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Home My WebLink AboutSUB202100011 Plan - Revision 2022-12-14SOUTHWOOD PHASE 1 -BLOCKS 9, 10, SITE INFORMATION TAX MAP PARCEL, ZONING, AND OWNER INFO: LIMITS OF DISTURBANCE: 7.97 ACRES OVERLAY DISTRICT: ENTRANCE CORRIDOR MAGISTERIAL DISTRICT: SCOTTSVILLE SOURCE OF BOUNDARY AND TOPOGRAPHY: BOUNDARY WILLIAM S ROUDABUSH, JR. 1974 ROUDABUSH, GALE, & ASSOCIATES, INC 2003 ROUDABUSH, GALE, & ASSOCIATES, INC 2015 BENCHMARKS (SPOT ELEVATION) AT THE INTX OF HICKORY & BITTERNUT ELEV=451.0 DRAINAGE DISTRICT: MOORES CREEK 09000-00-00-001 AO PARCEL AREA: 8.83 ACRES DB 3375 PG. 063 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) 090A1-00-00-001 EO PARCEL AREA: 22.92 DB 4773 PG. 328 ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD) 090A1-00-00-001 DO PARCEL AREA: 86.80 DB 3375 PG. 063 ZONING: R2 RESIDENTIAL OWNERSHIP OF ALL PARCELS: SOUTHWOOD CHARLOTTESVILLE LLC 919 WEST MAIN STREET CHARLOTTESVILLE, VIRGINIA 22903 ZONING: REFER TO ZMA 2018-003 SUB202100011 ROAD PLAN AMENDMENT COUNTY OF ALBEMARLE, VIRGINIA TOPOGRAPHY SUPPLEMENTAL TOPO LOUISA AERIAL SURVEYS, INC. TIMMONS GROUP P.O. BOX 340 28 IMPERIAL DRIVE MINERAL, VA 23117 STAUNTON, VA 24401 DATE OF PHOTOGRAPHY: 03/23/04 TELEPHONE: 540.885.0920 DATE OF COMPILATION: 02/02/07 CONTACT: PAUL HUBER, L.S. PAUL. HUBER@TI MMONS.COM SURVEY CONDUCTED: MARCH 2O19 HORIZONTAL: NAD83(NA2011) VIRGINIA STATE SOUTH GRID VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS ' WETLAND IMPACTS: NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT. TOTAL IMPERVIOUS AREA = 4.63 AC BURIAL SITES: NO CEMETERIES FOUND ON SITE. BUILDING HEIGHTS: MINIMUM BUILDING HEIGHT PROPOSED IS 2 STORIES (25 REVEALED ON HIGH SIDE OF TUCK UNDER TOWNS) AND MAXIMUM BUILDING HEIGHT PROPOSED IS THREE STORIES (35). STORMWATER: WATER QUALITY REQUIREMENTS AND FLOW ATTENUATION WILL BE ACHIEVED THROUGH THE USE OF A STORMTECH ISOLATOR ROW, A STORAGE PIPE, AND A CONTECH JELLYFISH FILTER. AGRICULTURAL/FOREST DISTRICT: NONE SPECIAL FLOOD HAZARD INFORMATION: SPECIAL FLOOD HAZARD AREA (FLOODPLAIN) YES[] NO[X] ALL NFPA REGULATIONS REGARDING PLACEMENT AND SETBACKS OF UNDERGROUND PROPANE TANKS SHALL BE ADHERED TO. NOTES: 1. THE STREAM BUFFER(S) HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE. 2. A PORTION OF BUILDING UNITS SHOWN ON THIS PLAN ARE AFFORDABLE UNITS (16 IN TOTAL). 3. SIGNS IDENTIFYING THE NAME OF EACH STREET WITHIN THE SUBDIVISION SHALL BE INSTALLED AND MAINTAINED AS PROVIDED IN CHAPTER 7 OF THE CODE. 4. ALL WATER AND SEWER FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY. CUMULATIVE SITE PLAN TRIP GENERATION WEEKDAY LAND USE ITE AMOUNT UNITS ADT AM PEAK HOUR PM PEAK HOUR CODE IN OUT TOTAL IN OUT TOTAL APARTMENTS/ TOWNHOMES 220 46 D.U. 341 5 17 22 16 10 26 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/ TOWNHOMES 220 86 D.U. 641 13 34 47 30 17 47 BLOCKS 9 - 11 TOTAL 86 D.U. 641 13 34 47 30 17 47 APARTMENTS/ TOWNHOMES 220 121 D.U. 886 19 49 68 47 34 81 BLOCKS 11 & 12 TOTAL 121 D.U. 886 19 49 68 47 34 81 APARTMENTS/ TOWNHOMES 25 D.U. 185 3 9 12 9 5 14 SINGLE FAMILY 22 D.U. 252 5 14 19 15 9 24 VILLAGE 2 TOTAL 47 D.U. 437 8 23 31 24 14 38 CUMULATIVE TOTAL t334 D.U. 2694 53 145 198 140 89 229 09/20/2022 Oak H :�I SITE LOCATION VICINITY MAP 111=10001 DEVELOPER: HABITAT FOR HUMANITY OF GREATER CHARLOTTESVILLE 967 2ND ST SE CHARLOTTESVILLE, VA 22902 OWNER: SOUTHWOOD CHARLOTTESVILLE LLC 919 WEST MAIN STREET CHARLOTTESVILLE, VA 22903 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVE. SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: BRYAN CICHOCKI, P.E. TELEPHONE: (434) 327-5380 SITE PLAN AMENDMENT #1 SUMMARY CODE OF DEVELOPMENT TABLES: 1. PARKING TABLE, OPEN SPACE TABLE, DEVELOPMENT CHART, AND HOUSING MIXTURE PLAN HAVE BEEN UPDATED FOR THE NEW CONDO/TOWNHOUSE LAYOUT IN BLOCK 10. EROSION & SEDIMENT CONTROL PLAN: 1. SEDIMENT TRAP 1 HAS BEEN CONVERTED AND EXPANDED TO A SEDIMENT BASIN (SEDIMENT BASIN 2) & VOLUME OF SEDIMENT BASIN 1 HAS BEEN FURTHER EXPANDED PER FIELD DIRECTION AGREED UPON WITH SITE INSPECTOR. 3. ADDITIONAL CLEAN WATER DIVERSIONS AND DIVERSION DITCHES HAVE BEEN ADDED PER FIELD DIRECTION AGREED UPON WITH SITE INSPECTOR. 4. INTERIM E&S SHEETS HAVE BEEN ADDED TO THE SET. LAYOUT & UTILITIES PLAN: 1. SEWER TIE-INS FOR THE CONDO UNIT IN BLOCK 10 HAVE BEEN UPDATED. 2. STORM SEWER LAYOUT HAS BEEN UPDATED FOR THE TOWNHOUSE AND CONDO UNIT UPDATES IN BLOCK 10. 3. FIRELINE AND DOMESTIC LINE TO THE BLOCK 10 CONDO BUILDING HAVE BEEN UPDATED. OVERALL HOUSING & DENSITY PLAN 1. THE TOTAL NUMBER OF ADU UNITS DID NOT CHANGE. EIGHT (8) PROPOSED ADU UNITS THAT WERE CONDO UNITS ARE NOW TOWNHOUSE UNITS. OPEN SPACE PLAN: 1. AMENITY AREA HAS BEEN UPDATED FROM 23,650 SF TO 22,742 SF (22,700 SF REQUIREMENT). LOT AND EASEMENT PLAN: 1. DRAINAGE EASEMENTS HAVE BEEN UPDATED FOR STORM SEWER UPDATES 2. ACSA WATER EASEMENTS HAVE BEEN UPDATED FOR THE UPDATED CONDO DOMESTIC LINE. GRADING & DRAINAGE PLAN: 1. GRADING HAS BEEN UPDATED FOR THE NEW TOWNHOUSE/CONDO LAYOUT IN BLOCK 10. 2. ROADS HAVE BEEN RAISED BY 1-2 FT TO ACCOUNT FOR ADDITIONAL ON -SITE FILL. GRADES THROUGH THE BLOCKS HAVE BEEN UPDATED ACCORDINGLY. STORMWATER MANAGEMENT PLAN & CALCULATIONS: 1. IMPERVIOUS AREA FOR "POST -DEVELOPED DRAINAGE AREA TO ANALYSIS POINT 1 (1-ON-2, ONSITE, UNDETAINED) HAS BEEN REDUCED BY 0.03 AC. PIPE & INLET CALCULATIONS: 1. PIPE AND INLET CALCS HAVE BEEN UPDATED FOR PIPES NO. 101, 103, 103A, 105, 109, 111, 113,123, 125, 125A, 127, 129, 131 & ASSOCIATED INLETS/MANHOLES. UNDERGROUND DETENTION DETAILS: 1. SWM-B AND ASSOCIATED TIE-IN STRUCTURES HAVE BEEN RAISED BY 0.9 FT. STORM PROFILES: 1. PROFILES HAVE BEEN UPDATED FOR NO. 101, 103, 103A, 105, 109, 111, 113,123, 125, 125A, 127, 129, 131. SANITARY PROFILES: 1. MANHOLE RIM ELEVATIONS HAVE BEEN UPDATED WITH GRADING 2. CLEANOUT LOCATIONS IN BLOCK 10 HAVE BEEN UPDATED WATER PROFILES: 1. FIRELINE AND DOMESTIC LINE IN BLOCK 10 HAVE BEEN UPDATED. ROAD PROFILES: 1. ROAD PROFILES HAVE BEEN RAISED BY 1-2 FT TO ACCOUNT FOR ADDITIONAL ONSITE FILL. LANDSCAPING PLANS: 1. LANDSCAPING PLANTING AND CALCULATIONS HAVE BEEN UPDATED FOR THE BLOCK 10 TOWNHOUSE AND CONDO UPDATES. PHOTOMETRIC PLANS: 1. PHOTOMETRICS HAVE BEEN UPDATED FOR THE NEW PARKING LAYOUT ASSOCIATED WITH THE BLOCK 10 CONDO. Sheet List Table Sheet Number Sheet Title CO.O COVER CO.1 CODE OF DEVELOPMENT TABLES CO.2 CODE OF DEVELOPMENT TABLES C1.0 NOTES & DETAILS C1.1 NOTES & DETAILS C1.2 NOTES & DETAILS C1.3 NOTES & DETAILS C1.4 NOTES & DETAILS C1.5 FIRE FLOW DATA C1.6 FIRE FLOW DATA C1.7 BUILDING ELEVATIONS - TOWNHOMES C1.8 BUILDING ELEVATIONS - APARTMENTS C2.0 EXISTING CONDITIONS & DEMOLITION PLAN C2.1 BLOCKS & OVERALL PLAN C2.2 OVERALL PHASING PLAN C4.0 LAYOUT & UTILITIES PLAN C4.1 LAYOUT & UTILITIES PLAN C4.2 LAYOUT & UTILITIES PLAN C4.3 ROAD PLAN C4.4 ROAD PLAN C4.5 ROAD PLAN C4.9 LOT & EASEMENT PLAN C4.10 LOT & EASEMENT PLAN C4.11 LOT & EASEMENT PLAN C5.0 GRADING & DRAINAGE PLAN C5.1 GRADING & DRAINAGE PLAN C5.2 GRADING & DRAINAGE PLAN C5.3 DETAILED GRADING PLAN C5.4 DETAILED GRADING PLAN C5.5 DETAILED GRADING PLAN C5.6 CURB RAMP ELEVATIONS C6.4 PIPE & INLET CALCULATIONS C6.5 PIPE & INLET CALCULATIONS C7.0 STORM PROFILES C7.1 STORM PROFILES C7.2 SANITARY SEWER PROFILES C7.3 WATER LINE PROFILES C7.4 WATER LINE PROFILES C8.0 ROAD PROFILE - SWALLOWTAIL LANE C8.1 ROAD PROFILE - FLORA VIEW DRIVE C8.2 ROAD PROFILE - RENEWAL ROAD C8.3 ROAD PROFILE - SWEETBAY STREET C8.4 ROAD PROFILE - SWEETBAY STREET C8.5 ROAD PROFILE - HONEY BEE WAY C8.6 SIGHT DISTANCE PROFILES C8.7 SIGHT DISTANCE PROFILES C8.8 SIGHT DISTANCE PROFILES C8.9 SIGHT DISTANCE PROFILES C8.10 SIGHT DISTANCE PROFILES C8.11 SIGHT DISTANCE PROFILES C8.12 SIGHT DISTANCE PROFILES C8.13 SIGHT DISTANCE PROFILES L1.0 OVERALL LANDSCAPE PLAN ROAD PLAN TOTAL NUMBER OF SHEETS = 53 kyan D. Cichocki Lic. No. 5374] A� 12/9/2022 0 SSIONAL rSIM N z 0 f f z O H a K U LU w 0 11 Lf) . L I DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 1�1 1� 06 0 l__l V r U 0 .j ' W w J tY Q Lu w w t0 \ 1-1 Q 0 " U FLU }O} L / z O U 0. 0 0 0 0 U) ]OB NO. 47036 SHEET NO. C0.0 L oF NTH f 'Z ryan D. Cichocki U lie. No. 53741 .0 12/9/2022 4' �oIONAL d 1 M E 0 o N N C > E w v E w v E Q LL o 3 0 p LL wO `mom 0 W L M d_j U00 Z w w -� O �� a C C7w 4 M 30 �x to Ln O o¢"=LL p wLL c F- Ln o FL'a� . w LU w O ' FOR BLOCKS 9-12, 1.5 SPACES/ UNIT REQUIRED FOR MULTIFAMILY/APARTMENT RESIDENCES. 00 v H j O K W O G O (D Q () S H w H O N U p \ N Z O DATE UI 912012022 O DRAWN BY } M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE N.A. • • 06 1� T� V , U) W m 0 O > Z LU W a w ED 0 rl a _I LL O W � W (V..� v • � Q aU� 2 0 I..L W 0 0 0 0 0 2L 1 �0 V/ JOB NO. 47036 SHEET NO. C0.1 TABLE 7: MINIMUM GREEN SPACE AND AMENITY AREA BY BLOCK SUMMARY BLOCK ASSOCIATED PLAN(5) STEEP SLOPES (ACRES) OPEN SPACE REQUIRED (ACRES) OPEN SPACE PROVIDED (ACRES) TRAIL&PATH AMENIN REQUIRED (ACRES) TRAIL&PATH AMENIN PROVIDED (ACRES) REC.AMENIN& CIVIL SPACES REC, (ACRES) REC.AMENITY& CIVIL SPACES PROV. (ACRES) MINIMUM RECREATIONALAMENITIES&CIVIC SPACE REQUIRED RECREATIONALAMENITI ES &CIVIC SPACE PROVIDED TOTALGREEN SPACE REQUIRED (ACRES) TOTAL GREEN SPACE PROVIDED (ACRES) TOTALAMENITV SPACE REQUIRED (SF) TOTALAMENITY SPACE PROVIDED (SF) 1 1.80 5.97 0.23 0.00 2,000 LF CLASS B TYPE 1 PRIMITIVE TRAIL 8.00 10,000 5DP202000048 0.80 0.05 0.05 405 LF CLASS BNPE 1 PRIMITIVE TRAIL 0.80 2025 5DP202100062 6.75 0.19 0.19 1691 LF CLASS BTVPE 1 PRIMITIVE TRAIL 6.75 8455 TOTAL 7.55 0.24 0.24 TOTAL: 2096 LF CLASS BNPE 1 PRIMITIVE TRAIL 7.55 10,480 z o.lo l.lo 0.20 0.00 LF CLASS BTYPE 2 PEDESTRIAN TRAILTHIS 3.4o s,7oo 5DP202000048 0.29 0.03 297 LF CLASS BNPE 2 PEDESTRIAN TRAIL 0.29 14911,740 PLAN 0.810.171,493 AO3 LF CLASS B NPE 2 PEDESTRIAN TRAIL 1.11 8950TOTAL L300.20 TOTAL: 1,790 LF CLASS B TYPE 2 PEDESTRIAN TRAIL 1.40 30,441 3 0.00 0.00 0.00 DEVELOPMENT CHART RESIDENTIAL UNITS MARKET RATE UNITS AFFORDABLE UNITS MAX. NON- DENSITY GROSS TOTAL AREA BLOCK NON-RESIDENTIAL S.F. S.F. TOWN CONDO/ DWELLING TOTAL# BLOCK RESIDENTIAL NUMBER OF LOTS TOTAL RANGE RESIDENTIAL %OF (AC) CLASSIFICATION BUILDING (SF) DETACHED ATTACHED HOUSE APARTMENT UNIT RANGE MARKET REQUIRED FOR FOR RENT TOTAL %OF BUILDING (SF) PROVIDED UNITS REQUIRED DENSITY TOTAL UNITS UNITS UNITS UNITS REQUIRED RATE AFFORDABLE SALE APARTMENTS NUMBER TOTAL (DU/AC) (DU/AC) UNITS UNITS OF UNITS UNITS 1 GREEN SPACE & 0 0 0 0 0 0 0 0 0 0 0.0 0 0'� 0 0 0 0 0°� 8.00 BUFFER 2 1.30 0 0 0 0 0 0 0 0 0 0 0.0 0 0'� 0 0 0 0 0% 3 NEIGHBORHOOD 5000 0 8 6 2 0 0 4-12 8 3-6 5.7 5 63% 1 3 0 3 38°� 1.40 DENSITY 4 1.50 5000 0 5 3 2 0 0 6-14 5 3-6 3.3 3 60°k 1 2 0 2 40'� URBAN DENSITY 5 RESIDENTIAL 5000 0 35 4 4 26 20 60-127 54 6-18 7.6 10 19% 8 24 20 44 81% 7.10 VILLAGE 6 NEIGHBORHOOD 10000 0 0 0 0 0 0 0-31 0 0-28 0.0 0 0'� 0 0 0 0 0'� MIXED USE / 1.10 7 0.60 NEIGHBORHOOD 10000 0 7 7 0 0 0 0-12 7 0-18 11.7 7 100'� 1 0 0 0 0'� PLACES 8 1.00 10000 0 6 6 0 0 0 0-17 6 0-18 6.0 6 100'� 1 0 0 0 0% 9 1.80 10000 0 15 0 0 15 0 0-61 15 0-34 8.3 15 100'� 2 0 0 0 0% 10 20000 0 26 0 0 18 8 11-62 26 6-34 14.4 10 38% 4 0 16 16 62% 1.80 URBAN DENSITY 11 5.40 MIXED USE 20000 0 46 0 0 45 51 20-182 96 6-34 17.8 45 47% 14 0 51 51 53% 12 3.00 30000 0 1 0 0 0 70 13-102 70 6-34 23.3 0 0'� 11 0 70 70 100'� TOTAL 34.00 N/A 0 149 26 8 104 149 N/A 287 N/A 8.4 101 35% 43 29 157 186 65% PROPOSED BUILDING HEIGHTS BY BLOCK NEIGHBORHOOD CENTER SPECIAL AREA BLOCKS 3-4 BLOCK 5 BLOCKS 6-9 BLOCKS 10-12 (115' MEASURED ON BOTH SIDES FROM HICKORY STREET RIGHT-OF-WAY) REQUIRED: NO MIN., 3 STORIES OR 35' MAX. REQUIRED: NO MIN., 3 STORIES OR 40' MAX. REQUIRED: NO MIN., 3 STORIES OR 45' MAX. REQUIRED: 2 STORIES MIN., 4 STORIES OR 45' MAX. REQUIRED: 2 STORIES MIN., 4 STORIES OR 50' MAX. PROPOSED: 35' MAX. PROPOSED: 40' MAX. PROPOSED: 40' MAX. PROPOSED: 37.6' MAX. PROPOSED: 37.6' MAX. PARKING REQUIREDANDPROVIDED TOTAL PARKING ASSOCIATEDPLAN(S) LOTS HOUSING TYPE TOTAL PARKING SPACES SPACES PARKING SPACE LOCATION REQUIRED PROVIDED 1A-ID, 2B, 3, 6A- (2 SPACES / UNIT) X (26 (50) ON -SITE, (2) ON CARDINAL 6E, 12, 24, SINGLE FAMILY UNITS)=52SPACES S2 HILL LANE 33, 34, DETACHED (2 SPACES /UNIT+ 1 GUEST (16) ON -SITE, (1) ON HORIZON SDP202000048/ 4, S, 8-11, SPACE/4 UNITS) X (8 UNITS) 18 ROAD, (1) ON WARDELL CREST 37, 38 DUPLEX =185PACE5 SDP202100019 MULTIFAMILY(2)6-UNIT (2SPACES/UNIT)X(20 �(2gDAVAN) (39)PARKINGLOT,(1)ON 13 AND(2)4-UNIT UNITS)=40SPACES CARDINAL HILL LANE (2SPACES/UNIT+IGUEST (28) GARAGE, (24) ON -SITE, (2) ON 7A-7H, 14 SPACE/4 UNITS) X (26 58 HORIZON ROAD, (2) ON CARDINAL 23, 25-32 TOWNHOMES UNITS)=58SPACES HILL LANE, (2) ON WARDELL CREST (1.5SPACES/UNIT)X78 (148)GARAGEANDDRIVEWAY UNITS=117+20GUEST=137 171 PER UNIT, (23)ONSTREET/ALLEY THIS PLAN 1-78 TOWNHOMES (1.5SPACES/UNIT)X(8 12(2ADAVAN) (12) ON STREET/ALLEY 79 MULTIFAMILY(1)8-UNIT UNITS)=12 HOUSING MIXTURE PLAN BLOCK HOUSINGTYPES Tenure Type AMI Range Affordability Provisions Period Approximate Number (range) Number provided SDP202000048& SDP202100019 Number provided this plan (SDP 202100006) TOTAL 1-2 N/A -Open Space Market Rate Single Family Attached Ownership/Rental Unrestricted N/A 0-20 0 0 0 Market Rate Single Family Detached Ownership/Rental Unrestricted N/A 0-40 3 0 3 3-4 Habitat Single Family Attached Ownership 25%-80%AMI 40years 0-15 2 0 2 Habitat Single Family Detached Ownership 25%-80%AMI 40years 0-10 0 0 0 Accessory Units Rental 0%-80% AMI 10 years 0-5 0 0 0 Market Rate Single Family Attached Ownership/Rental Unrestricted N/A 0-12 8 0 8 Market Rate Single Family Detached Ownership/Rental Unrestricted N/A 0-10 15 0 15 Deeply Discounted Units Rental 0%-30% AMI 10 years 0-5 5 0 5 Habitat Condominium Ownership 20%-80%AMI 40years 0-20 15 0 15 5-8 HabitatTownhomes Ownership 25%-80%AMI 40years 0-30 18 0 18 Habitat Single Family Attached Ownership 25%-80%AMI 40years 0-15 4 0 4 Habitat Single Family Detached Ownership 40%-80%AMI 40years 0-10 2 0 2 Workforce Ownership/Rental 60%-120%AMI N/A 0-10 0 0 0 Accessory Units/Carriage Units Rental 0%-80% AMI 10 years 0-5 0 0 0 Market Apartments Rental Unrestricted N/A 200-225 0 0 0 Market Townhomes Rental Unrestricted N/A 0-30 0 70 70 HabitatTownhomes Ownership 25%-80%AMI 40years 0-30 0 8 8 9-12 Habitat Condominium Ownership 20%-80% AMI 40years 0-30 0 8 8 Deeply Discounted Units Rental 0%-30%AMI 10 years 0-5 0 0 0 LIHTCApartments Rental 30%-80%AMI 30years 80 0 0 0 L_ PROFFER STATEMENT ZMA No. 2018-003_ Original Proffers X Amendment Tax Map and Parcel Number(s): 09000-00-00-001A0, 090A1-00-00-001E0, 07600-00-00-051AO Owner(s) of Record: SOUTHWOOD CHARLOTTESVILLE, LLC Date of Proffer Signature: _August 2, 2019_ 33.% acres; TMP 90-1A (7.94 acres), TMP 76-51A (1.23 acres) to be rezoned from R-2 to NMD and TMP 90A1-1E (23.33 acres) which is to be rezoned from NMD to NMD. Southwood Charlottesville LLC, is the owner (the "Owner") of Tax Map and Parcel Number 09000-00-00- 001A0, 090A1-00-00-001E0, 07600-00-00-051AO (the "Property") which is the subject of rezoning application ZMA No. 2018-003, a project known as "Southwood Phase 1" (the "Project"). Pursuant to Section 33.3 of the Albemarle County Zoning Ordinance, the Owner hereby voluntarily proffers the conditions listed below which shall be applied to the Property if it is rezoned to the zoning district identified above. These conditions are voluntarily proffered as a part of the requested rezoning and the Owner acknowledges that (1) the rezoning itself gives rise to the need for the conditions; and (2) such conditions have a reasonable relation to the rezoning requested. This proffer statement shall supersede and replace in all respects the proffer statements approved by the Board of Supervisors in connection with ZMA 2005-00017. 1. Removal of Proffers and Amendment of Code of Development for Biscuit Run ZMA 2005-00017 included on Tax Man Parcel 090A1-00-00-001E0. All existing proffers associated with the Code of Development, applications, and Application Plan for ZMA 2005-00017 relating to Tax Map Parcel 090A1- 00-00-001 EO are hereby removed and superseded by these proffers. Tax Map parcel 090Al-00-00-001 EO (along with parcels 09000-00-00-OOlAO and 07600-00-0051AO) shall comply with the application plan and the Code of Development, entitled, "Southwood Phase I, A Neighborhood Model District," dated February 20, 2018, last revised July 29, 2019. 2. Trails, Parks, Civic Spaces. a. Greenwav Connections to Potential Adjacent County Parkland. At any time from approval of this rezoning application until the final certificate of occupancy is granted for Phase I, upon written request by Albemarle County, the Owner shall dedicate to the County, at no cost to the County and within six (6) months of the aforementioned written request, an easement, deed property within the 8.0 acre green space described in paragraph 2(b) to the County, and/or enter into an agreement with the County to provide a public trail connection between the Trail described in paragraph 2(b) below and any trail constructed by the County on abutting County property, IMP 09000-00-00-00500. The land under easement, associated trail connection, associated signage, and any associated structures shall be maintained in perpetuity by Albemarle County. b. Trail Network. The Owner shall establish a trail on the Property ("the Trail"), consistent with the County's design standards for a Class B type 1 primitive nature trail, within the 8.0 acre green space and amenity area shown and described as Block 1 on pages 5 and 7 of the Code of Development. The general location of the Trail is shown on the Application Plan on page 8 of the Code of Development; however exact trail locations shall be determined by the Owner based on site conditions and the then -current uses of the green space and amenity area and in coordination with the County. Installation of the Trail shall commence concurrently with the site work for Blocks 3-8 and the entire Trail shall be substantially completed prior to issuance of the one hundredth (100th) Permit for a dwelling within Blocks 3-8. The Trail shall be maintained by a property owners association established for Southwood. The public trail connection between the Trail and a potential, adjacent County trail network mentioned in paragraph 1(a) shall be maintained by the County as described in section 2a above. c. Owner shall provide a pedestrian connection between the northern terminus of the trail within Block 2 to the existing natural trail along the northern edge of the Southwood Trailer Park. The trail may be provided as an enhanced sidewalk (minimum ten (10) foot wide) along the Phase 1 streets, a Class B type 2 pedestrian trail around the perimeter of Block 12, or, subject to agreement of VDOT and adjacent property owner, as a Class B type 2 pedestrian trail within the ROW along Old Lynchburg Road, to the public road reservation through TMP 76-51. The pedestrian improvements shall be constructed prior to the issuance of the 300`h Certificate of Occupancy in Phase 1. SOUTHWOOD CHARLOTTESVILLE, LLC, a Virginia limit*1 ability compan By: Dan R so ensweig, Manager TABLE 5: SETBACK & BUILDING REGULATIONS BY BLOCK NEIGHBORHOOD CENTER SPECIAL AREA REQUIREMENT BLOCKS 3-4 BLOCKS 5 BLOCKS 6-9 BLOCKS 10-12 (115' MEASURED ON BOTH SIDES FROM HICKORY STREET RIGHT-OF-WAY) BUILDING HEIGHT MIN. NO MIN. NO MIN. NO MIN. 2 STORIES 2 STORIES MAX 3 STORIES OR 35' 3 STORIES OR 40' 3 STORIES OR 45' 4 STORIES OR 45' 4 STORIES OR 50' FRONT SETBACK FRONTS SHALL ORIENT TOWARDS HICKORY MIN. 5' 5' 5' 5' 10, MAX. 25' 25' 25' 18'A 28'A STEPBACK9 MIN. N/A N/A 15' 15'-= 15 AT BUILDING HEIGHT OF 40' 40' 3 STORIES OR 45' SIDE SETBACK MIN. 3' 3' 5' 5' NO MIN. MAX. NO MAX. NO MAX. NO MAX. NO MAX. NO MAX. REAR SETBACK MIN. NO MIN. 5' 5' 5' NO MIN. MAX. NO MAX. NO MAX. NO MAX. NO MAX. NO MAX. TRAIL BUFFER SETBACKS MIN. N/A N/A BLOCKS 6-8: N/A 20' MIN. O' MIN. MAX. BLOCK 9: 20' MIN/NO MAX. NO MAX. NO MAX. GARAGE SETBACKc TO COMPLY WITH FRAMEWORK STREET FACING GARAGE OPENINGS AND/OR GARAGE DOORS ARE NOT FRONT ACCESS MIN./MAX. 4.19c / NO MAX ALLOWED IN THESE BLOCKS. ALL GARAGE ACCESS MUST BE SIDE LOADED OR RELEGATED TO THE REAR OF THE BUILDING. MAX. PORCH & DECK 4' 4' 4' 4' 9' ENCROACHMENT MAX. EAVE & OVERHANG 2' 2' 3' 3' 3' ENCROACHMENT SINGLE BUILDING 3,000 SF 3,000 SF 10,000 SF 20,000 SF 20,000 SF FOOTPRINT MAX. NON-RES. STREET FACING BUILDING LENGTH MIN. NO MIN. NO MIN. NO MIN. NO MIN. 50' MAX. 200' 200' 200' 200' 275' MIN. AIR PASSAGE WIDTH 10, 10, 10, 10, 10, A UP TO AN ADDITIONAL 22' OF FRONT SETBACK MAY BE PROVIDED FOR NON-RESIDENTIAL AND MIXED -USE BUILDINGS FOR USE AS A FRONT PATIO OR COURTYARD AND SHALL NOT EXCEED 25% OF THE LENGTH OF