0.00 0.00 0.00 0 TOTAL 1.64 0.51 0.32 1.37 23,560 12 0.00 0.00 0.00 0.15 6,SOOSFACTIVEUSEREC.AMENITY 0.15 6,500 SDP202100071 0.00 0.00 0.15 6,SOOSFACTIVE USE REC. AMENITY 0.15 6,500 TOTAL 2.28 7.07 12.04 1.05 1.08 0.39 1.68 10.41 12.04 58,400 91,539 aTHREE PEDESTRIAN CONNECTIONS DISTRIBUTED ACROSS BLOCKS 6, 7, AND 8 b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ft./ft. 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NOLEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-03. 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER THE END OF THE DAY MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 34. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. BY THE BUILDING DEPARTMENT. SEWER AND FIRE LINES IDENTIFIED BUT NOT WATER LINES. 16. PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE, ALL BACKFLOW PREVENTION 35. RETAINING WALLS GREATER THAN TIN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4' IN HEIGHT REQUIRE A DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS DETAILED IN SECTION 8 OF THE MOST RECENT STAMPED ENGINEERED DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. REVISION OF THE ACSA RULES AND REGULATIONS. 17. A DEED OF EASEMENT AND EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, SHALL BE RECORDED PRIOR TO ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED. Albemarle County As -built Road Plan Policy As -built drawings shall be prepared for all public and private roadway construction projects within Albemarle County. The following is a list of the minimum information required on the drawings. Additional information may be requested. The County only reviews private road as -built plans. The county does not review or approve public road as-builts. For questions regarding public roads, please consult with VDOT. 1. A signed and dated professional seal of the preparing engineer or surveyor. 2. The name and address of the firm and individual preparing the drawings on the title sheet. 3. "As -built" must be labeled on the drawings with the date of preparation or revision. 4. The constructed location of all items associated with the road construction must be shown. The items include, but are not limited to the following: a. Horizontal Alignment - Show and label measurement points, and an interpreted line between measurements. Show the as -built centerline over the design centerline. Distinguish between the design elevation and as -built by labels and line type. Measurements shall be at each station as a minimum, and at frequent enough intervals to accurately portray the as -built centerline and the position of the roadway q Sh Y P Y � P Y within the right-of-way or easement. Any portions outside the right-of-way or easement must be corrected by plat or construction. b. Vertical Alignment - Show and label measurement points, and an interpreted line between measurements. Show the as -built centerline over the design centerline. Distinguish between them by labels and line type. Write the constructed vertical elevations adjacent to the design elevations. Distinguish between the elevations by striking a single line through the design elevation. Measurements shall be at each station as a minimum, and frequent enough intervals to accurately portray the as -built centerline. For alignments which deviate significantly from the design, provide curvature and sight - distances. Corrections may be required for alterations from the design alignment. b. Edge of Pavement - Display the constructed edges of pavement and width measurements at every station, or more frequently if necessary to accurately portray the as -built edges. Show the as -built edges over the design edges. Show and label constructed edge of pavement radii for all intersections and cul- de-sacs. Edges for sidewalk, as well as ramps and curb cuts must be included. c. Culverts, Pipes and Drainage Structures - Display the installed type of drainage structure, culvert/pipe size, material, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. For slopes flatter than design, or inverts shallower than design, provide computations verifying design standards. d. Ditch Lines - Display the constructed location of all ditch lines, including typical section, direction of flow, and linings. e. Drainage Easements - Show all platted easements with dead book references labeled. Drainage must be within platted right-of-way or drainage easements. Provide copies of recorded documents. e. Guardrail - Display the constructed location of guardrail, including the guardrail type, length and applied end treatments, compared to design. f. Right of way and associated easements - Label deed book and page numbers for all dedicated right- of-ways, sight easements, slope easements, etc., and provide copies of recorded documents. g. Pavement Designs - Label the as -built pavement and base on the design typical sections. Strike through any design elements which were not applied. Inspection reports are required for fill compaction, CBR's, and pavement applications. h. Street Trees - if street trees are on the design plan, provide design and as -built locations and species. i. Signs - Show all installed signs and pavement markings. Include any pedestals or other features. Albemarle County Public Road Acceptance Procedure The processing, inspection and acceptance of public roads is administered solely by VDOT. The County is not involved in this process until the road is ready for acceptance. County bond releases (or partial releases) will be considered on public roads for all portions approved by VDOT. The following items are required to be submitted for bond releases to be considered: 1. Bond Inspection Request and fee A form and fee are required for each bond, such as for a project with multiple phases and bonds. 2. As -built plan approved by VDOT, and copies of all recorded drainage easements, sight easements, and right-of-way plats. Plats should be copies of the actual recorded documents from the Clerk's office. An as -built plan prepared in accordance with the County's As -Built Road Plan Policy is required. VDOT does not always follow this paperwork or policy, but for bond releases, especially where VDOT has not yet accepted the road, the minimum requirements of this policy must be met, if only to ensure that all improvements are in right-of- way and easements. 3. Written documentation of acceptance from VDOT for the entire roadway or for completed items. Formally, this is sent directly to the county on an AM-4.3 from VDOT, when VDOT requests that the Board of Supervisors pass a resolution of acceptance. After the resolution of acceptance is sent to VDOT, it is usually about six weeks before actual acceptance takes place, and VDOT issues a formal memo to the county with the road additions and new route numbers. This final notification is needed for bond release. For partial bond releases prior to this, some correspondence from VDOT for items inspected and approved is necessary. This is usually in the form of letters approving compaction reports, CBR's, pavement cores, pipe video, or other items where partial release is sought. A final punchlist inspection report from VDOT can be used for a partial bond release, but only if outstanding items are not too broad. If the punchlist is not official, and only a courtesy review, it carries much less weight. In any case, if there are problems meeting the eligibility or occupancy minimums, and it is not known how long improvements may sit, or need replacement, partial releases may not be possible. 4. Signed and sealed letter from a professional engineer listing and certifying that completed improvements are built according to plan. Please do not e-mail or fax copies of this letter. An original signature and certifying seal are required. Please do not use qualifying statements such as "it appeared", or "to the best of my knowledge", or "generally in accord". Improvements were either built to plan, or they were not. As -built measurements, construction inspections, and other field verifications should be cited and included. Tolerances should be noted. The items not built according to plan must be listed, with explanations. Deviation in pavement materials and thicknesses must be listed. If street trees or sidewalks, or other items were moved, or added, this should be noted. If drainage changed, by addition or deletion of culverts, inlets, or re -alignments of pipes or grades, this should be verified by revised computations and attached to the letter. If there are outstanding items or omissions, these should be listed. Graphics are helpful. In short, please provide more than a statement of opinion or assurance. Please demonstrate that the improvements and construction have been inspected, investigated and documented, and are certified in detail, and county staff will not be in the position of discovering discrepancies and deficiencies in the field. 5. Certificate of Completion This form must be received for release of a bond. It is available on the county website. In the case of reductions, a letter listing the outstanding items that need to be completed before signing the certification is acceptable. It must be signed by the owner. This form says all subdivision improvements have been completed. It also says that all construction conforms to approved plans and any discrepancies have been approved by the County. This means the as -built plans have been approved by VDOT, and they have agreed to any discrepancies, which should be documented in acceptance correspondence or punchlists. 36. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. 37. BUILDINGS OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR A DEMOLITION PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH FROM ALBEMARLE COUNTY AND VDOLI. CONTACT VDOLI FOR THEIR ADDITIONAL REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS AT (540)562-3580 (EXT. 131). 38. ALL VDOT ROAD AND BRIDGE STANDARD DETAILS ARE LOCATED ON THE VDOT WEBSITE: HTTPS:/NW WV. V I RGIN IADOT.ORG/BUSINESS/LOCDES/2016-ROAD-AND-BRIDGE-STANDARDS.ASP BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) A COUNTY OF ALBEMARLE m Department of Community Development kn �1RGI�P Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding. including underdrains. 2. Video Pipe Inspection for an pipes which are not accessible or viewable. P YPP 3. Updated Location with eo-coordinates of all facilities. P g 4. Verified Drainage Area maps for the drainage area treated and for drainage to the facilities. g P S g 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels including typical P Y g YP sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. Albemarle County Engineering Final Plan General Notes Page I of 4 ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES General Construction Notes 1. Prior to any construction within any existing public right-of-way, including connection to any existing mad, a permit shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may not accurately reflect therequirements of P ( ) P Y Y the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1 (horizontal:verticai). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). bft!JN6466044#LTH UF00i CLINT W.'�Z: S FFLET >� • Lic. N .54. 80 (4� 1212212022 ,Psl10400NAL �G�� M E 0 o N � N C > E w a E < w v 3 Q LL O 3 C)LL - wO `mom J U 00 W J -N d (A N N Z W Q Mr 30'x m LL p a v = N N Fva� c Y00 N � M a� am O ce 0 Z O a_ U to uJ ti 1 I ti o w W w w U � Z ui O V O O 2 = 2 2 O O O O U U U U wWww a o a a wWww ti ti ti ti wWww Q ct� ct� Q I M coco p �1 , DATE 07108121 DRAWN BY J. FOX DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE N.A. W (LU V J J H\-I I LU G > J_ w Q _1 I- 0 Q W J w p m LLJ Q 06 > O Cn LJJ LlJ z F-' 0 D 0 O z U 0. 0 0 0 2 ,0 V / JOB NO. 47039 SHEET NO. C1.00 L FIRE PREVENTION STEPS DURING CONSTRUCTION A. SMOKING SHALL BE PROHIBITED IN AREAS WHERE SMOKING MAKES CONDITIONS SUCH AS TO MAKE SMOKING A HAZARD AND THESE AREAS SHALL BE DESIGNATED WITH NO SMOKING SIGNS PER VIRGINIA STATEWIDE FIRE PREVENTION CODE. B. AREAS WHERE SMOKING CAN OCCUR, SHALL HAVE APPROPRIATE RECEPTACLES FOR DISCARDED SMOKING MATERIALS PER VIRGINIA STATEWIDE FIRE PREVENTION CODE. C. PER THE VIRGINIA STATEWIDE FIRE PREVENTION CODE, VEHICULAR ACCESS FOR FIREFIGHTING SHALL BE PROVIDED AT ALL CONSTRUCTION AND DEMOLITION SITES, PROVIDE ACCESS TO WITHIN 100 FT OF TEMPORARY OR PERMANENT FIRE DEPARTMENT 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. D. CONTRACTOR SHALL ENSURE THE STREET NUMBERS ARE ALWAYS PLAINLY VISIBLE FROM THE FRONTAGE STREET DURING CONSTRUCTION PER THE VIRGINIA STATEWIDE FIRE CODE. E. AN APPROVED WATER SUPPLY FOR FIREFIGHTING OPERATIONS SHALL BE IN PLACE AND AVAILABLE AS SOON AS COMBUSTIBLE MATERIALS ARRIVE ON SITE. F. 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. G. FIRE EXTINGUISHERS SHALL BE PROVIDED, WITH NOT LESS THAN ONE APPROVED FIRE EXTINGUISHER AT EACH STAIRWELL, ON ALL FLOOR LEVELS WHERE COMBUSTIBLE MATERIALS HAVE ACCUMULATED, IN EVERY STORAGE AND CONSTRUCTION SHED AND IN AREAS OF SPECIAL; HAZARDS, SUCH AS WHERE FLAMMABLE AND COMBUSTIBLE LIQUIDS ARE STORED OR USED, IN ACCORDANCE WITH THE VIRGINIA STATEWIDE FIRE CODE. H. OPERATIONS INVOLVING THE USE OF CUTTING AND WELDING SHALL COMPLY WITH THE VIRGINIA STATEWIDE FIRE PREVENTION CODE AND SHALL REQUIRE A PERMIT FROM THE ALBEMARLE COUNTY FIRE MARSHAL'S OFFICE. A A R1-1 STOP `Reduce spacing 40% A B C D E F 18 .375 6 6 C 3 7.75 24 .625 8 8 C 4 10 30 .75 10 10 C 5 125 36 .875 12 12 C 6 15 48 1.25 16 16 C 8 20 COLORS: LEGEND - WHITE (REFROREFLECRVE) BACKGROUND - RED (REROREFLECRVE) 1-1 MUTCD STOP SIGN DETAIL No Scale ROAD CROSS SECTION HORIZON ROAD (25 MPH DESIGN SPEED) 6L CG-6 1.5" SM-9.5A 1 28' 2 5' (PAVEMENT WIDTH) f- 20/. 1 201 COMPACTED SUBGRADE� 5' 6' SIDEWALK (PLANTING STRIP) NOTE: ROAD CROSS SECTION COMPLIES WITH VDOT SSAR DESIGN STANDARDS. PARKING ALLOWED ON ONE SIDE OF THE ROAD. HORIZON ROAD CROSS SECTION No Scale '-- 2"IM-19.OA 3" BM-25.OA 6' (PLANTING STRIP) RIGHT OF AGGREGATE SHALL EXTEND 1' BEYOND THE BACK OF CURB (TYP.) ROAD CROSS SECTION PARADISE PARK LANE (25 MPH DESIGN SPEED) GL CG-6 1.5" SM-9.5A 28' �I 2 5' (PAVEMENT WIDTH) I I f 2%, 1 20/ COMPACTED SUBGRADE 5' 6' SIDEWALK (PLANTING STRIP) NOTE: ROAD CROSS SECTION COMPLIES WITH VDOT SSAR DESIGN STANDARDS. PARKING ALLOWED ON ONE SIDE OF THE ROAD. `2" IM-19.OA 3" BM-25.OA 6' (PLANTING STRIP) RIGHT OF AGGREGATE SHALL EXTEND 1' BEYOND THE BACK OF CURB (TYP.) PARADISE PARK LANE CROSS SECTION No Scale VDOT DETAILS LEGEND STANDARD TITLE PAGE ES-1 FLARED END -SECTION FOR 12" TO 60" CONCRETE PIPE CULVERTS 102.01 DI-1 STANDARD DROP INLET (12" TO 24" PIPE: MAXIMUM DEPTH (H) = 10') 104.01 DI-2A, 213, 2C STANDARD CURB DROP INLET (12" TO 24" PIPE: MAXIMUM DEPTH (H) = 9') 104.03 DIMENSIONS, NOTES, AND QUANTITIES 104.04 DI-3A, 313, 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 SL-1 TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, MANHOLES AND JUNCTION BOXES 106.14 PB-1 INSTALL. OF PIPE CULVERTS AND STORM SEWERS CIR. PIPE BEDDING AND BACKFILL - METHOD "A" 107.01 UD-2 STANDARD UNDERDRAIN FOR USE WITH RAISED GRASS MEDIAN STRIPS 108.02 CD-1 STANDARD COMBINATION UNDERDRAIN (AT LOWER END OF CUTS) 108.04 CD-2 STANDARD COMBINATION UNDERDRAIN (AT SAGS AND BRIDGE APPROACHES) 108.05 CG-9D STANDARD ENTRANCE GUTTER 203.03 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 NOTE: IT IS THE CONTRACTOR'S RESPONSIBILITY TO REFERENCE CURRENT DETAILS IN THE VDOT ROAD & BRIDGE STANDARDS. 6"x6" POST 4F10C2"X13" RAILS CONCRETE FOOTING 3,000 PSI @ 28 DAYS VDOT #57 STONE CG-6 5' SIDEWALK 5' SIDEWALK NOTES: - ALL LUMBER TO BE PRESSURE TREATED - ALL FASTENERS TO BE GALVANIZED --412" MIN.i-- THREE -BOARD FENCE DETAIL No Scale 6'x6" POST @6'O./C.t STEEL EDGING ROT -RESISTANT LANDSCAPE FABRIC - TURN UP AT EDGES STONE DUST PATH SECTION No Scale NON -SLIP BROOM FINISH - 3/16" THK. STEEL EDGING W/ 12" STAKES @ 24" O/C L 2" COMPACTED STONE DUST PATH 4" COMPACTED VDOT #21A STONE BASE COMPACTED SUBGRADE - 95% S.P.D. VARIABLE WIDTH' MAX. CROSS SLOPE 2% 4" 3,000 PSI AIR -ENTRAINED CONCRETE COMPACTED SUBGRADE 4" TYPE 21A STONE COVER DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT STANDARDS. ION isII.9191WiTI_11:14U_V/III XllIII NIL 191110"1 1.5" ASPHALTIC CONCRETE SURFACE COURSE - SM-9.5A 2" INTERMEDIATE BASE COURSE - IM19.OA 3" INTERMEDIATE BASE COURSE - BM25.OA 8" TYPE 21-B AGGREGATE SUBBASE COURSE COMPACTED SUBGRADE (PER GEOTECHNICAL REPORT) DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS HEAVY DUTY ASPHALT PAVEMENT SECTION No Scale 2" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A (PLACED IN ONE LIFTS) 8" TYPE 21 B AGGREGATE BASE COURSE COMPACTED SUBGRADE DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale SIGN SIGN AND POST DETAIL No Scale STD. U POST GALVANIZED POST TO BE DRIVEN pLTH UFv" CLINT W. Z: S FFLET >� • Lic. N . 54380 ( C 12/22/2022 O AL ��G�� N1#u6N*♦ M E 0 o N � N C > E w of E :., I.-U LU v UM Q 3 p LL 0 wO `mom dL_Uj UOMo w J -N d 7 O N 0LU N V w v z~ =x Ln LL pa ==.'J. U-) = N N Fva� c 0 00 � M uoF- z O a U U) Uj ti y ti ti w W w w O iZ:ii O V O O 2 = 2 2 O V O O wWww a a a a wWww titi wWww ct� I r< I ct� ct� DATE 0710812, DRAWN BY J. FOX DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE N.A. w 1 W oo > J_ ^ w Q LL J O< a W L 0 J w m �( WLL Q W O W W z F_ 0 0 O W/ ° z I..L O O 2 O U) JOB NO. 47039 SHEET NO. C1.of 0 d L 3 a v o rD O:x EZ 20 o2 c �- E o aC 8 Oc � 3 Z zN o� 2 a 2 6 `� ,; &E 2 .§ a .Z Y = x � 0.0 12 m o E� a� o � a c �a 10 a o d �+ o m c m m 0 c � nE E F_ L PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE WI7H PART V, SECTION G OF THESE SPECIFICATIONS. FRAME & COVER SEE FIG. S-I-D, E ,64660 1/1j1 " " UFooi m E E PLACE 5' GALVANIZED WITNESS POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS FRAME & COVER STREET SURFACE OR NON -PAVED AREA ,�♦�pLTH • .. /. • NE Mu b AS DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL. �: •, "• .. :. e:: •`•i (SEE FIG. S-1-D,E) SLOPED AREA •�. C .: . LFFLETINT " = N E wN 8 IN 4 8 FINISHED GRADE : a'�• SET DOGHOUSE BASE Y"., EXISTING SANITARY ON CONCRETE BLOCKS •"•,�,• SEWER PIPE STREET SURFACE OR NON -PAVED AREA 1'-0" MAX 2mU d CASTRUBBIN PLACED STEEL STEPS V y $ > j ��It ZA I SLOPED AREA -� LiC. N , SIJe� 4 ♦ Ea E EB ,�� E m E� �a k�. DOGHOUSE OPENING SHALL \; '• �. , . , A • �: MIN. 72 CLEARANCE BE PREFORMED BY '. ° � � • BETWEEN EXISTING PIPE •- •1'-0"° OR AND STONE BEDDING l'4 'G'` MAX >1212212022 PRECAST REINFORCED CONCRETE SECTIONS WITH "0" RING SEALS • O ♦ • S �♦ G �W n+��' ��w' MANUFACTURER SAW CUT FIT PIPE t•�:,: •' OR APPROVED EQUAL s. S �♦ • S C� ��� TONAL ,., " . „ a OUTSIDE DIAMATER ..:. IA PLUS B". 2'-O NH1111111, ADJUSTABLE TRAFFIC RATED 3'-O" MIN o _ 8 Ely qa F g Ec° O ul VALVE BOX W/ LID `§ 12" THICK 4.t . +.CONNECTION oso $ ""� v il No. 88 STONE BEDDING NE 6"x8"xts" AND 4"x6"x18" ` RUBBER COATED STEEL " 3"-0" MIN DUCTILEORON PIPE (CLASSA50)BE 5` BACKFILLED IN 6" LAYERS AN 6 ,., Q u3�E E 3 50UD CONCRETE BLOCKS STEPS CAST IN PLACE m w E W W m a CENTER W/RISER COMPACTED BY HAND TAMPERS OR o N " Ho — � o z w WALL (4 EACH) DOGHOUSE MANHOLE BASE PRECAST REINFORCED WITH SELF -COMPACTING 12 MINA STONE. 18" MAX ' STONE Q o _ 2 (� c d n,nn,nnnnnun„nnunnn,nnn nunnn nnu nnnnu nnn nn,n,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, CONCRETE SECTIONS 12 MINE "0" RING SEALS • 16" MAX . rJ E LT1 N T v E o n m E ,-, d' FILL DOGHOUSE OPENING MANHOLE ABOVE BASE SHALL AROUND EXISTING PIPE MINIMUM ELEVATION } •� G MINIMUM ELEVATION DIFFERENCE 12"MIN 12"MIN ACROSS W _ > Lu Ems. E E W N E E BE CONSTRUCTED AS SHOWN WITH 3.000 PSI CONCRETE ON FIGURE S-1-A 5" 4'-0" 5` .' M.H. FROM INLET TO VARIE C„ OUTLET SHALL BE 0.20 FEET v 3 Q 3 d.� ^ OR NON -SHRINKING GROUT FROMR INLET TOROUTLETH. " o �nE ao m E --- M.J. GATE VALVE SHALL BE 0.20 FA CVARIES ''• A FILLETED INVERT FOR A SMOOTH ', ' " LL W O m y 0 �+ L 1 E n u •-m DEPTH OF FLOW 1 F 0 TRANSITION OF FLOW BETWEEN INET & OULET PIPE SHALL BE a oo d z p zo om �" __-_= ALLOW CONCRETE WRAP EXISTING PIPE WITH CHANNEL TO BE J— 3 4 DIAMETER OF / / �. t . °' •• , ' `� ? PROVIDED. 12 6: '; •.... w a o ry P TO FLOW AMIN. TO F BEYOND BASE ` NEOPRENE GASKET MATERIAL OF STRUCTURE BEFORE FILLING THE OPENING CONTRIBUTING:a -- — SEWER. °., .,• '•..A o" E• p .. • • 3/4 DIA OF LARGESTA .. ry U Lu w „y z f y a -+ V NEOPRENE SECURED BY 2 NON- 12" INVERT�R I LINE STRAPS, t ON EACH SIDE OF OPENING FILLETED TRANSITION OF FLOW 8 INLET & OUTLET PIPE SHALL BE PIPE IN MANHOLE MIN. 6" BEDDING WITH NO. 68 STONE LLwxWATER R c � x v ry LUCORROSIVE z ti Z ~ Z � 2 � 2 tz" MIN. CAST -IN PLACE PROVIDED. MIN. 6" BEDDING NOTES: F c ui N U) z S 5 3 1 1 1 Is 3,000 PSI CONCRETE BASE NOTE W/ N0. 66 STONE 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE rn Q ry > g O $ V g g F•• FOUNDATION SECTION VIEW 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2• THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE M O O E m E o w �iy N 2500 P.S.I. CONCRETE P 2'x 2' BEARING AREA. SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. EXTENDED OR NON -EXTENDED BASES. o w e m m N'--' N" N" �� Mu w a THRUST BLOCK •,Q + NOTES 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED &GROUTED O W o H Z = Z Z 1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW EXTENDED OR NON -EXTENDED BASES. INSIDE AND OUT. 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE o o 0 •a o , A' FLOW TO THE EXISTING PIPE. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED DESIGN ON SEWERS WITH STEEP SLOPES. ct� k Q� ct� O 0 t j j" ; ° • 2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE. INSIDE AND OUT. a a a a 3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6" TYPICAL MANHOLE SECTION o w W w LU OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE _ 4 (6 U) BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN SHOWING BRANCH TIE—IN TYPICAL MANHOLE WITH DROP CONNECTION O LU W r< W W NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. ACCORDANCE WITH THESE SPECIFICATIONS. ct� ct� o; TYPICAL MANHOLE FRAME &COVER TYPICAL MANHOLE BASE N.T.S NTS N TYPICAL GATE VALVE SHOWING "DOGHOUSE" INSTALLATION FIG. S—i—A FIG. S—I—C > N O N N N.T.S w ED_25 FIGS+D NTS FIG. W-5 N.T.S FIG. 5-1-A1-� = ¢ ¢ p ''i ce, a N ry VARIES VALVE BOX NOTE: HYDRANT MUST BE GRADE o DATE 4" DIAMETER BRANCH EQUIPPED WITH CHARLOTTES - AND VALVE J. PLUG VILLE THREADS WHICH IS THE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES COVER LIFT NOTCH 14 1/2" 12 3/8" -of — AIR RELEASE VALVE REMAINING BACKFILL SHALL O } 07/08/21 DRAWN BY s' MIN 12 1/2" NOT CONTAIN ROCK MATERIAL VARIES 2' TO iO' LARGER THAN 5" IN ANY J. FOX y,. (270•) 36"MIN •' DIMENSION DESIGNED BY • ' ,:',.'.: 18"-22" 7 CU. FT. ALVE BOX WATER BRASS OR BRONZE PIPE BRONZE GATE VALVE 24' MI INTIAL BACKFILL* • q6B STONE I 8 MIN (6" LIFTS) C. SHIFFLETT WATER MAIN RESTRAINED JOINT FITTINGS CAST IRON LID DRAIN TO GRADE EMBEDMENT * THOROUGHLY COMPACTED BY HAND OR APPROVED • • CHECKED BY 42"MIN 6" GATE 18" METER BOX IF POSSIBLE SPRING LINE MECHANICAL TAMPER OF PIPE O • C. SHIFFLETT ON—LINE • • VALVE %'�; i : .+"' I'' HAUNCHING N0. 68 STONE — — SCALE " (TYPE B" � •. I; ; 6" X 6° e TEE ! .ti BEDDING 6" max • 4" min • N.A. 2500 P.S.I. CONCRETE >" x BASE AND THRUST ; '; `:';:'. ll�:l; i. o;.