THE FRONT FACADE. e IN BLOCK 11, FOR BUILDINGS OVER TWO (2) STORIES ADJACENT TO THE TRAIL BUFFER, PARKING AND OR DRIVE AISLES SHALL BE BETWEEN THE BUILDING AND THE TRAIL BUFFER. c THE WALL PLANE OF ALL STREET FACING GARAGES MUST BE SET BACK A MINIMUM DISTANCE OF THREE FEET (T) FROM THE PRIMARY STREET FACING BUILDING FACADE. c A STEPBACK IS NOT REQUIRED FOR BUILDINGS WITH A FRONT SETBACK OF AT LEAST 15'. E STEPBACKS APPLY TO NON-RESIDENTIAL AND MULTIFAMILY RESIDENTIAL BUILDINGS ONLY. FLEXIBLE USE STRUCTURES LOT GROSS FLOOR AREA (SF) HEIGHT FRONT SETBACK SIDE SETBACK REAR SETBACK PARKING FLEXIBLE USE STRUCTURE: EACH FLEXIBLE USE STRUCTURE SHALL BE SUBJECT TO THE FOLLOWING: A. NOT MORE THAN ONE (1) FLEXIBLE USE STRUCTURE, ATTACHED OR DETACHED, SHALL BE PERMITTED WITH ANY SINGLE-FAMILY DWELLING. B. THE GROSS FLOOR AREA (GFA) DEVOTED TO A FLEXIBLE USE STRUCTURE SHALL HAVE A MINIMUM GFA OF 200 SQUARE FEET AND NOT EXCEED 1,000 SQUARE FEET OR 50% OF TOTAL GFA OF THE MAIN DWELLING UNIT, WHICHEVER IS GREATER. C. THE GFA OF THE FLEXIBLE USE STRUCTURE SHALL NOT BE INCLUDED IN CALCULATING THE GFA OF THE MAIN DWELLING UNIT FOR USES SUCH AS HOME OCCUPATIONS AS PROVIDED IN SECTIONS 5.2 AND 5.2A AND OTHER SIMILAR USES IN THIS CHAPTER WHOSE AREA WITHIN A DWELLING UNIT IS REGULATED. D. MAXIMUM FOOTPRINT AREA OF FLEXIBLE USE STRUCTURES SHALL BE LIMITED TO 1,000 SF OR 50% OF TOTAL GFA OF THE MAIN DWELLING UNIT, WHICHEVER IS GREATER. E. MINIMUM HEIGHT OF FLEXIBLE USE STRUCTURES SHALL BE TO 10 FEET. MAXIMUM HEIGHT SHALL BE LIMITED TO EQUAL OR LESS THAN THAT OF THE MAIN BUILDING. F. ALL FLEXIBLE USE STRUCTURES SHALL BE LOCATED IN THE REAR OR SIDE OF THE LOT. NOTWITHSTANDING ANY OTHER REQUIREMENTS OF THIS CODE OF DEVELOPMENT, FLEXIBLE USE STRUCTURE SETBACKS SHALL BE THE SAME AS FOR THE PRINCIPAL BUILDING WITH WHICH IT SHARES A LOT, EXCEPT FOR THE REAR OR SIDE YARD SETBACK, WHICH SHALL BE A MINIMUM OF (3) THREE FEET. G. A SINGLE-FAMILY DWELLING WHICH ADDS A FLEXIBLE USE STRUCTURE SHALL BE DEEMED TO REMAIN A SINGLE-FAMILY DWELLING AND SHALL BE CONSIDERED ONE (1) DWELLING UNIT FOR PURPOSES OF AREA AND BULK REGULATIONS OF THE DISTRICT IN WHICH SUCH DWELLING IS LOCATED. FLEXIBLE USE STRUCTURE WILL NOT COUNT AGAINST THE OVERALL DWELLING UNIT ALLOWANCES. H. A FLEXIBLE USE STRUCTURE MAY CONTAIN A DWELLING UNIT AND/OR ANY HOME OCCUPATION CLASS B SUBJECT TO SPECIAL USE PERMIT AND HOME OCCUPATION PROCESSES AND REGULATIONS. A FLEXIBLE USE STRUCTURE MAY BE A COMBINATION OF ALLOWED USES, SUBJECT TO PERMITTING PROCESSES AND REGULATIONS. I. A FLEXIBLE USE STRUCTURE REQUIRES ONE (1) DEDICATED PARKING SPACE UNLESS THE FLEXIBLE USE STRUCTURE IS A DWELLING WITH THREE OR MORE BEDROOMS, IN WHICH CASE THE FLEXIBLE USE STRUCTURE WILL REQUIRE TWO (2) PARKING SPACES. yan D. Cichocki 'Z Lie. No. 53741 I2/9/2022 �4 S� SIONAL �lyG M E O O U N � N C > E w v E � w >v E Q LL O 3 p LL — wO `mom J V 00 W J —N N Z W vIr 30'x oQ �v U-) F ¢ . c YM N � M a� o w Z O a_ U V m W 0 Z O U) w fY: H DATE 912012022 DRAWN BY P DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. ONE f 0 U 0 MJ W uu J N w r0 a LL }O z O U 0 0 0 1 �0 V/ W m Z G 0 W W 0 LL 0 W 0 0 0 F COOPS, OTHER AGRICULTURAL USE STRUCTURES, AND OTHER ACCESSORY BUILDINGS EXCEPT FOR FLEXIBLE USE STRUCTURES AND ACCESSORY APARTMENTS MUST MEET ACCESSORY STRUCTURE SETBACKS (4.11.2). o FLEXIBLE USE STRUCTURES AS DEFINED IN THE CODE OF DEVELOPMENT HAVE THE SAME MINIMUM SETBACKS AS THE PRINCIPAL BUILDINGS WITH WHICH THEY SHARE A LOT EXCEPT FOR REAR AND SIDE SETBACKS, WHICH SHALL BE A MINIMUM OF 3'. L H JOB NO. 47036 SHEET NO. CO.2 LEGEND ROADS SEWER TRAFFIC STOP BAR mSTORM �� -S� EXISTING SANITARY SEWER PIPE & STRUCTURE NO. �® DROP INLET & STRUCTURE NO. S-SANPROPOSED SANITARY SEWER CURB O PROPOSED SANITARY SEWER LABEL CURB & GUTTER WATER 0 PROPOSED PAVEMENT EXISTING WATER LINE - • • CENTERLINE OF DITCH g• yy PROPOSED WATER LINE BENCH MARK R g• yy PROPOSED VALVE CLEARING LIMITS - iT! g• NI PROPOSED TAPPING SLEEVE -� R-1 VDOT STANDARD STOP SIGN PROPOSED FIRE HYDRANT (COMPLETE) - - 200 - -- EXISTING CONTOUR GRADING 200 PROPOSED CONTOUR + 240.5 EXISTING SPOT ELEVATION TC = TOP OF CURB BC = BACK OF CURB TC 240.5 PROPOSED SPOT ELEVATION EP = EDGE OF PAVEMENT TW = TOP OF WALL 1Q PARKING COUNT BW = BOTTOM OF WALL TS = TOP OF STAIRS BS = BOTTOM OF STAIRS N/A = NOT APPLICABLE TO THIS PROJECT MANAGEDSLOPES PRESERVED SLOPES ACSA GENERAL WATER & SEWER CONDITIONS GENERALNOTES 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION. 2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED VVITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A) 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR SEPTEMBER 14, 2021 INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). LINES AND STRUCTURES, AS NECESSARY. 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. SUBGRADE. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF 9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF WAY. (N/A) THE LINE. 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. OF ROAD. (N/A) 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). SLOPE OF 0.004 ft./ft. 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-09. 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. THE END OF THE DAY 16. PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE, ALL BACKFLOW PREVENTION 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS DETAILED IN SECTION 8 OF THE MOST RECENT 34. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED REVISION OF THE ASCA RULES AND REGULATIONS. BY THE BUILDING DEPARTMENT. SEWER AND FIRE LINES IDENTIFIED BUT NOT WATER LINES. 17. A DEED OF EASEMENT AND EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, SHALL BE RECORDED PRIOR TO ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED. Albemarle County Private Road Acceptance Procedure Albemarle County As -built Road Plan Policy This is the procedure developed by the Albemarle County Community Development Department for the completion of private roads. The items in this list must be completed in the order given. As -built drawings shall be prepared for all public and private roadway construction projects within Albemarle County. The following is a list of the minimum information required on the drawings. Additional information may be requested. The County only reviews private road as -built plans. The county does not review or approve public road as-builts. For questions regarding public roads, please consult with VDOT. 1. A signed and dated professional seal of the preparing engineer or surveyor. 2. The name and address of the firm and individual preparing the drawings on the title sheet. 3. "As -built" must be labeled on the drawings with the date of preparation or revision. 4. The constructed location of all items associated with the road construction must be shown. The items include, but are not limited to the following: a. Horizontal Alignment - Show and label measurement points, and an interpreted line between measurements. Show the as -built centerline over the design centerline. Distinguish between the design elevation and as -built by labels and line type. Measurements shall be at each station as a minimum, and at frequent enough intervals to accurately portray the as -built centerline and the position of the roadway q gh 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. 1. Tests and Inspections: Have all necessary tests and inspections performed by a professional engineer or geotech, or VDOT certified inspector. This should include, at a minimum, a. California Bearing Ratio (CBR) tests, b. stone depth inspections, including installation of under -drains and cross -drains, c. fill compaction tests, d. pipe and drainage structure video inspections or equivalent, e. base and surface pavement inspections, documenting materials, thickness and compaction f. concrete tests g. structural and related inspections for any bridges and foundations Compile a report of these tests, certified by a professional engineer, and submit this report with the as -built plans. 2. As -built plans and plats: Provide drawings of the constructed improvements according to the Albemarle CountyAs-built Road Plan Policy. Provide copies of all recorded drainage easements Y P sight right-of-way copies of the actual recorded documents � easements and � t-of-wa YPlats. Plats should be from the Clerk's office. Before completing as -built drawings, make any corrections necessary to ensure all improvements are within right-of-ways and easements. 3. Bond inspection: Request a bond reduction or release inspection from the County, which will reduce or release your bond, indicating completion or partial completion, or generate a letter indicating items in need of documentation or completion. The following documents will be needed with your bond inspection request; A. Completed Bond Inspection Request form and fee A form and fee are required for each bond, such as for a project with multiple phases and bonds. B. As -built documents per items 1 and 2 above. An as -built plan prepared in accordance with the County's As -Built Road Plan Policy is required. For any releases or reductions, the minimum requirements of this policy must be met, if only to ensure that all improvements are in right-of-way and easements. C. Signed and sealed letter from a professional engineer listed and certifying that completed improvements are built according to plan. Please do not e-mail or fax copies of this letter. An original signature and certifying seal are required. Please do not use qualifying statements such as "it appeared", or "to the best of my knowledge", or "generally in accord". Improvements were either built to plan, or they were not. As -built measurements, construction inspections, and other field verifications should be cited and included. Tolerances should be noted. The items not built according to plan must be listed, with explanations. Deviation in pavement materials and thicknesses must be listed. If street trees or sidewalks, or other items were moved, or added, this should be noted. If drainage changed, by addition or deletion of culverts, inlets, or re -alignments of pipes or grades, this should be verified by revised computations and attached to the letter. If there are outstanding items or omissions, these should be listed. Graphics are helpful. In short, please provide more than a statement of opinion or assurance. Please demonstrate that the improvements and construction have been inspected, investigated and documented, and are certified in detail, and county staff will not be in the position of discovering discrepancies and deficiencies in the field. D. Completed Certificate of Completion This form must be received for release of a bond. It is available on the county website. In the case of reductions, a letter listing the outstanding items that need to be completed before signing the certification is acceptable. It must be signed by the owner. This form says all subdivision improvements have been completed. It also says that all construction conforms to approved plans and any discrepancies have been 35. RETAINING WALLS GREATER THAN TIN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4' IN HEIGHT REQUIRE A STAMPED ENGINEERED DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. 36. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. 37. BUILDINGS OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR A DEMOLITION PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH FROM ALBEMARLE COUNTY AND VDOLI. CONTACT VDOLI FOR THEIR ADDITIONAL REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS AT (540)562-3580 (EXT. 131). 38. WHERE THE FLOOD LEVEL RIMS OF PLUMBING FIXTURES ARE BELOW THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER, THE FIXTURES SHALL BE PROTECTED BY A BACKWATER VALVE INSTALLED IN THE BUILDING DRAIN, BRANCH OF THE BUILDING DRAIN, OR HORIZONTAL BRANCH SERVING SUCH FIXTURES. PLUMBING FIXTURES HAVING FLOOD LEVEL RIMS ABOVE THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER SHALL NOT DISCHARGE THROUGH A BACKWATER VALVE. BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES VVILL 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 fi Department of Community Development rya Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. Albemarle County Engineering Final Plan General Notes Page 1 of 4 ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES General Construction Notes 1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT). drawn may n t therequirements of rans O .This Ian as dm of accurately reflect 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). yan D. cichocki Lie. No. 53741 12/9/2022 ,I ONAL M E 0 rn o N � N C > E w a E < w v 3 Q LL O 3 C)LL w 0 m J U 00 J - a>oN N W Z Q Mr I-= X LL p < v = N N Fva� c C' ;; m 00 � M a� CL O ce 0 z ai U i w p� z! V W H DATE 912012022 DRAWN BY P DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. 1�1 1�1 06 0 TT� V / U 0 Q U) MJ > - W w Q _1 I - a LU � 0 w co 1-I a 06 LLJ O U) LJJ I- O 0 Q u Z 2 0 0 I �0 V/ JOB NO. 47036 SHEET NO. C1.0 L CD-1 ( EW-72 TOP OF CUT PAY LIMITS FOR (TY%COL) CUT OUTLET PIPE TO GRenrPAVEMENT BEGIN WITH 45- _-SUBBASE DITCH LINE ELBOW FILL UBGRADESHOULDER LINE COMBINATION UNDERDRAIN CD-1 AT LOWER END OF CUTS EDGE OF PAVEMENT CENTER LINE SECTION TRAVEL LANES y� 5�y / (WITH TYPE 1 SELECT MATERIAL) - SL- - - -' 4� \: -- .• 5° TRENCH PLACEMENT EDGE OF PAVEMENT >� PAY LIMITS FOR OUTLET PIPE T( SHOULDER LINE \ BEGIN 45° F PAVEMENT SURFACE M BASE L TOE OF FILL TOP OF CUT 00000 00000000000SUBBASE (TW'yP CPL1 .o. o0 0- o - o- o - o. o . o . o0 0 00o F-SELECT MATERML TYPE I OR II O/ o; o o - #41 57 AGGREGATE, #8 AGGREGATE OR CRUSHED GLASS MEETING #8 GRADATION REQUIREMENTS. PLAN VIEW F GEOTEXTILE DRAINAGE FABRIC (PLACEMENT OF CD-1 COMBINATION UNDERDRAIN) OR �- PAVEMENT SURFACE M BASE 0 0 0 0 00 0 0 0 0 �- SUBBASE OR CEMENT STABILIZED SUBBASE = o FSELECT MATERIAL TYPEIOR SUBGRADE 0 0 00 oho PooA (CEMENT OR LIME STABILIZED) - I'll •• • , • o 0#57 AGGREGATE, #8 AGGREGATE OR CRUSHED OHNNA FILE GLASS MEETING #8 GRADATION REQUIREMENTS. GENERAL NOTES FABRIC 1. UNLESS SPECIFICALLY INDICATED, COMBINATION UNDERDRNN WILL NOT BE LOCATED AT THIS POINT WHEN BOTH SUBBASE AND SUBGRADE ARE STABILIZED. 2. TRENCH SWILL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. NON -PERFORATED OUTLET PIPE 3. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A MADE PARALLEL TO THE SHOULDER SLOPE 2 X MN. (3 X DESIRABLE) GRADE. TYPE OF PIPE CRUSHING STRENGTH H(W.T . 4" NAM. DIAMETER 1A(W.T. 6" NAM. DIAMETER SMOOTH WALL PVC .D3 0.753 SMOOTH WALL PE 1 1 70 PSI XXX 1 1 70 PSI AMR 4. ON CURB MD GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR UNDERMAINS. THEY ARE TO BE LOCATED SO AS TO DRAN INTO DROP INLETS OR MANHOLES. 5. ON SUPERELEVATED SECTIONS, TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. S. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-O" MOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. * WALL THICKNESS (MIN) -INCHES 7. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY UNITS FOR OUTLET PIPE ME TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 300M TESTED ACCORDING TO MTM D-2412 AT 5X DEFLECTION. S. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-120R OTHER DRAINAGE STRUCTURE. �VDOT STANDARD COMBINATION UNDERDRAIN SPECIFICATION ROAD AND BRIDGE STANDARDS STANDARD SHEET 1 OF 1 REVISION DATE (AT LOWER END OF CUTS) 232 501 108.04 VIRGINIA DEPARTMENT OF TRANSPORTATION 701 c0-z (`L _.P -UWTS OF PAY FOR Mn:a.;I LIfIL I 1 ,(- 1 EDGE OF PAVEMENT COMBINATION UNDERDRAIN CD-2 ON FILLS '0" TRAVEL LANES CENTER LINE SECTION -1--�-- �i_f-------ri- - (WITH TYPE 1 SELECT MATERIAL) IM EDGE OF PAVEMENT TRENCH PLACEMENT SHOULDER LINE yWAL)a-4l TOE OF FILL I- PAVEMENT SURFACE BASE o 0 0 0 00 0 0 0 0 0 0 0 0 0 o SUBBASE / LIMITS OF PAY FOR OUTLET PIPE .o-o. 000a 0000:o0-0.0600 o�-SELECT MATERIAL TYPEIORII PLAN VIEW SHOWING PLACEMENT OF CD-2 UNDERDRAIN •T #57 AGGREGATE, #8 AGGREGATE OR CRUSHED GEOTEXTILE GLASS MEETING #8 GRADATION REQUIREMENTS. 0,� DRAINAGE FABRIC NON -PERFORATED OUTLET PIPE OR SURFACE M BASE TYPE OF PIPE CRUSHING STRENGTH "( W.T. 4" NOM. DIMETERI X W.T. 6" NOM. DI METER SMOOTH WALL PVC 1 .103 0.153 SMOOTH WALL PE ]0 P51 N** 70 PSI XXX 0 0 0 o SUBBASE OR CEMENT STABILIZED SUBBASE = o - o - �- SELECT MATERIAL TYPE I OR SUBGRADE *WALL THICKNESS (WIN) -INCHES _ oho-o o (CEMENT OR LINE STABILIZED) X)O(TESTED ACCORDING TO ASTM D-2412 AT 5X DEFLECTION. #57 AGGREGATE, ke AGGREGATE OR CRUSHED GEOTEXTILE GLASS MEETING #8 GRADATION REQUIREMENTS. FFAABRICGE GENERAL NOTES 1. TRENCH SHALL BE FILLED WITH AGGREGATE AD THROUGHLY HAD TAMPED TO INSURE COMPACTNESS. APPROACH SLAB PAVEMENT 2. OUTLET PPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MIN. I= DESIRABLE) GRADE. BRIDGE SUBBASE 3. ON CURB AND GUTTER SECTIONS. WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE CD-2 OUTLETS FOR U11ERMAINS, THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP CO-2 - INLETS OR MANHOLES. 5'-0" SIZERNO. 21B (0'BASE MIN?DEPTH) YPE 4. ON SUPERELEVATED SECTIONS. TRENCH N TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. S. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-O" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. PLACEMENT OF CD-2 UNDERDRAIN AT 6. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PPE ME TO BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. 7. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-12OR OTHER DRAINAGE STRUCTURE. SPECIFICATION STANDARD COMBINATION UNDERDRAIN DVDO'F REFERENCE ROAD PAID BRIDGE STANDARDS 232 (AT GRADE SAGS AND BRIDGE APPROACHES) REVISION DATE SHEET 1 OF 1 501 ]O1 VIRGINIA DEPARTMENT OF TRANSPORTATION DB.OS CG-6 NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST N PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST N PLACE, 4000 PSI P PRECAST. 3. COMBINATION CURB M GUTTER WVING A RADIUSOF 300 FEET OR LESS ()LONG FACE OF CURB) SH&L BE PAD FOR AS RADIAL COMBINATION CURB M GUTTER. 4. FOR USE WITH STMUZED OPEN -GRADED DRAINAGE LAYER, THE BOTTOM OF THE CURB M GUTTER SHIM BE CONSTRUCTED PMALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWMLE CRITERIA FOR THE USE OF W-6 IS BASED ON ROADWAY CLASSIFICATION AID DESIGN SPEED AS SHOWN N APPENDIX A OF R THE ROAD DESIGN MANUAL N THE SECTION ON GS URBAN STANDARDS. D rT A BE CONCRETE OF THE CONTRACTOR ERE"DE COMBINATION 6" CURB AND GUTTER ROAD AND BRIDGE STANDARDS 105 REVISION DATE SHEET 1 OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 E A U A R1-1 STOP *Reduce spaciq 40% A B C D E F 18 .375 6 6 C 3 775 24 .625 8 8 C 4 10 30 .75 10 10 C 5 12L 36 .875 12 12 C 6 15 48 1.25 16 16C 8 20 COLORS: LEGEND - WHITE (RETROREFLECTIVE) BACKGROUND - RED (RETROREFLECTIVE) 1-1 MUTCD STOP SIGN DETAIL No Scale 6" TOP OF CURB CONCRETE \\ 12" �/�� FLUSH CURB (PARKING LO No Scale NON -SLIP BROOM FINISH C VARIABLE WIDTH' MAX. CROSS SLOPE 2% D 4" 3,000 PSI AIR -ENTRAINED CONCRETE COMPACTED SUBGRADE 4" TYPE 21A STONE COVER DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS D 4. 8 NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT STANDARDS. 1.5" ASPHALTIC CONCRETE SURFACE COURSE - SM-9.5A 2" INTERMEDIATE BASE COURSE - IM19.OA 3" INTERMEDIATE BASE COURSE - BM25.OA 8" TYPE 21-B AGGREGATE SUBBASE COURSE COMPACTED SUBGRADE (PER GEOTECHNICAL REPORT) DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS HEAVY DUTY ASPHALT PAVEMENT SECTION No Scale 2" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A (PLACED IN ONE LIFTS) 8" TYPE 21 B AGGREGATE BASE COURSE \/\\\ �/\/\\\/\\\/\\\/\\\/�\\/\\/. COMPACTED SUBGRADE DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale 2016 ROAD & BRIDGE STANDARDS NOTE:WHEN A PEDESTRIAN ACCESS ROUTE _ CROSSES A COMERCIAL ENTRANCE THE CROSS SLOPE SHALL BE 2/. FOR A WIDTH OF 5 FEET. A� XXSTREET APPROACH SAME SURFACING GENERAL NOTES (RADIUS TO BE AS o C C AS MAINLINE ROADWAY (SEE NOTE 3) SHOWN ON PLANS) 1. WHEN USED IN CONJUNCTION WITH STANDARD CG-3 _ _ _ _ _ _ (RADIUS TO BE AS OR CG-7, THE CURB FACE ON THIS STANDARD IS TO SHOWN ON PLANS) BE ADJUSTED TO MATCH THE MOUNTABLE CURB CG-2 OR CC-6 CONFIGURATION. (SEE NOTE 1) - - - 2. SEE STANDARD CG-12 FOR CURB RAMP DESIGN TO BE SIDEWALK USED WITH THIS STANDARD. (SIDEWALK (SEE M - - - - NOTE 5) z OPTIONAL UNPAVED SPACE r 3. MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE FLOW LINE R/W LINE (EXCEPT ANY SUBGRADE STABILIZATION -�� t----- REQUIRED FOR MAINLINE PAVEMENT WHICH CAN BE EXPANSION Q w EXPANSION OMITTED IN THE ENTRANCE.) JOINT JOINT 4. RADIAL CURB OR COMBINATION CURB AND GUTTER - - SHALL NOT BE CONSTRUCTED BEYOND THE R/W LINE NOTE: WIDTH "B" 2'-0" OR AS MAINLINE ROADWAY EXCEPT FOR REPLACEMENT PURPOSES. SHOWN ON TYPICAL �(� SECTION. A PLAN VIEW ENTRANCE NOTES 5. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK MAINLINE ROADWAY SLOPE TRAFFIC, THE DEPTH FOR SIDEWALK & CURB RAMPS 10'PARABOLIC CURVE (ENTRANCE ONLY) WITHIN THE LIMITS OF THE RADIISHOULD BE INCREASED TO 7". (SEE CC-13) EDGE OF PAVEMENT OR OPTIONAL FLOW LINE 8% MAX. GRADE CHANGE ® _ _ - D 6. PLANS ARE 70 INDICATE WHEN CONSTRUCTION OF A FLOW _ _ p (SEE LINE IS REQUIRED 70 PROVIDE POSITIVE DRAINAGE ACROSS MAINLINE ROADWAY _ - - - - - - - - - - - NOTE 7) THE ENTRANCE. 8% MAX. ® - D 7. THE DESIRABLE AND MAXIMUM ENTRANCE GRADE CHANGES GRADE CHANGE-1- "D" ARE LISTED IN THE ALLOWABLE ENTRANCE GRADE D TABLE. THESE VALUES ARE NOT APPLICABLE TO STREET CONNECTIONS. 5' MIN. 20' MINIMUM FOR COMMERCIAL ENTRANCE INTERSECTION NOTES 8. WHEN CG-11 IS USED FOR STREET CONNECTIONS, THE ® CONSTRUCT GRADE CHANGES WITH A PARABOLIC CURVE. CONNECTION MUST BE DESIGNED IN ACCORDANCE WITH AASHTO POLICY AND THE APPLICABLE REQUIREMENTS SECTION A - A OF THE VOT ROADMANUALINCLUDI GN IREMENTS. STOPPING SIGHT DISTANCE D K VIALUE REO 9. OPTIONAL FLOWLINE MAY REQUIRE WARPING OF A PORTION OF GUTTER TO PROVIDE POSITIVE DRAINAGE 2" B ACROSS THE INTERSECTION. ALLOWABLE ENTRANCE GRADE CHANGES �,��\ •n. 10 1":1' - CLASS A3 •>. . e. ' °' • e, • n. ^ (H.E.S.) e , e • n. ' �• ' °' - - CONCRETE SECTION C-C ENTRANCE VOLUME GRADE CHANCE 'D DESIRABLE MAXIMUM HIGH MORE THAN 1500 VPD 0 % 3 % MEDIUM 500-1500 VPD < 3 % 6 % LOW LESS THAN 500 VPD <6% 8% NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT APPLICABLE TO STREET CONNECTIONS SPECIFICATION 1V p[]T REFERENCE METHOD OF TREATMENT ROAD AND BRIDGE STANDARDS 502 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE SHEET I OF 1 VIRGINIA DEPARTMENT OF TRANSPORTATION 07/15 20304 2016 ROAD & BRIDGE STANDARDS SWALLOWTAIL LANE CROSS SECTION C/L 0.5' 6' CG-6 1.5" SM-9.5A (PLANTING STRIP) 22' 251 (PAVEMENT WIDTH) f 3% I CG-2 1 COMPACTED SUBGRADE 2" IM-19.OA 5' 5, 6' 3" BM-25.OA SIDEWALK SIDEWALK (PLANTING STRIP) 4T PARCEL WIDTH COVERED BY PRIVATE & EMERGENCY ACCESS EASEMENTS NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND ALBEMARLE COUNTY DESIGN STANDARDS. V BEYOND THE BACK OF CURB (TYP.) PRIVATE ROAD CROSS SECTION NO Scale FLORA VIEW DRIVE (WHOLE LENGTH) SWEETBAY STREET (9+85.27 - 17+25 & 19+65 - 20+55.64) C/L 1.5" SM-9.5A CG-6 VARIES 20' MIN (PAVEMENT WIDTH) �2.5 1-- f-2%TYPICAL (VARIES) SUBGRADE I „ NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. ALLEY CROSS SECTION No Scale CG-2 2 IM-19.0A 3" BM-25.OA TE & EMERGENCY ACCESS EASEMENTS AGGREGATE SHALL EXTEND V BEYOND THE BACK OF CURB (TYP.) SWEETBAY STREET (17+25 - 19+65) HONEYBEE WAY (WHOLE LENGTH) C/L 1.5" SM-9.5A VARIES 20' MIN (PAVEMENT WIDTH) f 2% TYP COMPACTED SUBGRADE NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. ALLEY CROSS SECTION No Scale CG-20�5, CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) 2" I M-19.OA 3" BM-25.OA TE & EMERGENCY ACCESS EASEMENTS AGGREGATE SHALL EXTEND V BEYOND THE BACK OF CURB (TYP.) RENEWAL ROAD (WHOLE LENGTH) C/L 1.5" SM-9.5A VARIES 20' MIN (PAVEMENT WIDTH) COMPACTED SUBGRADE NOTE: ROAD CROSS SECTION COMPLIES WITH ALBEMARLE COUNTY DESIGN STANDARDS. ALLEY CROSS SECTION No Scale `2" IM-19.13A 3" BM-25.OA TE & EMERGENCY ACCESS EASEMENTS AGGREGATE SHALL EXTEND V BEYOND THE BACK OF CURB (TYP.) 0.5' 0.5' .5' CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) CG-2 (HEIGHT VARIES SEE ROAD PLAN SHEETS FOR AREAS OF FLUSH CURB) yan D. Cichocki I� Lie. No. 53741 12/9/2022' :ZONAL G M E 0 0 rn U N vi N >E E W Q LL o 3 0 U_0 W O n IOOf ti Q j U GO Z W J N -UT O d (A O N w2 v z mt K H N X U K U- �' J o o Q 2 C N Z 0 N D7 N M LU a � N J o w � f- v DATE 912012022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE N.A. • C6 0 T T\ `U) 0 U O > J_ W CID W J I- !Y Q W J' LU 2: 0 TI Q 06 LL � �O T< O Z i 0 III 0 0 2 0 IDS NO. 47036 SHEET NO. Cl. 1 0 c 5 J c L WP-2 1 x 6 CAF 1 x 6 TRIMMEF 2 x 4 RAILS 10'-6 " 4 LF x 4 METAL POST (TYP. CONC. x 6 METAL POSTS 12'-0- PAD 14'-O" 1 x 6 12 S7 HINGE OUTSIDE ELEVATION 3 SIDES VARIES VARIES If IIIIIIIII NOTE: ALL LUMBER SHALL BE PRESSURE TREATED INSIDE ELEVA TION 3 SIDES DUMPSTER ENCLOSURE DETAILS N.T.S. NOTES: 1. FINE BROOM FINISH ALL STAIRS. 2. RAIL ON BOTH SIDES OF STEPS (IF NOTED) 3. SEE PLAN FOR RISER HEIGHT 4. MAX. CENTER TO CENTER SPACING BETWEEN STAIR POST TO BE 6'. ADD CENTER POST IF NECESSARY TO MAINTAIN MAX. SPACING FINISHED 12" MIN (TYP.) (MAX.) 1 ,/8„ 1'1 1.5"ALUMINUI RAIL (TYP.) 1 x 4^CAP OVER OUTSIDE GATE VIEW .A L,.A10 Ian vvn «w INSIDE GATE VIEW 12" MIN (TYP.) (TYP.) EXP. rJOINT IFINISHE rGRADE A WASH ►I 1'-4" EXP. 8 CORE DRILL CONCRETE FOR JOINT ° HANDRAIL POST, EMBED 5 HANDRAIL A MINIMUM OF 6" 1/8 BELOW FINISHED GRADE AND WASH GROUT TO THE FULL DEPTH °I. `'. 4 OF EMBEDMENT (TYP.) g" 5" # 57 STONE #3 REBAR (12" O.C.) 1-0" _ ° (2) #5 REBARS, BOTTOM CONTINUOUS, • LAP 2'-2" AT SPLICES OMPACTED SUBGRADE 3" EXTERIOR STAIRS No Scale CONC. STONE 4 x 4 METAL POST UNLESS x 4 RAIL OTHERWISE NOTED YP.) ON PLAN 1 x 6 TRIMMER 3'-0" 1 1 x 6 SIDING 3 3'-O" �i }^ 12" POST ELEVATION CC-3 REV. 9/I 201.02 CONCRETE BUMPER BLOCK ANCHOR WITH 5/8" REBAR IMBEDDED 24" IN GROUND HANDICAP SIGN HANDICAP SIGN LOCATION (VAN) FACE OF LOCATION (TYP.) CURB � 0 O 8' 1 5' 8' 1 8' 8' TYPICAL VAN T ACCESSIBLE ACCESSIBLE HANDICAP SPACES No Scale SIGN SIGN AND POST DETAIL No Scale 1 PAINTED STRIPE 9, (TYPICAL) C7xeP1w_1C&9weN1q STD. U POST GALVANIZED POST TO BE DRIVEN VA. SIGN FOR THE DISABLED ON 0.80 GAUGE PRIG ALUMINUM. f�CWG ALUMINUM. COLORS: GREEN BORDER & LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, WHITE BACKGROUND. PBIALTY PBJALTY tACCESSELE 0 A E IM - W RE Y ZONE TOW AWAY ZOPE N 6' ABOVE FINISHED GRADE ADA PARKING SIGNS No Scale 2" 5•• N 2" R b(;• 3' 4„ •p, 6. 6' SURFACE c 5, e, SEE < . NOTE 4 �' • �•• o. E. e, • �' �' BASE c o.. o o. SUBBASE 7" SPACES SHALL BE IDENTIFIED BY ABOVE GRADE SIGNS AS RESERVED FOR PHYSICALLY DISABLED PERSONS. PROVIDE ONE (1) R-7-8 SIGN AT EACH PARKING SPACE INDICATED ON SITE PLAN. SIGN SHALL BE ALUMINUM (PAINTED WHITE) WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL. SIGN SHALL BE PLACED ON STEEL POST 1-1/2" O PAINTED BLACK SET IN MIN. 2' OF CONCRETE. NOTES 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) WILL BE PAD FOR AS RADIAL CURB. 4. THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3" (13" DEPTH) OR INCREASED AS MUCH AS 3" (19" DEPTH) IN ORDER THAT THE BOTTOM OF CURB WILL COINCIDE WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUC OTHERWISE THE DEPTH IS TO BE 16" AS SHOWN. NO ADJUS- IN THE PRICE BID IS TO BE MADE FOR A DECREASE OR AN INCREASE IN DEPTH. 5. CG-3 IS TO BE USED ON ROADWAYS MEETING THE REQUIREM FOR CG-7 AS SHOWN IN APPENDIX A OF THE VOOT ROAD D MANUAL. 6. WHEN THIS STANDARD IS TO BE TIED INTO EXISTING BARRIER CURB, THE TRANSITION IS TO BE MADE WITHIN 10' OR THE CHANGE IN STANDARDS MADE AT REGULAR OPENINGS. STANDARD 4" CURB VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATION REFERENCE 105 502 CG-7 EDGE EXPAVEMENT EDGE DETERMINED IN FIELD) TACK COAT THE PROPOSED CONSTRUCTION JOINT rEMTNGYERS PROPOSED ASPHALT LAYERS SUBBASE-------- PROPOSED SUBBASE COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS ® PROPOSED MINIMUM 11/R INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) • MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS AS DETERMINED BY CORES (SEE NOTE 3) NOTES) 1. ASPHALT PAVEMENT WIDENING SHN.L HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT. SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. 3. A MINIMUM OF THREE CORES FINAL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART. 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF I INCHES MIND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED BY THE ENGINEER. 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EMIENG PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. S. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBACT TO THE APPROVAL OF THE ENGINEER. 7. FINAL TRANSVERSE PAVEMENT TERN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS AT TIE-N LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(a) OF THE SPECIFICATIONS. DO-rROAD MI) BvRIDG ANDMDS ASPHALT PAVEMENT WIDENING `REFN NCE SLEET 1 OF 1 REV5DN DATE FOR WIDENING SUBJECT TO TRAFFIC 315 303.U2 VIRGINA DEPARTMENT OF TRANSPORTATION 2016 ROAD & BRIDGE STANDARDS 3 PIPES ARE ENCOUNTERED. SHAPE TO ELEVATION OF MIDPOINT OF LARGEST PIPE. I CO pO I I I I I I I I SLOPE TO DRAIN TO INVERT OF OUTLET WE SECTION A -A METHOD OF TREATMENT IN DROP INLETS \� SSHHWDIG OF MANHOLE AND INLET INVERTS N ACCORDANCE WITH THIS DRAWING S TO APPLY TO THOSE STRUCTURES SPECIFIED \ SLOPE TO DRAIN ON PLANS OR WHERE INVERT OF PPE IS ABOVE INVERT Of ON LAUNE. 1 TO INVERT OF j OUTLET PIPE INNADROP INLET IS TO BE FORMED AND CONSTRUCTED IN ACCORDANCE NCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. DE INVERT SHAPING AS DETAILEDHEREON IS TO CONSIST A n PORTEND MIXCEMENT CONCRETE MIX CONFORMING TO CLASS A3 OR / v CLASS 4, EXCEPT THAT 25X OF COARSE AGGREGATE MAY BE TO 4i1 IN DIAMETER MID CONSIST OF STONE, BROKEN BRICK, UP' BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE / %'• SHALL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NONE OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. • , ' DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE - w PURPOSES ONLY. EACH MANHOLE M DROP INLET IS TO BE SHAPED - - INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET ARD OUTLET CONlGURATDN PAID FLOW LINES. PLAN SECTION B-B METHOD OF TREATMENT IN MANHOLES XNDOT SPECIGICATION ROAD AND BRIDGE STANDARDS STANDARD METHOD OF SHAPING REFERENCE SHEET 1 OF 1 REV510N DATE MANHOLE & INLET INVERTS 302 108.08 I VRCNU DEPN271ENT OF TRANSPORTATION I THIS AREA MAY BE CONCRETE AT THE OPTION OF THE CONTRACTOR REV. 9/ 201A4 2016 ROAD & BRIDGE STANDARDS NOTES 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. COMBINATION CURB & GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB)SHALL BE PAD FOR AS RADIAL COMBINATION CURB & GUTTER. 4, FOR USE WITH STABILIZED OPEN -GRADED DRANAGE LAYER, THE BOTTOM OF THE CURB MID GUTTER SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWABLE CRITERIA FOR THE USE OF CG-7 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SHOWN IN APPENDIX A OF THE VDOT ROAD DESIGN MANUAL. 6. WHEN THIS STANDARD IS TO BE TIED INTO EXISTING BARRIER CURB, THE TRANSITION IS TO BE MADE WITHIN MOOR THE CHANGE IN STANDARDS MADE AT REGULAR OPENINGS. 7. WHEN COMBINATION MOUNTABLE CURB PAID GUTTER IS USED, THE STANDARD ENTRANCE CUTTERS OR STANDARD CONNECTION FOR STREET INTERSECTIONS ARE TO HAVE THE MOUNTABLE CURB CONFIGURATION INCORPORATED. 2" R 2" � V R D D p p p D 1„ 1 e o e o T� ' = - - - - - - - THE BOTTOM OF THE CURB AND GUTTER MAY BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A j^ 7" -I T-0" MIN. DEPTH OF T• IS MANTAINED COMBINATION 4" CURB & GUTTER VIRGINIA DEQARTMENT OF TRANSQORTATION 105 502 yan D. Cichocki 'Z H� Lie. No. 53741 12/9/2022 ,�4' S� SIONAL �lyG M E CD CIDO OM OM C > E a E W U 3 v Q LL o 3 p LL wO 0 `m ^H YEy LM U00 Z CL._j - En O d 7 0 " CO Nu rv� a w 30'x W oa �" W ur) i ry Z O Fv> m Uri U) ry W n M Of d � CDU.1 W H vi DATE 912012022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE N.A. 06 O 1� 0 T� V , O Q Cn J > W CIOCY cac W ' G W J co 1 I Q 06 LL D O �T O Z li O O 2 O U) JOB NO. 47036 SHEET NO. C1.2 c a 2 C O 0 L 3 a v 0 O X ECL �0 o � C m "- E O a C N D_ 0 0 a. 0 0 3 Z Z m O E 2 a ~ 0 `o� 0 Q§ 0 0 m 2 Y 3 0 a X C 0 O 16 .E 0 12 O O tl 0 E `o 0 m 06 a c �a 10 a o d h O m �o nE E F_ L 44 MIN. 3r 3Y MN. 1 BYPASS NOTES: 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. 2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN -PLACE VAULTS SHALL BE 4". MINIMUM WALL THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE 8". 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATER PROOFING COMPOUND. TYPICAL METER VAULT (1 1/2" METER) NITS FIG. W-7B q•, 6' MIN.17.Y B' MN. 4 �e 1 1 YW. I..I•-17.5-.•'� WINGNUT LOOKING ASSEMBLY TIN � j• •.• 4" DIAMETEF AND VALVE WATER ON-LINE (TYPE ""B'") PLUG THREADED COUPLING PVC SLEEVE BRASS NIPPLE AND PVC o CAP i LUBRICATE ALL THREADS THRUST BLOCK METER BOX (SEE FIG. W-7) VALVE NO. 57 STONE M.J. FITTING Y PIPE SLOPED TO DRAIN IF GRADE ALLOWS VARIES: VARIES 2" BRASS PIPE WATER MAIN AND VALVE 2" THREADED TAP ARE SAME SIZE PLUG DEAD END (TYPE "A") TYPICAL BLOW -OFF ASSEMBLY NIS --- FIG. W-8 FD-19 AIR RELEASE VALVE � BRONZE GATE BRASS OR BRONZE PIPE -� NOTES: 1) A PRECAST MANHOLE CONE AND COVER NTH WATER CAST ON UD FOR TRAFFIC AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL, SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS. 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT THE MANHOLE CONE. AIR RELEASE VALVE (ARV) NTS MG. W-9 TDTD=20 VARIES BOX TO METER BOX (SEE FIG. W-60 THRU W--7E). VARIES` Y COPPER WATER MAIN.M.J. FITTING PLUG THREADED FOR 2" COMPRESSION FITTING RESTRAINED JOINT FITTINGS NOTES: • GATE VALVE WILL BE 4' UNLESS OTHERWISE SPECIFIED BY THE ACSA • SERVICE LINE TO CONNECT AT MAIN WITH X"x4'TEE • REFER TO FIG. W-3 FOR THRUST' BLOCK DETAILS ON TEE. • REFERTOFIG.W-5 FORTHRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE. • NO CONCRETE SHOULD BE POURED ON ANY PART OF THE RESTRAINED JOINT. USE PLASTIC SHEETING AS PROTECTION FOR BOLTS. ' • USE 250D PS.L CONCRETE. LARGE METER SERVICE LINE NTS FIG. W-60 COVER LIFT NOTCH 12 3/8" r WATER CAST IRON LID V NOTES: (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. TYPICAL METER BOXES (5/8"-11' METERS) NTS FIG. W-7 TDTD13 PETER SIZE DIMENSBId6DIMENS A IIX4 B DIMEMSRIN C 3'1''dB'3.1'5'4'5' MIN. MIN. ' GREATER THAN 4' PROPOSALS W11L BE SUBMITTED, i B i DDOR HINGES r------ ---- -----7 I I I I I I i I I I I I I I I q LIFT HANDLE L-------- TYPICAL METER VAULT N.T.S. FIG. W-7A TD_14 SIDE VIEW 75' DIAMETER DRILLED IDLE FOR TOUCH READ NITS, TOP VIEW 3" DIAMETER FLAT BEARING SURFACE UNDERNEATH 24' X 36• ALUMINUM ACCESS IIATCH NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. T LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' (2701 18'-2Y ALVE BOX 7 CU. FT. #68 STONE 42"MIN 6" GATE VALVE . I �':• 'I . 8. X 6• TEE 2500 P.S.I. CONCRETE / BASE AND THRUST JI%i, BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL PILE RESTRAINED JOINT FITTINGS WHEN THE SOIL IS DISTURBED OR ON A HYDRANT IS LOCATED IN A FILL IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADD17IONAL SUPPORT. NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. 1T 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 a a a M.J. GATE VALVE WATER LINE i' L- i . . 2500 P.S.I. CONCRETE '• Al ° 2'x 2' BEARING AREA. THRUST BLOCK d a. d NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE i' COMPRESSION X 31e MALE PIPE COUPUNG OR APPROVED EQUAL Y TYPE -N'--. SOFT COPPER NOTE NO SWEATED nrRX= I I DUAL SERVICE SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE. NTS FIG. W-5 TD-9 0 / FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL SERVICES OR DUAL RESIDENIIAL AND IRRIGATION SERVICES. 2' ^' MMPRESSION x J/4' MAI£ PIPE COUPLING PPROWD EQUAL 'OR USE ON DETACHED SINGLE FAMILY iESIDENTAL SERVICE WHERE AN IRRIGATION 'EIER IS NOT PROMDED. CAST IRON uD �FNISHED GRADE 3B- MIN. -COPPERSETTER 1/8 BEND COUPIING� - METER CORPORATION STOP BRICK AS NECESSARY SAND OR DUST UNDER 4• DIAMETER DRNN PIPE, tY BOX AND SETTER (2-INCH .d 4 LONC STONE POCKET, MT MINIMUM THICKNESS) SPEC. 203, N0. 57 AGGREGATE TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FIG. W-6A TDTD=TOO FOR BENDS a" & SMALLER USE STRAP ON BEND WITH ANCHOR BOLT ON CENTER LINE OF BEND. - FOR BENDS 10" THROUGH 12" USE 2 STRAPS ON BENDS ADJACENT TO BELLS. - FOR 18" BEND USE 3 STRAPS AS SHOWN. Il ELEVATION PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT. BEND PIZE A B C D E F Z-8' 1'-2 r 1 1/4 Br Y- V-0 2'-6' 1'-6 2'-S' 1 1 4" 17 1/4' /0" 2'-9 3'-9 2'-6' 2'-0 3'-0 2" 1Y ]'-0 4'-Y 3'-0' 2'-3" 3'-B' Y 16" }'-6" 5'-6' 3-3. S-0" V-6" 2 1/2' 4' - 8 2'-6" S-0 2'-6' 1'-e 2'-B" 1 I V B" 3'-0 4'-3- 7-e Y-5" 3'-r 2' 1/2' To- X-3" 5' T-0 ?- 3'-9 2' 12" 3'-9" 6'-3 3'-0 S-6" 4'-3 2- 18" 5'-D 7'-8 3'-3' 4'-0" 5'- 2 1/Y 4• - B" 3'-0" 6'-0 S-0" V-3" 3'-Y 2 1 4' 8' 3'-B 8'-8 41V 10" 4'- 7-e 3'-0' 4'- 5'- 2 1 4 fY 5'-3 W- S-3' W-0 5'-9 2 1/P" Is' 8'- 11'- S-B" 3" THREAD 1 NOMINAL DIAMETER EXTRA STRONG STEEL PIPE B N CHART FOR UPPER SECTION VERTICAL BLOCKING NOTE: STANDARD 90' HOOK ON END OF ANCHOR BOLTS TO FACE CENTER OF BLOCKS CONCRETE BLOCKING FOR UPPER VERTICAL BENDS N.T.S. FIG. W-3A fJ' Top Vlew Q.: A , 6" MINIMUM 4' MINIMUM 4" MINIMUM d . • F d O °.v NOTE: RESTRAINED JOINT FITTINGS. rGinSide Mew 42Minimum • eR I 'II'ed47°Steel Beam, (mtn. size) •--\ .° 3' min. penetration into undiaturbed soil or as approved by the ACSA. �1-��:Ii.��ll■IILII.IL��:11 NTS FIG. W-3B TDTD=S ASTM A38 AND HEX NUT AMU A588 (TYP) UNDISTURBED EARTH /- UNDISTURBED 2 - 3/4" CIA / SOIL (TV) ALL -THREAD ROD ✓ �: �:R' WATER MAIN U ® it zo �3 VALVE -� •" is 24" MIN UNDISTURBED EARTH PLAN '•:U'j' CLA55 A-3 CONCRETE MN �" EGA -LUG 144y.. ♦ ..4 44"S$ ::titi�i4°ie''S•S°be,•q"•�iSPtio "ly:.•.$'ititi`ti:P: 18" MIN✓Ne 8" ELEVATION UNDISTURBED EAR T ENCH 24" MIN WIDTH MIN 1 z I SECTION NOTE: 1. ALL RODS AND FASTENERS SHALL BE GNEN TWO COATS OF ASPHALTIC PAINT AFTER ASSEMBLY. 2. CONTRA07DR SHALL ENSURE THAT THE COLLAR BEARS AGAINST UNDISTURBED SOIL FOR THE MINIMUM DIMENSION SHOWN. 3. DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MINIMUM. IF THE TRENCH WIDTH IS LARGER DURING CONSTRUCTION, THE COLLAR DIMENSIONS SHALL INCREASE ACCORDINGLY. CROSS ANCHOR RESTRAINTS FOR VALVES NIS Fig. W-30 m=6 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY, VARIES -ldi>-a•- 10" 1 5' 1 1 ._. I 1 5'. 1 F WATER SEWER 3 A 13 d: £ LOCATION OF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM WATER &SEWER 30' MINIMUM IR SEE PART 3, PARAGRAPH DI SEPARATION OF WATER & SEWER SYSTEMS, UTILITIES CROSSING A WATER DR SEWER EASEMENT SHOULD BE AT go' TO THE RIGHT OF WAY, UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG W-1 TD-I GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL 7pz74"�1ININITIAL BACKFILL * STABLE SOIL ROCK • SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE FOUNDATION IN POOR SOIL UNDER -CUT CONDITION 4'MI INITIAL BACKFILL 4 1 UNSTABLE B'• 6• B• B. SOIL MIN. MIN MIN. #68 STONE �_ =-GRANULAR FILL AS APPROVED BY ACSA STA I bHc STABLE SOIL OR ROCK, NOTE 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION & BEDDING NTS FIG. W-2 - PIPE DEGREE BEND DIMENSIONS VOL TEE AND PLUGS VOL. SIZE OF FEET) CU.YD. CU.YD. BEND L H T L H T 90 2.50 2.50 3.01 0.24 4' & 8" 45 2.00 225 260 0.15 200 225 2.5D 0.15 221/2 1.50 ZOO 2.52 0.10 111/4 1.50 2.00 2-50 0.10 90 3.66 3.16 3.21 0.48 45 268 266 2.77 0.26 B. 221/2 1.86 218 289 0.13 3.16 2.91 266 0.32 111/4 1.66 2.16 2.67 0.13 90 4.83 3.83 3.42 0.83 45 3.33 3.58 295 0.43 3.83 4.00 283 0.52 22 1/2 2.33 2.58 2-86 0.24 11 1/4 1.83 2.33 2.84 GAS 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2 USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS FIG. W 3 TD-3 Bryan D. Cichocki Lie. No. 53741 .0 12/9/2022 4' �o, I ONAL E'0 � M E 0 o N Vi N C > E ai E W Lu Q UM o 3 C) LL W O m a LM LM ¢�_j UDo Z LU O a ry a C In Lu 30y� X N � O � ix '6 W oa =� ti o F�au' LU n U) N N LU () 00 H Qoo ? w IL Q O n DATE > � 912012022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE • N.A. 1�1 C6 J0 ' 1 T\ V , 0Q J > Lu a UJ J' LU o DO 1 I Q co UL V) ui O W `� 7O O Z I� 0 0 2 0 U) JOB NO. 47036 SHEET NO. C1.3 c 5 Oi C ro 0 3 c a. D ax o CL BZ 20 o 2 c 2 T O a C N R d V O C O (D 3In Z m O EI � a 1- F 62 . ZE Q S C 6 m 2 Y X C 0.0 t6 16 m c E `O 0 6 C' a c �a !o a 0 0 6 6. 6 6 c 6 co 0 6 nE E F_ L Op SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS 0 INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE NOTE, MIN, 60' DIAMETER MANHOLE o REQUIRED. F, 'Z TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED ryan D. Cichocki TO THE MANHOLE KH RYP )STEP DROP MANHOLE PVC CROSS °� Z - H Lie. No. 53741 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. r LOSE APPROVED FLEXIBLE RUBBER o`A 12/9/2022 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% �Q (1/4" PER FOOT) 2 �SSIONAL� ��° o r� 3000 PSI CONC. BASE F'L ROADWAY [L 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN } 4 ° DIAMETER OF 4". GASKETED e • STOP COUPLING ° BENCH SLOPED TO FLOW 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER o E7' CHANNEL 1/4" : 1' MIN OF 3 FEET. `•'' ✓.,, DROP PIPE PIPE STRAPS •• •� .t: f- SALT (STAINLESS STEEL) o SPACED EVERY . 