<, M1'� BRICK SUPPORTS OR SOLID CEMENT BLOCKS FOUNDATION SHALL BE BLOCK AGAINST UNDISTURBED STABLE # ti j� , , CRUSHED STONE REQUIRED WHEN SOIL CA LDIP ARE UNSTABLE • VARIES THREADED COUPLING SOIL STEEL PILE ryry- N ��ti " PIPE) PVC SLEEVE o BRASS NIPPLE AND PVC CAP RESTRAINED JOINT FITTINGS SOFT CTYPE OPPER ^' , V WHEN THE SOIL IS DISTURBED OR WHEN 18" i LUBRICATE ALL THREADS A HYDRANT IS LOCATED IN A FILL, IN ADDITION THRUST BLOCK io METER BOX (SEE FIG. W-7) TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. „ EXTENSION x.. .:.:':•'' 6 CORPORATION STOP 6" NOTE (L J VALVE OX V NO. 57 STONE PIPE SLOT 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT—OF—WAY SHALL BE NO. M.J. FITTING NOTE (2 PLACES) BACKFILLED ENTIRELY WITH 21A STONE. DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED J 2" PIPE SLOPED 2. FOR TO DRAIN IF 1. SURROUND WEEP HOES WITH GRAVEL AND KEEP FREE OF CONCRETE. AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 J — GRADE ALLOWS 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT NOTES: STONE SHALL BE PROVIDED' VARIES VARIES 2" BRASS PIPE • ( INCLUDING DITCHES) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL, 3.WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE ' �1 SHALL BE USED. WATER MAIN AND VALVE 2" THREADED TAP 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. NOTES: 2) FOR WATERLINES SMALLER THAN 12„ USE A 1" A.R.Y. AND FITTINGS. FOR WATER ARE SAME SIZE PLUG 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS, LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS. HOES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN ADEQUATE DEAD END FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT "A") PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. THE MANHOLE CONE. 7 (TYPE TYPICAL SEWER PIPE TYPICAL METER BOXES Lu TYPICAL BLOW —OFF ASSEMBLY TYPICAL FIRE HYDRANT ASSEMBLY DETAIL (5/8"—l" METERS) INSTALLATION IN TRENCH Q ' J AIR RELEASE VALVE (ARV) _j. NTS N.T.S. NTS NTS Lu Q FIG. W-8 FIG. W-4 FIG. W-7 NTS MG. W-9 FIG. S-3 O a LU 0w J In W Q 06 Lu O Luz W F_ C) D O ° z Lu 0 O O 2 O U) JOB NO. 47039 SHEET NO. C 1.02 L NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. LENGTH OF BRANCH VARIES 8' MIN 2' TO 10' 7 CU. FT. #6B STONE- 6" GATE VALVE 2500 P.S.I. CONCRETE BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL STEEL PILE - 8" X 8" TEE ILB SOIL IS DISTURBED OR WI RESTRAINED JOINT FITTINGS IT IS LOCATED IN A FILL IN ADDITION dG CONCRETE, A STEEL PILE SHALL AS ADDITIONAL SUPPORT. NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) I FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4 THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 TD-8 F- Z Z r � \ 12" I 1 `� 7 / 3000 PSI CONC. BASE BENCH SLOPED TO FLOW CHANNEL 1/4" : 1' MIN FLEXIBLE CONNECTION -/ NOTE: WITH STAINLESS STEEL I ALL CONNECTIONS TO BAND EXISTING MANHOLES SHALL uJ BE CORED AND A FLEXIBLE CONNECTION " BOOT " INSTALLED 2" BRANCH 0 TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN NTS FIG. S-I-B TD-27 SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2R Q (1/4" PER FOOT) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER P' MIN DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. SALT TREATED FINISHED GROUND 2 x 4 MARKER PLUG END OF - MAIN LINE -� SECTION SERVICE LATERAL IN LINE WYE-TEE PLAN VARIES R SEWER SERVICE LATERAL CONNECTION N.T.S. FIG" S-2 TD-33 rum OLNUZX C dt 1MALLG USE STRAP ON BEND WITH ANCHOR BOLT ON CENTER LINE OF BEND. - FOR BENDS 10" THROUGH 12" USE 2 STRAPS ON BENDS ADJACENT TO BELLS. - FOR 18" BEND USE 3 STRAPS AS SHOWN. B ELEVATION PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT. BEND SIZE I A 1 13 1 C D E F V - 6 1'-9 2'-3 r-e 1'-2 2' 1 1/4 3'-0 r-e' V-6 2'-6" 1 i r 11 1/W 10" 2'-9 3'-9 2'-e' 2'-0 N- 2' 1r 3'-0 4'-3" 3•-0' 2'-3" S-8' r 18' N-6" 5'-6' X-Y 3'-0' 4V!-8' 2 1/2' 4' - 6 r-6" 3'-0 2'-6' 1'-6 2'-8' 1 1 4' r Y-0 4'-3" 2'-6. 2'-6" 3'-r r 22 1/2' 10' 3'-3" 5'-0 T-0 2--9^ S-8 2- 12' 3'-9" 6'-3 3•-0 3'-6 4'-3 r 18' 5'-0 7'-6 Y-3 4'-0 5'-8'21/2' 8'-0 3'-0" , -3 3'-3 2 1/4" 8'-6 3- 3'-8' V-9' 2 1 4 En 7'-8 3'- W-3 W-0 2 1 e 9'-0 3'-3 5'-0 5'-9" 2 1 1T- V-e" 8'-0 7'-3' 2 7 ' CHART FOR UPPER VERTICAL BLOCKING 6" 3" THREAD 1 NOMINAL AL INSIDE DIAMETER EXTRA STRONG STEEL PIPE NDS 9E �� CONCRETE CLASS ES :R C SECTION NOTE BLNDATCHCNERFBOS�OROfSO FACE CENTER END CONCRETE BLOCKING FO UPPER VERTICAL BENDS N.T.S. FIG. W-3A TD-4 NOTE: RESTRAINED JOINT FITTINGS. 42" Miniml CwrtlOcation of 95% compaction required Q Galvanized Steel Beam, W12 x 14 (min. size) 3' min. penetration Into undisturbed soil , or as approved by the ACSA. Side View QPWIPWI I 18 'E9�1 `� TYPICAL THRUST BLOCK IN FILL AREA NTS FIG. W-38 TD=5 1" CONPRESSON x 3/4• MALE APE GGUPUNG EQU& 1' TYPE 'K' saF croPE6 FOR USE ON SINGLE FAMILY ERIAMS OR VIAL RESIDENDAL rND IPmcAnoN sERMCEs AND ON SERS 1•a1b• 1Ec (D 2 DUAL SERVICE R 11 cpIPRF59 IN x 3/4• MAE PIPE COUAIMc OR APPROVED EGUIL V TYPE M SOFT COPPER FZ O FOR USE ON DETAOIEO Boor FAMILY RESIDAInA SERNCE MERE AN IRRIGAMON METER IS NOT PRDNDED. SINGLE SERVICE FCAST IRON UD FINISHED GRACE Y-18 LCOKWNG METER yRyµ1 Box DNIET e COLT) 36' MN. COPPERSETTER 1/8 BEND CODPUNGEl METER wRPaRATNW "TOPS-r?%c:r:v,5?�y BRICK AS racEssARr SAND OR DIET UNDER I >t<%; 5 en.•:-?e:. Box AND sETrtB;,y;b1, , i,-rv,;+:. � .,,�;C WOT SPEC 2Dx No 57 MINIMUM THNMIESS) �;{4, �.•wo- AGGREGATE NOTE: t) SPS 9D USED ON PVC PIPE NO SWFAl n 2) AT9NG5 A IN ENSnNC, PROPOSED, 3) LITERALS YDOT RMWr-a-WAY sttui BE wsTALLm IN A z-INa PVC sert-zt o6 NDPE Oml cASINc PIPc WAY SH BE N P TYPICAL SERVICE LATERAL INSTALLATION (3/4" & 1" METERS) NTS FIG. W-6A TD-10 JUNCTION BOXES, TRANSFORMER PADS PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY. VARIES 5' .�-ip' S, WATER SEWER 3 'Ao z c LOCATION OF EITHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM WATER &SEWER 30' MINIMUM x SEE PART 3, PARAGRAPH Di SEPARATI13N OF WATER L SEWER SYSTEMS, UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD HE AT 90" TO THE RIGHT [IF WAY. UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG. W-1 TD-I GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL a 24" 1 aI. INITIAL BACKFILL 824 IN 81, MIN MIN. MIN. MIN. 6" BEDDING ;d.'d-•'!'."�''�w #68 STONE * STABLE SOIL ROCK * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE FOUNDATION IN POOR SOIL UNDER -CUT CONDITION 4'NU INITIAL BACKFILL 4 1 UNSTABLE 8" SOIL MIN. MIN. MIN MIN. 68 STONE .GRANULAR FILL AS ,,... # _APPROVED BY ACSA % ?<:<•.:,�-,_!.e,:;. S I bClC STABLE SOIL OR ROCK' NOTE 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION & BEDDING NTS FIG. W-2 ...nii//:ri I �• ��. VAS I .,. •I. " r�./a�%DMA% \\ A I .. 4 1 1 I I I • • I i- • I PIPE DEGREE BEND DIMENSIONS VOL TEE AND PLUGS VOL. SIZE OF FE OU.YD. (FEE CU.YD. BEND L H T L H T 90 2.50 250 3.01 0.2E 4" & 8• 45 2.00 2.25 2.80 0.15 200 225 2.51) 0.15 22 1/2 7.50 200 252 OLIO it 1/4 1.50 200 250 0.70 BO 3.68 3.16 3.21 0.48 B" 46 22 1/2 288 1.68 288 218 277 269 0.28 0.13 3.18 2.91 2.86 0.32 11 1/4 1.68 218 267 0.13 90 4.83 3.83 3.42 0.83 10" & 12" 45 3.33 3.58 295 0.43 3.83 4.00 2.83 0.52 22 1/2 2.33 2.58 2.86 0.2E 11 1/4 1.83 2.33 2.8E 0.18 r CLINT W.: S FFLET >w F Lic. N . 54380 ( c 12/22/2022 �4V �I i�s�O AL ��G�� NI�NN44♦ M E O 0 rn u N � N C > E a E W i l- U W 3 Q LL VO 3 C)LL - W 0 f6 ^y a W L M d_j UDO Z - In 0 O 7 O N LD Iu Nv w a 3 O x In W 0 w W >° LU LU vM UJOVOO 0- 00 Uo H � j > j 0 0 ct� PC Q� ct� � d � OL OL o000 (D I; > 0 C G! C! DATE 07108121 DRAWN BY J. FOX DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFF1 SCALE N.A. (W V J J �I LI 1 W Lu Q 0 Q W LU J CID C)�( Uj QUL W O W w I- 0 D O LU° z O O 2 IO V / JOB NO. 47039 SHEET NO. C1.03 c 5 ai z c 0 ro 0 3 c a. 0 v0 o (Y 20Z 20 162 C 2 "- E m O a C N EL 0 O c K N C7 3 y In0 2 a 69 5 Q 0. d m 2 Y nI � V N x c 0.0 12 c aM. V c EO C Col G, O 6 a c �a 10 a 0 Mo 0 2 �N A C M o c 0 m Ti E F E L F- \103\47039-Southwood_Village2\DWG\Sheet\CD\C1.0 NOTES & DETAILS.dwg I Plotted on 12/21/2022 2:07 PM I by Catherine Gayner r Z' kXf2 IRS 0 I \ \\ \ tic�`�O Lj U nv rr e i V , x o � oe 01 f�' ! l d`7 '�r ``I _Cyr ! r1 r �j I // // ®/ IL dr-3 �. �\ V / t t t�-��rl t�l ✓> t t � /'� •® to ` �® V tm` [ —�� v t _i\ \ R.I 1 nL3 \ U t / ® V it n IQ Ne mrl n \\\ r°® d\� yJ�/i //r ' '\ 4 ®`,/ /sue ` ± _ ` _Q r j�+ 1— / '—y C -r° 1,� n ®� \ \ ®'� n°-a\\\ J y ! anto7l TIMMONS GROUP c� m o s SOUTHWOOD REDEVELOPMENT - VILLAGE 1 o� COUNTY OF ALBEMARLE VA tO WATER SYSTEM HYDRAULIC ANALYSIS - LAYOUT These Dlans and associated documents are the exclusive Di of TIMMONS GROUP and may not be reproduced in whole or in oart and shall not be used for am Duroose whatsoever. inclusive. but not limited to construction, bidding. and/or construction staking without the express written consent of TIMMONS GROUP. �*00 • • THIS DRAWING PREPARED AT THE YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL434.295.5624 FAX434.295.8317 www.timmons.com DATE REVISION DESCRIPTION (A = In f/i v N m 0 o < 1C� < m IryC� b 0 < �Z IVI R 000 THIS DRAWING PREPARED AT THE CO • • 0, CHARLOTTESVILLE VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE ••� MG �II<_ • 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 : co r �Q7r� TEL 434.295.5624 FAX 434.295.8317 www.timmons.com =� rTIMMONS ROUP r �m o SOUTHWOOD REDEVELOPMENT — VILLAGE 2 z N (Jr)_ o o ;E REVISION DESCRIPTION N. Irtl� = to 12 3 2021 REVISED PER COUNTY COMMENTS v M m n T T z °v 41112022 REVISED PER COUNTYCOMMEA/TS 'ip • O Z o COUNTY OF ALBEMARLE, VA m r mo r o k m N m 811812022 REVISED PER COUNTY COMMENTS AA/j� R V 1,40 � o `O FIRE FLOW DATA rn m � { 1212212022 REVISED PER COUNTY COMMENTS 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. L Y DESIGN CRITERIA • FLOW INFORMATION WAS OBTAINED FROM A FLOW TEST PERFORMED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) ON 1211912019. THE FLOW TEST NODE IS THE EXISTING HYDRANT LOCATED ON THE EXISTING 12 INCH WATERLINE APPROXIMATELY 350 FT NORTHEAST OF THE INTERSECTION OF OLD LYNCHBURG ROAD AND HICKORY STREET. THE AVAILABLE FLOW CURVE IS SHOWN ON THIS SHEET. • SYSTEM FLOW IS REPRESENTED AT H-1 IN THE INCLUDED WATER MODEL LAYOUT. • THIS WATER MODEL WAS PERFORMED TO EVALUATE AVAILABLE PRESSURE AND FLOW BASED ON THE INCLUDED WATER MODEL LAYOUT AND FLOW DEMAND CRITERIA. ALL WATERLINES WERE MODELED WITH A HAZEN-WILLWMS ROUGHNESS COEFFICIENT OF 120. • THE WATER MODEL LAYOUT IS BASED ON INFORMATION (SURVEY, GRADING AND SITE LAYOUT) PROVIDED BY TIMMONS GROUP. • THE PROPOSED SYSTEM WAS EVALUATED BASED ON MAINTAINING A MINIMUM RESIDUAL PRESSURE OF 35 PSI FOR ALL DOMESTIC SCENARIOS AND A MINIMUM RESIDUAL PRESSURE OF 20 PSI FOR ALL FIRE SCENARIOS, FLOW DEMAND CRITERIA • AVERAGE DAILY DEMANDS: any RESIDENTIAL UNITS: 000 FLOW FACTOR = 270 GPD / UNIT ••• DURATION = 24 HOURS ••• AVERAGE DAILY DEMAND = 0.19 GPM / UNIT AVERAGE DAILY DEMANDS PER BLOCK » BLOCKS 1 AND 2 HAVE NO PLANNED DEVELOPMENT to BLOCK 3: 000 RESIDENTIAL UNITS = 22 ••• AVERAGE DAILY DEMAND = 4.13 GPM AT J-11 • �•• BLOCK 4: RESIDENTIAL UNITS = 10 ••• AVERAGE DAILY DEMAND = 1.88 GPM AT J-12 to BLOCK 5: ••• RESIDENTIAL UNITS = 71 ••• AVERAGE DAILY DEMAND or 13.31 GPM AT J-17 to BLOCK 6: ••• RESIDENTIAL UNITS = 6 ••• AVERAGE DAILY DEMAND = 1.13 GPM AT J-11 •• BLOCK 7: ••• RESIDENTIAL UNITS = 6 ••• BLOCKERAGE DAILY DEMAND = 1,13 GPM AT J-14 to BLOCK RESIDENTIAL UNITS =5 AVERAGE DAILY DEMAND = 0.94 GPM AT J-8 of BLOMKDRISE APARTMENTS = 69 UNITS 00" FLOW ••» FACTOR TOTALN DEMD = IT 18,6 0 GPD •••• DURATION = 24 HOURS •••• AVERAGE DAILY DEMAND = 12.94 GPM ••• TOWNHOMES = 32 UNITS •••• FLOW FACTOR = 270 GPD / UNIT •••• TOTAL DEMAND = 8,640 GPD •••• DURATION = 24 HOURS •••• AVERAGE DAILY DEMAND = 6.00 GPM ••• STUDIO APARTMENTS = 32 UNITS ••» FLOW FACTOR = 270 GPD / UNIT ••» TOTAL DEMAND = 8,640 GPD •••• DURATION = 24 HOURS •••• AVERAGE DAILY DEMAND = 6.00 GPM ••• BREEZEWAY UNITS =116 UNITS •••• FLOW FACTOR = 270 GPD / UNIT 00" TOTAL DEMAND = 31,320 GPD ••» DURATION or 24 HOURS RAGE DAILY DEMAND = 2t75 GPM • : 000 AVEAVVERAGE DAILY DEMANDS FOR MIDRISE APARTMENTS, TOWNHOMES, STUDIO APARTMENTS AND BREEZEWAY UNITS WERE COMBINED (46.69 GPM) AND SPLIT EVENLY (15.56 GPM EACH) BETWEEN JUNCTIONS J5, J-6 AND J-7 an. BLOCK 12 ••• ONE BEDROOM RESIDENTIAL UNITS = 15 •••• FLOW FACTOR = 270 GPD / UNIT •••• TOTAL DEMAND = 4,050 GPD •••• DURATION = 24 HOURS •••• AVERAGE DAILY DEMAND =2.81 GPM AT J-2 ••• TWO BEDROOM RESIDENTIAL UNITS = 65 •••• FLOW FACTOR = 270 GPD / UNIT •••• TOTAL DEMAND = 17,550 GPD •••• DURATION = 24 HOURS •••• AVERAGE DAILY DEMAND = 12.19 GPM AT J-2 ••• COMMERCIAL KITCHEN = 5,000 SF •••• FLOW FACTOR = 1 GPD / SF ai TOTAL DEMAND = 5,000 GPD •••• DURATION = 12 HOURS ••• •• AVERAGE DAILY 0 0 SF AND = 6.94 GPM AT J-2 RETAILS ACE ••» FLOW FACTOR = 250 GPD / 1,000 SF ••» TOTAL DEMAND = 1,250 GPD •••• DURATION = 12 HOURS AVERAGE AT J-2 ••• ... • DAILY PHA LEAS NG ANDCOMMUNITY SPACE 3 200 SF ••» FLOW FACTOR = 175 GPD / 1,000 SF •••• TOTAL DEMAND = 560 GPD •••• DURATION = 8 HOURS ••» AVERAGE DAILY DEMAND = 1.17 GPM AT J-2 » FUTURE RESIDENTIAL UNITS ••• UNITS = 250 ••• AVERAGE DAILY DEMAND = 46.88 GPM AT J-3 ••• UNITS = 250 ••• AVERAGE DAILY DEMAND = 46.88 GPM AT J-15 all, MAXIMUM DAILY DEMAND =AVERAGE DAILY DEMAND X 1.75 • PEAK HOURLY DEMAND = AVERAGE DAILY DEMAND X 2.75 • ISO DEMAND = 2,500 GPM •• 1,250 GPM EACH AT H-2 AND H-3 CONCLUSION • BASED ON THE INFORMATION PROVIDED, THE PROPOSED SYSTEM IS ADEQUATE TO MEET THE MINIMUM RESIDUAL PRESSURE REQUIREMENTS WHILE PROVIDING THE REQUIRED FLOWS FOR THE DOMESTIC SCENARIOS. • AN AVAILABLE FIRE FLOW TABLE WAS PROVIDED FOR REVIEW BY THE AUTHORITY HAVING JURISDICTION. THE FLOW WAS CALCULATED FROM EACH HYDRANT, FLOWED NON -SIMULTANEOUSLY, DURING THE PEAK HOURLY DEMAND WHILE MAINTAINING A MINIMUM SYSTEM RESIDUAL PRESSURE LIMIT OF 20 PSI. • PRESSURES IN THE SYSTEM EXCEED 80 PSI. PRESSURE REDUCING VALVES MAY BE REQUIRED PER COUNTY STANDARDS AND PLUMBING CODE REQUIREMENTS. • THE RESULTS PRESENTED ARE BASED UPON INFORMATION GATHERED AT THE TIME OF THIS ANALYSIS. THE VARIABILITY OF THE WATER SYSTEM DUE TO CHANGES IN USAGE, DEMAND, OPERATING CONDITIONS, AND LAYOUT PRECLUDES GUARANTEE THAT EXPECTATIONS REGARDING AVAILABLE PRESSURES AND FLOWS WILL BE EXACTING. • IT IS ASSUMED THAT THE OFFSITE WATER SYSTEM HAS ADEQUATE OPERATIONAL AND PERMIT CAPACITY. RESIDUAL PRESSURE RESULTS (PSI) AVAILABLE FLOW CURVE Inslanransous Flow Test Curve for We Fin Hydrant Located AppretJmably 3W FT Norlh•aatafdot InWsaclion MOW Lynchburg Road and Hickory Street 70 60to w 40 ao 20 10 0 0 1,000 2.000 3,OD0 siow 61000 nd.t•ra FiOwTFSr2/39/2039IOUOa.m.iVe:62PL•i�ressure:59P51bw;1;313GPM�tesiresukzwererovided 71111 rk Counryservke Authority. -Observed Flow - -Projected Fbw � DISCUIMER The flow lest results are based upon information gartered at the rune the test was performed. The variability o1 the water system due to charges in usage, demand d ce nnBmNHiom pretluda guarantee tha[e8penationsregaldlrg avadabk pressures ark0 Il be eaaRir,g PmjertM fbw be ontl the Oburvetl flowdoral an estimation. a� •� Cxa Hydnnl ��- 1 - c " ne°rvk•.O�maMip r�r Nmrewrk•ACel10m1 - �, } {r xolmswk•. pmlv.r o.wrrse Pr,v°b Ownml,lp cods = STC f _� efie- - a � 0^•Y ♦ In Lrvke '� } In M,Vk•.1C9a Owned J u it _� $lallC Residual Hydrant acsA ran um ll warm Wp nnlY TYP° .�3 ,2a3 m Flow Hy Cran', ,zo3a nap A 1L d' Ickoo 2 b• ` Nbewark fomry Service Auth*rity FLOW SCENARIO JUNCTIONS HYDRANTS J-1 J-2 J-3 J4 J-5 J-6 J-7 J-8 J-9 J-10 J-11 J-12 J-13 J-14 J-15 J-16 J-17 H-1 H-2 H-3 H4 H-5 H-6 _H'.7 HJ H-9 H-10 H-11 ELEVATION (FT) 488.5 490.2 492.2 489.1 466.8 461 3 453.2 443 2 440.5 436.9 432 9 440 4 4" 2 457.0 461 8 455 6 451 3 500 0 489 8 490 9 474 7 460 2 448.5 442.8- 433.b' '441 1 4 0 452 3 STATIC 66.9 66.2 65.4 66.7 76.3 78.7 82.9 86.5 87.7 89.3 91.0 87S 86.1 80.6 78.5 81.2 83.0 62.0 66.4 65.9 72.9 79.2 84.2, 86.7 91.0 87.5 2 82.3 82.6 AVERAGE DAILY DEMAND (ADD) 66.8 66.1 65.2 66.5 76.1 78.4 -81.9 86.2 87A 89.0 90.7 87.4 85.8 80.3 78.2 80.9 82.7 61.9 66.3 65.8 72.7 79.0 84.0 86.4 90.7 87.2 82.0 82.3 MAXMUM DAILY DEMAND (MOD) 66.6 65.9 65.0 66.3 757 780 81�4' 857 86-9 88.4 90-1 86-9 85.2 793 77.6 80.3 82.2 61.7 66.0 65.5 72-4 78.5 83.94 85.9 90.1 186-6 _ 81.4 81-8 PEAK HOURLY DEMAND (PHD) 66.3 65A 64.5 65.7 74.9 77.1 WA 84.6 85.8 87.3 89.0 85.8 84.1 78.6 76.5 79.2 81.0 61.4 65-6 65.0 71.6 77.6 82. 84.8 89.0. _ -5 80.3 80.6 PHD .ISO DEMAND, 48.9r 145.0 39.8 41.0 50_1 :52.3 55: ' 59.9 61.0 62.6 64.3 61.0 59.4 ,54:7 54.4 56.3 48.0 45.9 �40.0 46.9, 52.8 $7.8 160.0 64!21 � .7 55.6 55.9 AVAILABLE FIRE FLOW (GPM) FLOW SCENARIOHYDRANTS H-1 H-2 H-3 H4 H-5 H8 H-7 H-8 H-9 H-10 H-11 ELEVATION (FT) 500.0 489.8 490.9 474.7 460.2 448.5 442.8 433.0 441.1 453.0 452.3 AVAILABLE FIRE FLOW' 4,943 4,099 2,918 2,296 1,991 1.707 1.608 1.563 1,550 1.531 1,554 'AVAILABLE RRE FLOW IS CALCU LATED, NON -SIMULTANEOUSLY, DURING THE PEAK HOURLY DEMAND SCENARIO AT ASYSTEM MINIMUM RESIDUAL PRESSURE LIMIT OF 20 _PSI.. ISO FIRE FLOW CALCULATIONS 4-UNITTH - MARKET RATE 1,250 GPM 4-UNITTH-AFFORDABLE 1,250GPM CONDO BUILDING 750 GPM SINGLE FAMILY DETACHED 1,000 GPM DUPLEX 1,000 GPM PIPE REPORT LABEL LENGTH (FT) 'DIA (IN.) P-1 409 12 P-2 246 12 P-3 30 12 - P4. 178 12 P-5 - 26 12 P5 124 8 P-7 290 8 P-8 166 8 P-9 167 8 P-10 39 8 _ P-11 238 - -8i P-12 165 81 P-13 183 8 P-14 14 8 P-15 80 8 P-16 142 8 P-17 158 8 P-18 55 8 P-19 159 8 P-20 14 8 P-2 P 64 8 P-22 182 8 P-23 85 8 P-24. 124 8 164 8 P-26 87 8 24 8 P-28 door w r"�' Hydrant Flow °ateO`"/201 ¢/zQ/zole �' `°'�"`° Test Report Yeiirwad•a V, YIX, M.nvrn„ Location OLU LYNCHBURG RO a • is ® Date and Time of Test t2/19/201910'OOL'OAM a. Minutes of Flow 2 - - m P i a ®ra Aoo x0 m orP a-.4.. in, a pipesim(Inrhes) lz n ale - pressure Hydrant 1]03i. avw n. a > ° ®^ State[ pressure (psi) 6 "a° a� x P uaa s e a eY 1 Residual Pressure(psi) 59 - V ° y ..�n. Q20 Looped Q20 Multiple Inane Hydmantt 020 siNa, flow Sprinkler Test Single Flow e5W Jy Flow Hydrant NI 12030 PHm Pressure l i (piH tit yellow 1 d Test Flow 1 1313 -' Flow Hydrant •2 mot Pressure a2 (Psi) Yellow 2 Test Flow 2 0 a. Flow Hydrant s3 Phot Presswe•3(psi) YNbw31_' Test Flow3 0, °mg - Total Estimated Flow (BPmI 1313 ^�� rl "" '°n�' g o fl � ®n � aw u r' h g ® A%MfA Q20 Calwlatlon(epm) "' ; n -,v.. a Page - .rr _ _._ ,...+, �, w.,,.._..,.,,rv,l - ad "N .0 Comments ^ �e�"# ®a A Hvdrantsopenedalltheway. Orepumprummrgat Mosby a _ Mountain pump station.al ° s; Estimated Consumption(9311 2626 rxo. �£ •^ mpl nnII'I� ea Sknatureof Tester. _l/lAel/5Y __.IJ/1(�1(1L sow a ere n ""- do cr m a ®�°ea° . 13 - $ ®rap m ® ®° le 0 a e° ry m" �a o . m ®v®an ea m®aua d erb g¢ma•'16 e w a®'�°" ®a a •ca as ®'a 0a d a a® o ®a ae e e ® ® . a d .m^o aae °ca " Da dJ a -a azZ.-b 0P BRUCE I S7RICKLAND JR lie. No. 056612 w u w 3 Q � 3 00 on O t M QJ Uo1 W J-N y O N N 4 W of 30Oa � iz o < a =u>an Lai F_ a I N pu a 00 WJW 0 F w a 0 10130119 DRAWN BY S. HARVEY DESIGNED BY S. HARVEY CHECKED BY SCALE N.T.S. T� W V 9 J su J D >�I LUdo 1 V) da z w v J 0 > a I..� wds _ja� m 0U Jto '-t J .o Uj � a o LL O 3 E O U /Uj o m 0L Um Q U7 `. n O } EK , N O �0 z Ul -6 o o > u N v O 5 vdo V J � JOB NO. 40919 SHEET NO. C9° 1 o. 0 C i v it d E CLINT W. Z: oil/,S FFLET • a Lie. N 54380 4? 2/22/2022 4��= n E 0 0 0 N N N >E w a E LU fall Q LL o 3 w 0 Ow 0 r`D ,^-1 Q j U co W J -� cif > O N 4 Z H 2 7 ~3: 0 �x < K N < Q 7 n U v N = U > UI c to 0 N N M a� N J r�� Q ItsrN W � I DATE 07108121 DRAWN BY >. FOX DESIGNED BY C. SHIFFLETT- CHECKED BY C. SHIFFLETT- SCALE N.A. 1 ool Uj > ^ W LL LU < Q J m 0 O w Q J >LL O LL W �UN/ QU LL W " LL O D O V / L JOB NO. 47039 SHEET NO. 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CHARLOTTESVILLE OFFICE %%o MO,`iL 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 ; r y n • TEL 434.295.5624 FAX 434.295.8317 www.timmons.com r i> .Z '�•7 Z rl '11SOUTHWOOD REDEVELOPMENT —VILLAGE 2 m o 1;E REVISION DESCRIPTION Rrf� cn = cn 12 3 2021 REVISED PER COUNTY COMMENTSo) W COUNTY OF ALBEMARLE VA W D m z F a 4/1/2022 REVISED PER COUNTY COMMENTS 00 0 o o m m m o k W N 8/18/2022 REVISED PER COUNTY COMMENTS �•,fA y{ ',�•••� `° EXISTING CONDITIONS & DEMOLITION PLAN 1z�2z�zozz REVISED PER COUNTY COMMENTS •••••• These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. F- o:❑uswruse-oomnw000_vnlagenuvvulone tiuuwa.0 owuno a wMrwu Vu MUwg I rroae° on-lunmu" z:_, i rm 1 oy uamenne oayner �.' 0 / o / /'/' ,\ D / o / 0 J / /' o � � o 1 �� nn u ! // �mm�mo 0 0 I / r-zr-m /0 ° I 1 =M C) r ° I ° ° // 9 0 / \ 0 \\0 I - / - / 00 O 0°O0 00\ �O O 00 ° °° �z O1 O 0 O 0 0 -10 -U 0°°° 0°°°T 00100rO C)O� 0/ Cn °� A ° I ° p� �� v D O °� 1 ° / °°°°o U) II � \ O 0 \ ° \ \ ° y ° � 0 0 �. � r\ � ° O 0 0 0 0 0 0 0 \ o !C I O I °° 00 1 O°i "4� O\ \ \00 00 00 O\ \ OOC _ OJ 0 1 ! 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CHARLOTTESVILLE OFFICE ks, MG • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 : r EA �t • • TEL 434.295.5624 FAX 434.295.8317 www.timmons.com =� r i •O N • o S O U T H W O O D REDEVELOPMENT —VILLAGE 2 m M o V DATE REVISION DESCRIPTION cn = cn 12/3/2021 REVISED PER COUNTY COMMENTS M �1 w v ,n� z " o y 41112022 REVISED PER COUNTY COMMENTS O Z (Al o COUNTY OF ALBEMARLE, VA o r- r o r p k W N 811812022 REVISED PER COUNTY COMMENTS VtiV���� o `° BLOCKS &OVERALL PLAN { I < { 1212212022 REVISED PER COUNTY COMMENTS44 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. 0 0 ° / \ \ NOTES: �••••NH• ° 0 \ \ 0 0 1. STREET PARKING WILL BE AVAILABLE WITHIN tll ���� pLTH (�••�� ° o _ p ° PARADISE PARK LANE RAN FOR ACCESS TO MONACAN %WA F F /.�y 0 % 0 0 / \ 0 0 0 ° 0 o PARK. PUBLIC ACCESS EASEMENT(S) WILL BE DEEDED D 83 i�SLI ° ° p ° TO THE COUNTY FOR PUBLIC USE [ON SEPARATE NA = O o •4 CLINT W. 2Z ° o ° PLAT(S)], TO ENABLE A PUBLIC ACCESS CONNECTION O 0 ° 0 0 0 0 ° ° BETWEEN PARADISE PARK LANE PUBLIC STREET RNV w S FFLET i o 0 0 0° 0°° 0 o p 0 0 0 0°°° 0 0 0° AND (FUTURE) BISCUIT RUN PARK. SCALE V=30' ` Lie. N 5 IR0 4 0 ° ° _2. SOUTHWOOD VILLAGE 1 WATER/SEWER ?G : p 12/22/2022 w� ® / INFRASTRUCTURE SHALL BE DEDICATED TO THE ACSA 0 30' 60, p ° ,\ / / /// / PRIOR TO THE ESTABLISHMENT OF WATER/SEWER 161 p ° // / SERVICE PROPOSED IN THIS PLAN. o •�•••••••���� o / / 3. EXISTING SEWER IS DEPICTED BASED ON AS -BUILT 0 0 / / SURVEYED LOCATION. \ \ / 1 \ M O p 0 Q E // �� ! 00 pO 0000° w > o s" 0 °�°°°° aiE 0 / /1U PRIVATE ACCESS FORFS slV/yj ° o ° ° 0 PRESERVED H v v 3 EASEMENT CIA, 7� /VQ \ F ST STEEP SLOPES o a o / C I O F j o 0 0° (TYPICAL) — LU o v 00 z o° 0 0 0 0 0 0 0 0 0 0 0000 0 0 0 NSPA D I 0 w —N O / / // / —.0 0 0 0 ° 0 ,° o o ACF o ° STREAM BUFFER a tin ry a ' o / APPROX. LOCATION OF PRI ITIVE° ° o 0 o I o 0 0 0° 0 0 z f y v 5' TRAIL. ROUTE TO BE FIELD OCAT D 0 0°° 0 0 0 0 0°°° 0 0 p n x U TO ACHIEVE RECOMMENDED SLOES 0 0 ° 0 o ° 0 0 0 0 0 0 0 0 / \ LL Q 00 — AND TO AVOID EXISTING TREES o° 0 0 0 0 00 0 0 \ \\ Ln= v ry z Z= Z Z / d o LARGER THAN 8" CALIP R. ° 0 0 p 0 0 0 \ = v< W W W W ? / o 5 0 0 OPEN SPACE B MAINTENANCE ° ° �U U U U EASEMENT _ 00/—' 00 // / / RETAINING r• t• i e / \ t ayOo WALL i ' /j 0 O O O O � a a a a ' _ w W w w �° / SF 6539 / \ LOT V2-15 > > > > / 0 LOT V2 14 I I s ��� / / BLOW -OFF I 4012 SF LO / I LOT I I 1 \\ ~ 0 / T I� V2-11 LOT V2-9 / o \\ ASSEMBLY 1 LOT I 2506 SF I LOT 680 SIF I I LOT V2-3 LOT V2-2 LOT V2-1 TIE TO \ \ o , ry ry N i / LOT V2-16 5' MIN. FRON V2-13 V2-12 LOT V2-8 LOT V2-7 LOT V2-6 LOT V2-5 LOT V2- ] WATERLINE " N N N O 3523 SF ETBACK I 3738 SF 2615 SF 6"X8' V2-10 3' MIN. 2183 SF 2088 SF 1979 SF 1969 SF 1969 SF 1528 SF 1537 SF 2231 SF w w NON N /� \ I I 2599 SF I I I I 1 �'I STUB-OUS = Q M ,N WORK TO BE / o E, 6" GV I SIDE � . - DEDICATED WITH i// y, ° AND FHA ........... ......... ry a 7 N ,7EK1 ti Z - E1 � � _ VILLAG 0 o in DATE 0 1 8"X8"'''' ''5''TOl'IN.: TRAFF > .X . ..' .'TEE ... :..1.8'...... .'FRON.. RATI 07/08/21 / RE GE ETB Nb fJ MHS / / :: TOP=40719' ! s ! a DRAWN BY LOT V2-117 R�5' R30 �- m J. FOX (VENT OBSERVED) I 5246 SF ' " r � r DESIGNED BY lN1' 1N=397.94' 12" PVC (SW) \ 900 ° INVOUT=39761' 12"PVC BEND 4" DIP ORI W CG-9D _ "NO PARKING" ' \\ / O RKI G" H Z R AD 5' MIN 28' / I/ - I- ---I— -�--- -�- --+ - -t--- --I- - -�- - r----+ --I 10 00 SIGN R7-1R \\ 1 +4 .5 14+00 13+ CG-12 13+00 IGN 7-1 ) 12+50 53' PUB C /W 12+100 aT 11+50 11+00 (TYPO 0+50 ( ) \ • C. SHIFFLETT SETBACK 8"DIP R399' M HOLE TO CHECKED BY 1 ' 20'SANITARY — —\ q - - I --- - - -- - -- - - ------ -- - -- - - - - - - - \ SEWER EASEME — — — — \ p a 77 HIFFL • C. S ETT SIN V16, �� � • • SCALE o CG / e -9D ° \ o+ - -- - -- - - -- �' \ ACSA 1 "-30' o \ ( \ .V�-2' _ - i IGN \ EASEMENT; o MAN lETCi' I �_ VARYING WIDTH i ACSA SANITARY \ . SET ACK O'BLI � � L a- / ACCESS & MAINTENANCE \° OCAT D OUTS E RNNAG i "NO:PARK NG"i EASEMENT 00 O AVEM T REET AS' MEN SION (R 1R)I ^' / -- -- --- --- --- --- --- --- --- ---� EASEMENT A , V \ LOT V2-18 NAM SIGN I LOT V2-44 - � � � � � EASEMENT 20' STORMWATER 0 PUBLIC 2 1 LOT V2-43 LOT V2-42 LOT V2-41 LOT V2-40 LOT V2-39 LOT V2-37 LOT V2-36 LOT V2-35 LOT V2-34 5' MIN. W ACCESS \ 6069 SF DRAINAGE O 1616 SF 1617 SF 1980 SF 2081 SF 1617 SF 1617 SIF LOT V2-38 2081 SF lull SF 1628 SF 3538 SF REA � 1-3' —r / PARKI G" LOT 4 SF 1980 SF EASEMENT \', 5' MIN. SIDE EASEMENT I SETBAC / SIGN (R7-1f�) �\ 1994 SF \ \ I � SETBACK LOT V2-19 I APPROX. LOCATION OF PRIMITIVE\ \' 4357 SF ' LOT V2-20 a\`I— 5324 SF TRAIL. ROUTE TO BE FIELD LOCATED AR�F TE 1 ' TO ACHIEVE RECOMMENDED SLOPES \ \ 20' ACSAPARKING (TYP. DRAINAGE 25' MAX. FRONT AND TO AVOID EXISTING TREES \� I EASEMENT EASEMENT SETBACK (TYP.) LARGER THAN 8" CALIPER. \ �] 20' PRIVATE \ \ \ / OPEN SPACE A LOT > DRAINAGE & \\\ X / 5' MIN. REA SF MAINTENA V2-28 LOT LOT LOT LOT LOT nx SETBACK 6"X8" TEE, 6" GV,9598 EASEMENT V2-30 V2-31 V2-32 V2-33 1 ACCESS \ 0 �O 2 A D FHA RETAINING WALL 1 0 108 SF V2-29 EASEMENT \ o \ X DVISORY 20 MP 3' MIN SIDE 2108 SF 1811 SF 1420 SF 1420 SF 2444 SF j VARIABLE WIDTH SWIM FACILITY \ \ o `\\ I SPEED SIGN( MUTCID AD%IS0RY 20 MPH SETBACK I I MAINTENANCE EASEMENT \ \ o \ W1-2A S PEED SIGN MTCB_FRONT LOT V2-21 / N ( 7 W1- 1 3 L \ \ A p . �-y Q d SETBACK ° SAN m WM A f \ 4„C OP ..... f I. Uj 5> 3-BOARD \ o \� \ SAFETY FENCE \ 0 \z \ PAVE LU LUG .. C .PE l IN __� _ END 1..L ♦ ` " \ � \C .... 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AMENITY STATE ROUTE 6341 a- - --- - ____ _ _ 00 0 / / O ° \ --- SPACE -- ---- --(VA �� � — _1— � CLINT W. ?,Z O O \ \ /0 \ - - (7100SF - t — v yS LFFLET >• • °o / 0 \� \\ I /° ° + \\ \ / / — UFO GP �� Lic. N . SIIs$ 4� ° / ° p \ ° ° ° / �\ / \ GP Q 12/22/2022 ° / o \ I° p ° o / / °° \ \ / ° \ (/ o °/ ) oBLOCK 2 _ Mo�o oouO1 �NA�L�• 4o%1I 0 0 0 %o TOTAL GREEN /GHT A TRAIL 0 o MANAGED SPACENCE O 0o °(48351 SF)REMAI 0 / \P SLOPES o o /LOC ^ \ 00 (TYPIC4y TOTAL GREEN OF BL 1T °/ °//D ° 0EPA /0 0 o 71) o � E °o + \\ \ ! o° + o° " \'\ LA PE2 BLOCK 12 1 /�\� _ E 10 o / •� jI D IA1 /+ O ° °p + 00 + \ / O /���O�, / 00 / /' _ U O] Z W p /I0 0 0 y M °o /( °° O �- TY PEDEC- I . ❑-]C ❑ 1 o 0p BLOCK2 N W w ZO O= ZO 20 0 0O0 L �zSTRIAN TACTIVE USE REC. u ° o o o I EDESIA¢ O OtiI ui 0 TRIAN TRIL AMENITY (6500 SF)MINOR BLOCK LINE ON O ° ° F ADJUSTMENT. BLOCK \ \ I J (11 I�F) ° \ \� \ ' v PER SDP202100006 p o \ 0 o AREAS MAINTAINED � � \ � I �\ p 0 ° ° + I WITH ADJUSTMENT >/ J ` \ INITIAL SITE PLAN -- 1 0/ o w 2 Z Z 2 \ o ° o Z r1 { APPROVED ON _ I -�W \ \ ° 00 ° i / " O ll' ` \ I G 3/9/2021. PROVIDED 0 0 / o Xk\ J T I ITTERN T � N� t o \ o / ° o / �\ I v \ \ FOR REFERENCE - \ _ _ �_ G / L. j Z C4 ix l �0°0 1 o—��"�P— / \ Oc ONLY uria R as o ° - / . o.' ` PARK \ \ Ll ��I \ I 7 I — — + p O O O O ° \ �_ CLASS B TYPE 1 - - - - / : �:.:': `..:'<:';'.. (3940 SF) vl P) vl V) ' \ ° oI 0 �� - - - PRIMITIVE TRAIL °+ - +- / I cci \G T : ��/ / \� I I \ I + I I ❑ / I '- �\ p w W w w 0 0 0 0 o = (405 LF) 0 - -- - /\�� / \ ° /o CLASS B TYPE 1 ro o o 0 0 0 0 ° 0 -m Q o ° � © � p PRIMITIVE TRAIL \ o / / .;; '.9.: TRAIL I t (� �� I n w N N ^� o 0 (1727 LF) 0 0 ° / L - PEDESTRIAN 1 U - \ /y `\ \ "I + T + 1 \ / " �i _ u w_ C)rN ° o 0 0"0 0 0 0 ° ° ° 0 + ,,..:o`.:r? CONNECTION I I /✓ \ / / \ \� ��. c �- \ /% 1 _I 1 I I + �� = Q M \'i °j ^i o�g 0 ............... �[ (115 LF) I II AI I zn N DA° °i o GR or 2693ST\E LASS B + IV DRtft� w - , C \ ff k \ \ \ \ 0 07/08/21 ..}.. .\/ RPErTrYirYPE 2 T) YRAILI ✓ _it cI \+ I \ O\ JU \� // / •}• DRAWN BY o R SDP202000 48 J.FOX ° APPROVED ON \ ° /23/2020. \N DESIGNED BY o o ROVIDED FOR U 0 zFERENCE ONLY CSHIFFLETT 0°o 00(2555 SFUGCHECKED BY y ° ° �CSHIFFLETT 0 0 • + o Q '+ TOT LOT - I \ G i / / ` / �/ _ \\ \�\ �\ I I Ll I + • 0 0 SCALE 0 0 :,.I4 ' ) (1866 SF) I +I / / / / / �41 ^ \ /I /� C ` \ • 1 „=100' /\ j N 0Oo ° °+ / //�G� III / /C" \ \/ \\ \\// • ° p + °� \ 0 I 00 (1744 SF) ` OL/�4 Gt II� \ Y•/ �G,C / > \ �� '�\ \ \O\ \ �O \ 0/ or TRAIL `:..;''.. `... � /\ 0 � � � 0 0 / �\ � \4.� I I 1 \ \� + PEDESTRIAN ::: S EP \ / _ /\ / n �C O i �\ (\ j \\ ^ \ \/ 1, •^, 0 ° CONNECTION SL S / /� / / / - i \ % + \ V ° ° 6 I ° v o ° � ...................;..,......_:.....,::.:.........;. .. 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THE TRAIL AMENITY PROFFERS WILL NEED TO BE COMPLETED PRIOR TO BUILD -OUTS OF ° ° ° ° ° ° vL C\ \\� J ,UGT PHASE 1, WITH THE TRAIL NETWORK COMPLETED PRIOR TO THE ISSUANCE OF THE / ° ° ° ° ° ° ' I �2 \ \ II <\ \\ \ 100TH BUILDING PERMIT IN BLOCKS 3-8 AND THE PEDESTRIAN CONNECTION TO THE OPEN SPACE ° ° ° ° p ° \ II \\ EXISTING SOUTHWOOD NEIGHBORHOOD CONSTRUCTED PRIOR TO THE ISSUANCE OF — / p p \O I �\ THE 300TH CERTIFICATE OF OCCUPANCY IN PHASE 1. / 00 o ° ° p + � � ��\ ° o '' Q GREEN SPACE ]DB NO. / ° p ° + I \ \ \ p �; 2. OPEN SPACE SHOWN IN BLOCK 1 BEHIND HOUSES WAS PROTECTED BY A TREE / ° ° I 1 �\ y p PRESERVATION EASEMENT AS PART OF THE SOUTHWOOD REDEVELOPMENT - VILLAGE 1 47039 / 0 ° + \ II 1 \\\ ° �_ i (SDP202100019, WP0201900062). . RECREATIONAL/AMENITY O ° _ \ \\ �' _ _ ' SPACE SHEET NO. + \ s c a N L F_ I:\103\47039-Southwood_Village2\DWG\Sheet\CD\C4.3 OPEN SPACE PLAN.dwg I Plotted on 12/21/2022 2:14 PM I by Catherine Gayner / \ o AAA o o ° 0 I. I l -1 . 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CHARLOTTESVILLE OFFICE % MG • 608 Preston Avenue, Suite 200 I Charlottesville, VA 22903 : r rA n �Q • TEL 434.295.5624 FAX 434.295.8317 www.timmons.com =� r t�! •O �> �Z m o S O U T H W O O D REDEVELOPMENT —VILLAGE 2= m= v DATE REVISION DESCRIPTION cn = cn 12/3/2021 REVISED PER COUNTY COMMENTS A M �1 w n ,n� C) o y 41112022 REVISED PER COUNTY COMMENTS /�� �� • O Z zo COUNTY OF ALBEMARLE, VA 00 rn r o r p k W N 811812022 REVISED PER COUNTY COMMENTS ��Ij� R �'f;V���� o `° OPEN SPACE PLAN { < { 12/22/2022 REVISED PER COUNTY COMMENTS These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. 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CHARLOTTESVILLE OFFICE MG •iL • • • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 : r n �Q TEL 434.295.5624 FAX 434.295.8317 www.timmons.com =� o � r O \ l n = SOUTHWOOD REDEVELOPMENT — VILLAGE 2 rn 0121312021 n ^ n o DATE REVISION DESCRIPTION cn x cn REVISED PER COUNTY COMMENTS C • W COUNTY OF ALBEMARLE VA W D m z F a 4/1/2022 REVISED PER COUNTY COMMENTS Q zz o " o o k p N 8/18/2022 REVISED PER COUNTY COMMENTS ��•• R Yi '•••� `° GRADING & DRAINAGE PLAN I 1011312022 REVISED PER COUNTY COMMENTS •••••• These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. F- 103\4703&Southwood—Village2\DWG\Sheet\CD\C5.0 ROAD PLAN.dwg I Plotted on 12/21/20222:15 PM I by Catherine Gayner ♦4IV ° ° 0 0 0 0 O O 0 ° 0 O O O 0 O 0 0 0 0 0 0 0 O O ` 0 �\ "k° 0 O ° ° ° - � �',"� ° O p 0 0 0 0 0 0 0 O - \ <� Q - ° O r=o� �f °° *0° 0 ` O ---- ,-� 4( 0 o 0_0 0_ - — 0.0 0 3' ° -°-000o�°S �o ° /i �/ � f °° / i ti. o 0� o ' 1 00o /' �� y-/�-N/���/�_ j / _ III/ /%/ \\��o _ _ \ I ° 0 0/ 0 / ' ° 0 4 / co — °° v bs� iX ° / p o 0 0 b ° k . x Imo S III / a co :.t o o O O N 0 O I Vl _ c.a� / 0 0 O o ° 1 o f o III D1'L" of o = / a5/ ° D\nXD o D ° _C� 11 u u n o s����n n�cn0 cm �II� —zoom :0 cn 0 O i.' + / 15 + 0 0 N78°32'37"W o o / . . . 09 tl/- ro 'I o ' 1 / /I I II 0 ° /. \ 0 ° 0 O ° o / I o 0 0 % / o I o / / I o v I` ° / I I III I ° 0 _ I----} N I 0 ` O O I �. + — o p x 0 I I bi CJr I o 0 2 ' o W I0 o ` ° /tY. o I i e •.d- coN I oOo 22 0 ° 1 o o �a I -n .il o ° I p o I 0 y 0 O I z I ° +— O NI o g I l� a s � ° II n II -II II II II —� otiCnj' I - I I• N lII cm I = °° �� ° ° fn 00 -Cy O o'NJ 0 °p OOmmmcI-X >o I II wW�oN^v, � wo"''o� ++l m o - I z L '-----I I I I I o _ o / / z ry l I I . 0 ° / I -- I I o p / II ° °° --- I I - 0 / ° I ° I I I ° 1 _ n o 1I ON C/ CDNp +Ov�IAOs �OZ I I ° G? 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CHARLOTTESVILLE OFFICE • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com m o S O U T H W O O D REDEVELOPMENT — VILLAGE 2= m= 0 DATE REVISION DESCRIPTION _ cn = cn N k' v 12/3/2021 REVISED PER COUNTY COMMENTS M o 00 0 kb o r ' r 000 ° ♦�0 ° ° O ° 0 0 ° O O o r ' 0 0 0 o ' 0 O O ° COUNTY OF ALBEMARLE, VA W > m m O z D 4/1/2022 REVISED PER COUNTY COMMENTS p M r o r p k W N 8/18/2022 REVISED PER COUNTY COMMENTS ROAD PLAN r rn 1212212022 REVISED PER COUNTY COMMENTS ��„y �' n Z i o N; Aj N z T1 r • N Z �• These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. F- 103\47039-Southwood_Village2\DWG\Sheet\CD\C5.1 SIGHT DISTANCE PROFILES.dwg I Plotted on 12/21/20222:16 PM I by Catherine Gayner m -p O X O n r m fn c\ D mo N N W W (T O on O on Or m 00o \ 0 \ -A 11 O Owm \ a� ,o �z N \ Z �O \ -<m mG) II = W —I \ cn O m O \ rnmZ I1 \ON I \O 00 ED M mo CD `mm I 05 I O Vt T i N N W W 01 10 U1 O U1 A A i • I 1 ` • • �� III' � �. j � � �` ,l � �\ ', • • FA WE '�1� / 1� //111 � • t r 1 WIN Pip . 1 I Iu■It�1 im j110 I' PAP 1 I 1 Irk 1 �I� I I _ �� i��� ■u d� _ . �, i CO 1 1 ► 1rA _'�'-'I■ ail j"� ■■� �_ 1 n� ��III�I Ll i I I.— ,� .... .... 11J lV■IMIIM A o .. .• . e _ J �■ o Will 0� �►�Tom- 0 ' ��_•� � P, MEN JWO _.-- THIS DRAWING PREPARED AT THE •�� COAj TIMMONS ROUP• • •• YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE ••� MG 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 : r �Q • • TEL 434.295.5624 FAX 434.295.8317 www.timmons.com •O N • SOUTHWOOD REDEVELOPMENT —VILLAGE 2 U) N o 121312021E REVISION DESCRIPTION Ln m o = m = o REVISED PER COUNTY COMMENTS •� M W zz W o � ko n ^ C o O d11/2022 REVISED PER COUNTY COMMENTS • -�V COUNTY OF ALBEMARLE VA p m m O z C' D ��0 f) k W N 811812022 REVISED PER COUNTY COMMENTS .�� SIGHT DISTANCE PROFILES z m W 1212212022 REVISED PER COUNTY COMMENTS These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. F- is\103\4703 -Southwood—Village2\DWG\Sheet\CD\C6.2 INLET DRAINAGE MAP.dwg I Plotted on 12/21/2022 2:20 PM I by Catherine Gayner /,\//I//'_/.\� a// \3I/ I/II /,I� /1p,/ /a\ //IlI5/ 'III yl/�// � \ -l\ /' III��I/, //��r//' /i// //I1/\/\\//i'/�/ 'tI/1/1,\-%/ i / \1////� /'' / �J I,\ /\//Il'\l//\/, w0 /A ,/ dI//.i///I / //'I/'\d\ /� y/m// 1\ �I 1�,Ir/�`// 'II �\ I \°//J/'. ,/�1 rI1\ / I/._ / l/,/ \2s/`rI /1 �I1�\/III\I i\ ,r /// ` /'cr/// � \//�1�/ '/"/ 1 l /0l I1.\`I / //r .I�/`/fl�\ /\i/.''l /r',/I l l l` q I\//'//IL ,.I/l1'.�'`�tI■r I/ ��//�;/l,\I (//I� 9r\1I,/\'/; ///'�,'/ `l/16�r/ `, \'///i/0/% '� //\\. 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MF L o° o It 0 XIL r- A. 01 1 —v °AZV /oF-& \ XF CO F" I o I I I ° 15 1 ORO —I— 1 0\o\ \ 1 o° \ - 0 \0 O�0 /I / 1 I o \ ` G s N N N N N N O N O W W (W,� W Ol A N O W Cl N OD Ol A N 07 °) A N Do Ol A N O 0° Ol 0000a000 00000000000'a AA 0000 OODD In AA W W W In ttDD In V 00 A V O V 01 V W O 00 00 N 0 0 0AA 0 0 0 0AA 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 � V N °N° ppp 00 00 A FA+ A O N M A W l°iO W M W N V W lO1D W y OW 1.111 r\ iAI VA rjWVWV'V" THIS DRAWING PREPARED AT THE ,�� COAj • •• YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE 1 N ��� MG •iL • • • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 r �Q TEL 434.296.5624 FAX 434.295.8317 www.timmons.com %* rT MMONS ROUP 10 r t�! :y I,Z t7Z r1 SOUTHWOOD REDEVELOPMENT —VILLAGE 2 N o �;E REVISION DESCRIPTION y Nu [rtf� cn = cn 12 3 2021 REVISED PER COUNTY COMMENTS C o i O, W COUNTY OF ALBEMARLE VA W D m z F a 4/1/2022 REVISED PER COUNTY COMMENTS zo o p m r- o o k W N 8/18/2022 REVISED PER COUNTY COMMENTS �'i '��•� INLET DRAINAGE AREA MAP Ill rn 1212212022 REVISED PER COUNTY COMMENTS •••••• These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. ROUTE PROJECT SouthwoodVillage2 DESIGNER: MJD DATE 8/10/2022 47039-STRM 100 PROJECT: Southwood Village 2 Designed by: 66044# CHECKED: UNITInlets my STORM SEWER DESIGN COMPUTATIONS LOCATION: �%�� jpLTH Ute0e�i. COUNTY: Albemarle Checked by: � STORM FREQUENCY 10 C UNITS ENGLISH O CLINT W. ZZ ca�9S FFLET >� L Lic. N S/Jeff (4� 2/ 22/ 2022 �V ,5���S�O!1 AL 6�G�` N10.NN,4N M E 0 0 U N N C > E w a E �w iLU v3 Q LL o 3 p LL 0 wO `mom 0 W L M _j U00 z -� O a>oN 0LU N � d w 30 5x U w Q = v � y c Ln >° O w W w w ~ 0Ch ,�zz vM 0000 00 CD F- � j � O V 0 0 � � � � 47039-STRM 200 PROJECT: Southwood Village 2 Designed by: Ui a tL a STORM SEWER DESIGN COMPUTATIONS LOCATION: O w W w w = ti ti ti ti COUNTY: Albemarle Checked by: W W W W STORM FREQUENCY 10 � � r< � � UNITS ENGLISH N N O w F �\�ry Q N 7 N z O n DATE of 07108121 O } DRAWN BY J. FOX • DESIGNED BY • C. SHIFFLE7T • CHECKED BY C. SHIFFLE7T 47039STRM 100 PROJECT: Southwood Village 2 DESIGNED BY: • • HYDRAULIC GRADE LINE ANALYSIS SCALE Checked: • N/A INCIDENCE PROBABILITY 10 Year • N J �I 1 z 106 422.36 15 0.34 29.83 0.00% 0 2.96 0.03 0 0 0 0 0 0 0 0.03 0.04 TRUE 0.02 422.38 427.77 OK -5.39 W � > I..L J O°�U a J JED 140 410.84 18 2.95 86.6 0.07% 0.06 5.42 0.11 0 0 0 0 0 0 0 0.11 0.15 TRUE 0.13 410.97 416.3 OK -5.33 m U w a \ L O LU W z 47039-STRM 200 PROJECT: Southwood Village 2 DESIGNED BY: Q h-I HYDRAULIC GRADE LINE ANALYSIS W U _6 Checked: W INCIDENCE PROBABILITY 10 Year � d I--1 a O O `2 1 ,O V / JOB NO. 47039 SHEET NO. C6.03 INLET o aa wT x ° d 9 5 z v� z o cwJ p.' � p� [�. W p- w Q p t. wl O y tw• ;ti q Sag Inlets Only w w Cry ',Z 104 DI-2B 10 0.120 0.73 0.0876 0.000RIQ-IT O.OSS 4 0.352 0 0.352 0.0390 0.0208 1.515 2.000 1.32013 0.0833 4.00481 1.000 3.50 0.1458 0.1666 5.325 6.000 1.878 1.000 0.352 0.000 1.514 106 DI-3B 6.000 0.080 0.69 0.0552 O'RIQ-IT 0.055 4 0.22 0.047 0.267 0.0450 0.0208 1.330 2.000 1.50376 0.0833 4.00481 1.000 3.50 0.1458 0.1666 4.949 6.000 1.212 1.000 0.267 0.000 1.329 108 DI-2B 10 0.180 0.73 0.1314 O'RIQ-IT 0.131 4 0.524 0 0.524 0.0430 0.0208 1.726 2.000 1.15875 0.0833 4.00481 1.000 3.50 0.1458 0.1666 6.480 6.000 1.543 1.000 0.524 0.000 1.725 110 DI-3B 6.000 0.200 0.80 0.16 O'RIQ-IT 0.16 4 0.64 0 0.640 0.0450 0.0208 1.845 2.000 1.08401 0.0833 4.00481 1.000 3.50 0.1458 0.1666 7.145 6.000 0.840 0.963 0.616 0.024 1.844 112 DI-2B 10 0.230 0.67 0.1541 O'RIQ-IT 0.154 4 0.616 0 0.616 0.0350 0.0208 L906 2.000 1.04932 0.0833 4.00451 1.000 3.50 0.1458 0.1666 6.521 6.000 1.534 1.000 0.616 0.000 1.905 114 DI-3B 6.000 0.070 0.72 0.0504 O'RIQiT 0.05 4 0.2 0 0.200 0.0477 0.0208 1.180 2.000 1.69492 0.0833 4.00481 1.000 3.50 0.1458 0.1666 4.461 6.000 1.345 1.000 0.200 0.000 1.180 116 DI-1 2000 0.270 0.42 0.1134 Back/Lt. O.000T2IGHT 0.113 4 0.452 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0,452 0.001 2.000 2 0.452 1.4fi7 T > 4.0 PIPE NO FROM POINT TO POINT DRAIN. AREA "A" RUNOFF COEFF. "C" CA TOTAL INLET RAIN FALL RUNOFF Q INVERT ELEVATIONS LENGTH of Pipe SLOPE SIZE (Dia. Or SHAPE Capacity Friction Slope VEL Vn FLOW TIME INCRE-ACCUM- M ADDTL UPPER LOWER REFERENCE STA. REFERENCE STA. 