'n„+: -_ , . • • M CD TREATED Z 4 a < B' VERTICALLY ;Er A�l'�1. :..ii /i \ i A, u N N X FINISHED GROUND MARKER ."� u. 90' RESTRAINED BEND •;, *�, i Y `1 BRANCH ¢ O c zSM i = PAVEMENT m I �( IAIN �_ 12' l l > E Oi E MNFPUEIEM • u3 'a •. • .. s •" ",.. C / H W N 3 ,ay a.ese FEWER 4 IPE - 4. QLLtj 3 LL 0,25' MIN. THICKNESS COATED �� BAND INSULA�STAINLESS 42' MIN. PLAN _ 2" m OD w L 42' MIN. STEEL CASING �y Q W Z Bo�TIiC ENTSFILL PLUG END OF PROFILE _j w FJ" o rn O d N t " I SERVICE LATERAL TION MAIN LINEfIN MIN: 6' BEDDING WITH NO. 68 STONE w N N M .~a. t e; 1.HEIGHTOFTHEVERTICALDROPPIPEWILLBEDETERMINEDBYTHEACSA,BUTSHALLNOTBELESSTHANTWO FLEXIBLE CONNECTION N��' a Z H� U vim) Ec 2'-V 7' OR 8' 7' DR S'� �2'-0' (2)FEET. WITH STAINLESS STEEL ALL CONNECTIONS TO a N ¢ w o2. VERTICAL DROP PIPE SHALL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO BAND EXISTING MANHOLES SHALL K DitL UCTILE IRON PIPE 18' OR 20' JOINT OF D.I. I �� THE DROP FITTING WITH STANDARD GASKET101NT. i j BE CORED AND A FLEXIBLE " " = c ,may Z 'STRAINED JOINTS) 3.VERTICALDROPPIPESHALL13ESTRAPPEDTOTHEMANHOLEATPIPEJOINTS.STRAPSSHALLBEMADEOF CONNECTION BOOT = U a kO O LIJ STAINLESSSTEEL INSTALLED En U)NOTE: 1. STEEL CASING TO EXTEND TO BACK OF CURB, DITCH, SIDEWALK, ETC. OR A MINIMUM OF 5' BEYOND THE EDGE OF o N jPAVEMENT, WHICHEVER IS GREATER. 4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECIION DISCHARGE POINT rn W O 2. ENDS OF CASING CAN BE SEALED USING A PULL -ON END SEAL GASKET IN LIEU OF CONCRETE FILL. EE TO SPRING LINE OF MANHOLE INVERT.WPLAN 3, MIDDLE SPACER SHALL BE PLACED AT THE CENTERPOINT DF PIPE JOINT. 5. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FT DW. TYPICAL MANHOLE PLAN � I- 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT90 DEGREES FROMTHE ACCESS STEPS.WATER RIES OU 7. MINIMUM 72" DIAMETER MANHOLE REQUIRED FOR A SINGLE 10" OR 12• DIAMETER DROP CONNECTION, OR " SHOWING BRANCH TIE - IN TYPICAL STEEL SLEEVE INSTALLATION TWO 8DIAMETER DROP CONNECTIONS. UNDER ROADWAYS R � Ce w a SEWER SERVICE LATERAL CONNECTION STANDARD INTERNAL DROP CONNECTION TUTS o O N.T.S N.T.S. N.T.S. FIG. W-to FIG. S-1-B (D ¢O FIG. S-2 FIG. S-1-C2 TD-33 TD-30 TD-27 = H � N > H O U Q p V FRAME & COVER �E o DATE FRAME & COVER (SEE FIG. S-I-D,E) U) E W SEE FIG. S-I-D, E > NING BACKFlLL SHALL mN �� 6 o u STREET SURFACE OR NON -PAVED AREA STREET SURFACE OR NON -PAVED AREA O 9/20 2022 / ONTAIN ROCK MATERIAL g 8m } DRAWN BY 36R THAN 5" IN ANY 0 ° va E SLOPED AREA SLOPED AREA I SION EB ° a ``.'.r:;'"=M' V. MAX z -O RUBBER COATED STEEL STEPS a CAST IN PLACE =='sT.c�:i1"r.;•Yee MAX M. DENHARD AL BACKFILL* :�� 1' -0" 8"MINLIFTS) DESIGNED BY EMBEDMENT OROUGHLY COMPACTED _ "0" PRECAST REINFORCED CONCRETESPRING 2'-0" LINE Y HAND OR APPROVED ECHANICAL TAMPER fD i s E 51< E E zO �� E� E SECT70NS WITH RING SEALS eOR APPROVED EQUAL vN0. • M.DENHARD OF PIPE - RUBBER COATED STEEL 68 STONE - " g ea o Y-0" MIN THE DROP CONNECTION 3'-0" MINNCHING STEPS CAST IN PLACEa CHECKED BY DING 6" max e min x.. 1U 'ao q E 6G/ �_ ° SHALL 13E DUCTILE IRON PIPE (CLASS 50 0 5" BACKFILLED IN 6" LAYERS PRECAST REINFORCED NDATION SHALL BE E N �_, AN9 COMPACTED BY HAND TAMPERS OR JI MIN ® BACKFlLLED WITH SELF -COMPACTING CONCRETE SECTIONS 12" MIN "0" RING SEALS 16" MAX B. CICHOCKI IRED WH N SOIL DITIONS ARE UNSTABLE<� E" . E E �� 18' Max STONE. MINIMUM ELEVATION SCALE PIPE) E 5" DIFFERENCE ACROSS M.H. 5" 4'-O" • N.A. m by MINIMUM ELEVATION DIFFERENCE 12'MIN 12"MIN FROM INLET TO OUTLET C,o2 -,"m_, .' ACROSS M.H. FROM INLET TO VARI 4 OUTLET SHALL BE 0.20 FEET SHALL BE 0.20 FEET. CONCRETE --,,VARIES •' .,, • DEPTH OF FLOW FILLETS .' A FILLETED INVERT FOR A SMOOTH '" CHANNEL TO BE • TRANSITION OF FLOW BETWEEN DIAMETER OF 1 NOTE 1.OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE O .1., INLET & CULET PIPE SHALL BE ' • 4 PROVIDED. 2" ; tr: s'"';. ::...o' CONTRIBUTING CON 'b SEWER. jT� °•• I 12" • J BACKFILLED ENTIRELY WITH NO. 21A FT A FILLETED INVERT FOR A SMOG • J STONE. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED 3/4 DIA OF LARGEST PIPE IN MANHOLE TRANSITION OF FLOW BETWEEN2. INLET &OUTLET PIPE SHALL BE AND COMPACTED, AND ALL STONES REMOVED OR A e BEDDING OF NO. 68 STONE SHALL BE PROVIDED' g $r E, E g MIN. 6" BEDDING WITH N0. BS STONE PROVIDED. 6" BEDDING MIN �/ 3-WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" ��-6 $E ° NOTES: NOTE : W/ N0. 68 STONE W BEDDING OF NO. 68 STONE ' 14 B" si n� T. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE I SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE ftk O O O 3. ALL JOINT'S, LIFT HOLES INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. EXTENDED OR NON -EXTENDED BASES. 41 1 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED DESIGN ON SEWERS WITH STEEP SLOPES. INSIDE AND OUT. TYPICAL SEWER PIPE \ TYPICAL MANHOLE SECTION INSTALLATION IN TRENCH ME TYPICAL MANHOLE FRA&COVER TIE-IN TYPICAL MANHOLE WITH DROP CONNECTION SHOWING BRANCH N.T.S 0 , ^ NITSFIG S-I-D N.T.S \J , FIG. S-3 MIS FIG. S-1-A TD-31 Fir.S-I-C { ( l TD-34 •]p_� TD-25 � V OQ vJ PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE �- --- WITH PART V. SECTION G OF THESE SPECIFICATIONS. J i J LLJ J SLOPED AREA RUBBER COATED STEEL STEPS �<:,;�`. < CAST IN PLACE FRAME &COVER •�,�' , 4' Q W (4) ,• (asDDO uA xwa Rx Tn %4Y Wk..0 DA 27 1/2- OR 1 i/2' 0 BOLT WNwe. 1/4- ] "'mJ 7. 2[66>mm]w SEE FIG. S-I-D, E PRECAST REINFOoO"RCED CONCRETE •T°:` • . ': DOGHOUSE BASE• ONCONCRETEBLOCKS •, SEWER PIPE EXISTING SANITARY ' m Q -- -� [t7Bmm] I- 24' DIA [606mm] SECTIONS WITH AP RING SEALS OR APPROVED EQUAL V-0" MAX 2-0 :. . . ` DOGHOUSE OPENING SHALL '°' . +', ° BE PREFORMED 8Y', % A MIN. 12" CLEARANCE ' ! e • BETWEEN EXISTING PIPE MANUFACTURER OR •• A'Y. AND STONE BEDDING SAW CUT FIT PIPE '. * {..••.. J Q O 06 IA OUTSIDE DIAMATER"�".• ,ay PLUS 6". U) Lu 1'�' W ze 7/16• Dw-� s/e. [722mm] [t6mm] A FITTING MAY BE REQUIRED p WITH ACSA APPROVAL 12" THICK VDOT ��,��JJ///''�// z 0 0 36 Dw • zs• Eel .1 [66Dmm No. 88 STONE BEDDING O O 1 FRAMESECTION 13 I' [38mn(j a 8'xB'x18" AND 4"z8`xt6' SOLID CONCRETE BLOCKS ` (� z MI [20mm] JI. %• (s,mm) uTmns IncOMD "H) THE DROP CONNECTION SHALL BE 3'-0" MIN DUCTILE IRON PIPE. (CLASS 501 CENTER W/RISER WALL (4 EACH) DOGHOUSE MANHOLE BASE BACKFTLLED IN 6" LAYERS AN [zomm7 \A A 3i/e' t/2' Rr [t3mm]� p COMPACTED BY HAND TAMPERS OR ' 5" BACK TILLED WITH SELF-COMPACRNG in nnunu nun........ nn: n:nnna nnnnnn nnnnn.nn..... ....... nu:iin:nn:inn 5P [7Bmm) 2 3 13/t6' ► 22 13/16' ,L Jr- STONE. MANHOLE ABOVE BASE SHALL FILL DOGHOUSE OPENING t/B` [97mm] L0 ] jg MIpNj( CONSTRUCTED `�� AS SHOWN AROUND PIPED [B4mm 25' e 11/18' 1 0/I` I635mm] [ssE•,mI I/16' O.D. OF GKT GROOVE [17mm] [t4mm] SECTION VIEW t /4• (6mm) OW DIA MINIMUM ELEVATION DIFFERENCE G ACROSS M.H. FROM INLET TO ® I OUTLET SHALL BE 0.20 FEET 5• ON WITH! 3,000 PSI CONCRETE OR NON -SHRINKING GROUT Q I SIXOW ASBFAIBLY NEOPRENE) SK f MAL 12'MIN 12"MIN A FILLETED INVERT FOR A SMOOTH (2) r91R 1/19 % 5/8 X 1 1/2 VARIE _ TRANSITION OF FLOW BETWEEN O S fL (0 cDRED i1800' RUBBER PARES 11-11M16 SEW PxxNW6 6mm t e r xEx s/B „x3 t z ss .• INLET & OULET PIPE SHALL BE ALLOW CONCRETE WRAP EXISTING PIPE WITH MM J 2400 [41mm PAREI aosel2w Vz`0 PLAN VIEW 1 1/8" (29mm) DR Boss [6m,D 113mm Bs DA. STAM139 slim- ROD vnORr/�"" 5 8 I IM Go ss ... PROVIDED. A �� FITTING DIMENSION VARIES WITH SLOPE. 1O FLOW A MIN. 1'-0" BEYOND BASE NEOPRENE GASKET MATERIAL OF STRUCTURE BEFORE FILLING THE OPENING O PICKBAR a IAOO.UG HOLE DETAIL xoTrs: D xur xz s/s-„ zx xnx owsl B4 ' ' r Q 12 .. � � t1': s'•' •:.::� ° ° • f °:.n. NEOPRENE SECURED BY 2 NON- CORROSIVE STRAPS, 1 ON EACH SIDE OF OPENING 1. ALL MANHOLES YATHIN 1p0 YEAR i1pODPLNN OR LOCATED Ix AREAS SUBJECT TO FLOONNB SHALL xAVE RATFRTI6XT FRAME 6: COVER.UT 7(2) N% JAX s/8-11 ZN ALTERNATIVE DESIGN ED O FRA ZEST COVERS NULL LU SO RSIGU. REY CDBB1220 3 couExs SHAH BE Flx6D Tp FRAMEs FBTx I.ocwxc wcs 0t sEutuR AssEaEaY. ARGEST1 TYPICAL WATERTIGHT oRn'PNne 001050 PIPE IN MANHOLE 12" MIN. CAST -IN PLACE S� 12* M PSI CONCRETE BASE MANHOLE FRAME & COVER LOCK LUG ASSEMBLY MIN,6" BEDDING WITH NO. 68 STONE FOUNDATION SECTION VIEW N.T.S FIGS-I-E NOTES: Iilnlun...... nnnn:...... unnnnunuln, nnnnu...... nn: ETnn:....nu.....I ul 1 1 TD-32 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE NOTES: SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW FLOW TO THE EXISTING O 3. ALL ,JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED PIPE. INSIDE AND OUT. 2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE. 3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6" ' ^ OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE - BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN ACCORDANCE WITH THESE SPECIFICATIONS. TYPICAL MANHOLE DROP CONNECTION TYPICAL MANHOLE BASE IOB NO. WITH STEEP INCOMING SLOPE SHOWING "DOGHOUSE" INSTALLATION 47036 NTS N.T.S FIG. S-1-C1 FIG. S-1-Al SHEET NO. C I A TO-20 TD-26 L F- \103\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C1.0-NOTES & DETAILS.dwg I Plotted on 12/9/2022 3:57 PM I by Matt Denhard F- D X 0 n O Z 0 O N O 00 O X Cz U) N D m 0 U) O O O D r m /'sue%/ � o r O rn N r O n a own 5 =v 'o P, I I r o I � V ® o fill z _, / / _ � ^ V 1�. `\ _e, � O Lip' � `T. 1•r' </ ��/ f Q ,1 TIMMONS GROUP m $ - SOUTHWOOD REDEVELOPMENT - VILLAGE 1 po tD , COUNTY OFALBEMARLE VA 1p WATER SYSTEM HYDRAULIC ANALYSIS - LAYOUT These clans and associated documents are the exclusive crooertv of TIMMONS GROUP and may not be reoroduced in whole or in cart and shall not be used for anv auroose whatsoever. inclusive. but not hn,ded to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. ••�i • • 4 l� r N I i dI J 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 DATE REVISION DESCRIPTION 2 Ug m = N = a 812012021 COUNTY COMMENTS #1 12 17 2021 COUNTY COMMENTS #2 N m p A m C o A C m o n W K b 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 PHASE 1 BLOCKS 9 1 0 & 11 n DATE REVISION DESCRIPTION N = 3 o N 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA n m V m z n G mn rnmCOUNTY OF ALBEMALE, VA o =m Z No m 01 `oFIRE FLOW DATA R 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 E Y IS 0 or g DESIGN CRITERIA • FLOW INFORMATION WAS OBTAINED FROM A FLOW TEST PERFORMED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) ON 12119/2019. 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-WILLIAMS 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: •. RESIDENTIAL UNITS: ••• FLOW FACTOR = 270 GPD / UNIT ... DURATION ee 24 HOURS ••• AVERAGE DAILY DEMAND = 0.19 GPM / UNIT AVERAGE DAILY DEMANDS PER BLOCK •• BLOCKS 1 AND 2 HAVE NO PLANNED DEVELOPMENT •• BLOCK 3: ••• RESIDENTIAL UNITS = 22 ••• AVERAGE DAILY DEMAND = 4A 3 GPM AT J-11 •• BLOCK 4: ••• RESIDENTIAL UNITS = 10 ••• AVERAGE DAILY DEMAND = 1-88 GPM AT J-12 •• BLOCK 5: ••• RESIDENTIAL UNITS ei 71 ••• AVERAGE DAILY DEMAND ze 13.31 GPM AT J-17 at BLOCK 6: ••• RESIDENTIAL UNITS = 6 ••• AVERAGE DAILY DEMAND = 1.13 GPM AT J-11 For BLOCK 7: RESIDENTIAL •e• AVERAGE UNITS DAILY DEMAND ee 1.13 GPM AT J-14 so BLOCK 8: RESIDENTIAL UNITS ee 5 AVERAGE DAILY DEMAND = 0.94 GPM AT J-8 .. BLOCKS 9-11: • .0MIDAPARTMENTS FLOW FACTOR 60270 GPD / UNIT •••• TOTAL DEMAND = 18,630 GPD •••• DURATION = 24 HOURS •••• AVERAGE DAILY DEMAND ei 12.94 GPM ••• TOWNHOMES ee 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 GPO .00. DURATION = 24 HOURS •a•• AVERAGE DAILY DEMAND = 6.00 GPM ••• BREEZEWAY UNITS = 116 UNITS ••e. FLOW FACTOR = 270 GPD / UNIT •••• TOTAL DEMAND = 31,320 GPD •••• DURATION = 24 HOURS .••. AVERAGE DAILY DEMAND er 21.75 GPM AVERAGE ANDS FOR MIDRISE APARTMENTS, ••••• TOWN OMESLSTDUDIO APARTMENTS AND BREEZEWAY UNITS WERE COMBINED (46.69 GPM) AND SPLIT EVENLY (15.56 GPM EACH) BETWEEN JUNCTIONS J-5, J-6 AND J-7 •• BLOCK 12: • .0ONE B OW FACTOR = 70 GPD I ee 15 UNIT .• •••• TOTAL DEMAND ee 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 •••• COMMERCIAL KITCHEN DEMANDei 19 GPM AT J-2 • 5,000 SF •••• FLOW FACTOR = 1 GPD / SF •••• TOTAL DEMAND = 5,000 GPD •••• DURATION = 12 HOURS •• AVERAGE DAILY S00 DEMAND AND ei 6.94 GPM AT J-2 •.. RETAIL SPACE •••• FLOW FACTOR ee 250 GPD / 1,000 SF •••• TOTAL DEMAND = 1,250 GPD •••• DURATION = 12 HOURS •••• AVERAGE DAILY DEMAND = 1.74 GPM AT J-2 ••• PHA LEASING AND COMMUNITY SPACE = 3,200 SF .••• FLOW FACTOR = 175 GPD / 1,000 SF •.•. TOTAL DEMAND = 560 GPD •••• DURATION = 8 HOURS •••• AVERAGE DAILY DEMAND ei 1.17 GPM AT J-2 •:•• FUTURE RESIDENTIAL UNITS UNITS ei 250 ••• AVERAGE DAILY DEMAND = 46.88 GPM AT J-3 ••• UNITS = 250 ••• AVERAGE DAILY DEMAND te 46.88 GPM AT J-15 is MAXIMUM DAILY DEMAND ie AVERAGE DAILY DEMAND X 1.75 • PEAK HOURLY DEMAND = AVERAGE DAILY DEMAND X 2,75 • a• ISO DEMAND 50 GPM EACH AT H-2 AND H-3 CONCLUSION Is 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. se 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 OFF -SITE WATER SYSTEM HAS ADEQUATE OPERATIONAL AND PERMIT CAPACITY. RESIDUAL PRESSURE RESULTS (PSI) AVAILABLE FLOW CURVE Instantaneous Flow Test Curve for the Fire Hydrant Located Approximately 350 FT Northomat of that ktkrrs"don of Old Lynchburg Road and Hickory Street ,H so �40 P E 20 10 m 0 1,000 2,000 3XOD 4,000 5,000 61 Freencleat HYDRANT FLOW TEST Ten Date: 12/19/zD19 lest Tl e�1000 . Static Pressure -62 PSI - - � � Residual pressure'. 59 P51 Ons4N4d FLOW: 1,313 GPM Note Glow test results were provided 1301 �� egend aaX - cY Xrumm Im & nSan-. wninal ! ✓a XarN 6ervb.nCYCwmE _ II r.a XotM E•Mq, erl rab Camnm PAti ♦ In E.nlm,vmm a+mnnp 1 / �^ * In E.,vloe ACEA Ow M r I I Static Residual Hydrant / y'a ac" r,n sma 3\ $AWaitrusln 4 _ Billy l,, Y031 203 DOLa aw.or {W y Xan Wale, _ pp \I z1 1' I O _f u3 r • Flaw Hydrant �Q "_. 4 ., / 9 e, H q�0,1 / f203s:in. r I � =OOPO J / �,v P e-GUMM�6F a°to -a, 1pe X Albework Canty Service Authirity v.n°art ONDmy,f CvWyJ n° -, ra FLOW SCENARIO JUNCTIONS HYDRANTS J-i 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 H-4 H-5 H-6 H-7 HA H-9 H-10 H-11 ELEVATION (FT) 488.5 490.2 492.2 489.1 466.8 461.3 453.2 443.2 440.5 436.9 432.9 440.4 444.2 457.0 461.8 455.6 451.3 500.0 489.8 490.9 474.7 460.2 448.5 442.8 433.0 441.1 453.0 452.3 STATIC 66.9 66.2 65.4 66.7 76.3 787 82.2 86.5 877 89.3 91.0 87.8 86.1 80.6 78.5 81.2 83.0 62.0 664 65.9 72.9 79.2 all2 86.7 91.0 87.5 82.3 82.6 AVERAGE DAILY DEMAND (ADD) 66.8 66.1 65.2 66.5 76A 78.4 81.9 86,2 87.4 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 64.0 86.4 90.7 87.2 82.0 82.3 MAXIMUM DAILY DEMAND (MDD) 66.6 65.9 65.0 66.3 75.7 7&0 81.4 85.7 86.9 88.4 90.1 86.9 85.2 79.7 77.6 80.3 82.2 61.7 66.0 65.5 72.4 78.5 83A 85.9 90.1 86.6 81.4 81.8 PEAK HOURLY DEMAND (PHD) 66.3 65.4 64.5 65.7 74.9 7T 1 80.4 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 82.4 84.8 89.0 85.5 80.3 80.6 PHD + ISO DEMAND ll 45.0 39.8 41.0 50A 52.3 55.7 59.9 61.0 62.6 64.3 61.0 %4 53.8 51.7 54.4 56.3 48.0 45.9 40.0 46.9 52.8 5T6 60.0 64.2 60.1 55.6 55.9 AVAILABLE FIRE FLOW (GPM) ISO FIRE FLOW CALCULATIONS 8- UNITTOWNHOUSE- KENRIDGE MODEL 1,000 8-UNITTOWNHOSUE-ASHTON 1,000 CONDO BUILDING 1,500 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 P-6 124 8 P-7 290 8 P-8 166 8 P-9 167 8 P-10 39 8 P-11 238 8 P-12 165 8 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-21 64 8 P-22 182 8 P-23 85 8 P-24 124 8 P-25 164 8 P-26 87 8 P-27 24 8 P-28 299 8 Hydrant Flow Date of Report Sem=Au"rify Y 12/20/2019 Test Report „ ,�,1„a,,,, Location OLD LYNCHB RG R❑ ' ° o ® s ®B ., © AX n ® Date and Time of Test 12/19/2019 ID:00:00 AM ® � a ' li n v9 m e a a ® Minutes of Flow 2 a .@ papa a©Fa ® n � v a 4y e9 ans o- va`a® Pipe Size (inches) 12 n a nn°.®e® al Pressure Hydrant 12032_ w Fred, Static Pressure (psi) 621 -F, ° ®� P D ®Xeeaq M c v s snaa =.,. .° J UW[3O Residual Pressure IOsll 59 :' j - Q20 Looped I Q20 Multiple lnline Hydrants Q20 Single Flow Sprinkler Test Single Flow �S jf, Ise Flow Hydrant •1 12030 Pilot Pressure gl (psi) 62 Yellow l el Test howl _ 1313 n Flow Hydrant e2 Pilot Pressure ■2 (psi) Yellow 2 Test Flow 2 0 _ Flow Hydrant e3 Pi[o[Pressure a3 (psi) Vallow3 TestFoul 0 _t„a °0 Total Estimated Flow, (gpml 1313 og a a '� ° a W ` e e'e, a no a ° a®@m .. AWWA Q20 calmlatlon lap-) g1 a • ® nma . Sga w e _ • a es a G@ •• ® Commands n o a Hydrantsopened alltheway. One pump running at Mosby a� a®° .e so ral. - Mountain pump station a n.e ,...,v ..,.m.n W. °,,..., ...,r,..s.w..aµ,. a na•wm„o a pw a f>A an e °q a �e 2626 a Estimated Consumption (sal) ., 9 °' ° P+cv. sae®°m FOrYRmr Wale' I 9®°sa c Signature Tester of e a a _- Tj p"e; aam�ae- � .m n eI c X ❑ e `��® w o�aa Sao ^LV-z's'�j - d ..0 /.� F °o m s ❑mp ® ®¢°& e n e, _- m s sc° G a aI* r. o g a° as a a® a s - e_ '" a s da N - a a o ggv"a} a •-a8 •% npna"aa a*na°''be" �°na pn°u° ate- _ ° Dq � e Fl a 0, z de � a. a s°.®® a . a a. u ea g Wa oa"� ° e I IF 6RUC6 B. STRICKf M dR Zia No. 056612 on 92�17�2021 Z O a UU to W C1 Z w tY H 0 N it U, Lu S O t= 2 O U DATE 10130119 DRAWN BY S. HARVEY DESIGNED BY S. HARVEY CHECKED BY SCALE N. T. S. '� W V Q J re J I� Z LL w t / 3 I I� 0 1 EL t--I 10 re W J a > Q c a W Zhts N J O m � U J m J 'o waZ >°�` Va Z .0 Q 0 aZ y w U 20 62 H Uj • `� L a $ O an y/ D3 mw ED LL � n w rm t'o_ Q do ME 0 2 � n a3 m c IFFIFFIFFIFFIs - ur Z) m o .15 t O moN ^ w p V / c E c o 9 w reb 'b n 108 NO. x c in la V 40919 Fit SHEET NO. he o C9.1 m F E yan D. Cichocki Lie. No. 53741 12/9/2022 ZONAL M E O � O N m N > E w a E y ¢ LL o 3 LL - �w 0Of ¢ j U Go W J -� d > O N Mt Z � y � x <fYN< oQ �� N U v N = U > C Ln oto Q' N ill M d � GO J CL O cc t7 N Z 0 f f Z O IY U (n W 0 11 (n K � DATE 9/20/2022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE N.A. q T\ V i U O' < W J CLL � Q Q � w m O � Q J O LL (UU r w/ v / Fee- Z LmoL Q ° LL T U i O O T O V/ L ]OB NO. 47036 SHEET NO. C1.6 TH OF � ryan D. Cichocki 'Z Lie. No. 53741 12 12 PRE-ENGINEERED WOOD 10 12/9/2022 71 17 ROOF TRUSSES BY 0f MEAN ROOF HEIGHT MANUFACTURER @ 24" O.C. SIONAL INSULATION SEE SPECS o 0 rn U HEEL HEIGHT _ _ > E N SAVE F P T HEIGHT --------- W ai WINDOW H.H._ __ —_ __ _—_ _ _____ —_____ __ _______—_— W 3 Q LL o U co z BEDROOM 3 CL. BATH MASTER W.I.C. MASTER BATH d W L M J W J cl� SECOND FLOOR 2i 0 U) x In [) W a M TOP OF PLATE __________ U, = c N z kD W WINDOW H.H. _ _________ H U > O W w c I^ c� N 0 y C w W O M K U Z KITCHEN DINING FAMILY ROOMUi N U ID _ FIRST FLOOR O OW A M _ _ _ _ Q N N TOP OF PLATE Q _ _ O WINDOW H.H. _________—_—___ __ _ _ _ _ I 19'-B" N W LU O rN il GARAGE MECH. CL. STUDY / OPT. a BEDROOM o In DATE TYPICAL GARAGE SLAB FLOOR CONSTRUCTION: j 4"CONC SLAB ON GRADE W/6"X6"#1.4/1.4 ON P OF SLAB Of 6 MIL POLY VAPOR BARRIER ON 4" GRAVEL FILL 912012022 9%s =9"� -SLQFE� CONC. FTNG.(SEE STRUCTURE) O DRAWN BY - m a• CONC. SLAB W16x6xw1.4xi.4 4" PERF. DRAIN TILE W.W.F ON 6 MIL POLYETHnENE M. DENHARD VAPOR BARRIER ON 4• CRUSHED STONE • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE N.A. 1M�/ 12 PRE-ENGINEERED WOOD W 7 ROOF TRUSSES BY MEAN ROOF HEIGHT MANUFACTURER @ 24" O.C. O INSULATION SEE SPECS HEEL HEIGHT HEIGHT - — - — - v/�, W 0 WINDOW H.H.__ �■ O m i 2 BEDROOM 3 CL. BATH W.I.C. MASTER BEDROOM U >Z O > SECOND FLOOR _ J I N TOP OF PLATE Q U) wWINDOW H.H. - - - - - - _ - - - - - - __ _ ' W Z 0 q JJ m O l� Q af 0 KITCHEN GREAT ROOM o Q (3 co�w/��■ i a N ' zW Q QJ o W FIRST FLOOR N N TOP OF PLATEz z _ 0 0 GARAGE 0O MECH. REC. ROOM a m O m TYPICAL GARAGE SLAB FLOOR CONSTRUCTION: 4" CONC SLAB ON GRADE W/6"X6" #1.4/1.4 ON 5 6 MIL POLY VAPOR BARRIER ON 4' GRAVEL FILL CONCRETE FOUNDATION TOP OF SLAB _ _ _ _ _ cI neF 1tR• / F�x1TLl WALL (SEE STRUCTURE) T 3%slope = 9' _ CONC. FTNG.(SEE STRUCTURE) rn L a' conic. sLAe wlsxsxwl.axLa 14_4" PERF. DRAIN TILE r 25-0" VAPOR BARRIER ON4 CRUSHED STONE O 1OB NO. BUILDING SECTIONS FOR ILLUSTRATIVE PURPOSES ONLY, NOT TO SCALE. 47036 SHEET NO. C1.7 L �.''`� I/1 14i Now n ---------------- OPEN - r-------------J I F I------------ — ---I I 1— — — — — — — — LT_ - - — — — — — — — — — — — — — — — J 2 SIDE ELEVATION 1 A2.1 1/4" = 1 -o^ T.O.WALL /1 1T-0" MIRATEC 5/4X4 CORNER BOARD, TYP. MIRATEC 5/4" X 4" WINDOW TRIM, TYP. LEVEL 2 9'-p — Z HARDIE BOARD AND BATTEN OVER - 1" ZIP SYSTEM R-6 SHEATHING OVER 2 X 6 WOOD STUDS AT V-4" O.C. WITH R-21 MINIMUM BLOWN CELLULOSE (SILL SEALER GASKET AT SLAB) —BASEMENT LEVE__ _9._0 Z T.O. FOOTING _ -11' - 0 L m 911 IJ — — _ — �I----------J H------------ L— — — — _ — — — — — — — 3 SIDE ELEVATION 2 A2.1 1/4' - 1 _a SHINGLESARCH ITECTU PAL SHINGLES, TYP. 5/4" X 4" RAKE MIRATEC TRIM. NO OVERHANG. TRIM WILL REMAIN TIGHT TO WALL. TYP. T=O.WAL 1T-D' GRAPHIC SCALE - 1/4" = 1'-O" 0 4'-0" 8 -01, 12 0" BUILDING SECTIONS FOR ILLUSTRATIVE PURPOSES ONLY, NOT TO SCALE. yan D. Cichocki ' e Lie. No. 53741 12/9/2022' :ZONAL � M E O O U N � N C > E v E W Lu Q LL o 3 0 i n W Ip U m Z — Ln N O v K 3:O �x N < U Ln < K W O 0 Q N S ry Z =U>� O_ �� N w M W ry n � 00 J O W � H (n 0 O (D 0 O S H W > W W F_ = Q U � Q Z O u DATE 912012022 0 } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE N.A. 1� 06 0 V ) 0 U) L W 2 ce 0 U � J' Qw coJ 1 L7 2: Z CO rl Q 0 LL Lu O ~ W J O w U Z 0 0 5 0 °° 2 0 V/ 1OB NO. 47036 SHEET NO. 