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 Ft./Ft. VEL Vn Ft/Sec (16) FLOW TIME Min. (17) REMARKS (18) INCR& MENT (5) ACCUM- ULATED (6) ADDTL CA UPPER END (10) LOWER END (11) REFERENCE (1) STA. REFERENCE (2) STA. 215 216 214 0.040 0.580 0.023 0.023 0.000 5.000 6.542 0.152 411.158 408.850 92.311 0.025 12.000 Circular 7.321 0.000 3.739 0.411 213 214 212 0.080 0.470 0.038 0.061 0.000 5.471 6.409 0.390 408.754 408.190 56.429 0.010 12.000 Circular 4.630 0.000 3.592 0.262 211 212 210 0.080 0.440 0.035 0.096 0.000 5.673 6.328 0.608 408.093 4W.450 64.324 0.010 12.000 Circular 4.630 0.000 4.088 0.262 209 210 208 0.050 0.420 0.021 0.117 0.000 5.936 6.249 0.731 407.353 407.000 35.324 0.010 12.000 Circular 4.630 0.000 4.312 0.137 207 208 206 0.040 0.410 0.016 0.133 0.000 6.072 6.209 0.828 406.905 406.460 44.479 0.010 12.000 Circular 4.630 0.000 4.469 0.166 205 206 204 0.030 0.440 0.013 0.147 0.000 6.238 6.161 0.903 406.356 405.780 57.639 0.010 12.000 Circular 4.630 0.000 4.580 0.210 203 204 202 0.030 0.440 0.013 0.160 0.000 6.448 6.101 0.975 405.680 404.730 94.974 0.010 12.000 Circular 4.630 0.000 4.680 0.338 201 202 200 0.030 0.700 0.021 0.181 0.000 6.786 6.008 1.086 404.625 404.000 62.512 0.010 12.000 Circular, 4.630 0.001 4.825 0.216 INLET OR JUNCTION INLET STATION OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In) DESIGN DISCH. Qo (CFS) LENGTH FIFE Lo (R) FRICTION SLOPE, Sfo (FT/FT) FRICTION LOSS HF Ft) JUNCTION LOSS FINAL H (Ft) Inlet Water Surface Elevation Rim Bev Comments Vo Ho (Ft) Qi Vi QYi Vi'2/2g Hi Angle I -IA Ht 1.3 HI 0.5 Ht 100A 407.55 24 12.58 41.21 0.26% 0.11 10.17 0.4 12.65 10.19 128.91 1.61 0.56 26.8 0.48 1.45 0 TRUE 0.83 408.38 424.44 OK -16.06 102 408.38 24 12.65 76.9 0.27% 0.2 10.19 0.4 10.12 7.3 73.91 0.83 0.29 76.68 0.55 1.24 0 TRUE 0.82 409.21 424.24 OK -15.03 112 409.21 18 10.12 42.04 0.79% 0.33 7.3 0.21 4.66 7.9 36.78 0.97 0.34 80.61 0.64 1.19 0 TRUE 0.93 410.13 422.68 OK -12.55 114 412.34 18 4.66 30.11 0.17% 0.05 7.9 0.24 2.79 6.94 19.38 0.75 0.26 93.84 0.52 1.03 0 TRUE 0.56 412.91 422.87 OK -9.97 122 415.49 15 2.79 56.46 0.16% 0.09 6.94 0.19 2.49 5.23 13.02 0.42 0.15 61.44 0.24 0.57 0 TRUE 0.38 415.87 420.55 OK -4.68 124 416.82 15 2.49 34.01 0.13% 0.04 5.23 0.11 1.79 5.53 9.92 0.48 0.17 43.54 0.2 0.48 0.62 FALSE 0.66 417.48 420.87 OK -3.39 126 417.48 15 1.79 175.61 0.07% 0.12 5.53 0.12 0.45 4.09 1.83 0.26 0.09 66.95 0.16 0.37 0.48 TRUE 0.35 417.83 426.42 OK -8.59 128 420.09 15 0.45 32.38 0.00% 0 4.09 0.06 0 0 0 0 0 0 0 0.06 0.08 TRUE 0.04 420.13 427.06 OK -6.93 104 420.19 15 2.67 97.93 0.15% 0.14 6.86 0.18 1.81 6.15 11.13 0.59 0.21 20.24 0.15 0.53 0.7 TRUE 0.49 420.68 427.74 OK -7.06 108 423.1 15 1.81 84.55 0.07% 0.06 6.15 0.15 1 6.89 6.87 0.74 0.26 78.77 0.49 0.89 1.16 TRUE 0.64 423.74 431.14 OK -7.4 110 424.99 15 1 30.43 0.02% 0.01 6.89 0.18 0 0 0 0 0 0 0 0.18 0.24 TRUE 0.13 425.12 431.44 OK -6.33 132 410.13 18 4.69 63.36 0.17% 0.11 6.14 0.15 4.39 6.04 26.51 0.57 0.2 25.14 0.17 0.51 0 TRUE 0.36 410.5 420.41 OK -9.92 134 410.5 18 4.39 33.37 0.15% 0.05 6.04 0.14 2.95 5.42 15.97 0.46 0.16 41.98 0.28 0.58 0 TRUE 0.34 410.84 419.14 OK -8.3 136 411.45 15 2.1 29.81 0.09% 0.03 6.42 0.16 1.69 6.54 11.08 0.66 0.23 90 0.46 0.86 1.11 TRUE 0.58 412.03 418.72 OK -6.69 138 415.22 15 1.69 70.78 0.06% 0.04 6.54 0.17 0 0 0 0 0 0 0 0.17 0.22 TRUE 0.15 415.37 420.64 OK -5.27 116 417.85 15 2.31 58.72 0.11% 0.06 5.12 0.1 1.35 6.12 8.23 0.58 0.2 26.58 0.17 0.48 0.62 TRUE 0.38 418.23 421.87 OK -3.64 118 418.64 15 1.35 101.89 0.04% 0.04 6.12 0.15 0 0 0 0 0 0 0 0.15 0.19 TRUE 0.13 418.77 424.94 OK -6 17 INLET OR INLET STATION OUTLET WATER SURFACE Dt4. PIPE Do (In) DESIGN GISCH. Qo (CFS) LENGTH PIPE Lo (Ft) FRICTION SLOPE, Sfo (FT/Fl") FRICTION LOSS HF (Ft) JUNCTION LOSS FINAL H (Ft) Inlet Water Surface 9evation Rim E7evJUNCTIONELEV. Comments Vo FH Qi Vi QiVi Vi`2/2g Hi Angle Fi0 Ht 1.3 Ht 0.5 Ht 202 407.55 12 1.09 62.51 0.06% 0.03 4.82 0.09 0.97 4.68 4.56 0.34 0.12 38.32 0.15 0.36 0 TRUE 0.21 407.76 410.21 OK -2.45 204 407.76 12 0.97 94.97 0.04% 0.04 4.68 0.09 0.9 4.58 4.14 0.33 0.11 32.52 0.11 0.31 0 TRUE 0.2 407.96 408.11 OK -0.15 206 407.96 t2 0.9 57.64 0.04% 0.02 4.58 0.08 0.83 4.47 3.7 0.31 0.11 29.5 0.11 0.3 0 TRUE 0.17 408.13 410.78 OK -2.65 208 408.13 12 0.83 44.48 0.03% 0.01 4.47 0.08 0.73 4.31 3.15 0.29 0.1 14.39 0.05 0.23 0 TRUE 0.13 408.26 409.83 OK -1.57 210 408.26 12 0.73 35.32 0.02% 0.01 4.31 0.07 0.61 4.09 2.48 0.26 0.09 41.98 0.11 0.27 0 TRUE 0.15 408.41 409.48 OK -1.07 212 408.41 12 0.61 64.32 0.02% 0.01 4.09 0.06 0.39 3.59 1.4 0.2 0.07 29.91 0.07 0.21 0.27 TRUE 0.14 408.55 410.59 OK -2.04 214 408.99 12 0.39 56.43 0.01% 0 3.59 0.05 0.15 3.74 0.57 0.22 0.08 8.06 0.03 0.15 0.2 TRUE 0.1 409.09 413.84 OK -4.74 216 409.65 12 0.15 92.31 0.00% 0 3.74 0.05 0 0 0 0 0 0 0 0.05 0.07 FALSE 0.07 409.72 415.19 OK -5.46 L STORM STRUCTURE TABLE STRUCTURE# TOP STRUCTURE HEIGHT DESCRIPTION 100 406.17 3.75' ES-1 for 24 inch Pipe 100A 424.44 19.79' MH-1 102 424.24 17.95' MH-1 104 427.74 6.72' DI-2B 6 ft Throat 106 427.77 6.24' DI-3B 6 ft Throat 108 431.14 7.35' DI-2B 6 ft Throat 110 431.44 6.21' DI-3B 6 ft Throat 112 422.68 15.63' DI-2B 6 ft Throat 114 422.87 11.30' DI-3B 6 ft Throat 116 421.87 4.55' 24" Basin -Circular Grate 118 424.94 4.88' 18" Basin -Circular Grate 122 420.55 5.05' DI-3C 6 ft Throat 124 420.87 4.71' DI-2B 6 ft Throat 126 426.42 7.55' DI-2B 6 ft Throat 128 427.06 7.45' DI-3B 6 ft Throat 132 420.41 12.69' DI-3B 6 ft Throat 134 419.14 10.89' DI-3B 6 ft Throat 136 418.72 7.80' DI-2B 6 ft Throat 138 420.64 4.78' DI-2B 6 ft Throat 140 416.30 6.98' DI-3A ������pLTH U�••• F • •`� C� CLINT W. Z: ca yS �LE>� • • Lic. (4o 1212212022 �V • ,i••�xs,01 AL ~HN����♦ M E O O rn U N � N C > E w a E w v 3 Q LL o 3 w LL - wO `mom 0 W L M �.jVoo Z � - in O a>oN C7 u�+`�� °�' w 30'x U) w o.0 =v O Ln >° O w W w w ~ � rn N. � Z: vM �OVOO 2 i^y^ Co M Cl)) ow 2=22 L M V H Z5� zf 102: MH-1 v v u-) o ~ o 134: DI-3B 6 ft Throat v STA 10+00.00 �O N co Cm r co r o ro STA 11+38.77 LO CO 0 Ln TOP 424.24 mLO 't Ci H 00 0 � o v TOP 419.14 M N INV IN406.63(111) p��ZZ0 p��ZO INV IN408.62(139) p�a0 O WWww INV IN 419.19 (103) iiFpzzz iN°�0» INV IN410.45(135) v�0 >j» INV OUT 406.46 (101A) rn H- - - - rn H- z z INV OUT 408.42 (133) 71 O H- Z u, W u, w 430 430 134: DI-3B 6 ft Throat STA 10+00.00 136: DI-2B 6 ft Throat TOP 419.14 STA 10+29.81 138: DI-2B 6 ft Throat N ry N ry STA 11+00.58 w o o INV IN 408.62 (139) TOP 418.72 F \ ry INV IN 410.45 (135) INV IN 414.22 (137) TOP 420.64 = a M ry INV OUT 408.42 (133) INV OUT 411.05 (135) INV OUT 415.99 (137) a O ry N 430 430 z " O n DATE > 07108121 O } DRAWN BY J. FOX • DESIGNED BY • C. SHIFFLETT • CHECKED BY • C. SHIFFLETT SCALE AS SHOWN 01-19 N V J �I L1 1 w/ z 9+50 10+00 11+00 12+00 13+00 9+50 10+00 11+00 12+00 li > LU w STR 102 - STR 140 STR 134 - STR 138 a J HORIZ SCALE: 1 "=50' HORIZ SCALE: V=50' Q LL VERTSCALE:1"=5 VERTSCALE:1"=5 0 Q J m � W Q U LL W z 0 QD W o U) 7 5 0 O 0 0 50 PROFILE SCALE Z) ,O V / JOB NO. 47039 SHEET NO. C7.00 0 @ 425 425 PROPOSED 420 � GRADE 420 EXISTI G � GRAD 415 415 EXISTING SANITARY � PIPE 410 139 410 O 133 86.60' OF 131 33.37' OF 18" HDP 111 63.36' PE 18„ HDPE � 1.00°/ 405 ON OF 405 18" HDPE @ 1.00°h 425 425 EXISTING PROPOSE GRADE GRADE 420 � 420 i � 3' MIN 415 415 4" WATER LINE 2' 13� ?O.18 O E 1�?OPOo, 0 410 410 OF 29.81' 15�° 2 ��o 405 405 400 400 STORM PIPE TABLE PIPE # DIA FROM -TO UPSTREAM INVERT DOWNSTREAM INVERT SLOPE LENGTH DESCRIPTION 101 24" 100A - 100 404.82 404.00 2.00% 41.21 LF 24" HDPE 101A 24" 102 - 100A 406.46 404.92 2.00% 76.90 LF 24" HDPE 103 15" 104 - 102 421.15 419.19 2.00% 97.93 LF 15" HDPE 105 15" 106 - 104 421.66 421.36 1.00% 29.83 LF 15" HDPE 107 15" 108 - 104 423.79 422.10 2.00% 84.55 LF 15" HDPE 109 15" 110 - 108 425.36 423.99 4.50°k 30.43 LF 15" HDPE 111 18" 112 - 102 407.05 406.63 1.00% 42.04 LF 18" HDPE 113 18" 114 - 112 411.74 411.14 2.00% 30.11 LF 18" HDPE 115 15" 116 - 114 417.44 416.85 1.00% 58.72 LF 15" HDPE 117 15" 118 - 116 420.19 417.64 2.50% 101.89 LF 15" HDPE 121 15" 122 - 114 415.62 414.49 2.00% 56.46 LF 15" HDPE 123 15" 124 - 122 416.16 415.82 1.00% 34.01 LF 15" HDPE 127 15" 126 - 124 418.99 416.36 1.50% 175.61 LF 15" HDPE 129 15" 128 - 126 419.74 419.09 2.00% 32.38 LF 15" HDPE 131 18" 132 - 112 407.89 407.25 1.00% 63.36 LF 15" HDPE 133 18" 134 - 132 408.42 408.09 1.00% 33.37 LF 15" HDPE 135 15" 136-134 411.05 410.45 2.00% 29.81 LF 18" HDPE 137 15" 138 - 136 415.99 414.22 2.50% 70.78 LF 18" HDPE 139 18" 140 - 134 409.49 408.62 1.00% 86.60 LF 15" HDPE L o i P •% Ili hLTH OF •oo v :O 112: DI-2B 6ft Throat 4 u-) 0) STA 10+00.00 `O o'' CLINT W. rZ m M 00 CD 116: 24" Basin -Circular Grate TOP 422.68 M + N V a H STA 10+88.83 118: 18" Basin - Circular Grate aC', V yS FFLET >� INV IN 411.14 (113) o - It z_ z_ O TOP 421.87 STA 11+90.72 C, INV IN 407.25 (131) v a0 > > > INV IN 417.64 (117) TOP 424.94 ' Lic. N . 74380 ( C • �V INV OUT 407.05 (111) �- � � Z � Z INV OUT 417.44 (115) INV OUT 420.19 (117) 12/22/2022 S � 440 440 �S, AL ���••• n O` M NCj - C 114: DI-3B 6 ft Throat c m , to � M rn � 0 STA 10+00.00 co v LO o 124: DI-2B 6 ft Throat m v ai v 128: DI-3B 6 ft Throat a TOP 422.87 O STA 10+90.32cD M+ O� H N +O`- F INV IN 416.85 (115) O N TOP 420.87 C1,4 N STA 12+98.31 E INV IN414.49(121) OQaZ O INV IN416.36(127) �Qaz O TOP427.06 = E INV OUT 411.74 (113) z z INV OUT 416.16 (123) z z INV OUT 419.74 (129) v v 3 430 430 o a 0 wO m 0 W L M �_j U00 z - in O d (A o N C7 LU N °�' w 30'x U w R v z y c >° O w W w w vM Uj-.9610 - f J;�: 00 H j ovoo o; k o; o; Ln a a a a 0000 wWww = ti ti ti ti > > > > Lu Lu Lu cl�o � o 0 H N N O w F �\r4ry Q N 7 N z 0 n DATE 07108121 0 } DRAWN BY J. FOX • DESIGNED BY • C. SHIFFLETT • CHECKED BY C. SHIFFLETT 9+50 10+00 11+00 12+00 12+50 9+50 10+00 11+00 12+00 13+00 13+50 • • SCALE STR 112 - STR 118 STR 114 - STR 128 AS SHOWN HORIZ SCALE: V=50' HORIZ SCALE: V=50' VERT SCALE: 1"=5 VERT SCALE: 1"=5 � N ca �Wn� (� (7 (7 (9 212: 12" Basin - Circular Grate a m m m m STA 13+62.07 L c�i o Mo o o TOP 410.59 o U 0 U 0 U o U o INV IN 408.19 (213) VM V00 vco vo J N c Cl) �0 c (0 c Lo ai c M °' INV OUT 408.09 (211) O °D M 0 rn M r o `s co ca o 7 O' ro v o .N M o 0 210: 12" Basin -Circular Grate 214: 12" Basin -Circular Grate o o 00 Ca 0 0 I ? °° + o LO F m It + o v m STA 12+g7.75 STA 14+18.50 216: 12" Basin -Circular Grate \ Cb c � 04 o TOP 409.48 TOP 413.84 STA 15+10.81 / w Paz ��az O -��z O az O az O INV IN408.85 215 oQa- NQa» QEL �aa» �aa» INV IN407.45(211) ( ) TOP415.19 o FOz 0 0 z g~Oz z o~Oz z o~Oz z INV OUT 213 1 N U) N rn � _ _ N O H _ _ N S F _ _ c.i .) _ INV OUT 407.35 (209) ( ) INV OUT 411.16 (215) 420 420 w/ z li w< > LU a _j J J I -I 0 LL -\ O < 0 J m W J a Q > O W p 0 I -- AA W/o(n 7 I..L 0 5 p 0 O 0 0 50 PROFILE SCALE ,O V / 9+50 10+00 11+00 12+00 13+00 14+00 15+00 15+50 JOB NO. STM 200 - STR 216 47039 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 SHEET NO. C7.01 435 EXISTING 435 GRADE / 430 / 430 PROPOSED 425 425 / 8" WATER 3' MIN. LINE 420 420 117 S9 OF 101 15H PE ®2 0°b 415 415 58.72' OF 15" HDPE @ 1.00% 113 410 ANITARY 410 ' HDpE IPE 2-1 18@ 2 00°b 405 405 400 400 EXISTING GRADE PROPOSED 425 GRADE _ 425 \ 8" WATER LINE 1.5' 420 420 3' MIN. 129 32?8 O 127 15' HDP 17561'OF @200 ° 415 "HDPE 415 121 L 1' .01' OF @ 1.50 56AHpPE MIN. 15" HDPE 1� 2 00° 1.00% EXIS ING 410 SANI ARY 410 PIPE 405 405 400 400 EXISTING GRADE 415 � 415 PROPOSED � GRA E i a10 a10 � 215 - OF � 213 912 pVC 211 56 43' F (� 2 50% 207 209 OF g4.32' OF 12�� p C 405 205 8' F 35.32' 12„ PVC 1.0 % 405 201 20 4.97' OF 57.64 12�� pV 12�, p C o @ 1.00% @1.0 /o @ 1. 62.51' O 12" PVC @1.0 % 12" PVC (q3 1.00°k @ 1.00° 400 400 EXISTING SANITARY 395 PIPE 39.5 390 _ 390 STORM STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION 100 406.17 3.75' ES-1 for 24 inch Pipe 100A 424.44 19.79' MH-1 102 424.24 17.95' MH-1 104 427.74 6.72' DI-2B 6 ft Throat 106 427.77 6.24' DI-3B 6 ft Throat 108 431.14 7.35' DI-2B 6 ft Throat 110 431.44 6.21' DI-3B 6 ft Throat 112 422.68 15.63' DI-2B 6 ft Throat 114 422.87 11.30' DI-3B 6 ft Throat 116 421.87 4.55' 24" Basin -Circular Grate 118 424.94 4.88' 18" Basin -Circular Grate 122 420.55 5.05' DI-3C 6 ft Throat 124 420.87 4.71' DI-2B 6 ft Throat 126 426.42 7.55' DI-2B 6 ft Throat 128 427.06 7.45' DI-3B 6 ft Throat 132 420.41 12.69' DI-3B 6 ft Throat 134 419.14 10.89' DI-3B 6 ft Throat 136 418.72 7.80' DI-2B 6 ft Throat 138 420.64 4.78' DI-2B 6 ft Throat 140 416.30 6.98' DI-3A STORM PIPE TABLE PIPE # DIA FROM -TO TO UPSTREAM INVERT DOWNSTREAM INVERT SLOPE LENGTH DESCRIPTION 101 24" 100A - 100 404.82 404.00 2.00% 41.21 LF 24" HDPE 101A 24" 102 - 100A 406.46 404.92 2.00°k 76.90 LF 24" HDPE 103 15" 104 - 102 421.15 419.19 2.00°k 97.93 LF 15" HDPE 105 15" 106 - 104 421.66 421.36 1.00% 29.83 LF 15" HDPE 107 15" 108 - 104 423.79 422.10 2.00°k 84.55 LF 15" HDPE 109 15" 110 - 108 425.36 423.99 4.50°k 30.43 LF 15" HDPE 111 18" 112-102 407.05 406.63 1.00% 42.04 LF 18" HDPE 113 18" 114-112 411.74 411.14 2.00% 30.11 LF 18" HDPE 115 15" 116 - 114 417.44 416.85 1.00% 58.72 LF 15" HDPE 117 15" 118 - 116 420.19 417.64 2.50% 101.89 LF 15" HDPE 121 15" 122 - 114 415.62 414.49 2.00% 56.46 LF 15" HDPE 123 15" 124 - 122 416.16 415.82 1.00% 34.01 LF 15" HDPE 127 15" 126 - 124 418.99 416.36 1.50% 175.61 LF 15" HDPE 129 15" 128 - 126 419.74 419.09 2.00°k 32.38 LF 15" HDPE 131 18" 132 - 112 407.89 407.25 1.00°k 63.36 LF 15" HDPE 133 18" 134 - 132 408.42 408.09 1.00% 33.37 LF 15" HDPE 135 15" 136 - 134 411.05 410.45 2.00°k 29.81 LF 18" HDPE 137 15" 138 - 136 415.99 414.22 2.50°k 70.78 LF 18" HDPE 139 18" 140 - 134 409.49 408.62 1.00°k 86.60 LF 15" HDPE STORM STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION 200 405.03 404.57' ES-1 for 12 inch Pipe 202 410.21 5.61' 12" Basin -Circular Grate 204 408.11 2.46' 12" Basin -Circular Grate 206 410.78 4.45' 12" Basin -Circular Grate 208 409.83 2.96' 12" Basin -Circular Grate 210 409.48 2.16' 12" Basin -Circular Grate 212 410.59 2.53' 12" Basin -Circular Grate 214 413.84 5.11' 12" Basin -Circular Grate 216 415.19 4.03' 12" Basin -Circular Grate STORM PIPE TABLE PIPE # DIA FROM -TO TO UPSTREAM INVERT DOWNSTREAM INVERT SLOPE LENGTH DESCRIPTION 201 12" 202-200 404.63 404.00 1.00% 62.51 LF 12" PVC 203 12" 204 - 202 405.68 404.73 1.00% 94.97 LF 12" PVC 205 12" 206 - 204 406.36 405.78 1.00% 57.64 LF 12" PVC 207 12" 208 - 206 406.90 406.46 1.00% 44.48 LF 12" PVC 209 12" 210 - 208 407.35 407.00 1.00% 35.32 LF 12" PVC 211 12" 212 - 210 408.09 407.45 1.00% 64.32 LF 12" PVC 213 12" 214 - 212 408.75 408.19 1.00% 56.43 LF 12" PVC 215 12" 216 - 214 411.16 408.85 2.50% 92.31 LF 12" PVC L STORM PIPE TABLE PIPE # DIA FROM - TO UPSTREAM INVERT DOWNSTREAM INVERT SLOPE LENGTH DESCRIPTION 101 24" 100A- 100 404.82 404.00 2.00% 41.21 LF 24" HDPE 101A 24" 102 - 100A 406.46 404.92 2.00°k 76.90 LF 24" HDPE 103 15" 104-102 421.15 419.19 2.00% 97.93 LF 15" HDPE 105 15" 106-104 421.66 421.36 1.00°k 29.83 LF 15" HDPE 107 15" 108 - 104 423.79 422.10 2.00°k 84.55 LF 15" HDPE 109 15" 110 - 108 425.36 423.99 4.50% 30.43 LF 15" HDPE 111 18" 112 - 102 407.05 406.63 1.00% 42.04 LF 18" HDPE 113 18" 114 - 112 411.74 411.14 2.00% 30.11 LF 18" HDPE 115 15" 116 - 114 417.44 416.85 1.00% 58.72 LF 15" HDPE 117 15" 118 - 116 420.19 417.64 2.50% 101.89 LF 15" HDPE 121 15" 122 - 114 415.62 414.49 2.00% 56.46 LF 15" HDPE 123 15" 124 - 122 416.16 415.82 1.00% 34.01 LF 15" HDPE 127 15" 126 - 124 418.99 416.36 1.50% 175.61 LF 15" HDPE 129 15" 128 - 126 419.74 419.09 2.00% 32.38 LF 15" HDPE 131 18" 132 - 112 407.89 407.25 1.00% 63.36 LF 15" HDPE 133 18" 134 - 132 408.42 408.09 1.00% 33.37 LF 15" HDPE 135 15" 136 - 134 411.05 410.45 2.00% 29.81 LF 18" HDPE 137 15" 138 - 136 415.99 414.22 2.50% 70.78 LF 18" HDPE 139 18" 140 - 134 409.49 408.62 1.00% 86.60 LF 15" HDPE STORM STRUCTURE TABLE STRUCTURE# TOP STRUCTURE HEIGHT DESCRIPTION 100 406.17 3.75' ES-1 for 24 inch Pipe 100A 424.44 19.79' MH-1 102 424.24 17.95' MH-1 104 427.74 6.72' DI-2B 6 ft Throat 106 427.77 6.24' DI-3B 6 ft Throat 108 431.14 7.35' DI-2B 6 ft Throat 110 431.44 6.21' DI-3B 6 ft Throat 112 422.68 15.63' DI-2B 6 ft Throat 114 422.87 11.30' DI-3B 6 ft Throat 116 421.87 4.55' 24" Basin -Circular Grate 118 424.94 4.88' 18" Basin -Circular Grate 122 420.55 5.05' DI-3C 6 ft Throat 124 420.87 4.71' DI-2B 6 ft Throat 126 426.42 7.55' DI-2B 6 ft Throat 128 427.06 7.45' DI-3B 6 ft Throat 132 420.41 12.69' DI-3B 6 ft Throat 134 419.14 10.89' DI-3B 6 ft Throat 136 418.72 7.80' DI-2B 6 ft Throat 138 420.64 4.78' DI-2B 6 ft Throat 140 416.30 6.98' DI-3A 6466044# ��k!jj h TH U�••• � F • •`� Q' • C� CLINT W. Z: ca yS FFLET >� • A• Lic. 4.54380 (4� O 2/ 2212022 4V • ,S••��S'O!1 AL NONAIL �♦ M E O D rn U N N C > E w a E w v E Q LL o 3 p LL 0 wO `mom 0 W L M �_j U00 z - (n O a>oN w 30'x tVlJ w ro o R = v O� y o > O O W W W w Qo 0 o nui� rn� Fv c� � E o o Io t oo t o a0�N >Cj 0000 Uj N O O N °� M O V Cm O (D r' Q) D� M N M U U U U w r It 03co V �N(D O V mMI�N I� mrIM a 00 W Z= Z Z +�0� 2��0�� 2+ItOV�~ (v+tea'tF N}MOH 110: DI-3B6ftThroat (b O O O N N N N M't STA 13+48.22 Q O Q Q w�vZ I tz_O 2I'tz_z_O o,azz0 or z0 $�EL> oF0>> 0�0»> oFp»> o�p» TOP431.44 m�Z ��Fz z HOC z z z �(A H-Z Z Z ImPE Z INV OUT 425.36(109) U U U o o 0 cl�a a a a 445 445 =o O O O O (D >>>> u,Wu,w 0 R'�D; O; H N N O w F M r � Q mFN N 7 N z O (nn DATE °, 07108121 a U 0_ } DRAWN BY v O (� J. FOX CN 104: DI-2B 6 ft Throat O ^ N W DO • DESIGNED BY STA 9+99.93 + rn C� (0o 0 106: DI-3B 6 ft Throat Ch o o M 00 • C. SHIFFLETT TOP 427.74 w I v Z + INV IN 422.10 (107) STA 10+29.75 0 ¢ o j Cl) v 0 • CHECKED BY INV IN 421.36 (105) TOP 427.77 Cl)oa) O� ? o H O > INV OUT 421.15 (103) INV OUT 421.66 (105) Cl) O � : • C. SHIFFLETT 440 440 415 415 SCALE AS SHOWN LAC N Uj v J Z LINE �I I w/ z li wQU) > LU a LL; J J I -I � LL. Ozo J m W J a Q LL / OO w z in D �-- 9+50 10+00 11+00 STR 1002+0STR 110 13+00 14+00 14+50 9+50 STR10104 -STR 106 11+00 9+50 STR 300 -STR 302 11+50 w OU +00 HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' Q VERT SCALE: 1"=5 VERT SCALE: V=5 VERT SCALE: 1"=5 5 p 00 0 0 50 PROFILE SCALE Z) ,O V / JOB NO. 47039 SHEET NO. C7.02 440 440 435 435 EXISTING / GRADE / PR POSED / GRADE 430 / 430 / 8" WATER / LINE 425 / 425 � 3' IN. 107 7109 O OF �" HDPo 420 420 � 5" HDPE / 4.50% / 103 97.93' OF 415 415 2.00% 410 _ OF 410 405 405 101 76J0' DPE 41.21F 24^ 00% PE � 2� 400 400 395 395 STORM PIPE TABLE PIPE # DIA FROM -TO UPSTREAM DOWNSTREAM SLOPE LENGTH DESCRIPTION INVERT INVERT 301 24" 302-300 401.01 399.20 2.09% 86.78 LF 24" HDPE EXISTING GRADE 435 435 PROPOSED 430 GRADE 430 8" WATER 425 425 1' MIN. i 420 105 420 29.83' OF 15" HDPE 1.0 °k 415 415 410 410 STORM STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION 300 401.37 5.25' ES-1 for 24 inch Pipe 302 409.10 8.34' 30" Basin -Circular Grate EXISTING 410 GRADE 410 PROPOSED RADE / 405 405 400 400 / 86 7NpPE 24„ �.09% 395 395 EXISTING SANITARY PIPE 390 390 385 385 PROP. TOP 421.11 INV IN 414.07 (V1-5-V1-4) INV IN 414.14 (1-V1-4) INV OUT 413.94 (V1-4-V1-3) 445 1 INV IN 414.97 (2-1) INV OUT 414.77 (1-V1-4) 2 STA 11+27.91 TOP 426.41 INV IN 416.79 (3-2) INV OUT 415.79 (2-1) STA 13+71.77 3 TOP 437.35 INV OUT 428.98 (3-2) STA 10+00.0 TOP 405.90 1-1 INV IN 397.78 (V1-1-V1-1A) INV IN 397.40 (12. PVC) INV OUT 397.40 (12" PVC) 445 435 440 440 EXISTING GRADE / 435 / 435 / 430 1 1 / 430 70 / MIN. PROPOSE GRACE 425 / 425 L 3 OF Go 420 STORMJ'�� 2p3$ 420 PIPE 115 MI 415 415 r 1-V1-4 65.3 ' OF 62.5Z OF g^ VC 8" PVC @ .259/o @ 1.00% 410 410 W Of lYa d'M W al C01W COW COW W04 W I- Wn WO W� WN W? WO °OW COW �W . WLo Wr H� Hm Ho Hrn �� oo�ri�Co Hoo �� g+ g" g� g+ g� gw COO' It u V U U) � + +gig+ U) U) Q Q Q Q Q Q QU) QU) at a Q 405 (n(A CA n� (n� m mm �w�(n�w �� (A 405 9+50 10+00 11+00 12+00 STRV1-4-STR2 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 13+00 14+00 14+50 STA 10+00.0 1-3 TOP 447.7 INV IN 440.31 (LAT 4" PVC) INV IN 439.84 (8" PVC) INV OUT 439.70 (V1-32A-V1-32) 450 PROP. TOP 410.95 INV IN 400.39 (V1-2-V1-1) INV OUT 400.47 (V1-1-V1-lA) STA 11+25.93 1 EXIST. TOP 414.15 PROP. TOP 417.02 INV IN 405.74 (V1-3-V1-2) INV OUT 405.66 (V1-2-V1- PROP. TOP 418.93 INV IN 411.52 (V1-4-V1-3) INV OUT 411.52 (V1-3-V1-2) STA 13+08.48 1 EXIST. TOP 422.40 PROP. TOP 421.11 INV IN 414.07 (V1-5-V1-4) INV IN 414.14 (1-V1-4) INV OUT 413.94 (V1-4-V1-31 STA 15+60.16 1 EXIST. TOP 427.37 PROP. TOP 430.52 INV IN 418.12 (V1-6-V1-5) INV OUT 417.97 (V1-5-V1-4) PROP. TOP 432.27 INV IN 418.98 (V1-31-V1-6) INV IN 418.98 (V1-6A-V1-6) INV OUT 418.89 (V1-6-V1-5) STA 16+75.17 1-6 TOP 431.94 INV IN 423.94 (V1-6B-V1-6A) INV OUT 420.82 (V1-6A-V1-6) 435 - L 430 430 EXISTING GRADE 425 425 i ' I I 420 / i 420 PROPOSED GRADE I v1T'OF 1_6V1 5 6 VG A I - 5382N STORM �•• PIPE 123 J�I I5 �� ° 415 / V1-4 1,4 415 pVC @ 1.55% OF g1 08 pv o 410 8, 410 0 Q�1Go STORM I 6 p5� PIPE 133 405 0 405 I J126O I 923 400 $L 400 �P ��� (� O Of W H O) Of °�W - c (r �?W u0 Of 0i W H uOIZ (`?W M If N Of �W h CL W H CO lY W H u� lY �W �H lY W r lY �W N (Z NW �H lY WOW H aOIY DIY 0?W n! V d NW N d aW lY W ,W lY H (00 �+?W lY W W (q NO U45,W W lY �H Olr n!W O .W H O <Y 01W r lY �W �H r <"? r lY NW (O W ��,h��G°° gMg�g�g�g°' mO NH N uOH N OF ago M gN gig+gMg�g+g+g°'gg �H 0)H UH MH NF Ng V'F +gag COH g+g+g°' NH �H N COH ogNgNg OH g+g+g+ 0)H co I-H ogo 1� rb'„Q 01 $o �a�a N aUa N cQ N Cl) Cl) M M2' a� Mof a�aua COW � a au) a� a� U)au)a)a a�aU)a) (O (O U)a)a�a (O (O � (0 aUa (O "f 395 CA (n �(n n (n �cn i(n cn co (o �(n �(n �(n �cn m �(n �(n �(n �(n �(n (n �� ern ern �m �(n �(n �cn �(n (n 395 9+50 10+00 11+00 PROP. TOP 435.06 INV IN 430.07 (V1-32-V1-31) INV OUT 429.99 (V1-31-V1-6) STA 11+73.13 EXIST. TOP 439.08 1-3 PROP. TOP 439.70 INV IN 431.17 (V1-32A-V1-32) INV OUT 430.99 (V1-32-V1-31) 12+00 13+00 14+00 STR V1-1A-STR V1-6A HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 PROP. TOP 432.27 INV IN 418.98 (V1-31-V1-6) INV IN 418.98 (V1-6A-V1-6) INV OUT 418.89 (V1-6-V1-5) 450 \ EXISTING 445 GRADE 445 I �� II 440 440 \ 8" W TER \LINE PROPOSED \ \ � GRADE ~ \ 435 3 435 9,7 - 430 430 2.51' OF "PVC I 425 L\ 425 II p° 0 420 N 1 420 u 415 415 15+00 16+00 17+00 0 50 PROFILE SCALE jjhLT" U7.00 CLINT W.: S FFLET >w • Lic. N . 