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CHARLOTTESVILLE OFFICE • • 608 Preston Avenue, Suite 200 I Charlottesville, VA 22903 • TEL 434.295.5624 FAX 434.295.8317 www.timmons.com 1 1 1 DATE REVISION DESCRIPTION SO U T H W O O D PHASE 1 BLOCKS 9 10 & 1 1 n m p N p N 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA m V m = n CC)t1 T C) T O o O Z O� o COUNTY OF ALBEMARLE, VA ton m o o= o= Z o °1 EXISTING CONDITIONS & DEMOLITION PLAN o o N These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. 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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 S O U T H W O O D PHASE 1 BLOCKS 9 10 & 11 DATE REVISION DESCRIPTION V n m O N O N 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA COUNTY OF ALBEMARLE, VIA m m o 0 BLOCKS & OVERALL PLAN In m = O m o = ° m 0 = to z N ryr 0 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 O • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 ea TEL 434.295.5624 FAX 434.295.8317 www.timmons.com ,, , W. d O MC Y e o v N 1 Q� 1 DATE REVISION DESCRIPTION N Es o N_N" S O U T H W O O D PHASE 1 BLOCKS 9 10 & 1 1 n m O O N 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA �� g nm V o / / = n m �, m o 0 ! Z W o COUNTY OF ALBEMARLE VA o m o o m m � W 2 �'IN O1 OVERALL PHASING PLAN � o { 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. 'TOBISCUITRUN ° \ ■ 30' (MIN.) CENTERLINE o IL BUFFER ■ TRAIL - _ \ � _ TH O� 0 °WPO BUFFER �\ \ / / io Io0 GP UGP GP— — — — — — — — — !GP — ryan D. Cichocki Lie. 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CICHOCKI o U �r°�� / /// // / /<. 1400 SF j / 1 20' TYP. 16'COMBINE 22 II J • SCALE ° Q / / / 32' COMBINED :: \ 4'�OUNDA ON 8" DIP ° ° / / INS TIE ACSA SEWER I - / �JJ� / / / d / CSA SEWER D O • 1 "-20' 0 0 0 0 / .r / / 4' RETAI G / '� ' : : �.� \' ORM SE R ;� LOT 11 - - - - AND WATER 5' SET AC - - - - 0 0 0 o alp / �G �� / / / ND WATER �. ,• . y`". \ ;� 2354 SF LO 12 T 5 OT 16 1 I Q / WAL NT - 7 TH - 22' 0 !�j SEMENT 0 / / Q� �G / / / 9' ° LOT 74 / d / : ; '`;'' \\ I 1780 LOT 13 LOT 14 I 4' x 5' CON' ET ° O / / // / 1400 SF 8 = 1682 SF 16� SE— 1591 1599 SF 77 SF I OO,d`� / �� 5 PQ / 1 ' AT N \ 4' X 8' CONCRETE PAD PAD FOR ) T&DOO 1�I 0 0 / / / \ \ I; CLUSTE MAILBOX ° 0 0 / C\/ / // TO "! 24 / �+ \\ � FOR (1) 16 DOOR 00 / / / / / M WER LOT 73 �� e LO/T 10 % \ \ y. CLUSTER MAI LOT 26 o C6 0 / / / / / // / 1400 SF �. �� ;''17; ,/ 2274 SF \\ .; '',\ DOOR C UST R MAILBO 5 M4 00 0 a0 / / / ' , • ' / �.�Q- �; COORDI WITH USP I I / / -" \ y / ww IF 4� - I u kill. LOT 72 / 52 9 I 1400 SF / �' 1752 SF 5'SETBACK / i 0 / / / / , ' S SETBACK UC R �• ,/ / / MODIFIED CG 3 CURB. 1" HEIGHT < r ' • 8" CLASS 53 ¢ � 0 LOT 71 DUCTILE IRON/ 6TH 22 \ ALONG DRIVEWAY ENTRANCES. T o L� / / / / \ 1901 SF R15' WATERMA1N/ LOT ; 1' TRANSITIONS EITHER SIDE. V , 0�' � TYPICAL ALONG SOUTH AND EAST a' / / / / /. LOT 7 1�7 SF '� • 8 X LOT 6 162 � �- ,,= ' r SIDE OF SWEETBAY STREET. TEE MAX.25'SETBACK Z / \ \ ` d5 R15' STOP A \ 9.0$ 2161 SF/ ( ) // \ p ��' OA 33'COMBINE " W v _I GN (.)A SEWEIR 5, MODIFIED CG-3 CURB. 1" HEIGHT W d AND WAR ALONG DRIVEWAY ENTRANCES. O Q c ` SEMENT 1' TRANSITIONS EITHER SIDE. W > TYPICAL ALONG SOUTH AND EAST J SIDE OF SWEETBAY STREET. v o Q / TR/WL B FFER w J aD / • LOT 5 \ 9' _j 2190 SF / a / sAN rl a °o "NO PARKING \ FH O FIR/FiANE" 9.84' S Nuj / /1 / .x 1, NOTES: V � z / 6" DIP LOT 4 / / \ \ \ 1. MAILBOX LOCATIONS TO BR COORDINATED 1604;F' / �'` 25' $0 m \ MANHOLE PROPOSED\ \ \ 2. REFER FER TH THE O PLAN SHEETS C4.9 - C4.11 -LOT $ U o 22' /STOP AND 6 02200 UNDER SOUTTHHWOOD 8" CLASS 52 \ \ EASEMENT PLAN FOR INFORMATION ON / � ROAD NA O VILLAGE 1 DUCTILE IRON \ \ PROPOSED EASEMENTS. SIGN FiYP.) � a o C SDP202000G48 YVATERMAIN \ \ 3. ALL WATER/SEWER SERVICES CANNOT BE JJ 6" G / H RIz P / - \ \ ESTABLISHED IN BLOCKS 9-11 UNTIL THE Q C� MILL A�D OVERLAY � \ VILLAGE 1 INFRASTRUCTURE IS INSTALLED, LOT 3/ \ 8" WATER MAIN L / FHA LOT 2 16 SF O�\� O� PROPOSED UNDER IN AC ORF�ANCE � \ � � \ i \ TESTED, AND ACCEPTED. O / 17.5' PRESCRIPTIVE LOT 2 � 2 �� \1 SOUTHWOOU � Vp�T�D. WP 2 � \ � \ � 4. ALL EXTERIOR STAIRCASES SHALL INCLUDE / p \ A HANDRAIL, AS SHOWN ON SHEET C1.2. / EASEMENT 201 / \ p�� VILLAGE 1 / O / ETBACK \ Q \ \ 5. TOP OF FOOTERS FOR DECK COLUMNS TYP. Gp' SDP202000048 'r � 1gi7''' SHALL BE SET A MIN. OF 2' BELOW THE ( / / / \ OP�(^�y�� / \ \ \ J \ \ INVERT OF THE STORM PIPE. / 19.0 LOT 1 Q NO PARKINW 6� a 5.25' \ P 2129 SF/ SIGN p 5�Q PO // 8"X8" T$�& �. P4 i INT IO PPP w as CURB. LEGEND \ \ D / \ GA GE( ) .: 5 MODIFIED CGG CURB. 1" / CONCRETE SIDEWALK O ,'"' C� HEIGHT ALONG DRIVEWAY ° } \ 4" FOUNDATION 7.0 DRAIN TO 1 77 1' TRANSITIONS EITHER SIDE. / / / \ , ) ° / / HEAVY DUTY CONCRETE �./ , \\ DAYLIGHT \ TYPICAL ALONG SOUTH AND \ EAST SIDE OF SWEETBAY % / LIGHT DUTY ASPHALT — \ \ \ 5.25' STREET. HEAVY DUTY ASPHALT _ PQ93 JOB NO. CLASS B TYPE II TRAIL t SCALE 1"=20' SHEET NO. 47036 1 a RUBBER KEY PLAN o zo' ao' C4.0 5 / x C a 2 c 0 d 0 3 a D a0 o � �z 20 o� �6 E o a �N a0 0 rr ° � 3 Z z„ 0 � a 6° `o2 Q § 0 d m 2 Y X C 0.0 016 0 E `o 06 06 a � �a 10 a 0 w 2 2 �N A 0 m ° sE E F_ L LEGEND ■ • . • LIGHT DUTY ASPHALT P� • � HEAVY DUTY CONCRETE ygo HEAVY DUTY ASPHALT CLASS B TYPE 11 TRAIL SCALE V=20' RUBBER _KEY PLAN ui BUFFER o � ass�- w�s�_. UJ 00 Lnx 20, ----------- ---- - 1^♦ om 6,779 SF OF 900 BE[ "NO PARKING w WO -PARKING TEE FIRE LANE" 00 ♦ ♦ ♦�♦ ♦ ♦ ♦ ♦ .,�. �, ..- till �- ♦♦♦♦,,�� ♦��i I■■■■■■■■■■■■I� 1 MAILBOXCLUSTER •1. ♦ ♦ ♦♦ ♦� ♦,♦�� ♦� � �� ` ` MENN � 1 PAD FOR (1) 16 DOOR � - � � • .11 3 SF LOT 70 OI- Ilil 11840 SF 1350 SF DIP 237 SF ManI rINTERIOR I Am �� ■ all■SIG;GARAGE LOf LO M --- --- O I •. • 22 / _ a _ - __ J_ DESIGNED BY - `' i •� SEWER A� D WATER U • -� , ,,.� oCHECKED BY Ili® i "'>��i► �= /l III 1384 SF ME B. CICHOCKI . - , I.1314 SF ,,� o�� ` �� • • - . I �� o �� AD NAMEg® • �� NMI �ii•I. rr �I� • •SIGN (TYP)1�! I �! III • .. , - � � \ - 1 ' .FIRE !� • • r ;� �� <�r �� 1 SIGN • .. � .� ! � � �s � :ice ;.-.� _�_ --_�._ �� EWER -� MEN • • . ' �� `�'�FI ZE�- III I I�I f y ..� • • \ • 1 0 1, • .' • • , 1 ' ��Ld 1MIMI, 4' STOP AND - • •- —I�1670, ; • •• . ,2710 SF LL a i i i i �. •. 1 • .- Air o -• Wl � 1 • •. 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'Fall I • •• p<°) • • 1 • FIRE LANIf" • •' , • sy ��II all 10,10 IIIIIff /' 1 . 1 ••e• •LOT 48 LOT• 1 • • 1 1 • 1 SF 1696 SF 1 � •.sue s �r 1,Y ENTRANCES. 'OUTH AND EAST •— _ INST No000028841 :1&MAM e STORMWATER FACILITY CESS AND PUBLIC NNAGE EASEMENT 30.5' COMBINED ACSA SEWER AND WATER EASEMENT �2V� "X6" E FHA CORP STOP AIR RELEASE VALVE 1" TYPE K JO PARKING COPPER IRE LANE" IGNIS MANHOEEPROPOSED�— UNDER SOUTHWOOD VILLAGE 1 SDP202000048 s \ � r r�R0 PA ING \ \ SIGNS \ 'W t176' TO HICKORY STREET 8"X8" a 4 8" WATERMAIN PRC1P(1SFIl I INIIFR 8" DIP WATER MAIN PROPOSED UNDER SOUTHWOOD -VItLAGE 1 SDP202000048 LL G I io 0 0 V / �SAN /S II I I / II=________ / /o---------- / \ �Gp \ n UFO KEY PLAN oHr-1 \ OHT\ yan D. Cichocki 'Z Lie. No. 53741 I2/9/2022 �4 SIONAL �lyG M E O O N � N C > E v E w Q LL 3 p LL w — O W L M d� Voo Z — in O d > (A O N N a z 1— w 3 O Ln x Un w i c ry Z O Fva� c (4 nO > M ui ui 00 0 n DATE 912012022 0 } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE 1 "=20' 06 O 0 T. V � z U NOTES: O Q d 1. MAILBOX LOCATIONS TO BR COORDINATED J > (f� WITH THE POST MASTER. MM Lu LU 2. REFER TO PLAN SHEETS C4.9 - C4.11 - LOT & W EASEMENT PLAN FOR INFORMATION ON Q PROPOSED EASEMENTS. 3. ALL WATER/SEWER SERVICES CANNOT BE ED I-j ESTABLISHED IN BLOCKS 9-11 UNTIL THE r..q Q VILLAGE 1 INFRASTRUCTURE IS INSTALLED, LL Z) TESTED, AND ACCEPTED. O 4. ALL EXTERIOR STAIRCASES SHALL INCLUDE W > 66 A HANDRAIL, AS SHOWN ON SHEET C1.2. LEGEND v< OU O CONCRETE SIDEWALK 2 g HEAVY DUTY CONCRETE L� LIGHT DUTY ASPHALT 0 HEAVY DUTY ASPHALT O CLASS B TYPE II TRAIL O RUBBER D v O a'j JOB NO. �P 47036 SCALE V=20' rm SHEET NO. 0 20' 40' C4.2 c a 2 O d O 3 a D a0 O O �z 20 o� c T O a �N o. 0 rr � O 3 Z Z m O � � a 62 6 5 Q ` a 2 Y � N X C 0.0 016 aE p 12 O O tl O C O C 0 N O 6 a c 2c 10 a 0 w o 2 �N m� a O c ° m nE E F_ L BISCUIT RUN 0 \ ■ _ CENTERLINE — 0 WPO BUFFER io o \ i ■ —UGP ------ Io ' / --GP----------------------------- �\ UD,,k,' — — —----------- --- lie. OHP— — — — �d&�-� ^ �►-= — ..r � — — 1Jtl - _ (BHP— — — — — ,�4'OHP—OHP— �OHP--OHP— %��__/- - °°, // / / .�♦♦� SWEE BAY CURVETREET SWEE BAY CURVE OH ELECTRCTELE. TV ° °� / / / / / ♦♦♦♦♦� A = 38°13'04" 3 A = 19' 18'47" 4 LINES o 0 ----- R = 92.00 R = 112.00 /�° E ---� ° EX24"HDPEAPPROXLOC------------------/ ° /� T=31.87 w vE n _-D�o --- = ° o / / / !♦♦♦ L = 61.37 L = 37.75 / W ° 3 �° a o / / / / / ♦♦♦ / \ C = 60.24 C = 37.57 / / v l / d' W L 20 / / ♦♦ / PI = 12+ 8 94 ° ° / / / / / / / / � / / .♦♦♦ � g: PI = 14+92.84 I W � `—Lri' o / / o / / / / % / PT = 13+18.44 PT = 15+11.54 a co, N, a / ♦♦♦o i o, o FEMA EFFECTIVE- ° m ZONEA / / / / / ♦I \ ° ° °•' 3 0 x u O / / ° . °. . 9. LL ui ° o FLOODPLAIN / I. °= v ry z / / / / ♦♦♦♦ I v a N w 1001'R FLOODPLAIN PER 0 ° , 0 / / I ° ° /// / / ♦♦ I cm w O LOMR CASE N0. 21-03-0029P° ° ° ° / / ° a I I (UNDER REVIE0Itj , ° ° o j / / / / ♦ I I I ° ° a / ♦♦ OT 9 \ 100 ° / / ♦ / ° ° o / / /♦ 500YRFLOODPLA/NPER° � / ♦ ' ` °8 SF ~ v o / ---- ow 2 LOMRCASENO.21-03-00�JP ° / / // ♦ \ °� ° - / O ° (UNDER REVIEW) \ i 100YR FLOODWAyPER o ° ° / / I♦♦♦ \ LOT 8 L T 1 LOT 20 o O ♦ �. LOT 21 LOT 22 LOT 23 (UNDER CASENO. 21-03-( 9p ° o ° / / / / / ♦ j \ , \ 1 LOT 24 LOT 25 I I u, ° o � / 1 SF 1 50 SF 1350 SF 1350 SF 1350 SF 1350 SF � _ � / /♦� \ / I 1350 SF 1749 SF II D o (UNDER REVIEW) o , o D� / i � � o , �ro0 ° / / VDOT SIGHT / \ ° ° 0 / DISTANPE ° ° o 0 ° , 0 0 0 o // EASEMENT 0 y O / O OV',� // / / e o n I I I w W N too 0 — — — — — — — — — — -I I Q \ ° 0 / / / / /� 4" FOUN ° \ \ 00 o ° MANAGED ° ° / / / / ° °� \:� �/ , � •;e= � S SA SAN AN SAN IS O D'0'� 0 STEEP SLOPES 0 / / SD IE T / .,/ 0 0 - - - - - -- - - - - 0 d`��' / / / / / 1 + 0 14+ 0 N27°37'47"E 14 0 I I � 0 0 (TYPICAL) oo`� 0 0 p�' / / // // a \ ° 13+��_ --I— -^+- ----- - ---t- _ 16+ 0 0 0 / I `\`\ � 9DRAWN Y 155.35' ADO 3' O 0 0 0 0 0 / / / / /' / / j' \ W W $" V DRAWN BY o 0 0 000 o aO / // LOT 78 \\° D /' - - - - - R3' 8°W� M. DENHARD / / o° 0 0 OOcd� / / / / % / / ° e'/ 1927 SF RT • DESIGNED BY 0 0�C0 0°0 // // // / / // LOT 77 / �'1)(\ 6 / \ I • M. DENHARD 0° / / / // 1400 SF / / I I I J • CHECKED BY O° 0 0 0 �0 o / PQ / / / / / / e 14 SF LOT 76 \ ,..r•' I • B. CICHOCKI o 0 OdS� / �O ^ / / 1400 SF °' i I ° °o / C9 �o� / // / / /°. ,� / p° 4'„OUNDA ON; 36' COMBINED I J • SCALE 0 0 / Q !(j \O / / / 32' COMBINED / \- ACSA SEWER 0 0 / �`, J'` / / / / CSA SEWER ,.' DRAINS TIE 0 : 1 "=20' / / `Z` O �/ / / ND WATER / �O� :, \ `STORM SE R _ ---- - - - - - ---- ___ 0 0 / / Cr� / � LOT 11 - AND WATER ° ° ° ° ° ° aao / �� / /� // °.° i SEMENT �yX , / \ I 2354 Sr LOT 12 Nr T 5 — OT 16 L 1 I �o / / 4Z)IA �/ / / a LOT 74 / �d �� / �''. \\ 1780 SF LOT 13 LOT 14 I 1400 SF / \ I 1682 SF 1619 SF 1591 1599 SF 2 77 SF II • 0 / TO \ ° \\ \ \ 0 00 / / / / // . a M WER LOT 73 /� �$ LO/T/10 :. \ \�, s. - LOT 26 00 00°° ao/ / / \.a, / 1400SF \.:'e \ I° SF 06 / / \ y oAt� / /LOT 9 O LOT 72 / �SJ� I s I 00 1752 SF / 1400 SF o / / \ °: LOT 71 1901 SF / oo R15' / CT) 0� / LOT 8 IdT 7 1670 SF , ^ LOT 6 '1624 SF \ , ,e 2161SF / 33' COMBINE " W v �A SEWER > W AND WATER O Q SEMENT W J > L z v LOT Lu 5 \ \° d LL O Q W O LOT 4 1604,SR / � N R25' 0002$gN %' � � � \ \ \ Q O CG-11 / n. a 5 \ \ \ //'�RANCE ao �d LOTS y LOT1640 1611 SF R25'r9Z�0� a. / �\ �� \ O \ \ 4" FOUNDATION \ DRAIN TO \\ DAYLIGHT k \ \ LOT 1 \ \ \ 2129 SF e v/ 6� ,IV JOB NO. P V'jj1 SCALE 1"-20' 47036 W151, SHEET NO. KEY PLAN o 20' 40' C4.3 L OLD LYNCHBURG ROAD TH OF STATE ROUTE 631 w FLORA VIEW DRIVE llf (VARYING R/W WIDTH CURVE 2 ---------------------------- 30"CMPW/END SECTION 4=90�00'00" _ _ INV. (IN)=442 95' an D. Cichocki 'Z ------____ R=28.00 e. No. 53741 �IGP GP q�---------------------- T=28.00 a3 •o �129/2022 4 J�GP ____ ___ I GP L=43.98 _ \ APO �0 ------------------------- --- ---- \\\ GP PC 39160 7.70 --- V SCALE I"=20' �SSIONAL Ott=��P----- G ----__---- oHP-- � �� GPPI = 11+55.70 III' o zo' 40' �\---OHP——OHP—OH-- — P ---OHP - 'l P— PT=11+71.68—t1GP o�"d7 KEY PLAN ^.. —OH \ GP — OHP N u SWEETBAY STREET — — — — — — X iELEXVgUkT' E CURVE QHELECTRCTELE TV \ \ 4- 1URVE7" 4 LINES �AIVAZGZ — --------- w v E N-------------------------- - - -- - - - -- - - - -- - - - ---- ��va R = 112.00 L=37.75 �� i o .. .. .. .. — .. — .. .. I J° W � o ca PC = 14+73.78 i r — — — — — — — — — — — — 1 I Z X PI 14+92.84 1 i I I v LL w o 0 PT = 15+11.54 I r 1 I I_ N z R5' .. w I I 12+00 - _ - - 12+50 I - - 13+00 N27°3747"E+50 - FLORA VIEW DRIVE 279.19' 14+ _—_ a U —f ,�--�---- t x W — — — R18' aui \ 0 R18' LOT 64 o R5' 1 LD w ° ---- ---- / I I 1 143 SF I I o LOTI 58 I LOT 70 = T 21 LOT 22 LOT 23 LOT 24 LOT 25 I I J 2237 SF 1840 SF o i0 SF 1350 SF 1350 SF 1350 SF 1749 SF / d — I ' m w w N II I ° I e ° . ° 1 10 63 I LOf 69 o rn I LOT 33 > �Lo 1384 SF z o f 1 1�310 SF I I o I I / 1726 SF I �' LOT 57 I 1 1 n DATE T > �o — w 1 LOT 34 �SF s I I 485 —`` -- --°° I ,> I I I 912012022 9 °° R3' 1350 SF < I o I LOT 35 I Io LOT162 I fhOT 68 >- DRAWN BY AN sAN I s 13cn 50 SF LOT 36 I w ,a 13101 SF > I 11384 SF I M. DENHARD 14+ 0 N27°3747"E 14 0 I z , , - - -•--- ------ - ---� -- 1 R3� 1350 SF LOT 37 1 a o 1 155.35' -�f�0 I Q I W DESIGNED BY 8 I _� sqN \� 1350 SF LOT 38 D t LOT 56 I �,� I 1350 SF z�, 11485 SF I ` �. ID M.DENHARD n 3" COMBED ACSAR3s,, vI1N SEWER A WATER W, ' \ LOT 39 / N}o I LdT 61 ZIP EASEMEN LOT 67 I • CHECKED BY R3' ,�`5 50 �S /� 1350 SF LOT 40 / ml� $I SF I 13110 SF of, 1384 SF 1. • B. CICHOCKI I\ 1814 SF z g Loi I 31' COMBINED ACSA I LOB 66 • SCALE I / / SEWER AND WATER 1 LOT 60 • 1 "=20' I r \6*00 qN � EASEMENT 131Q SF I 13> 4 SF • - - I z I • sqN 16� �, LOT154 ;° I 1 rl - - - I 8 yu y R20' �\ ••y : 22851 ISF LOT 59 09F 5 OT 16 L 1 1974 SF I 51S1591 1599S 2 77S................------------------ � 23�I 4 SF , I. sqN -� ... _. I � I I ° LOT 27 LOT 26 a1L00 SF s R1 2154 SF SAN + 5 --- - -- SAN SA — — _ — 8"W --t--- 8+00 N SAN R18' I R18' I / LOT 28 - - - �--- 19+00 N29°46'46"E S I 1601 SF \29 _ 8" 8"vv I 8 W T6311.76';EET+ - 9 --- I--- _20+00 S 1 I S1VVEE 1 N - T LOT � , 36' COMBINED ✓' \ O 0 — _ 1 8 W V , W 8 W 1601 SF ACSA SEWER0 LOT 30 AND WATE : O 1602 SF €ASEMEN— LOT 31- 1602 SF / 34' COMB ED LOT 32 LOT 41 ACSA SE R I I O a 2113 SF / 039 SF LOT 43 AND WA ER LOT 46 I I J > LOT 44 EASEM NT 2146 SF I I "' Z —N I I Lu —4_FQUATION 1587 SF W DRAINS 0 _ _ _ - - - - 1600 SF 4' FOUNDATION Q — — — — STORM EWER — — — — AINS TIE TO I I LOT 42 LOT 45 S ORM SEWER I I I ? - - - - - - _ _ _ w a I I LOT 48 LOT 49 LOT 50 -LOT 53 Q 0 a NORl2p�ROgO 1575 SF 1613 SF I I I LOT 47 1670 SF 1683 SF 1696 SF 1708 SF LOT 52 o ° 2181 SF 2710 SF 1696 SF p � w ° W � O SA � N II I I Q p ° J e w BA WEETY STREET CURVE O 4 = 17°09'47" 5 HORIZON ROAD O \ ° ° PROPOSED 61' VDOT RIW R = 100.00 INST. NO.202200002884 7 T = 15.09 �W / \ i L = 29.96 I C=29.84 — (— PI 17+29.01 r7 7 E PT = 17+43.88 O \\�\ � � I I I 1 —� JOB NO. 4.47036 ` I I I I %� SHEET NO. C4.4 a z 0 d 0 3 a D a0 2 o 0 dZ 20 o� 0� �- E O a c m d V 0 c 0 3 Z z„ 0 � a 62 6 e§ a d� 2 Y X0.0 c � _ 0 12 0 a c Ma 10 a 0 �+ o m e �N A = � o c 0 0 nE 1 F_.9 L F- 103\47036-Southwood—Blocks9-11\DWG\SheeflCD\C4.3-ROAD PLAN.dwg I Plotted on 12/9/2022 4:06 PM I by Matt Denhard r- 7 m Z 10+CFI LLN co �p +' D ` _ I Z I--- I:� p I N .r . I p o I I p p`00 Ln V T I I I � I 1 I I I I o O� �Ip Ln or, CAo. "N �0 A I v,� -no �� No` tnQ o I I " I )" p I, ---�---- 11{ppRE S62622' 3�EDI----+I 10+50 �m� m c0 O r r -'r MA ao W — 4 -1Z D W — W f� _ 0D — U fi-- --or, 0 — 0.O — --P.- IlALA V 1n �` gi p% � 0 °per -n �+ O 00 4��D N C` 1 Z �4 p L p N I I O 5 NV 0+50 SWALLOWI IL LANE 1 +0 -----11+50 N62022'13' W 12+00 SWALLOWTAIL LANE 2- _ --- - — - — - - - - — - — v, --------------------�--- -- � A I w 265.52' I i I �r c I ' N I ` T 00 I col oD moz ro N A W o I IA T � MIm f �rl M O X 02 -O n m 1+ rl I m +I 1 � 0 coI or, r - I o 1 NLn T a I 1 l L 00 IN O N I- 0 O IT Z OM) COD, X OD cn5i 00 IT A IT Z Co yIT 0 --ID mn X D v l 4 /7070M r �Q> D II II II II II II II II 01 7- Cep O O N Cn 0 C: +P + p C W Oo N .Z7 <--DII / N N Ill 7- v. CD E ~ D Q m TIMMONS HI kpRyS�RFFT / \ a I � y I I I I / I I � / inn lon ion \ a a ` - --------- . O Z / d O Y / I / i II II n on I i -r7 • . •• THIS DRAWING PREPARED AT THE R 0 P• • YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 TEL 434.295.5624 FAX 434.295.8317 www.timmons.com SOUTHWOOD PHASE 1 BLOCKS 9, 10� Vl 1 1 ^ m M m o o DATE REVISCOMMEON NTS FOR , m O N O N 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA COUNTY OF ALBEMARLE, VA ROAD PLAN II O > m = m { 2 n A ° z { 2 to to F\ m { D O ryr N These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. LEGEND 171 STORMWATER FACILITY EASEMENT PUBLIC DRAINAGE EASEMENT FOPRIVATE DRAINAGE EASEMENT ❑ PRIVATE & EMERGENCY ACCESS EASEMENT ACSA SEWER & WATER EASEMENT ■ PUBLIC ACCESS EASEMENT WATER MAIN ACSA EASEMENT BISCUITRUN 0 CENTERLINE , ° o \ L - _ _ _ _ TH o ° WPO BUFFER \ � � \ \ � i ' / 00 GP \ \ \ Io--IGP "GP — G1 UGP ryan D. Cichocki 'Z 0 �\ � i ' � � � � � J Iti / / � / • � lie. No. 53741 � — OHP— — — OHP— — — — — P— — — — — OHP— — 'A'� 12/9/2022 % — OHP— — � L — oHP— — - / SSIONAL �lyG / I 00° / / / / ,..1� ACCESA10'PUBS O.KELECTRCTELE. 77i ACCESS 0 0, EASEMENT LINES o - - --f-- �• 10' PUBLIC E O EX24"HDPEAPPROXLOC -� f I� ACCESS w °J E n _-Duo---- / �1 0 o / / / / / j�� EASEMENT w > 3 ¢a 03 wO `mom / / I� AINAG EAS NT a N a Q > C = - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - son �■ ■® ■DRAINAGE LOT 18 LOT 24 1350 SF ii •••- I ' ' - / EFAF�rAFAFs, 912012022 ��%d�� • - ' `` / i ,. ©�� • � 1, �fl b/yl . dl yB.dN,I / d,Ndd�il d /�Id/J//f/ll dA . © ,DATE � o ♦,.o.. - ii I a �:• ..''�It•', ��e MAI dd►M. DENHARD • �� I '�DESIGNED BY CHECKED BY Irk B. CICHOCKI LOT 17 ��► %�� ' ��1 • %FRMop 0"STORMWATER / CILITY ACCESS / \ \ 06 1604�51�LOT 4/ EASEMENT / R25' 02$6L / / \ \ u O J LOT LOT 2 \ 1611 SF . / \ \ \ \ \ i/ NOTE O 1640 SF ° R25' 9y1p s R\ ° / \ \ \ \ \ THIS SHEET IS PROVIDED FOR INFORMATION ONLY TO ENHANCE CLARITY OF EASEMENT AND PROPERTY LINES. THIS PLAN IS NOT O k \ \ INTENDED TO BE A PLAT. SEPARATE SUBDIVISION AND EASEMENT �d5 \ \ J PLATS WILL BE SUBMITTED FOR APPROVAL AT A LATER TIME AND �p o' \ FOR USE IN RECORDATIONS. / LOT 1 • :.," \qT 2129 SF JOB NO. 47036 SCALE I"=zo' „• \� � � I 17SHEET NO. 5 / �k KEY PLAN o zo' ao' C4.9 L OLD LYNCHBURG ROAD STATE ROUTE 631 (VARYING R/W WIDTH w EP _ _ _ _ 30" CMP W/ END SECTION --- � _ ---- —_—_----INV.(/N)-44295' I I foOONEWIANJ,%N/NOR -------------------------- y'WAWEMA0MINNAWARM0FA NOTE THIS SHEET IS PROVIDED FOR INFORMATION ONLY TO ENHANCE CLARITY OF EASEMENT AND PROPERTY LINES. THIS PLAN IS NOT INTENDED TO BE A PLAT. SEPARATE SUBDIVISION AND EASEMENT PLATS WILL BE SUBMITTED FOR APPROVAL AT A LATER TIME AND FOR USE IN RECORDATIONS. ------------------- ---------------------------- VHKIH[SLE-WDTFTSTORMVWPI'ER — — — — OHP— — — — — oHP— FACILITY EASEMENT 7DR 0' 1AGE ACCEMENT — — — — — — — — EASEMENT SCALE V=20' V —UGP �� 0,,, _ 20' 40' KEY PLAN — ——OHP or 10' PUBLIC 31' STORMWATER PRIVATE & EMERGENCY 10, PUBLIC A CE FACILITY ACCESS AND ACCESS EASEMENTS ACCESS EASEMENS PUBLIC DRA NAGE EASEMENT ALONG FACE OF CURB EASEMENT BryajCichocki, Lie1 M E O o N � N C > E v E w Q U. o 3 p LL wO `mom O W L M d� Voo Z w w -Lri O z I-30 r) N Q� o �LL w p Ln=oa o w ="ate ,/%%//��% ,%IIAIDRAINAG� EASEMENT 11 � nI/�j0/ //�/ %EFL/// j/�/�L11.Ir•.�yd!1 �^ ter.l. s i•�. �� ai// 1��: o •�� .� ,. r • 64 mmmmmmmm •, ` �� /-------- �Z� \I • 1 1 ' /! • 1 it 1 1 1 , .. �..►`�� , ./I \�I I I2237 SFI��I I�il� .. �' lip,/ ,ate. \� �� III 1 D i�l U\� RD nr;, I Ii111 • 1310 SF LOT 57 1 DATE ■7 �_7 I i\1384 SF 912012022 -- _�iCrGi�o' �1:�S�i�1 o �'�'_ G), • y 1 lei\) L---- I�✓- ----- ------ c` _ I� I I • I1:I/Ot1I�%I-%I//7t1Ii�%M%II%O%7tiII11I 1 �'�\ . , �I , .. 1 • , •DPAWN III •. IWA I DESIGNED BY LOT 56 II d/��Ddd Nd�lll�d I A ��'4 � ,. •, � °°Dyv�,, ,.�, !' �;e � �,,._ i� �� .. .., SEWER A� D WATER CHECKED . L/III/I i P r�1 = �> l e • j ��ii w� .^ l , • 1 IS IL. • �' • � �iil® �I1I �� • �'1i' G i II� 1 _G��nly/�iu1 • i i �✓ �. /, / �. ♦I� - as °°oo�� ! I ��'.,�•, �!!!I ��i�ENTS 1 _-- �a<.. - Mill �b y�q�J , , , , ,,;I,• 06 ImAk m a _ ® .LOT 2611 �C ��i --,`Ara..` `'`.•--'..®�b ".. , \- �a MI 1 �, �� I� c�� -.� --- - _ _ ., -, Uri w ) d . '� r . �� \ ��'�� p Dd/�/d Idlddd/�Ild �IID �p �� • • LLJ Lu ��® �1� 1 ••• , 1 LL • • Lu e _ II m _ LEGEND • • ..•., I • ,• IZISTORMINATER u ,PUBLIC DRAINAGEPRIVATE ,.. PRIVATE & EMERGENCY ACCESS EASEMENT • DIACSA SEWER & WATER EASEMENT •. NO. PUBLIC ACCESS EASEMENT • WATER MAIN ACSA EASEMENT i L -- --- --- ti ------7------------------------ OHT-----OHT---- _OHT �OHT , L— 31' STORMWATER FACILITY ACCESS AND PUBLIC DRAINAGE EASEMENT PRIVATE & EMERGENC' ACCESS EASEMENTS ALONG FACE OF CURB 10' PUBLIC ACCESS EASEMENT EASEMENT y, I I 20' Wf'TER MAIN / /I LOT 70 ACSAI EASEMENT ----t � / / / . 1840 SF 1 • - -—E- IEASEMENT / • ps • 1, 1 SF I mill I — lil4: LOT162 II OT 68 �1384 JA 13lq SF SF • . ' - CSA 1' III SEWER■ ■� , , WATER I 1 • • �]7 II� 113�10 U •��'I/t�It�� i 1384 SF �Liyt • LOT60 ) pp EMERGENCY T Ili �I I I _ — — — — - ----- ---------- -- LOT47LOT 48 LOT 49 LOT 50 LOT 51 —L�r53 2181 SF 1670 SF 1683 SF 1696 SF LOT SF LOT 52 1696 SF 2710 SF J N ROAD PROP SED 61' VDOT RIW INST. NO. 202200002884 OLD LYNCHBURG ROAD STATE ROUTE 631 j/ (VARYING RAN WIDID TH i EP ----------------------------- OHT— — — — — OHT— — — — — O/yr--- UGP C / 10' PUBLIC - oyr\ ACCESS EASEMENT \ OH r� VARIABLE WIDTH STORMWATER FACILITY ACCESS AND PUBLIC DRAINAGE EASEMENT PRIVATE & EMERGENCY ACCESS EASEMENTS TO COVER ENTIRE PRIVATE ROAD PARCEL 20' PUBLIC DRAINAGE EASEMENT STORMWATER FACILITY CESS AND PUBLIC NNAGE EASEMENT 20' STORMWATER FACILITY ACCESS EASEMENT / 20' ACSA SEWER EASEMENT / 30.5' COMBINED ACSA / / • SEWER AND WATER EASEMENT / �•; ; 20' ACSA WATER EASEMENT / PRIVATE & EMERGENCY ACCESS EASEMENTS TO COVER ENTIRE ! / PRIVATE RnAD PARCEL SED� UNDER NNDDERR SFODURTDHPWUOOD / SAKI VILLAGE 1 SDP202000048 \ S HORIZON ROAD --W LL II -- --- --� - I= II------ - ---- " j----------- UGP d� GP \ KEY PLAN UFp oyr—, Bryan D. Ci"o"i - Lie. No. 53741 '.0 12/9/2022 4' ,Apo IONAL M E O O N � N C > E v E w �.Wv.v3 ¢ LL % 3 LL O W 0 N ^i O W L M d� Voo Z w w —m O C C7w W M a 30Lnx to O oa "=LL 0 LL � mv¢ 0 W U w O 00 H \ DATE 912012022 0 } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE 1"=20' �. 06 0 1� V , LEGEND � U z STORMWATER FACILITY EASEMENT 0 ; a W PUBLIC DRAINAGE EASEMENT J �z a LU PRIVATE DRAINAGE EASEMENT Lu Q LLL LJ ❑ PRIVATE & EMERGENCY ACCESS EASEMENT W O Q Lu ACSA SEWER & WATER EASEMENT Oz O U ■ PUBLIC ACCESS EASEMENT 7^= Q I..f_ WATER MAIN ACSA EASEMENT Q NOTE THIS SHEET IS PROVIDED FOR INFORMATION ONLY TO ENHANCE CLARITY OF EASEMENT AND PROPERTY LINES. THIS PLAN IS NOT INTENDED TO BE A PLAT. SEPARATE SUBDIVISION AND EASEMENT PLATS WILL BE SUBMITTED FOR APPROVAL AT A LATER TIME AND FOR USE IN RECORDATIONS. 0 0 2 0 U) O a'3 JOB NO. �P 47036 SCALE 1"=20' rm SHEET NO. 0 20' 40' C4.11 a 2 c 0 d 0 3 a D a0 o� 20z 20 o� c �_ a c m m d V O c K3 N O Z z„ O � a 2 o« 5 Q ` o. d m 2 Y X C 0.0 016 0 O 0 C O 0 m 06 a c �a 10 a O h O 2 �N a 0 c 0 m nE E F_ L N TES: ,- / \ - \ /_, \_�' /\ l 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS I / ° I\ \ AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND / I , o I J \^ \ 1 I \ ' 1 _1 \� _ r_ J _— _ DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING I ° R y \ \ \ / i - - _ / G - - - r TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE.�� _' \ TREE / _ GP I\ \ o - / . - \ ` i l ` _ ' \ = PROTECTION ' / ', ` / ,' r% -' \ r / ` / / r ! -- 1 / 2 COWNS.CTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE \ \ \�D ' / \ (/ \ \ �/ � � , / \ OPl \ \ \ � (SEE E&S ' ' � / ` / r GP JGP 1 \ �\ 3. WALL HEIGHTS OVER 301NCHE5 WITH PEDESTRIAN FACILITIES WITHIN 361NCHES OF THE HIGH SIDE OF THE WALL SHALL HAVE \ �0 -( _ f ` / 1 C\ �r / \\ LENGTH: 27' - `_ / / SHEETS FOR �l / j ` 43 FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING _' ' 1 / 1 r ' \ WIDTH 1: 6' / DETAILS) PERMIT TO BE PROCURED BY THE CONTRACTOR. _ J / - 1V/ ` q / \� ) / \ ! ' ' I \ WIDTH 2: 9.6' ' '�'�-� onr OHP— - — �- — - — — 6H- 4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH , / / /> / \ / RIPRAP CLASS I L %' j G 0HF-' ' /'/ i _ / 40 TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT ° ° / / \ ` / ' �P—/ / - - - ' / ' \ `_ / - - �\ QHR— NECESSARY TO INSTALL NEW IMPROVEMENTS. CONTRACTOR SHALL PROVIDE SMOOTH SAW CUT OF EXISTING CURB, _ PAVEMENT, AND SIDEWALKS AND FOLLOW VDOT WP-2 FOR WORK ADJACENT TO EXISTING PAVEMENTS. \ \ r / / / / , - r . r r , / LifQDISTURBED / / 5. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, ` ) \ '- / / / / / '- ♦ '�� - j `- _ r ^ zFLECTRC TEE ' 9 I ' , / \ , - / _ _/ / r _ / ♦ / - ^€SERV D TREFzQ y / r TV SHALL COMPLY WITH THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND THE CURRENT USBC. ON THIS PLAN SEVERAL r1 / \ ( L , - - / / / / / ✓ / / /♦♦ 1 _ r / _' r " LINES - \ CURB RAMPS ARE PROVIDED WHICH ARE NOT INTENDED TO BE ACCESSIBILITY COMPLIANT RAMPS AND ROUTES. TO THIS END - -\ / \ / / / r / /TP / / / ♦ / ' �g r v n r / , - ' 4,42 1 / ` ` l IF SPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING /( I / C �/ / ___� p / / t \ / / r " / J �' ` / _ / / / \\ _ _ r - r , TREE \ SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN / ' - \ - - ' / f _ - ` \ \ c - - - - '/ - ' - - • EX.24"HDP I / ��'----�- --------�// / o _ _ - I \\ \ /' ll `\ \ `\> ✓rr\/ ` - _ �s^\�I - -\ " PROTECTION ADDED AT THE BEQUEST OF THE COUNTY THOUGH THE REVIEW PROCESS TO ALLOW FOR DIFFERENT ACCESS SUCH AS !\ / / EAPPROX-L6j_a�o-- �— / STROLLERS OR BIKES. 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I 20' DOMINION Mi C �' \\ // \ J e I ' 4SS\ o / f - / • \ \� —�`� ^\a( �1 r� \ 1/ �iO4�Sq _ -I / r -, \ \ \ / I ` 1 1 r It I oryrz / " / �/ // .� ' l� I \ 1 1 1 1 I �� `• \ ` ` \ \ I / / _ '. ,ee �O _ - / / � I \ (� \ 1 �' � r I / _ l �'/ \ //' �/ I \ III I 1/ �.•\1 1\ \ /\\ 53 °.. / /�/`\\ [J// \\� /\x�\ ? /,\�\ i %/_�rJ\�1/ / \ \\\/�/ — � r � \' r /' / (/ I / I 1 I I I � I 1'•. ` \ I \ \ / � \ I / ' r / � / � 1 _ / � \ )� / u \ � � \ ^ / !� / `� I / / / / I [ I I ,// / %IIII'' /l l,1 A�'I / ) \ice\ `\ \ •''♦ 1\ �� QO ♦. // /' /'/ // 1� ! \ I /__ / I \ \ FAA 00v / •/ r /r / / / { F9CINDATION DFAlNIO DAYLIGHT / � I I J r) I SCAL1"=20'J / �%, //r / /_� r \k •// \ \\ KEY PLAN 0' 40' yan D. Cichocki 'Z Lie. No. 53741 12/9/2022 r4'� ,I ONAL Lm H 0 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE 1 "=20' 1� 06 0 TT\ V/ J U a 0 a W J a Z_ � w Q 1� Q Q LL Lu 0 06n Z V < 0 Z ^ U �0 L.L LL 0 0 2 0 U) JOB NO. 47036 SHEET NO. C5.0 c a z c L 'QLD LYNCHBURG ROAD I 7 _ _ STATE ROUTE 631 k / I \ ! \ — \ �� ' �f ' \ w ' if \_ \ (VARYING RMWIDTH I L-/ii -_--- \ /------"�--- \\ 30CMPW/END SECT/ OJy INy(INI=442.15' I I \ \ \ 1 \ \ \ \ \ ryan D. Cichocki 'Z _ _ _ � � - — -� — — — \— — — � — \ \ \ \/ 1 \ -----i -- lie. No. 53741 GP ' _ _ G[/ - - - \ - - \ _ - - - - - -� \ 83 .0 12/9/2022 4 �JGP - - / \ - -,. ELT / \ _ - 'c - -11- - N ` O 12' 4' \ \ \ /LENGTH: 11' 1 \ l �\ \ - - \ _ _ TREE _ _ - \ �P 0 G\�� 1 / / / - l _ _ _ - ' _ _ - - = _ _ % PROTECTION _ SCALE 1"=20' SIONAL E� 43 / ' _ / \ _ WIDTH 1: t.5' _ WIDTH 2: 10.5, 1 / / / . - - _ - - (SEE E&S — - — — dtf= — OHP—� = - - >-�— RIPRAP CLAS� II 1 / / / / ' / _ - - - ' - - _ r GP_— = SHEETS FOR - or _/ _ /_ ' / _ / - 0 20' 40' 440 _ TA PT — � — — OFIP— DETAILS) JFP_- ' - - - � I ��%' � ✓' � _ � _ _ _ / `'/' - \ ` �q �SWM B FSTORMTECH/Af2CH PIPEAETENTION KEY PLAN o E I(/ '( _ _ - - , ' ' - \ \ i _SYSTEM Vmti4SOLA\fOF# W ADS P-FLO FI _ _ M �L�Ps- O 3TURBE[3 ' v - - _ -/ _ / IL tFfECTRCTELE. \ / \ r \ / ! / T - - - _ _ / _ r� - - TELE VAUL > E V D TREE , _ \ - _ TP _ / - _ - - - - / v w v E LINES _ . 4,42 — I / (- TP - TP / _ - / / r x L TREE ` - p / - / / 465 / / - - - - '/ / LL o PROTECTION - / \ \ r -� _ \ i (SEE EMS ` \ \ _ - \ - _ / / 460. - / I \ l / / -/ 1 �- / _ .'_` -' ¢ w V z 450 \I \ / \ o� _ \ 444 / - 7 r SHEETS FOR - - - - - - \ / / / G _ _ - '\ - _ \ w " o � 0 dlDETAILS) n Q x �1 O� w O x w ry z y G uj / 448 00 234 23 / - a/ / w ADS BARRACU SYSTEM 8' DIAM TER 454 _ I' \ \ ' / / I I / /' , / /I II I / . / /' / n DATE O DRAWN BY 10 \ - \ AN SAN s - - \ - r / ' \ \ - \� _ r \ - _ - - - - / - - LL l / \a \�� J // / i / ' D / / / /' / M. DENHARD I\ \ _ - - J_I'Ir �� L \ \\ \ // I I // p//( ' I // / • DESIGNED BY z \ M. DENHARD 4 / I / I 1 I • CHECKED BY I \\ f 1 I 1 /� / \ I ( � I ° ( � ' � I I a • B. CICHOCKI 1 11 I \ \\ / I \ ° // r ' J I ' / ' <l • • SCALE z O I / / • IL 06 SA Jvv -465 \ \ \ ' / /e / \\ \ \ \ \ \ ( l \ % \ `J J J Lu rr nn -QUN ATION �\\_\ \\ \\--- / / / I \ ` \ \-\ J / I /DRAINS CL - - - \ - - - - - - - = 4' OUNDAT(ON 1 \ \ \ \ ` \ \ \ \ \ \ \ \ cC Q \ _ \ \ STORM EWE \ \ \ \ _ _ - - - _ _ NS LE T9 \ _ \ \ Q Z_ I W \\ J I // / \- - - - - -� S MSEWER - T--- % \ \ \ ` \ w — v \\\ v r-- \\` ✓(O \ O /2pA,n / a n `9 / \ /_ --- I Il v \\` _ _ _ — _— — —_ _ -- /' //' 11 I '� \ _--\> \\ Q LL 011D � , \ w NOTES: ' \ \ \ \ / _ 11 \ / I 140R1ZOlV R A 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS - , ! - _ - ' _ _ _\ o W PR POSED 61' VD TRryy AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND J \ _\ W \ \ INSI..I NO. 202 00002884 I `' ' /1 1 I DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING + ' \ _ _ \ 20' ION PO RI a \ \ I \ TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY ✓ I / �\ � ; - ' _ _- - - � NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE. T I a \ I c W W Fes\ 2 2. CONTRACTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE DOWNS. 3. WALL HEIGHTS OVER 30 INCHES WITH PEDESTRIAN FACILITIES WITHIN 36 INCHES OF THE HIGH SIDE OF THE WALL SHALL HAVE \ \ \ '\� \\ �`\ `i I - - - - - - _ - _ _ FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING PERMIT TO BE PROCURED BY THE CONTRACTOR. 4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT - \ \ \ - \ ` r I I \ 1\ NECESSARY TO INSTALL NEW IMPROVEMENTS. CONTRACTOR SHALL PROVIDE SMOOTH SAW CUT OF EXISTING CURB, \ \ \\ PAVEMENT, AND SIDEWALKS AND FOLLOW VDOT WP-2 FOR WORK ADJACENT TO EXISTING PAVEMENTS. '\ i \ \\ I \ I \ J \ \ r c -��-t�1 _ _ _ _ _' ` _ _ _ _ \! j - 1- -_- -I " L- 5. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, SHALL COMPLY WITH THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND THE CURRENT USBC. ON THIS PLAN SEVERAL ` \ \ \' \/ \� J ` \ ,\ \ h l \ 1 \ ^ �1 I L ' Ir \ \ \ / \ \ \ ` - \ - - - -_ _ _ - - _ _ _ - - _ _ _ _ _ _ - - - - 0B NO. CURB RAMPS ARE PROVIDED WHICH ARE NOT INTENDED TO BE ACCESSIBILITY COMPLIANT RAMPS AND ROUTES. TO THIS END IF SPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING \ 1 \ - � � � / \� \ C' � � � _ � - ' � / / I - � \ � � -� `� � I \ / ' 1/ _ _ '� _\ \ ` - - _ \ � - - 47036 SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN _\\ - ' \ I ' \ \ 1 I r -i \ " / L� _ _ / \ �/ -� \ \ _ ` - _ - - - - ADDED ATTHE BEQUEST OF THE COUNTYTHOUGH THE REVIEW PROCESS TO ALLOW FOR DIFFERENTACCESS SUCH AS I = �' I I /' 1 I SHEET No. STROLLERS OR BIKES. / I/ / / / r '' _ + r / / 1 / _ _ / �-' AA / �� ' 1 \ r- ' - ' ! C5. 1 c a 2 c L \ \ I I 1 �------- --7- ----- _-- -- -------\-�--- -- --- -- / 1 j----------------------- --------\�'i�------------- --I----�-- /-----------<----------/--------- ---------7-- --- - 0 T ---- \---------- t------- --- �-----------'t------------ -! f --- - - ------------ \ \ .--- '7--- ----- --- ---- --- - i----------/-----------`-------------`------------ '----------- I 1 \ \--I \ ;) \) \ \ C \ \ t l \ - - -- \ \ — _ _ \ an D. Cichocki OLD LYNCHBURG ROAD \ � ( _ \ \ \ ` ` / \ / � \I I / \ \ i\ / I \) A� liI2 9/202241 STATE ROUTE 631 if1 \ \ �'• c\ o fv \1 \ I \ \ \ \ \- \\ \ (VARYING RM/ WiPTH - - ------ - / II ------Y----- ------------ 11C'� \-------'--------------- - ------ \ --- ---\- --- - --- TREE NAL - - `-----------> - - ----- -- ---- \ \ --- PRN r -----1 \--------------- (SEE--—\E&S ✓ \\ \ SHEETS _ OR -----------------1-- OHF_-OH' EDETAIS ----_�_-- ---_ _ — /� �- 4h'-F-�%— �t,s== f—=�OHT �'#T� _— - J -- --- _------' _. — _ •__t;t 1 \ i / ----- v \ yC ---- a o E r� _ - �EZE. VAUL --- - -- _ TP `-� ------ •�--- - /a -- G\ // / \ / '/ c� - _----- `-\ \ �v 3 LL 0 a C o Lr)x N � _ _ �O � v LL w O O.KELEC LINES CTELE&7V w O 00 OF �� 2 FLORA VIEW DRIVE -- - - - -\ ^/ I OF _ /fr / 1 1\O1y7- /,^\ \ ` (D Q 228 / / / \\ \\\ \\\ / //////•' / / I I \ 11 C / IIII / — �� / / >."� rN lL \�\ /,' _ / —_✓ �� `�— U QQ ONN Z / / \ — — / ' / / / ' W / 1 If/Jf U / I I / / /-- '1 I ' / /.�' `\\/ ' / \ ♦' I I ,v/ / /�11I1 1 \^\ \`/ )\_�^✓^\'' f` �" U) DATE 912012022 DRAWN BY (A I � ' I / / _ � / � 1 / \ / � \ \ / _ °' � M. DENHARD 1 /!\F Jill_'/I ,'/ — / /-� '' /1\ >.e \ / \ ° / \ l // ///1 \ / 1 �I • DESIGNED BY p,.l / / Z / / I / ' II �rJ / ' i J l /r 1 // I \ ° / I I'1/ / N (/ // / - / / / • M. DENHARD //rf f _ — — — _ —` �` / / / / • CHECKED BY I • B. CICHOCKI v //_---- -- — —_' n SCALE ISF '\ ) —/ 1 \�_—_!','_ _ • 1"=20' co ✓ \\ 1 11 \ II I \I \ \ ZI/ra \ /�/J // / / /' tl % ° / \ \\� \\ • 06 l \ � / / 1 I \ \ \ \\ \ \ S $„W \ \Sy ETBAY S fryEET l \ \ \ \ \ \ \ \ / ' _\\r V / \ / / z A a- \ \ \ Q LtJ /tJOTES: op Q 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS J — — — -r- — — — I \ 1 \ \ \ \ \ > , ` ^ \ ( / / - - - - - ` / , ' /' / / /' / I ` AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND T L Q \— — _ ICI) 1 I\ \ \ / - - - - ' / ' / DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING p �,x < ` \ ^ / ' - - - / < / / / , I / TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY w W - / I , 1 1 I , � ., / � / ✓ � / F / / / / / � / NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE. , ^ r n 2. CONTRACTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE V / z v DOWNS. Z 3. WALL HEIGHTS OVER 30 INCHES WITH PEDESTRIAN FACILITIES WITHIN 36 INCHES OF THE HIGH SIDE OF THE WALL SHALL HAVE < U Q FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING PERMIT TO BE PROCURED BY THE CONTRACTOR. Q 4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT 11 NECESSARY TO INSTALL NEW IMPROVEMENTS. CONTRACTOR SHALL PROVIDE SMOOTH SAW CUT OF EXISTING CURB, V PAVEMENT, AND SIDEWALKS AND FOLLOW VDOT WP-2 FOR WORK ADJACENT TO EXISTING PAVEMENTS. Q 5. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, SHALL COMPLY WITH THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND THE CURRENT USBC. ON THIS PLAN SEVERAL O CURB RAMPS ARE PROVIDED WHICH ARE NOT INTENDED TO BE ACCESSIBILITY COMPLIANT RAMPS AND ROUTES. TO THIS END 0 \O IF SPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING 1 HOR O/ - \ / / SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN N ROA \ SqN / I ADDED AT THE BEQUEST OF THE COUNTY THOUGH THE REVIEW PROCESS TO ALLOW FOR DIFFERENT ACCESS SUCH AS _ I ( I / NIORIZONR ALA � - \ 1 I W \ - , TROLLER R BIKES. 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FOUNDATION DRAIN'i0 DAYLIGHT " ZI o• / / • ! / / I/'/ // / // 1--ter \�--\ > _ > If /'/// // f/✓// '' jl SCALE 1 - // KEY PLAN- 0' 40' It yan D. Cichocki 'z Lie. No. 53741 12/9/2022 r4'� ZONAL Lm Z O a ix V (n w p Z O V) w H 0 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE 1 "=20' l� 06 \ O T\ V U a 0;a -I -IZ 'wa EO N rl aLL CD ,�W 0 o V/ � J 2au< �..L W 0 0 0 0 2 D �0 V/ JOB NO. 47036 SHEET NO. C5.3 c a 2 c L UILD LYNCHBURG ROAD `STATE ROUTE 631 � /� _ ,' ' / ,I \_ \ (VARYING R/W WIDTH `) \ 1 L /,\ J/ _ _�-y- _ - \ W/END MP SECTIOA/ \ i \ 1 /N GP / yan D. Cichocki Lie. No. 53741 I2/9/2022 �4 43 / \\ - / - ' I' - 1 \ / I / _ _ - - - - - - i ' - _ SCALE 1"=20' SIONAL fpD _-\ T /` /!'_ _\ = \ /\- ..'^\/ I 1'-/'Si - % ) /,' �/' l r/_-_ . ✓� \ . O 20' 40' OHP� OHP 440 OHP KEY PLAN l �I�P=- m o / h fELE VAUL > E \ ` - �, _\ _ s.37%'�`. 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' / I 73.65' / o ' I Q - - - - _ _ - f - - - _ _ h / - _ - _ _ / - / / /' .... ; 3 / TICS 5' / / / 470.76' / ¢ 4.03' 474.8T (D O / _ - / / / ' / - - \ 458.7.3'\ / C 1L83.42'\I ' �• / / 4'64.23'' / ' / ' STAIRS I 9„/' /Oti '4.S % I 0 1,65c 4555' - ' 452.75' o _q+��' �' / _ FFE=455.90' ' / FFE=457.50' \ / / / / i ST�(IR$ 6" / / �' / , / -I o 452.45- / \ / 3.3�' 0' / 451�' \ \ - - I 1 I / O �/ / ! / FFE=pt73.65' / 473.65' / / / FFEs45'6.19' I '1.6423'h 1 / , / / 474.87' FFE=475.4T / 4 .55' 45225- - - 45235 I / / hj (O FE=474.82' LP / / / / / ww N 451.95' 452.45' 0 , E=458.5 '4 1 / / I / P (p470.04' N w w O _ - 1 firs ,SIR$ ,e N / 453. - �� _ / .7T mot- , , N / I I 473.85' _ - - ' = Q \ 452.79' 4 2.81, FFE=459.49 / / P I 471/70' 41'1.26' �o / / .j / 475.53' , U Q Q1 455.70' _ \ \ 462. / >' I \ I , TAIRS (� .9 , O / / 3� ' ' o z ti ' I. _ _ _ ' 464.23' I PFE=474.85' 4i1. 9' $TAIRS 017 I I / , / I FFE=476j8' pfj 1 h� O \ - 453.5 455.�T 456.25' \ I ' \ \FFE=460. / / / I 1 I \ I \ / O /' / ' E=473.65' II 473. 55' / / ' / / 475.53' I / DATE %` %`• g - ' J \ \ _ - _ - ' I nl I "'S 46)1.23' I I 1 p 52.48' 46 .30' -1f; _ �� - / '` _ - /457.50' � � \ \ \ / _ \ _ \ � FFE=461. s 6gj, J I � � I I I \ I , I I // � I I / I /474.' � ' 9/2U/2U22 I 472)0�/ 476.19' DRAWN BY 458-42' -L / _ _ _ _ - \ / I / '� / / 11Z_ _ _ r \ _ _ _\_ - - �' ' ` _ / tJi I _ 4 S/ AIRS � 6' / \� \��/ / / / / / / `�G / I FFE=4'76.85' \/ 452. _ - 5 - _ - I r _ _ 458.50' / \\ \ �- - - ' l I l` _ - _ \ I 64.43� I FFE=475105' I ! 472. 90 / / ' FFE=474.65Y� `Q/ / Z / ' ' M. DENHARD - 6• v \ 1 r L - - _ \ I / 0 4l 4.65' / , / 76.19, / \ - 459.32' \ 1 I I / / / / I / _ _ �- J �' \ I rn STAIRS@61" � / / \\ 6• - _ _ - . / ' ' - \ \ \ \ / I / / a • DESIGNED BY 454... \ 459.50' \ \\ / / kn4F�4.43' 468.3T / I / ( / 474.65 1 / .3 _ _ \ \ \ \ I \ \ \ I / 472.60' / /� / / o� Q 476.85' i • M. DENHARD R3' 8"w - / _ ' / 6. \ 460%lQ \\ \\ / I I \ I / y / - \ \ \\\ \� C� _ _ - / / oo - - \ I \ 461.20 - - \ \ \ / ' /' \ FF=475.7i1' I \ ! 5 STAI$ t� .1/ 1 I o CHECKED BY T I / ! / / I FFE=477.50' 1 • \ \ \� \ \ 452.70 \ - _ _ / 'R3 / _ - PO �,S / 613 ' \ a v l I l \ \ I �473 f \ I FFE=g75.i5' / 474.85 / / W I 476.85' I / �\ \ \\ ? \ 453.57 _ . 9' , \46120• \ 465.05' TAI RlS \ \ 1 -L _ 1 M I \ _ 461.73' @ w ro I o • B. CICHOCKI TC 'but / 465.Q5' 1 I 1 \ ` \ I \ 473.OB; / 475 5' 464.45 \ I ,i I � , SCALE 452.8I�6 - - .. `\ I ' I ' .25' 452.86' / I I\476.15\ c10 iII �I/ 478!.1' jI lC 76.21' FFE=47565' 475.65' I / FF-EY4/ 7.94' a73a77.prAZ 45286' a \.7" FFE=4783' __ TRS @ ISTAIR @ V6\�tN 66.55' \ FFE=476.15\ 102 �O ! _ - _ 8" \ 3632 R20' 0 1 I4Aks\ 45�.45' ` J\ \ o / / _ \ \ \ \ ' i- \ 74. \ \ \ l I\ \ 4Y6.15' 78.17 \ \ \ ?o d' I i� \ �.. \ Q _ \ \ I I \ l MCI 5ISTAIR 4 STAIR A1RS� v a5B 6$ o _ - \ \ \ g` a6e. , \ t \ \ \ \ \ \ \ \ \ \ \ 1 W =462.7�4' 17�� \ \ \h 456. \ �` �4 r7 o \ \ 8„� AN _ 1 \ e• • I `\ \ o \ \ \ \ 1 ^\ \ \ \ \ \ 1 1 FF�462.94' / \ \ - `\ I c \ _ \ \ \ ,: / / r \ \ \ O \ \ \ \ \ \ \ \ \ \476. 8'\I 1 \ \ 1 _ /\ 47 � 5 STAIR \� / 457.45' \ "- s R1 7g�p TC ' 4 .U9 ` \ \ \ \ \ \ ' \ • \ N 1 I C O \ \ \ o \ o \ \ „w p \ \ \ \ \ \ \ \ / SAN\ 9A TCt18' R18' as a' 1� �58.44' 1 d5\�•-45\� _ \`uto / ✓Y S N J 1 459.4$\\ \ •i. _ _ ^ \ \ \ 8" \ \ a \ \ \ 1 \ \ \ \ \ \ \ \ \ _ < 8"W - 8°W \ ETBAY S fy1ENET) 459.49' L 460.0T °� ° _ l / `` \ �: - \ \ ` \ \ \ \ \ \ �/ c\ � � 4 .69' �'.°. r. 1 �I \ \ $sJIM _ \x� 1 461A5' \ '' - o \ Go \ vo 2S c�9 i2 II I \\ \ \ \ \\ \\ \\ \ \ \\ \� ` \ 0 Z- 0 _ 465 - \ ' % / / o o \ Oo \ \ \ \ STAR ' . 464.50' \ \ 61 - \466.52' _ _ , 465.38' \ \ 467.60' _ _ / / / / / 47 86' \ \ \ L.L $TA�KK.$ - - , � \ ,464.@0_ - ^ � \ 4�.50' \ 479.13 / , 473�6:. O Q o pt / / 463.83 ° j FFE=471.36' ' _ ' _ _ \ \ `467.80'- ' ' 470A� / 47-- / ` 1176.86'` \ \ A \ a \ \ \ \ \ 468.7 ' / , / 474.86' 477�86' \ \ \ J > f 11 s \ y \ \ - 4QUN TON \ \_ \ _\ - - - - / a7a.8s' I a77.8s' \ \ Z \ \ \ 4' OUpIDAIYON 1 479.86' 1 478.8s' \ \ 478.$6' \ W asa.as' / DRAINS Qs,--- - - ` _ _ ' - - - - y= \ I - \ \ a s / - // STORM EWE \ \ \ ` - - - - - - - _ / NS LE T9 _ - \ % b7 8s,\\ s7s.86' \ � W 9STAIR _/ - - -_ S MSEWER - \- -T--- --- + t --- \\ \ \>---1 \\ ' w Q N \ OR \4s5.1s' STAIR - - - --� \ /2p --- - - - L o - vl ° � � °v a \ \ � � O / - - ° ° � , \ '' � FFE=475.2�0'7, I STA6.7 �,� _ 9STAIR - STAIR T STA S \ \ J `�'1 R \ 9 @ L ST F� 19 STAI 9 STAIR Q ` \ �' FFE=477.19' ��- �% ^ 9STAIR O'STAff / @ 7„ I V _ \ \ _ _ / � , FFE=476.10 - - FFE=478.29'_ -FFE=47939'_/ _ _ -�/ _ - ®7 - - - / � , / /�, , / � 6.9°- � w O FFE=484.525'_ / ass.7s' - - / - fF€=a6ss4� � J w _ _ _ _ - F_F�-485.66' _ - FFEz490.65' 475 / _ _ _ _ _ _ _ _F�=48�65 ' FFE�B.� / , z w - D _ \ / / \\ _LI \r\JJ\`/\ \ I \y. ", -c� / l , �~ \ �\'ar__ y - •i - - _ _ _-' / / OCJ Q LLJ / ! / _. d' / / V` 473.IT .1T ° L \ / I \ \ ) \ \ , I \ \ " % C \ / / -/ _ l 477.98 I 479.f18,.. \ e /: 12' 48 .1T 27'/ \ � 483.68 � � ` 1 482. 