54380 ( C 12/22/2022 �V 't%`r�01 N14u•N�♦ M E 0 0 u N � N 0 Q O > E w a E � w v 3 Q LL o 3 p LL 0 w 0 `6 j LJ °MO W J -N d (A O N C7W NV N Z F = X 30�LL 9W, OR =v ti = N =v F Q 0 Y � N 00 � M a� no O ce z O a_ Ui v Ui ti ' ti ti O w W w w u 0000 O O O O U U U U wWww a a a a wWww ti ti ti ti wWww ct�9;ct�0; DATE 07108121 DRAWN BY J. FOX DESIGNED BY C. SHIFFLETT CHECKED BY C. SHIFFLETT SCALE AS SHOWN N (W V J J 1 W I..L O W ui C) u 0. >I LU LL E LL L w m a Q L 9+50 10+00 11+00 12+00 V 1-32A-V 1-6 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 13+00 14+00 14+50 H JOB NO. 47039 SHEET NO. C7.03 F- o:auswruse- omnw000 vmagenuvvulone tiuuwr.0 VKVr1Lr0.owg I rioaeo on-iunmu" a:zArm I oy uamenne oayner 0 O O m0 N C)n DD rr mm ri 01 o -ij O X O T r m fn c� D r mo 0 n o cu Z IT!rT A A O A A O A A O O O m CN71 rWJr zm� 0 z o 8' TEE TA 10+00.00 8' GV \ TA 10+05.40 \ o co D zFn O \ rCIO v � \ m0 ;o v m ao WAT R ERVI E STA 1+8.42 a IT -0CIO G)- ACn r C0 mA zN mrn \ oZ W 'X4" TEE \ TA 11+74.05 6"X8" TEE, ' GV, \ \ WAT R SERVICE STA 12+04. \ z STA 2+14.09 O:E<c�Z n ��� rnm(n Fo o -Dcn0 OA0�c �>DZm v�D m0 SIT- o� mcm Mtn m< 0ODo�ft m Zzc�D_ O�.ZD7 rr ��ZA(7 Z 0 ZVOZ co y0Co m0 z ��zz�. �\ 00�0� IT M m� �� - _ \ WAT RSERVIC a: o STA 2+99.57 �Z 7 1 IT V WAT :R SERVICE / STA 3+38.61 450 BEND STA 13+50. 0 / WAT R SERVICE 3+70.42 450 BEND -'STA STA 13+68. 6 WAT R SERVICE W WATER SE VICE 01 STA 3+73.07 STA 13+89. 3 WATER SERVICE rs� STA 13+91. 8 $ / WATER SERVICE STA 14+26.18 o / n Cn m� 0o IT A m o 0 WATER SERVIC 14+70.08 0 r z °o NTA A A A N A N A W A W A A O CT O CT O CT o IN ffi A A V1 as N v Ln O N co + 0 0 N CID 0 co W O 0 co W + rr O A O A � A N (7 A N A W Cn O CT O 0co CT O z m p�OI G)-0 ci00 0 °mo WATER SERVICE - STA 28+33.00 r c WATER SERVICE STA 28+56. 6 WATER SERVICE ZATER STA 28+75. 9 _ SERVIC WATER SEF VICE STA 29+00.05 STA 29+19.3 - WATER SEF VICE /11WATER STA 29+32. 7 0 fn STA SERVICE 9+49.64 m 0 z I vZ� D co WATER SERVICE v IT? STA 9+76.11 I D ITu, IT WA ER STA -SERVICE 0+01.40 i m - � / = m vi WAT R SERVICE STA 0+31.36 ATER SE ILA: N - TA 30+57.9 _0- m ATER SERVICE TA 30+60.2 WAT R SERVICE / 6"4 AND 8" 6" TEE, V FHA WATER SERVICE E " X 8" TEE TA 31+16.9 TA 31+50.1 v Co "GV M 2 8"X "REDUCER 31+54.11 v_ 8' GV STA Cq m o 31+56.90 NWAT R SERVICE 1+60.44 STA WAT R SERVICE / STA 1+62.78 A 32+26.93 ° S / WATER SE ICE 9 BEND WAT R SERVIC TA 32+24.5 32+32.50 2+35.90 STA STA R SERVICE WAT y T Am WAT 63 R SERVICE TA 32+45.2 2+41.17 m � STA ;U Cn WAT R SERVICE r CO N STA 2+45.29 m 0 O N N W Ur O C71 CDC71 O TIMMONS GROUP .•-':'•. THIS DRAWING PREPARED AT THE YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com S O U T H W O O D REDEVELOPMENT -VILLAGE 2 n rn rn o V DATE REVISION DESCRIPTION Q cn cn x cn 12/3/2021 REVISED PER COUNTY COMMENTS o N m z COUNTY OF ALBEMARLE VA = D m z F a 4/1/2022 REVISED PER COUNTY COMMENTS �! O o (�,� o O m o o k p N 811812022 REVISED PER COUNTY COMMENTS `° UTILITY PROFILES z rn rn 1212212022 REVISED PER COUNTY COMMENTS 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. 64 F- I03W7039-Southwood_Village2\DWG\Sheet\CD\C8.0 ROAD PROFILES.dwg I Plotted on 12/21/20222:23 PM I by Catherine Gayner \'V �.,. Poll JAM IN ,� ►L �♦ ���-► � � � ter._ �iJ4ww���, rl' �V IM M 1I Fla � �1 I' �II ��I�II� li�■1■ �. il►� "®limo INIS IORD INS �1i ULM el r.n I rn������ �► vll►7�ll■�1 � _� A,NINE I INN 0 IN, WIN IF • � Sri � � � �/ s� _ MIS - 1PA ill n. NEW _ 1 loop /1 l"Y , 1 � 600 i \ �\ / } W F \ W = s� 07HW —� i� L U v0 \ Ia-'QW z Z W r -- - aWCQ OQD �a rn"-- (') < ' g�W�Q- z:(� ¢ II W-1 w -- atna -_ - 0Cz, ow Utri / CJ IT - � G mo A N cn CQ nD Dr r m ID ,n �C2 0 + 0 O 0 0 0 0 CA 0 -n 3M� <0) cnom m� Coo00 mD G1 G1 O G1 o r11 C= 01 co W O /' W II CD G1 A + O �x N CD �DC4 N No 0 Z AmZ o 432.2 M a BVC = 10+07.15 BCE = 432.03 A I EVC = 10+41.15 424.0 E CE = 430.75 430.31 y 00 424.1 427.81 I BVC" = 11+17.09 1 BCE = 426.96 424.6 n 425.44 m a, n 423.8 423.65 EVC = 12+11.59 E CE = 423.32 422.9 422.28 / 421.6 420.93 ,n -0 y �o 0 � ITI 420.2 0 419.58 418.5 / 418.22 / / PVI STA = 1 +42.55 PVI ELEV = 417.07 O A A N N W W CT O CT O fT O rT O • • �•• THIS DRAWING PREPARED AT THE TIMMONS ROUP YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE • • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 • TEL 434.295.5624 FAX 434.295.8317 www.timmons.com n n ^ n 0 DATE REVISION DESCRIPTION m, o S O U T H W O O D REDEVELOPMENT — VILLAGE 2 to = m= M 0 � 121312021 REVISED PER COUNTY COMMENTS �M o 00 0 (Al o COUNTY OF ALBEMARLE VA = a ' n z F o D 41112022 REVISED PER COUNTY COMMENTS rn m rl 0 r o k W N 811812022 REVISED PER COUNTY COMMENTS ROAD PROFILES 2 rn rn 1212212022 REVISED PER COUNTY COMMENTS A r 2 D o n II w N < i m < n D II O z 4 m = m ai D O p j o A m < A N n OJ CDo � cn w D T. 0 4.o n ^' A O o m r IT < n N A co D II + A A O 0 Z m m < II N w� Or O z � CO D II w N � cD h A r y '►,�'f� tA o r � N � Z �• O P 0as • • �O- : � These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. F- 03\47039-Southwood_Village2\DWG\Sheet\CD\C8.0 ROAD PROFILES.dwg I Plotted on 12/21/20222:23 PM I by Catherine Gayner , `��p\ III, 1. .� I -$.,�, ," moo • � ��� ..�� �, IOWA ro 51. I �� � J' •/� �� _ \�� Ili _ ., IFE 1 I NOW 1 ppa • I�) I • 1 I 1I 00 IT I ■' I niiiiiiiii IN PPIP .�. IMal IP'' Map immi _••���MCI I� II ,► _ MEMO, I _ I .� JJIM c N 71 Lo - wj JA + \ o + C) O O 0 O 0 0 + 0 0 OZ M Cl) X CI oIT D O n 0 n r r <0T000 O ."0 ? ."0 -10��� ?9�m� o cn o cn o cn o cn 440.7 P V1 STA = 10+00 440.70 N VI ELEV = 440 C O 439.1 m +n 439.22 427.5 436.94 G) -0 O /614 m0 o 432.9 O 434.64 438.1 432.34 n o \ 4377 430.16 434.7 428.14 / 429.7 426.16 / 425.5 424.18 / 422.9 422.20 / 00 421.4 < 420.23 20.06 o m D z � BVCE = / II n,G�� m� / G A II D EVCS = 1 32.16 rn N + SlA= EVCE = 419.79 89 co n PV ELEV = 419.9 p + T N (O CA mAp U O rn O n CNTI O CW11 0 U1 z 50 OD z0 DO = 70 3VCS = 10+23.20 D < G p -0 BVCE = 440.12A 7 o r cn z � o m N< n I D pG =VCS = 10+56.80 1 0 o w + EVCE = 438.93 o o t w IV ,o N BVCS = 11+88.90 BVCE = 432.85 r O O0 < o D coOZ u m D Z � II G II m in coco n r D N + II N o O go I I Cn Ch A + V O WCb CID CA ,o • • �•• THIS DRAWING PREPARED AT THE T MMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE • • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 • TEL 434.295.5624 FAX 434.295.8317 www.timmons.com n n ^ n o DATE REVISION DESCRIPTION m, o S O UT H W O O D REDEVELOPMENT - VILLAGE 2 U)= m= M 0 � 121312021 REVISED PER COUNTY COMMENTS �M o p zz (Al o COUNTY OF ALBEMARLE VA = a z � F o D 4/1/2022 REVISED PER COUNTY COMMENTS O m o o k W N 811812022 REVISED PER COUNTY COMMENTS ROAD PROFILES 2 1212212022 REVISED PER COUNTY COMMENTS j NZ •'7 �' r� t* N New •!J % .� • ` O I . I 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. LANDSCAPE CALCULATIONS Tree Canopy Requirement: 15% of Total Site Area Total Site Area 541,538 Square feet Gross Site Area 541,538 Square feet (-) Rec. Areas 0 Square feet (-J Pond Area 0 Square feet (J Wetland Area 0 Square feet Required: 81,231 Square feet Provided: 244,886 Square feet (+) Tree Save 240,198 Square feet (+J Canopy Bonus 0 Square feet (+) Proposed Trees 4,688 Square feet Street Trees Requirement: 1 Large Shade Tree (1 1/2" cal.) per 50 Linear Feet of Frontage Street Frontage: 1,892 Linear Feet Required: 38 Large Shade Trees Provided: 27 Large Shade Trees Interior Parking Lot Trees Requirement: 1 Large Shade Tree per 10 Parking Spaces Parking Spaces: 6 Required: 1 Large Shade Trees Provided: I Large Shade Trees Interior Parking Lot Landscaping Area Requirement: 5% of Paved Parking and Vehicular Circulation Area shall be Landscaped with Trees and Shrubs Parkin Area: 2,972 Square feet Required: 149 Square feet Provided: 1,500 Square feet Screening Requirement: Parking ores consisting of four spaces or more shall be screened from adjacent residential or rural districts. Provided: Parking lot is screened by hedgerow of 21 Viburnum from adjacent property and by 13 Viburnum from the street PLANT SCHEDULE QTY. I SYMBOL IScientific Name lCommon Name ISIze ISpacing lRoot INotes 10 Yr Canop Canopy Tot 13 GB Ginkgo biloba 'Autumn Gold' 15 LS Liquidambarstyracifluo 'Ward' Ginkgo 2" Cal. Cherokee Sweetgum 2" Cal. As Shown As Shown B&B B&B Single Straight Leader, Specimen, No Tight Branch Angles Single Straight Leader, Specimen, No Tight Branch Angles 87 1,131 206 3,090 Total = 4,221 SHRUBS 34 VN Viburnum nudm'Winterthur' *1RRIGAT ON BY OTHERS, COORDINATE W/ L.A. Smooth Witherod 3 Gal. 48" O.C, Cont. VILLAGE 2 SITE X. ,N (541,538 SF) Q� APPROX. LOCATION OF PRIMITIVE -' TREE SAVE AREA TRAIL:: ROUTE TO BE FIELD LOCATED (240,198 SF) TO ACHIEVE RECOMMENDED SLOPES 13 _ 415.70- AND TO AVOID EXISTING TREES 414 �_ 212 LARGER THAN 8" CALIPER: 10' PRIVATE DRAINAGE EASEMENT 416 15 15.70— — 4o / _- - 213 OPEN SPACE B MAINTENANCE - �-417 416 �6 210 382125 SF EASEMENT 415� 211 �14 O- — a 16 15 414 209 215 41 / \ LOT V2-15 216 417 \ 6539 SF I LOT V2-14 LOT 208 BLOW -OFF L4012 SF Vz-11 LOT V2-9 LOT V2-1 \ ASSEMBLY LOT LOT LOT LOT V2-3 LOT V2-2 TIE TO LOT V2-16 \ V2-13 V2-12 2506 SF 2680 SF LOT V2-8 LOT V2-7 LOT V2-6 LOT V2-5 LOT V2-4 WATERLINE V2-10 1528 SF 1537 SF 2231 SF s x8 1979 SF 1969 SF 1969 SF 207 21 F 2 F - 0 3738 SF 83 S 088 S STUB OUT 2 1 F / 3523 SF \ 6 5 S 2599 SF M E 0 ON y N Q O > E aT E L ; Y LU � 3 o LL -o / Q_UOORR aJ—,, z O pON U 30'� uUi / J 0aaTw LOU V-1 V-1 V-i, 04 N z W W W W U W x>�° 0ggii a gN 0000 )j 00 kD 0000 » » wWW dada W Ui W W W W 0 U) (f) 0) O) W W W W Ce T E, 6 GV, AND FHA 1-6 43S x F p r,4 ry w w ONO O / (7) LS 1 8"X8" 18' TRAFFIC128 `° � u / 1� 136 8„X4„ TEE 138 18' RATE M �' g ry ER EANOU/ / z p ^' DATE 5' to LOT V2-17 R25' R30' O/ 5246 SF ate'-� 04/01/2022 I 900 18.(77' BEND W 1. O DWI G" HORIZ R AD W g' W 129 CG-9D PARKING" o > DRAWN BY 140 ----A- - -+---- - -�- --F - -�--- -�- --A - -- - / -- F - - 1 00 SI R7-1R) 1 + .55 14+ 13+ CG-12 13+0 IGN 7I ) 12+50 53' PUB C 1: 11+50 1 +00 (TY 10 50 — ;V1-3 134 R25' 8" DIP V1- , R399' M N%H I TO R25' + 123 CG LO A D OU I o � DESIGNED BY •� P • • CHECKED BY \ 03 -9D 1 3 0 STOP 18 9 127 126 EASEMENT; • ACSA SANITARY . ` MAN OLE TO 122 20' P J VARYING WIDTH SCALE \ OCAT D OUTS E 132 431 32 �3 ACCESS &MAINTENANCE- _ �� \ �iDRA�NAGF�i �� 4 a EASEMENT " 0 PARK NG" i 4 O AVEM T �EASEMEN r \ 34 25' ACSA S s SIGN (RT 1R) LOT V2-18 NAM \ --- LOT V2-44 -- -- - ---J - EASEMENT - 2O' STORMWATER 20 PUBLIC 28 LOT V2-43 LOT V2-42 LOT V2-41 LOT V2-40 LOT V2-39 LOT V2-37 LOT V2-36 LOT V2-35 LOT V2-34 6069 SF // p 1616 SF LOT V2-38 � °, ACCESS \ / DRAINAGE 1617 SF 1980 SF 2081 SF 1617 SF 1617 SF 2081 SF 1617 SF 1628 SF 3538 SIF 1-31 PARKI G" 113 LOT V2-45 1980 SIF EASEMENT / EASEMENT I SIGN (R7_IT I 1994 SIF 115 435 N LOT V2-19 I n 4 1 -I-I4357SF L11 11 APPROX. LOCATION OF PRIMITIVE 22- 53T4 S2AzTRAIL. ROUTE TO BE FIELD LOCATED PRI TE IUJ I TO ACHIEVE RECOMMENDED SLOPES \� 201 I 20. ACSAPARKING (TYP.) DRAINAGE 436 V AND TOAVOIDEXISTING TREES I (3) LS �( EASEMENT EASEMENT LARGER THAN 8" CALIPER. 200 20' PRIVATE / OPEN SPACE A LOT I I, / 111 AINTENANCE DRAINAGE & X �Fx 6"X8" TEE, 6" GV 9598 SF EASEMENT V2-28 LOT LOT LOT LOT LOT 437 ACCESS /// O 2108 SF V2-29 V2-30 V2-31 V2-32 V2-33 EASEMENT X ADVISORY 20 MP 102 \ 116 D FHA 11 AINING WALL VARIABLEWIDTHSWM FACILITY SPEED SIGN (MUTCD 117 2108 SF 1811 SF 1420 SF 1420 SF 2444 SF �1 03 ADVISORY 20 MPH I 438 '' MAINTENANCE EASEMENT \ W1-2A $ 1 LOT V2-21 N PEED SIGN 0 4063 SF W1_ 110 1 3 \ ,8ST i TEND 3 $AN 8 I %S0 V (5) LS 3-BOARD F SWM A \ Dv SAFETY FENCE +00 2„ OLL P - _ CG-6 AN ( 45° I a I \ 13) VN BEND w Z 100 1" WATE © 12+SU - 44p > Q 302 (21) VN LINE 1" METER -� R200' w J OPEN SPACE B 101 ATLER � 09 12 0 11+50ADPU_R0 + -- - 10 00 I - - Q a 382125 SF 10' "NO RKING" 5 81 O 2: a W \ k 18, SIGN ( 1R) LOT 107 I m Q LOT V2-2 R150' V2-23 104 `* p^ w Q V 9465 SF 2900 F LL (n X 20' LI 4-UNIT 18' AN }U D INAG PARK0 301 \\ ONDO M _ CC' 9 18' P RKING' TIE TO I z Z — ACCESS I 1744 SF I �P) GN (R7 WATERLINE O '� 3 ° I SEMEN (1) GB LOT V2-24 STUB -OUT Q O J I 3301 SIF II NO STOP I U 5' STAIRS. SEE ARCH. I PARKING" 3/4" SIGN LU I 10' PRIVATE PLANS FOR DETAILS MAINTENANCE I III SIGN (R7-1R) (OP 2 27 44g5 ACCESS SAFETY LOT V2-25 300 EASEMENT EASEMENT RAILING I 4010 SF LOT V2-26 434 O PARK PROGRAM & 4220 SIF b \, I I a INTERIOR PARKING LOT DESIGN TO BE DETERMINED I 445 O LANDSCAPE AREA _ SEPARATELY FROM Ice)w N a ao 0 (1,500 SF) THIS P� RETAINING WALL m ` \ .O O 446 > OPEN SPACE B 447 \ o STREAM BUFFER VILLAGE 2 SITE 3sz125 SF ® © 4-1 VILLAGE (541,538 SF) \ STEEP SLOPES 448 � 0 O L U TREE SAVE AREA \ '--J M (240,198 SF) 449 `I O C aQJ (/i s co ` JOB NO. ° ' ' °R CID 47039 \ 0 0 2 6 �51 Ca SHEET 00 0 c N 0 0 0 2- 0 0 0 t a D 8U n0 12Z 20 0 c 10 0 g` m O_ 0 0 d J Z� o" Ma �8 69 $-5 0 a § m m � y X c ry O ot :E 2 0 a m c m 0 c 0 aW 0 a da 10 a 0 C �0 is c 0 a� �E