3' � / O Ou IZON R A TC r �\ -- ° / 1 \ / q 4�84.75' l _ _ PR POSED 61' VD TC 485. i � d/ � /\JII\ \N \ \ � / I TRXW W - INST NO. 202 00002884 \ _ T w \ vv \ \ \\ p8S\ \ ( \ I \ 6, 1\ \ \ fir- _ T // - _ _ _ _' / - - _ _ _ _ T� \\` III \ \ \ l \ ' \ -'\``. ' - - -- ---- JOB NO. 4. SHEET NO. L A \ / 1 �/ /1 I fZx� 1 NOTE: SLOPES SHALL NOT EXCEED 2:1 IN ANY LOCATION. CJ�.4 c a 2 c L \ I ----------- ----------- ------------- - - - - - - _ ^-\ I �/ j - - - -- = NOTE: SLOPES SHALL NOT EXCEED 2:1 IN ANY LOCATION. / I--------------/------------------------------------t------------- / I T \ / ----/---------/--------- - -7-- I I I / - / _ ----- - - -------------- - . \ r - - - 1 - - \ \-------------\---------\ ------ L v / \ ---\ ---- ---- --- ---- ----- - `- ---- --- - 1----------- ( \ 1 1 \ 7 l - / - - ` ------ I� , _ _ \ an D. Cichocki I`) o� �I2 9/202241 4 OLD LYMCHBURC>r ROAD STATE ROUTE\631 `\ \\ \ \ \ I \ \ - - \\ / a` c\ ------ ----------- Y I \ \ \ \ \ - - \ \ \ / \ (VARYING RM/ WIPTH \ \ \ \\ \ \ ' 1 \�\ \ . I \`\ \ \ \ y - - 'r I -� - - - < �-- -� - ------ ----------- \ \ \ \ \\ \ I c / t S G - - �- - -- -- -- \ \ EP I I / / _ IONAL E - ------------------- ----_-_ - ------ -- _ / -�'- - s-_ _ _ f=-OHT _��/T- -_-- / _ _-- ___- '\ _ '� _ \ 1 \ \ �\ \ v yC -- ¢ o Lu GP E ----- / ¢ALL T, 3 GP / a Lu ip UL�i al ' I \UGT / ` / '// / _I L. 1 Z_f aw, IIi . (O ' / 'r / I 1'C TIC 1 -�' �`� _(� - _ < -_� 1� J I \ (�( _ / _/ \ //r �'r\--�''<^'/ �- 1 y \"'\/ �= vN Z ~ o TC TC / / / / \ �__- /\ ^\` -'' - - ' \ 1 \ I \\ \ r ( I IL ✓'<=-- --- UFO r inry w O 2gv - 1 474.3k 1 1 \ \ , / / 1 473 \ \ _ _ OF Z TIC 473.49',/ T / rl` \\ - /�j/\ \ H FLORA VIEW DRIVE T6 474.13' // / /////' lJrrl/ /'`\\`\\\\\� _ -- - -- ---\ (J I� (/ \ 1 / 1I Illl �ri, ^\��r \ J __-� '-'-- =O J /4/4.46' / / / I / / / / / / / \ ``\ `\ \ ` `� - - - - - - - - - -\ U TC - ^\\ - - -\\ ,' � { L\Nll/I / \ \ '% ��eJ Ilb�\y\r 472.3 l .R18 / / TC ' / / / / I \ \ \ \ �.. \ \ \ \ - / ' (\ // \ �. 1 / \ \ \'�- / o / RJS 55 \ / m / 1A8' ---a TC R1gsa' -----, j _ _ \ I \ \ /, �\ \ % - / \� ' I \ _ Lu 473.OHT ^ \ \ V Q 473.97' _-/ / / / / \\ \ / / // / , / \ \ \ I -j �- \ / �� JI d =O O 47076' #73.65' / ° / --' 4 4.03' I //\/ S ( / I / / rN / 5STAIRS @�6.9"// //O� / �S%' / / ` _ \� \`� /j�// / \/ / i'/ �' / / \ 'III/ \ / / /I - \`� \\ \ V w W O / FFE= 73.65' / 1 / 473.65' / / / 474.87� ' I FFE=475.47' / TC / / / \ ` _ - / / ` _ ✓ _` \ = Q 70.04' / / I / I 473.65' ! I- _ J I C/ � � / / ' l , \ / 1 t / I , ' /I av / / / / //I 1 � � ' \ \ \ �. / ( ^ � = � � �- 0 DATE 4 1.26' \° / . J / 475.53' / I / , J / 1 I I / II 1 37 / / 75. 2' \ , / / I \ // v _ ^, /- > ' STAIRS @Ip" O ' ' I FFE=47639 Oy°I � ' I _ - - / - -\ \ \ � � / / / / / \ / \I(\�/ �\I (\ _ � \ \ �It 912012022 / FE=473.65' 1473.65' 1 / / I 475.53' / /� ' \ ' \ ` - > / ' ' \ \ \ / r I > \ \ \ \ O DRAWN BY / / - / \ r a \ \ / _ M. DENHARD h N / I / 474.65'� I / / / / ^ I I / 1 � 472�0� / 476.19' / / � I / I \\ \ / / c 1 / , /' _ ` ` ` \ ' \ // I / 1 ` • DESIGNED BY / I FFE=4'76.85' - / / / I / 1 S J / FFE=474.65i 4.65' / / 1 II 1 / I / 76.19' / / • cli M. DENHARD STAIRS @ 6 1" /�' `// • CHECKED BY 472.60' ,/ / 474-65' / ° / J 476.85' I I 1 / / / / / J ! - - / / 1 \ / o / 1\ \ \ \ 1 1 _ / \ / - / / / ' I r /r , Q 0 / / / / / �i / // / ` \ / / \ • B. CICHOCKI \ ( 5STAII4S cQ 1/ O' I o �- I / ' / / /i / _� / \ /1. e I \\�" / / / ----- -----' n FFE=477.50' 1 / / I - _ / / I ( \ ' / • SCALE \I I FFE=475.15 // 474.85 / I W I 476.a5' 11 M I /Il I \ ° / 1 I 1 I ( IY ca I I a - ' /1 I / �\ / '</ a� 1 \�; /'/'_ - -) : 1„=20' 1 1 \ 473.06: I 475,65' \ °o / , I /// / / I / 477.50' / I \ / - / - J C" - / 1 I , STARS @15f\2" \ /b, // I 6 p / / j I / / 1 10°'0 \ r 4�3 \ I \ \ \ / J / / \ / / i / ¢ ov \ - - - \ / J O.'�8' 11 ,FFE=475!65' i 475.6\5' \ > 477.p1' I / FFE7477.94'/ / I ! / \ \ / _ / / / / / _ / / / / / d I o / \ \ \ , 1\\ • ll STAIR @ r/" FFE=47SS 83' F�E=47s.15 \ \476.15'\ 1° I 4h8.16' I I 1 12 \ \IL \ \ \ \ \ Il \ \ \ 446.15' \ O ` \ (I \ ?o l 178.17\\IF W RT 479.77' - - - - - - - ` / 1 / / I , / \ \ \ SAN' \ � �� 1 \ \ \ \ 1 •° 7a.as\ \ o as a'` . \ TC �218' R18' \,•,•° R15 481.36' ETBAYS'fyEET V / All" IwIA/l\ I / I \ \ \ \ \ \\ \ \ \ \ \ R20' TIC R20' Z IF 1 I > 47 IF \ 47�.86' I I / \ \- r I , 477.86' , l - _---- I / -�\ w Q ` �47 .86, \ ^479.86' , , - .� / /// , \ \ ED a \ / ---� t--1- `-- Itnl l\ \ \ \/ / /'l / / // / , / l/ 1 l \ \��\ O L;J - 9 STAIR 10 STAI Ij / - - ` - - - _ - ' / / ' / / I / \ \ W 3 -a 7„ / 10 STAR 19 STAI 9 ST/AIR I ST S / Aa5 1 \ ` - - / ' Y - y / / / / /' Ir , / /' \ \ grSTAIFF / - 7" @�„ 7„ �. / / / / \ w o FFE=484.65'_ - - ' fF� / ' � ' / � / / / 4 BI � - _ / - / / / / \ / \ _FF��lai:65 ' FFE�a.b0' ' / ' / FFEz490.65' / / ✓ / I i - - - ,. / r 1 / \1 \ l \ (/ O Q IFFIFFIFF / \ \\ J _ .tea >\i � O / 483.65' 489.15' ' O asl.zr ^-� Td HOR ON ROA I ` �\ _ / 482.43 j T 488.601 NIORIZONR Aq - TC 1 W ( PR PO-5ED61'VD TAYW l I rC aa5.3a' W �' 11 �� I 1 � /, ✓ // I , r - (NST.INO.202 00002884 / l i / //�1 I 4jS475' I \ _ �, I y \ I I \ / / / 1 ' IFFFIFIFIFFIFF vv / / / \ \\-O%� \-6,- I /\ /I (y/mil\ III`\Ir\/\ li�� V/ JOB NO. rF 47036 SCALE 1"=20' i ` ( SHEET NO. / KEY PLAN _ C5.5 c a i L F- S:\103\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C5.6-CURB RAMP ELEVATIONS.dwg I Plotted on 12/9/2022 4:15 PM I by Matt Denhard I I \ P k, / \ 3 oo cn I / \ _ n µ I II III II I 1 mmo µ \ G) I I \\ CID 00 c' ' 00 � \ A86 P %9 \ w' co 1 0 m J T- " N N \ / 00 ! - C01 1 q' 0) \� 1 26-4\\ / \ coo o Cn O y c>xl+ \ 00 00000 N 1 \ Cn \\ \\ \ \� co N ,Pp \ \ z 4 1� / \ A A \ 00 p \ \ Y / A a ! !/ 1 A \ Cn 1 \ ! N 0 Q _ ;0a � \\ NHS � � P \ Q V O v 00000000 0 '^ \ \ cn \ \ `SWALLQ\ TAIL L�WE A `J \`\\ �� \_-zz, 5cn00 I rn D Z \ m r z oo P A� A I D �1I � � N Z A \fk I m Oco 90 c' M A °' 9) i \ 90 w m O \ cD cD Q N O I A O O 00 A A\\ v OA co 0 0 CA�! N V 0)O W \ O �' O o O N 0)i07 ° O S z ` O \\\ \/ O �p \ 1 O J A o y N Q CA Q ! I > 10 ()(dW CA A D G D c\ 00 a door v m \ •\ w J Co m o� \\P ------ A z \CS) \ w x a` fn \ \ CP A ` a Cn Cnz IT Fn m \ �:�z \ D z � \ _ G)0 ! \\ A F µ � \ A A z co AGE P \ \ I \ \\` m A W � 0 \\ t? w - G), N 0 0 cn z t7 T, 0- ITI vQ M r- o P� D cf) z �O D q IT y IF n r IT N IF 0 C71 0 0 C0 Cl) Z L7 O yk N • . •• THIS DRAWING PREPARED AT THE $a (,OO, 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.comTIMMONS RO P d r r o cn o w rz 3 3 DATE REVISION DESCRIPTION N c O m o 121912022 UPDATED PER COUNTY COMMENTS FOR SPA �U) UTHW DPHASE 1-BL K ,1 11 �m�m�o� = m N o o COUNTY OF ALBEMARLE, VA N r- o o n o n z o eI NIA °1 CURB RAMP ELEVATIONS o { rb N These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. Il�l[.EL � zc F `1 Sag Inlets Only F z � � � 122 DI-3B 8.000 0.650 U.9U 0.585 Back/Lt. O.000RI 0.180 0.35 0.063 Back/Lt. 0.648 4 2.592 0 0.0020 0.0208 12.476 2.000 0.16031 0.0833 4.00981 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 2.592 0.0020 8 2.592 2534 0.166 0.333 0.498498 4.534 ]0.152 T>8.Oft 126 DI-3H 8.000 0.630 0.90 0.567 Baclr/Lt. O.000RI 0.120 0.35 0.042 Back/Lt. 0.609 4 2.436 0 0.0100 0.0208 8.437 2.000 0.23705 0.0833 4.00A81 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 2.436 0.0100 8 2.436 2.431 0.166 0.333 0.498498 4.431 9.741 T > 8.0 ft 128 DI-1 2.000 0.010 0.90 0.009 Back/Lt. O.000RI 0.010 0.35 0.0035 Back/Lt. 0.013 4 0.052 0 0.0100 0.0208 0.955 2.000 2.09424 0.0833 4.00981 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 0.052 0.0100 2.000 2 0.052 0.275 0.166 4.274 1.101 Wefr Flow 130 DI-1 2.000 0.010 0.90 0.009 Back/Lt. O.000RI O.OlO 0.35 0.0035 Back/Lt. 0.013 4 0.052 0 0.0100 0.0208 0955 2.000 2.09124 0.0833 4.00481 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 0.052 0.0100 2.000 2 0.052 0.275 0.166 4.274 1.101 Weir Flow 132 DI-1 2.000 0.040 0.90 0.036 Back/Lt. O.000RI 0.030 0.35 0.0105 Back/Lt. 0.047 4 0.188 0 0.0100 0.0208 1.545 2.000 1.2945 0.0833 4.00A81 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. O.L88 0.0100 2.000 2 0.188 0.647 0.166 4.647 2.594 Weir Flow 208 DI-3C 6.000 0.200 0.90 0.18 Back/Lt. O.000RI 0.050 0.35 0.0175 Back/Lt. O.198 4 0.792 0 0.0300 0.0200 2.639 2.000 0.75786 0.0833 4.165 3.52 Bacic/Lt. 0 4 0 0 Ahead/Rt. 0792 0.0300 6 0.792 1.304 0.160 0.333 0.48048 3.304 5.432 Weir Flow 210 DI-3B 4.000 0.030 0.90 0.027 Back/Lt. O.000RI 0.010 0.35 0.0035 Back/Lt. 0.031 4 0.124 0 0.0020 0.0208 1.787 2.000 1.11919 0.0833 4.00481 3.50 Bacic2t. 0 4 0 0 Ahead/Rt. 0.124 0.0020 4 0.124 0.442 0.166 0.333 0.498498 2.442 1.772 Weir Flow 212 DI-3B 8.000 0.210 0.90 0.189 O.000RI 0.080 0.35 0.028 0.2I7 4 0.868 0.079 0.947 0.0600 0.0200 2.101 2.000 0.95I93 0.0833 4.I65 1.000 3.52 0.1466 0.1666 9.182 8.000 0.871 0.975 0.923 0.024 2.023 214 DI-3B 6.000 0.200 0.90 0.18 ORIGHT 0.080 0.35 0.028 0.208 4 0.832 0 0.832 0.0500 0.0200 L995 2.000 1.00251 0.0833 4.I65 1.000 3.52 0.1466 0.1666 8.233 6.000 0.729 0.904 0.753 0.079 1.995 216 DI-3B 8.000 0.190 0.90 0.171 ORIQ-IT 0.030 0.35 0.0105 0.182 4 0.728 0.141 0.869 0.0500 0.0200 2,117 2.000 0.94473 0.0833 4.I65 L000 3.52 0.1466 0.1666 8.386 8.000 0.954 0.996 0866 0.003 2.027 218 DI-3B 6.000 0.050 0.90 0.054 ORICd-IT 0.020 0.35 0.007 0.061 4 0.244 O.OIS 0.259 0.0400 0.0200 L344 2.000 1.4881 0.0833 4.165 L000 3.52 0.1466 0.1666 4.717 6.000 1.272 1.000 0.259 0.000 1.343 220 DI-3B 4.000 0.070 0.90 0.063 ORIGHT 0.010 0.35 0.0035 0.067 4 0.268 0.025 0.293 0.0400 0.0200 L407 2.000 IA2I46 0.0833 4.165 L000 3.52 0.1466 0.1666 4.968 4.000 0.805 0.947 0.278 0.015 1.407 222 DI-1 L250 0.070 0.90 0.063 BsaldLt. O.000RI 0.080 0.35 0.028 Back/Lt, 0091 4 0.364 0 0.021I 0.0500 1.721 2000 I.16212 00833 L666 2.80 Back/Lt, 0 4 0 0 Ahead/Rt. 0364 0.0211 1250 1.25 0.364 1.875 0.400 5.124 3.124 Weu Flow 223B DI-3B 4.000 0.060 0.90 0.054 ORIGHT O.OlO 0.35 0.0035 0.058 4 0.232 OIOI 0.333 0.0400 0.0208 1.476 2.000 1.35501 0.0833 4.00481 10(q 3.50 0.1458 0.1666 5.242 4.000 0.763 0.925 0.308 0.025 1.476 224 DI-3H 6.000 0.190 0.90 0.171 O.000Ri 0.050 0.35 0.0175 O.189 4 0.756 0.357 LII3 00300 00200 3.757 2.000 0.53234 00833 4165 0.962 3.52 0.1466 0.1611 &147 6.000 0.736 0.909 1.012 0.101 2.421 226 DI-3B 6.000 0.240 0.90 0.216 ORICdiT 0.140 0.35 0.049 0.265 4 1.06 0.731 1.791 0.0300 0.0400 3.828 2.000 0.52247 0.0833 2.0825 0.916 3.04 0.1266 0.1560 10.139 6.000 0.592 0.801 1.434 0.357 2877 228 DI-1 2.500 1.020 0.73 0.7446 O.000RIGEIT 0.745 4 2.98 0 2.980 0.0300 0.0200 7.238 2.000 0.27632 0.0833 4165 0.737 3.52 0.1466 0.1281 14.132 2.5(10 0.177 0.755 2.244 0.731 3.256 230 DI-3B 2.000 0.140 0.90 0.126 O.000RI 0.040 0.35 0.014 0.14 4 0.56 0 0.560 0.0100 0.0208 3.254 2.00D 0.61463 0.0833 4.00481 0.981 3.50 0.1458 0.1639 4.345 2000 0.460 0.983 0.551 0.009 2.312 234 DI-3B 8.000 0.570 0.90 O.Sl3 Back/Lt. O.000RI 0. 120 0.35 0.012 Back/Lt. 0.555 4 2.22 0.003 0.020D 0.0250 6.072 2.000 0.32938 0.0833 3.332 3.40 Back/Lt. 0 4 0 0 Ahead/Rt. 2.223 0.0200 8 2.223 2.287 0.200 0.333 0.600601 4.287 7.624 Weir Flow 236 DI-1 L000 0.002 0.90 0.0018 Bacic/Lt. O.000RI 0.008 0.35 0.0028 Bacic/Lt. 0.005 4 0.02 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.020 0.001 1.000 1 0.020 0.315 T > 8.0 ft 238 DI-1 L000 O.OlO 0.90 0.009 Back/Lt. O.000RI 0.030 0.35 0.0105 Back/Lt. 0.02 4 0.08 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.080 0.001 1.000 1 0.080 0.793 T > 8.0 ft 240 DI-1 L000 0.020 0.90 0.018 Back/Lt. O.000RI 0.050 0.35 0.0175 Back/Lt. 0.036 4 0.144 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.144 0.001 L000 1 0.144 1.166 Weir Flow ,TH OF � ROUTE PROJECT Southwood Blocks 9-11 DESIGNER: MD DATE 12/9/2022 O CHECKED: UNITS:NGLISH Iyan D. Cichocki 'Z U lie. No. 53741 LD-229 PROJECT: Southwood 9-11 Designed by: MD .0 12/9/2022 4' STORM SEWER DESIGN COMPUTATIONS LOCATION: Albemarle County �o��SSIDNAL COUNTY: Charlottesville Checked by: STORM FREQUENCY 10 UNITS ENGLISH M E O O rn u N Vi N C > E w a E N v 3 Q a o 3 p U. 0 w0 `mom 0 W L M d� U00 Z w w -� O (91u N� a C 30Lnx to O o¢'=0 un c v F`Jam w n N 0 ON w O v IY U 00 CD uo F- 0 W rY G O S LU (7 Q (] K H W H O 04 Q \ N Z O n DATE 912012022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI • • SCALE • N/A LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS • Checked: INCIDENCE PROBABILITY 10 Year O 1� T\ V 'A Z U o Ii Q a J' � W w J a U 'wa m U rl a o w UJ J Z 7 a=- 0 U 06 2 ^w LL 0 O O 2 O JOB NO. 47036 SHEET NO. C6.4 PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF INVERT ELEVATION LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia Or SpaNRise) In. (14) SHAPE Number of Pipes Capacity CFS (IS) Friction Slope Ft./Ft. NORMAL FLOW FLOW TIME INCRE- COUMU MINT -LATED REMARKS Minutes Minutes (17) (17) (IS) INCRE-ACCUM- MENT (5) ULATID (6) Lateral CFS TotalQ CFS (9) UPPER END (LO) LOWER END (LL) Depth of Flow, do Ft Area of Flow, An SgFt Hm Ft. Vat Ft/Sec (16) En Ft. REFERENCE (I) STA. REFERENCE (2) STA. 101 102 100 0.00 0.00 0.00 5.69 6.54 0.00 14.77 426.08 426.01 12.70 0.00551 24 Circular I 18.19 0.00380 1.37 2.29 0.59 6.45 2.01 0.03 5.73 103 104 102 0.00 0.00 0.00 5.52 6.33 0.00 14.77 426.31 426.18 25.72 0.00505 24 Circular 1 17.42 0.00380 1.41 2.37 0.59 6.22 2.02 0.07 5.59 103A 104A 104 0.00 0.00 0.00 5.41 0.00 0.00 14.77 427.76 426.31 67.86 0.02137 24 Circular 1 33.07 0.00440 0.94 1.44 0.48 1Q23 2.56 0.11 5.52 105 108 104A 0.00 0.00 0.00 5.02 6.54 0.00 14.77 429.77 427.86 191.16 0.00999 24 Circular I 24.50 0.00380 1.12 1.81 0.54 8.16 2.15 0.39 5.41 109 SWMA OU 108 0.00 0.00 0.00 5.00 0.00 1477 430.65 427.79 23.46 012191 24 Circular I 85.57 0.00380 0.56 0.72 0.32 20.40 7.02 0.02 5.02 111 112 SWMA_IN 0.00 0.00 0.98 7.11 5.92 0.00 16.23 436.63 436.46 18.14 0.00937 21 Circular 1 ]6.62 0.00930 1.40 2.06 0.53 7.87 2.36 0.04 7.14 113 114 112 0.00 0.00 0.66 6.44 0.00 0.00 13.62 438.63 436.63 200.31 0.00998 21 Circular 1 17.15 0.00660 1.18 1.72 0.51 7.91 2.15 0.42 6.86 121 122 SWMA_IN 0.42 0.80 0.33 0.33 5.00 6.54 0.00 2.19 438.00 437.72 5.58 0.05018 12 Circular 1 8.65 0.00340 0.34 0.24 0.19 9.18 1.65 0.01 5.01 123 124 114 0.00 0.00 0.00 5.04 6.53 0.00 10.97 445.26 439.49 96.20 0.05998 15 Circular 1 17.14 0.02560 0.73 0.74 034 ]4.82 4.14 0.11 5.15 125 EX 1 124 0.00 0.00 0.00 5.00 0.00 0.00 10.97 448.80 446.69 38.91 0.05423 IS Circular 1 16.30 0.02560 075 0.77 035 14.25 3.90 0.05 5.05 125A 126 114 0.75 0.81 0.61 0.66 6.31 0.00 0.00 3.29 441.15 440.06 54.68 0.01993 18 Circular 1 ]6.07 0.00090 0.46 0.46 0.26 7.14 1.25 0.13 6.44 127 128 126 0.00 0.00 0.05 6.19 0.00 0.00 035 441.67 441.38 23.07 0.01257 12 Circular I 4.33 0.00010 0.19 0.11 0.12 3.32 0.36 0.12 6.31 129 130 128 0.01 0.70 0.01 0.05 5.98 6.24 0.00 0.35 442.30 441.77 42.15 0.01257 12 Circular I 4.33 0.00010 0.19 0.11 0.12 332 0.36 0.21 6.19 131 132 130 0.07 0.67 0.05 0.05 5.00 6.54 0.00 0.00 448.82 442.73 191.81 0.03175 8 Circular 1 233 0.00060 0.16 0.07 0.10 4.64 0.50 0.69 5.69 201 202 200 0.00 0.00 0.00 5.19 6.48 0.00 14.08 445.00 444.77 18.26 0.01260 30 Circular 1 49.88 0.00100 0.91 1.61 0.50 8.74 2.09 Q_04 5.23 203 203A 202 0.00 0.00 0.00 5.05 6.52 0.00 14.08 445.58 445.10 48.15 0.00997 30 Circular 1 44.37 0.00100 0.97 1.76 0.52 8.02 1.97 0.10 5.15 203B 204 203A 0.00 0.00 0.00 5.02 5.04 0.00 14.08 445.86 445.69 16.72 0.01017 30 Circular 1 44.81 0.00100 0.96 1.74 0.52 8.08 1.98 0.03 5.05 205 SWMB OU 204 0.00 0.00 0.00 5.00 0.00 14.08 446.00 445.96 7.38 0.00542 24 Circular I 18.04 0.00340 133 222 0.58 6.35 1.96 0.02 5.02 206A 206B SWMB_IN 0.00 0.00 2.45 5.62 6.35 0.00 15.63 449.59 449.00 5.86 0.10068 IS Cuculaz 1 22.21 0.05210 0.77 0.80 0.35 19.60 6.74 0.01 5.63 207 208 206B 0.25 079 0.20 0.84 5.52 6.37 0.00 5.39 454.86 454.00 42.95 0.02002 IS Circular I 9.90 0.00620 0.66 0.65 032 8.24 171 0.09 5.61 209 210 208 0.04 0.78 0.03 0.64 5.41 6.41 0.00 4.13 455.84 454.96 50.50 0.01743 IS Circular 1 9.24 0.00360 0.59 0.56 0.30 7.32 1.42 0.12 5.53 211 212 210 0.29 0.75 022 0.43 5.25 6.46 0.00 2.76 457.10 455.94 66.49 0.01745 IS Circular 1 924 0.00160 0.47 0.42 0.26 6.58 1.14 Q17 5.42 213 214 212 0.28 0.74 0.21 0.21 5.00 6.54 0.00 1.36 466.70 460.58 122.40 0.05000 12 Circular 1 8.63 0.00130 0.27 0.17 016 8.02 1.27 0.25 5.25 215 216 210 0.22 0.83 0.18 0.18 5.00 6.54 0.00 1.19 456.89 456.00 42.01 0.02119 12 Circular 1 5.62 0.00100 0.31 0.21 0.18 5.68 0.81 0.12 5.12 217 218 206B 0.08 0.76 0.06 1.62 5.56 6.36 0.00 10.56 455.83 453.34 49.77 0.05003 IS Circular 1 15.65 0.02380 0.75 0.77 0.35 13.69 3.66 0.06 5.62 219 220 218 0.08 0.84 0.07 1.56 5.48 6.54 0.00 10.17 458.83 455.93 64.36 0.04506 IS Circular 1 14.86 0.02210 Q76 0.78 0.35 13.04 3.40 0.08 5.56 221 222 220 0.15 0.61 0.09 0.09 5.00 6.54 0.00 0.60 460.79 458.93 62.12 0.02994 12 Cuculaz 1 6.68 0.00020 0.20 0.11 0.12 5.26 0.63 0.20 5.20 223A 223B 220 0.07 0.83 0.06 1.40 5.30 6.45 0.00 9.10 463.94 461.71 111.42 0.02001 IS Circular 1 9.90 0.01770 0.94 0.99 038 9.15 2.25 0.20 5.50 223C 224 223B 0.24 0.79 0.19 120 5.22 6.47 0.00 7.82 464.88 464.04 41.88 0.02006 IS Circular I 9.91 0.01300 0.84 0.87 0.37 8.95 2.08 0.08 5.30 225 226 224 0.38 0.70 027 LOl 5.08 6.52 0.00 6.60 466.50 464.98 75.93 0.02002 IS Circular 1 9.90 0.00930 0.75 0.76 0.35 8.64 1.91 Q15 5.23 227 228 226 1.02 0.73 0.75 0.75 5.00 6.54 0.00 4.87 467.32 466.60 41.06 0.01754 IS Circular I 9.27 0.00510 0.64 0.64 0.32 7.65 L55 0.09 5.09 229 230 223B 0.18 0.78 Q14 0.14 5.00 6.54 0.00 0.92 465.18 464.04 37.97 0.03002 12 Circular 1 6.69 0.00060 0.25 0.15 0.15 5.97 0.80 0.11 5.11 233 234 SWMB_IN 0.69 0.80 0.56 0.56 5.00 6.54 0.00 3.63 447.38 447.00 75.81 0.00501 IS Circular 1 4.95 0.00280 0.80 0.82 0.36 4.41 L10 0.29 5.29 235 236 SWMB_IN 0.01 0.50 0.07 0.06 5.28 6.45 0.00 0.40 449.24 448.98 12.90 0.02016 8 Circular 1 1.86 0.00100 0.21 0.09 0.12 424 0.49 0.05 5.33 237 238 236 0.04 0.50 0.02 0.06 5.22 6.47 0.00 0.37 449.62 449.34 14.04 0.01994 8 Circular 1 1.85 0.00080 0.20 0.09 0.11 4.13 0.47 0.06 5.28 239 240 238 0.07 0.51 0.04 0.04 5.00 6.54 0.00 0.24 451.89 449.72 60.28 0.03600 8 Circular 1 2.48 0.00030 0.14 0.05 0.08 4.49 0.45 022 5.22 INLET OR JUNCTION STA. INVERT a. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE aEV. W1. PIPE Do (hlnm) DESIGN gSCFi. Qo (CFS/CNLS) LENGTH PIPE Lo (FUfuT) FRICTION SLOPE, Sfo (FT/Ff) (ANNfj FRICTION LOSS Hf (FUNTj JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (Ft/NTj Inlet Shaping? Y/N 0.5 Ht (Ft/fvTj FINAL H (Ft/FA Inlet Water Surface Elevation Top of N}i Top of Inlet Bev. APPROX. Adjustment? Vo Conti. Ho (FUAQ Vi Vi 2/2g Hi (Ezpn) 0.35'M4X (Vi2/2g) SKEW Angle K fiend H (FUNTj Sum HL (FUM) SWMA_IN 441.690 112 436.460 1.75 441.690 21 16231 18.14 0.00935 0.170 7.874 0.241 7.911 0.972 0.340 0.0 0.00 0.000 0.581 0.000 0.581 YES 0.290 0.460 442.150 445.710 O.K. 114 436.630 1.75 442.150 21 13.624 200.31 0.00659 1.319 7.911 0.243 14.816 3.409 1.193 0.0 0.00 0.000 1.436 0.000 1.436 YES 0.718 2.037 444.187 449.250 O.K. 124 439.490 1.25 444.187 15 10.970 9620 0.02569 2.471 14.816 0.852 14246 3.151 1.103 0.0 0.00 0.000 1.955 0.000 1.955 YES 0.978 3.449 447.636 456.010 O.K. EX1 446.690 125 447.690 15 10.970 38.91 0.02569 0.999 14246 0.788 0.000 0.000 0.000 0.0 0.00 0.000 0.788 0.000 0.788 YES 0.394 1.393 449.551 456.640 O.K. 122 437.720 1.00 441.690 12 2.185 5.58 0.00335 0.019 9.179 0.327 0.000 0.000 0.000 0.0 0.00 0.000 0.327 2.185 0.425 YES 0.213 0.231 441.921 442.370 O.K. 126 440.060 1.50 444.187 18 3286 54.68 0.00087 0.048 7.144 0.198 3.318 0.171 0.060 0.0 0.00 0.000 0.258 0.000 0.258 YES 0.129 0.177 444.364 449.290 O.K. 128 441.380 1.00 444.364 12 0.351 23.07 0.00009 0.002 3.318 0.043 3.318 0.171 0.060 0.0 0.00 0.000 0.103 0.000 0.103 YES 0.051 0.053 444.417 448.200 O.K. 130 441.770 1.00 444.417 12 0.351 42.15 0.00009 0.004 3.318 0.043 0.000 0.000 0.000 0.0 0.00 0.000 0.043 0.044 0.043 YES 0.021 0.025 444.442 448.900 O.K. 132 442.730 0.67 444.442 8 0.000 191.81 0.00000 0.000 4.638 0.084 0.000 0.000 0.000 0.0 0.00 0.000 0.084 0.307 0.109 YES 0.054 0.054 448.983 450.660 O.K. L f� ryan D. Cichocki 'Z LD-347 PROJECT: Southwood 9-11 DESIGNED BY. CG HYDRAULIC GRADE LINE ANALYSIS lie. No. 53741 Checked: 12/9/2022 4 INCIDENCE PROBABILITY 10 Year �94 �SSIONAL E�O� M E O O u N � N C > E w a E w v 3 Q LL o 3 p LL 0 wO `mom LY W L M d- V00 Z w w -� O C7w �� a C W M (n ?�O�x to O C .0 w L 0 c � � M > 0 w �; U w O 00 �� j O ui W o a _ Lu Q 0 p x w o N Q \ N O UJ DATE > 912012022 O } DRAWN BY M. DENHARD • DESIGNED BY • M. DENHARD • CHECKED BY B. CICHOCKI LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG • SCALE HYDRAULIC GRADE LINE ANALYSIS • N/A Checked: • INCIDENCE PROBABILITY 10 Year �JJ l� 06 1� TT\ rV V / U) Z w/ U o_ Ii 0 a HYDRAULIC GRADE LINE ANALYSIS J Checked: LU J INCIDENCE PROBABILITY 10 Year Q U 'wa m U rl a tL UJ O UJ r- I I - - F r I -r-r- 0 v • z Z a=- O U 06 2 W a 0 O 0 1 �0 V/ JOB NO. 47036 SHEET NO. C6.5 INVERT INLET OR JUNCTION STA. d. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. qA. PIPE Do (Wmm) DESIGN DISCH. Qo (CFS/CMS) LENGTH PIPE Lo (FUM) FRICTION SLOPE, Sfo (FT/FT) (M'M) FPoCTION LOSS HF (FUM) JUNCTION LOSS SURFACE FLOW Adj. H 1.3 H (FUM) Inlet Shaping? Y/N 0.5 H[ (Fl/M) FINAL H (FUM) Inlet Water Surface Bevation Top of M1 Top of Inlet Bev. APPROX. Adjustment? Vo Contr. Ho (R/M) Vi Vi"7J2g H (Expo) 0.35M4X. (Vi?l2g) SKEW Angle K Bend H (RUM) Sum HL (Fl/M) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) S WMB_IN 452.350 206B 449.000 1.25 452.350 15 15.628 5.86 0.05213 0.305 19.600 1.491 13.691 2.911 1.019 0.0 0.00 0.000 2.510 0.000 2.510 YES 1.255 1.561 453.911 460.130 O.K. 218 453.340 1.25 454.340 15 10.561 49.77 0.02381 1.185 13.691 0.728 13.035 2.638 0.923 0.0 0.00 0.000 1.651 0.388 1.651 YES 0.826 2.010 456.582 463.160 O.K. 220 455.930 1.25 456.930 15 10.173 64.36 0.02209 1.422 13.035 0.660 9.152 1.301 0.455 0.0 0.00 0.000 1.115 0.438 1.115 YES 0.557 1.979 459.589 466220 O.K. 223B 461.710 1.25 462.710 15 9.100 111.42 0.01768 1.969 9.152 0.325 8.952 1.244 0.436 0.0 0.00 0.000 0.761 0.374 0.761 YES 0.380 2.350 465.060 471.530 O.K. 224 464.040 1.25 465.060 15 7.824 41.88 0.01307 0.547 8.952 0.311 8.638 1.159 0.406 0.0 0.00 0.000 0.717 1.223 0.717 YES 0.358 0.906 465.965 472.400 O.K. 226 464.980 1.25 465.980 15 6.601 75.93 0.00930 0.706 8.638 0.290 7.647 0.908 0.318 0.0 0.00 0.000 0.607 1.727 0.790 YES 0.395 1.101 467.246 474.300 O.K. 228 466.600 1.25 467.600 15 4.874 41.06 0.00507 0.208 7.647 0227 0.000 0.000 0.000 0.0 0.00 0.000 0227 4.874 0.295 YES 0.148 0.356 467.964 474.990 O.K. 236 448.980 0.67 452.350 8 0.397 12.90 0.00096 0.012 4241 0.070 4.127 0.264 0.093 0.0 0.00 0.000 0.162 0.032 0.162 YES 0.081 0.094 452.444 453.640 O.K. 238 449.340 0.67 452.444 8 0.365 14.04 0.00081 0.011 4.127 0.066 4.493 0.313 0.110 0.0 0.00 0.000 0.176 0.129 0.229 YES 0.114 0.126 452.569 453.700 O.K. 240 449.720 0.67 452.569 8 0236 6028 0.00034 0.020 4.493 0.078 0.000 0.000 0.000 0.0 0.00 0.000 0.078 0236 0.102 YES 0.051 0.071 452.641 456.000 O.K. 234 447.000 1.25 452.350 15 3.631 75.81 0.00281 0.213 4.410 0.075 0.000 0.000 0.000 0.0 0.00 0.000 0.075 3.631 0.098 YES 0.049 0262 452.612 452.800 O.K. 208 454.000 1.25 455.000 15 5.390 42.95 0.00620 0.266 8.241 0.264 7.318 0.832 0291 0.0 0.00 0.000 0.555 1.262 0.721 YES 0.361 0.627 455.627 462.040 O.K. 210 454.960 1.25 455.960 15 4.128 50.50 0.00364 0.184 7.318 0208 6.578 0.672 0235 0.0 0.00 0.000 0.443 0.199 0.443 YES 0222 0.405 456.425 462.710 O.K. 212 455.940 1.25 456.940 15 2.763 66.49 0.00163 0.108 6.578 0.168 8.021 0.999 0.350 0.0 0.00 0.000 0.518 1.402 0.673 YES 0.336 0.445 457.568 465260 O.K. 214 460.580 1.00 461.380 12 1.361 122.40 0.00130 0.159 8.021 0250 0.000 0.000 0.000 0.0 0.00 0.000 0250 1.361 0.325 YES 0.162 0.321 466.968 472.650 O.K. 222 458.930 1.00 459.730 12 0.595 62.12 0.00025 0.015 5261 0.107 0.000 0.000 0.000 0.0 0.00 0.000 0.107 0.595 0.140 YES 0.070 0.085 460.992 469270 O.K. 230 464.040 1.00 465.060 12 0.916 37.97 0.00059 0.022 5.969 0.138 0.000 0.000 0.000 0.0 0.00 0.000 0.138 0.916 0.180 YES 0.090 0.112 465.430 472.060 O.K. 216 456.000 1.00 456.800 12 1.191 42.01 0.00100 0.042 5.680 0.125 0.000 0.000 0.000 0.0 0.00 0.000 0.125 1.191 0.163 YES 0.081 0.123 457.202 461.130 O.K. INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE D�IH OF FLOW OUTFLOW PIPE OUTLEr WATER SURFACE ELEV. DIA. PIPE Do (hlnm) DESIGN DISCH. Qo (CFS/CMS) LENGTH PIPE Lo (FVM) FRICTION SLOPE, Sfo (FT/FT) (M!M) FRICTION LOSS I-� (FUM) JUNCTION LOSS SURFACE FLOW Adj. H 1.3 H (FUM) Inlet Shaping? Y/N 0.5 H (FVM) FINAL H (Ft/M) Inlet Water Surface Elevation Top of M� Top of Inlet Bev. APPROX. Adjustment? Vo Contr. Ho (FUM) Vi Vi 2/2g H (Expo) 0.35"AMX (Vi2/2g) SKEW Angle K Bend H (R/M) Sum HL (FUM) (1) (2) (3) (4) (5) (6) p) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) 100 428.420 102 426.010 2.00 428.420 24 14.770 12.70 0.00380 0.048 6.450 0.162 6221 0.601 0210 0.0 0.00 0.000 0.372 0.000 0.372 YES 0.186 0.234 428.654 429.710 O.K. 104 426.180 2.00 428.654 24 14.770 25.72 0.00380 0.098 6.221 0.150 10229 1.625 0.569 0.0 0.00 0.000 0.719 0.000 0.719 YES 0.359 0.457 429.111 431.570 O.K. 104A 426.310 2.00 429.111 24 14.770 67.86 0.00446 0.302 10229 0.406 8.159 1.034 0.362 0.0 0.00 0.000 0.768 0.000 0.768 NO 0.768 1.070 430.182 434.060 O.K. 108 427.860 2.00 430.182 24 14.770 191.16 0.00380 0.726 8.159 0258 20.395 6.459 2261 0.0 0.00 0.000 2.519 0.000 2.519 YES 1.260 1.985 432.167 432.410 O.K. WMA_OU 427.790 2.00 432.167 24 14.770 23.46 0.00380 0.089 20.395 1.615 0.000 0.000 0.000 0.0 0.00 0.000 1.615 0.000 1.615 YES 0.807 0.896 433.063 ADJUST INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (h/mn) DESIGN DISCH Qo (CFS/CMS) LENGTH PIPE Lo (R/M) FRICTION SLOPE, Sfo (FT/FT) (ANM) FRICTION LOSS HF (RIM) JUNCTION LOSS SURFACE FLOW Adj. H[ 1.3 Ht (FUM) Inlet Shaping? Y/N 0.5 Ht (R/M) FINAL H (FUM) hlet Water Surface Elevation Tap of MH Tap of Inlet Bev. APPROX. Adjustment? Vo Contr. Ho (FUM) Vi V�2g Hi (Expo) 0.35'M4X. (Vi2/2g) SKEW Angle K Bend H (RIM) Sum HL (FUM) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) 200 447.170 202 444.770 2.50 447.170 30 14.080 18.26 0.00105 0.019 8.735 0296 8.023 1.000 0.350 0.0 0.00 0.000 0.646 0.000 0.646 YES 0.323 0.342 447.512 452.860 O.K. 203A 445.100 2.50 447.512 30 14.080 48.15 0.00105 0.051 8.023 0250 8.082 1.014 0.355 0.0 0.00 0.000 0.605 0.000 0.605 YES 0.302 0.353 447.865 454.170 O.K. 204 445.690 2.50 447.865 30 14.080 16.72 0.00105 0.018 8.082 0254 6.352 0.627 0219 0.0 0.00 0.000 0.473 0.000 0.473 NO 0.473 0.490 448.356 456.800 O.K. WMB_OU 445.960 2.00 448.356 24 14.080 7.38 0.00345 0.025 6.352 0.157 0.000 0.000 0.000 0.0 0.00 0.000 0.157 0.000 0.157 YES 0.078 0.104 448.459 L Q o M .- M u4 o Cm 10 N 102: MH-1 Ci ro r.2 v +o STA 10+16.22 = M j TOP 430.22 v z O INV IN 426.18 (103) g~Oz z ~ INV OUT 426.08 (101) Arn 108: MH-1 rai STA 13+01.04 o TOP 437.16 0 INV IN 429.89 (109) Q - S ('00 N INV OUT 429.77 (105) �OMh V vLq 0 ;:aZ 0 O> ' +u'lH �v0 0�0> �U) ? �O> U)FZ ON 2 r F O O mo�v M + N H , 0a-p a NU)OZ 450 455 SEE CONTROL 445 STRUCTURE 445 DETAIL F R SWM A STORMTE H APPROX. EPTH O 440 BLDG FO TE = 432.2 440.000 440 TOP = PROP SED GRADE SWM A: STORMTECH DETENTION WITH GRADE ISOLATOR ROW BOT. 436.000 435 / " � 435 433.250 1� / J 430 430 109 105 23.46' OF 1g j.jV OF 24" HDPE 2 ' HDPE @ 3.25 /o 425 cm,1.00% 425 12.70' OF 103 24" HDPE 25.7 ' OF 103 APPROX. DEPTH OF @ 0.50% HDPE 67.8 ' OF BEARING LOAD PLAN @ 0 @ 50% 24" 1 iDPE 420 @ 0 X"o 420 415 415 c v v v v v v 9+50 10+00 11+00 STR 100+0013+00 SWM A HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 203A: MH-1 (72" DIA.) 205B: MH-1 STA 10+72.92 STA 10+11.79 TOP 454.72 TOP 455.15 INV IN 446.75 (205A) INV IN 446.90 (205C) INV IN 446.45 (203B) INV OUT 446.90 (205A) INV OUT 446.35 (203) 470 204: MH-1 (72" DIA.) STA 10+23.62 TOP 457.80 INV IN 446.76 (205) INV OUT 446.90 (205C) INV OUT 446.66 (203B) SWM A: Ic DETE ISOI 455 450 450 445 PROPOSED GRADE EXISTING GRADE 445 2.8' 3.5' 440 121 10.37' OF 435 12" HDPE I @ 2.69% 430 OP = 440.000 440 TORMTECH VTION WITH ATOR ROW BOT. = 436.00 435 - INV 433.250 430 425 425 420 420 O v v 14+00 14+50 9+50 M°11+00 A -STR 122 SW HORIZ SCALE: 1"=50' 202: MH-1 ( 203A: MH-1 72" DA RT SCALE: 1"=5 STA 10+24.79 STA 10+72.92 TOP 453.26 TOP 454.72 204: MH-1 (72" DIA.) INV IN 445.75 (203) INV IN 446.75 (205A) STA 10+89.64 INV OUT 445.00 (201) INV IN 446.45 (203B) TOP 457.80 200: ES-1 for 30 inch Pipe INV OUT 446.35 (203) INV IN 446.76 (205) STA 10+06.64 INV OUT 446.90 (205C) TOP 447.52 INV OUT 446.66 (203B) INV IN 444.77 (201) 470 465 ADS UP-FLO 4 5 FI TER 465 ISTING PF OPOSED 460 460 455 455 450 450 445 205A O 445 11.79' OF 20 C 12" PVC 11. 2' OF @ 1.25% 12' PVC @ C1.00% 440 440 435 435 N h v 9+50 10+00 11+00 11+50 STR 202 - STR 204 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 CONTRACTOR TO LOWER CONE IN RELATION TO ADJACENT SLOPE. MAX CONE ELEVATION 451' SWM A DEl IS M Cl) CIJ i M c- N �C1 ryan D. Cichocki v .`-.,. rn N U Lie. No. 53741 (o O M (o �o N O) O) M N r0 12/9/2022 O M 7 a M I+ 14, 7 H n 0 H g�Z� g� zz� ��azO MHO>> �FO>z> Z �U) vF0 _ Z NU)PZ > Z �rnHZ 460 460 MH EX. 455 455 AD BARRACUDA SYSTEM 8' DIA ETER EXISTING PROPOSED SA PIP ITARY 3-2 450 GRADE GRADE 450 II ER 'L1N£ PROPOSEDWATERN 125 F SANITARY LINE ' 1� ON 3 y IV, 445 ATFRAIO 445 m P.) \ PPE 11-1 (MIN. t9 125OF = 440.000 4OP A' I 440 STORMTECH ENTION WITH113 / DILATOR ROW 200 31' OF INSTALL A STEEL HE BOTTOM PLATE AT F DROP MH BOT. = 436.00 435 , HD FIER VDOT SPE 435 @ 1.000k 18.14' OF - 21" HDPE @ 1.50% INV. = 433.250 430 430 425 425 0o V O ro O � O v c v v v c h v v v v v v v 9+50 10+00 11+00 12+00 13+00 14+00 14+50 SWM A - STR EX.1 126B: 12" Basin - Circular Grate STA 10+65.23 HORIZ SCALE: 1"=50' TOP 449.66 VERT SCALE: 1"=5 INV IN 445.55 (127) 128: 18" Basin - Circular Grate INV OUT 444.25 (126A) STA 10+92.28 TOP 449.04 114: MH-1 126: DI-2B 8 ft Throat INV IN 445.92 (128A) STA 12+16.86 STA 10+54.58 INV OUT 445.82 (127) TOP 449.25 TOP 449.29 128B: 18" Basin - Circular Grate 130: 18" Basin - Circular Grate 132: DI-1 INV IN 440.06 (125A) A) (12 INV IN 444.15 STA 11+14.97 STA 11+33.30 STA 13+11.62 INV IN 439.49 (123) .15 INV OUT 441 (125A) TOP 449.26 [INVOUT446.15(128A) TOP 450.13 TOP 451.91 INV OUT 438.63 (113) INV IN 446.25 (129) INV IN 446.54 (131) INV OUT 448.32 (131) aFF; aFn INV OUT 446.44 (129) 49n SEE PROPOSED CONT OL 46 G DE 460 DETAIIII OR EXIS ING SWM G E STORMTECH 455 455 OP = 451.650 4.7' SWM B: 450 STORMTECH 450 DETENTION WITH ISOLATOR ROW 0 OT_ 447.900 INV. = 446.900 203 445 3 72' 445, 48. 5OPE30�� HDP 7.38' OF 201 30" 1.25° 24" HDPE @. 18.26' OF @.250/o @ 0.00% 30" HDPE 440 @ 1.25% 440 435 435 430 430 7 h 7 � 7 R 9+50 10+00 11+00 STR 200 - SWM B HORIZ SCALE: 1"=50' VERT SCALE: V=5 ROPOSED 455 GRADE 455 450 2,�� _Z___ 450 2' 131 178.32' OF / -' 445 1 - w 445 SANITARY 128A 129 1.00% PIPE 12-1 1.2' 22.69' F 18.3i'OF EXIS ING 12" HD E 12"HDPE I GRACE @ 1. D/,'�@ 1.00% N, 440 v 7 440 I 12"HDPE VOF� HDPE @ 1.0 % @ 2 p0%1 I PROPOSED I TOI� F WATER 435 126 FOPI ER LINE 435 12" HDPEI @ 1.50 0 1 CONTRACTOR TO COMPACT 1 FILL TO AT LEAST 95% ' �' J STANDARD PROCTOR DEN ITY 430 430 425 425 R R V R (3; H h V V 7 R V V V 12+00 9+50 10+00 11+00 12+00 STR. 118 - STR. 132 HORIZ SCALE: 1 "=50' VERT SCALE: 1"=5 13+00 14+00 0 50 PROFILE SCALE .I ONAL N z O E H z O a U U In W p z O U) w H ti DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE AS SHOWN �L V/ U O Q U) J> w M LLJ _j J L.I.J w LL O m 1� Q LL (n O Q O ^2 JOB NO. 47036 L SHEET NO. C7.0 220: DI-36 4 ft Throat STA 11+19.93 �TH o TOP 467.24 224 DI 3B 6 ft Throat n o o M O 1 O` � N O` c u') C14 2 fM V 2 N � F N o F v v z- V o ryan D. Cichocki 'Z 210: DI-3B 4 ft Throat ~ rCOi 206B: MH-1 ,� v � v m � u� U STA 10+00.45 °moo m m �`! w tO v vi r- '1n. °° o N m C? o L1C. No. 53741 STA 10+00.30 o u� n rn u� N Co CqU (')M N(O V mac-: LL�j lj V m(0Nc m°0 r0 12 TOP 464.11 M It . TOP 461.15 M CN a m � F cn o+ � j c� + r� � ? N � � /9/2022 �4 INV IN457.48(211) oop INV IN454.19(217) p0�Z 0 ❑, It 0 p�aZ 0 p�a0 0�� INV IN 457.54 (215) Q o INV IN 455.60 (207) o > > o H a0 > > > i�i H > > H O Z SSIONAL �lyG 227) INV OUT 457.44 (209) N Z INV OUT 450.49 (206A) N y P?? N O H?? z c i O H z Z N cA H- 480 480 480 480 m E O O M U N � N C > E w a E � w v 3 ¢ LL i 3 0 LL O wO `mom 0 W L M �_ V00 Z w w -� 0 C7w �� a C W M 30�x In O o R J LL w p c 00 F"¢� o w w w O M� O � W G 0 0 Q w O N ¢ p \ z 0 in DATE 912012022 0 } DRAWN BY M. DENHARD DE IS • DESIGNED • M. DENHARD • CHECKED BY 9+50 STR 1210 -STR. 2160+00 11+00 9+50 10+00 STR 206B -STR 214 13+00 13+50 : • B. CICHOCKI SCALE HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' • AS SHOWN VERT SCALE: 1"=5 VERT SCALE: 1"=5 • 9+50 10+00 11+00 12+00 13+00 14+00 14+50 N 2 ce) Cj Cj N SWM B - STR 228 _ CO t I 223B: DI-3B 4 ft Throat of o M o o STA 10+00.14 n co v CD r; o HORIZ SCALE: 1"=50' °O o v 6 v o co TOP 472.54 M m O N N O 7 VERT SCALE: 1 "=5 236: 12" Basin -Circular Grate i o m ~ c_? + r; CO v 222: 15" Basin - Circular Grate INV IN 466.86 (2229) 5 a- o m K 0 STA 10+15 12 238' 12" Basin Circular Grate INV IN 465.22 (229) o Q o O p Iq v z - O STA 10+62.12 r�HO 6aa>>> TOP470.03 INV OUT 465.12 223A Zv U) z C`� U O Z z z06 M M ( ) �' O - - - INV OUT 461.96 (221) 5 IN M 0 0 485 485 480 480 O cO v 234 DI 3B 8 ft Throat Circular Grate NVI INV I 239) 0 0 50 PROFILE SCALE V/ U 0 Q U) J> w M Lu J L.I.J Jct� LL w O 07 1� Q }O ^ z DETENTION DE 0 IS U (n ^2 I..� 0 0 0 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 SWM B - STR 234 SWM B - STR 240 STR 223B - STR 230 STR 220 - STR 222 HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' O VERT SCALE: 1"=5 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1"=5 U) JOB NO. 47036 SHEET NO. C7.1 fIL LL DIAM 00 Of ur Uj LL jj�W 7 t DETENTION ISOLATOR ISOLATOR DETENTION ISOLATOR INV IN 462.33 (223A) STA 12+73.23 INV IN 460.10 (221) TOP 473.36 226: DI-3B 6 ft Throat Q INV OUT 460.00 (219) INV IN 467.80 (225) STA 13+49.16 r; n coi o � INV OUT 467.70 (223C) TOP 474.73 .- o �- t °' � INV IN 469.42 (227) � � � � � � 223B: DI-3B 4 rn _ TENTION +o � � � ��azz STA 10+78.16 N Q 0-- j TOP 452.80 N v~j � ? ? INV OUT 448.38 (233 465 465 460 460 PROPOSED GRADE EXISTING 455 GRADE. 455 SWIM B: STORMTECH J 3' M N. 450 WITH 475 475 470 470 PROPOSED GRADE 465 465 EXISTING GRADE 3.1' 460 i 460 /215 42 �HpPE 455 12•• 0 455 450 450 445 445 v TOP 455.29 STA 10+29.14 INV IN 450.92 (237) TOP 455.02 V OUT 450.82 (235) INV IN 451.30 (239) 232: MH-1 INV OUT 451.20 (237) STA 10+02.22 240: 12" Basin - TOP 454.61 STA 10+89.42 N 450.56 (235) TOP 457.20 N 448.00 (233) INV OUT 453.47 465 465 PROPOSED 460 GRADE 460 EXISTING RADE 455 455 3' MIN. OF TOP = 451.650 SWM B: 2$ 6g•• STORMTECH OpE 450 475 PROPOSED 475 EXISTING GRADE 470 / 470 3' MIN. ADS BARRACUDA 465 SYSTEM 8' `L13.OF 465 - TER % 12 �p o 1 460 ROPOS D 460 0 .� LINE #5025()�(t 2.7'21145520 66.49' OF 455 � 2 00% -SANITARY 450 PIPE 7 450 445 445 a v v v v v 480 480 ISTING G DE P OPOSED G DE 475 475 PROPOSED WATER 470 LINE 470 465 9 465 9NppE 3� 1 � ,3 OOo)o 460 400 455 455 h a 475 475 PROPOSED GRADE EXISTING GRADE 470 470 465 465 PROPOSED WATER LINE 460 221 11 pE 460 6� 1�3p0�o 455 455 450 450 N M d d INV IN 441.90 (11-1) INV IN 442.52 (3-2) INV OUT 441.70 (2-1) NOTE: ALL PVC IS TO BE SDR-26 UNLESS OTHERWISE NOTED. APPROX. ELEVATION OF SANITARY LATERALS PRIOR TO SADDLE CONNECTION. LATERAL INVERT ON APPROACH TO TRUNK LINE APPROX. 0.9' HIGHER THAN TRUNK LINE INVERT. - SDR 26 WITH PIPE BEDDING (PER ACSA STANDARDS) BROUGHT A MINIMUM OF 2" ABOVE TOP OF PIPE. APPROX. ELEVATION )F SANITARY LATERALS PRIOR TO SADDLE LATERAL INVERT ON APPROACH TO TRUNK .INE APPROX. 0.9' HIGHER THAN TRUNK LINE INVERT. - STA 10+00.00 TOP 453.84 INV IN 439.80 (1-EX. 1) 465 STA 10+88.07 TOP 447.58 INV IN 440.44 (2-1) 1 1 STA 11+79.40 INV IN 440.44 (1.1-1) TOP 443.95 INV OUT 440.24 (1-EX. 1) INV OUT 440.90 (1.1-1) LATERAL(S) INV: 441.10' 465 460 460 PROPOSED HORIZON 455 ROAD GRADE 455 JUST EX M EL. TO G 452.28 \ \ EXISTING 450 GRADE 450 PROPOSE ,\ WATER LI E PROPOSED 445 GRADE 445 6.9' 1.7' \.4 440 440 1-EX 1 91.34' OF 88.07' OF 8" PVC a.,P C @ 0.50% @ 0. % 435 435 LL D? W W ? W +W . + g gig+g 430 ~ cn � ~ 430 APPROX. ELEVATION OF SANITARY LATERALS PRIOR TO SADDLE CONNECTION. LATERAL INVERT ON APPROACH TO TRUNK LINE APPROX. 0.9' HIGHER THAN TRUNK LINE INVERT. - 691:TiDIIcDI�D� TOP 447.58 INV IN 440.44 (2-1) INV IN 440.44 (1.1-1) INV OUT 440.24 (1-EX. 1) CEY.7 3 INV IN 443.47 (4-3) INV IN 443.47 (12-1) INV OUT 443.27 (3-2) STA 13+91.82 4 TOP 452.86 INV IN 446.55 (5-4) INV OUT 445.99 (4-3) TOP 464.34 INV IN 454.38 (8-5) INV IN 453.58 (6-5) INV OUT 453.38 (5-4) INV IN 454.26 (7-6) INV OUT 454.06 (6-5) 7 STA 17+36.03 TOP 463.12 INV OUT 456.04 (7-6) 465 EXISTING GRADE 1 460 / _7 460 J 10.2 PIPE 2 1I \ WATER SERVICE LINE, / J 2.7' DEPTH APPROXIMATE, TY 455 ' / 455 -� / 9' OF PROPOSED / 65 8 VC ROPQS GRA E 27.58' OF 2,22% TER/LI 8" P 450 t P) @ 1' 50 /0 450 I / 7 I 4 OF _ _ _ _ 23 8° V9°) 445 _ _ _ W 445 4-3 � 08.28' OF Q _ _ I 1 3_2/ g'PVC 61�.70' O 1.21 % ' J J J J J J J J J J J J J J 440 2-1 Q Q Q Q Q Q Q Q Q Q Q Q Q Q 440 11 .83 \ W 6 W W W� W M W 10 wN wN N wOw wO w� Lo w10 wN PVC @1.08° Hr� HN Hn Hc0 Hoo Fco H� �In r; HOH HM Hco a Hrn HM QO' QO Q Qv Q1 QN Qto Qh O QI Q Q n Qoo O Qco QM x 1.11 o TORM J + J + J + J + J + J + J + J + + J + J + J + Lo J + + J + J + IPE123 �Q N_ �Q _M 0) UQ _M UQ _M wQ UQ�Q V' V �Q � of cD c0 �Q r� Q 14 Q Q in �� v7 �� H ��H U) � �� U� U� U) rn co rn cn cn cn co cn cn cn cn rn cn cn cn cn cn cn cn cn u) cn � cn U) cn cn 435 435 T w 2'c0 co Of(D Of co 00 W co W � d' � V w � rl-of WQ'N oD 2'O of (1) �O afM 2' CD w0) w n O w04 � (Z'QI WZ W WN N WM Wc'? ciwM LuMw10 w� w� IOw h�a0F0O QW c`'� 4 Wq WQ W a w� WCR WD w O T7 wcl! W wcq FC, F FCV V F(M �47 I� I� (V F c0 F { �m F� W u) 10 U)';(D �m O FO FoD M FN co 50 F (D O a qt (D co F F4Y M JJ¢ JQ + J¢ + + Jg + J + + Jg + Jg + J + Jg + J + + + Jg + + J + J + JQ + JJJQ + Jg + J + Jg + + JJ + JJQ JJQ + O O O O O O N N N N N N N M M M V � c0 10 10 n �+�¢�Q 430 cnO rn rn� v7� m� �cn� cn� n� n� �� cn�cn� cn� rn� rn� cn� m� rn� cn 430 9+50 10+00 11+00 12+00 12+50 9+50 10+00 11+00 12+00 13+00 14+00 STR EX. 1 - STR 2 STR 1 - STR 7 5 STA 10+00.004 TOP 464.3 INV IN 454.38 (8-5) INV IN 453.58 (6-5) INV OUT 453.38 (5-4) 490 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 STA 12+06.23 8 TOP 475.94 INV IN 465.43 (9-7) INV IN 465.43 (10-8) INV OUT 464.93 (8-5) STA 13+19.33 TOP 480.23 10 INV IN 472.08 (10-EX.2) INV OUT 471.08 (10-8) STA 13+90.98 TOP 485.04 INV OUT 47,3 (10-EX.2) ADJUST EX RIM EL. TO PROPOSED FG 485.90' EX STING HORIZON 485 C3 ROAD GRADE 485 PROPOSED WAT R LINE 4I M of 10 WW� ~ +o ~ +0 480 1 480 F / PROPOSED cn U)WATER LINEI ( U) In 1� 7.3' 475 'I,i % 475 i i / �rOy.JG PROPOSED / i Co3f' ELE 470 r LATEF / 'o 0, OF CC / p9 LATEI / FJ ON API 465 , $" p°lo PROPOSED / A WATER LINE H- / 460 / ✓ 460 b O "jG / 2�5-P 01, T" NT @5 455 455 W c? W� m It Of W 't W 7 w a w 7 w M M w l� Fn�oi "? H �Lo �r��0) F� m �w g+ + cli + g g" 5 g� ga a g00 + a � �a �a�a�a 450 �~c~ ~ U) U~ U)La ~�~ La co a co 1H 450 9+50 10+00 11+00 12+00 13+00 STR 5 - STR EX.2 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 APPROX. VATION OF SANITARY ALS PRIOR rO SADDLE NNECTION. ZAL INVERT ROACH TO -RUNK LINE 3PROX. 0.9' ;HER THAN -RUNK LINE INVERT. INV IN 465.43 (9-7) INV IN 465.43 (10-8) INV OUT 464.93 (8-5) STA 10+11.02 8.1 TOP 476.15 INV IN 465.85 (9-8) INV OUT 465.65 (9-7) 4R.5 9 STA 11+22.10 TOP 473.73 INV OUT 468.04 (9-8) LATERAL(S) INV: 468.24' 495 460 EXISTING 480 GRADE 480 475 475 P POSED GRADE 9.9' 9-8 5 1 470 11.08, OF 470 8" PVC @ 1.97% ATER RVICE LINE, QQ U) Q tEPTH PROXIMATE, 465 Q Q w o w04 04 w P. 465 w7 w0 gogo gN 9-7 g � 0 _o 11.02'OF �Q �Q U) 8PVC " cn� wF U) "'U) "'co 460 @ 2.00% cn U)460 W D o w 0) W w 0) H H N H H N gN cog0 g go 455 U) ~ C', "' cl) 455 14+00 14+50 9+50 10+00 11+00 STR 8-STR 9 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 INV IN 443.47 (4-3) INV IN 443.47 (12-1) INV OUT 443.27 (3-2) SA 10+28.69 TOP 449.55 INV OUT444.04 (12-1) 15+00 460 455 455 PROPOSED GRACE 450 450 445 445 2-1 2 8.69' OF " PVC 440 ° 440 S RM EXISTINGPI 1 E 117 GRACE 435 435 430 430 16+00 INV IN 441.90 (11-1) INV IN 442.52 (3-2) INV OUT 441.70 (2-1) NOTE: R EJECTOR PUMP DESIGN BY MEP. 'PVC SPECIFIED BY MEP IN PUMP DESIGN 12+00 9+50 10+00 11+00 12+00 SSWR APTS. 1 PROFILE HORIZ SCALE: 1"=50' VERT SCALE: V=5 460 17+00 11 STA 10+49.96 TOP 449.68 INV OUT 442.90 (11-1) 18+00 0 50 PROFILE SCALE 460 455 455 PROPOSED GRADE 450 450 PROPOSED WATER L INE 445 445 2.2' TORM 440 IPE 113 440 11- EXISTING 49.96' O GRADE 6" PV @ 2.00° 435 435 430 430 NOTE: SEWER EJECTOR PUMP DESIGN BY MEP. `PVC SPECIFIED BY MEP IN PUMP DESIGN yan D. Ciehoeki Lie. No. 53741 12/9/2022 f ONAL M E O D U N � N 0 > E w ai E <wv3 ¢ LL O 3 p U.- wO `mom Lu V oMo W J -N o C7W rvV w � Z~x' a Qi LL p Q = v I n = N =v>� F ¢ . 0 Y � N co � M a� � t7 H 0 DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE AS SHOWN T 1� 06 0 T TT� �V ,, V/ w U ILL JO;� w a a w w m 1� LL w W O (j) Q O Q U 2 Z I..L U) 0 0 0 2 �0 V/ JOB NO. 47036 SHEET NO. C7.2 L 9+50 10+00 11+00 12+00 SSWR APTS. 2 PROFILE HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 F- S:\103\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C7.0-PROFILES.dwg I Plotted on 12/9/2022 4:18 PM I by Matt Denhard m0 XI N rj)CO 00 Mr mm cn cn0 W 0 Cn 0 0 0 N + 0 w 0 V 0 0 m 0 0 0 0 0 mn cDi� IT r'zc )rM r zmmCj) 0nm0 CCO n0C2Il Do rn C/) 0 c') -a A A A 5?0J1 A A G7 ti D A A A A A A A CW O CAIT J1 ^ z m O C(n O ton O CCnn O Gil n0 < D IT IT 5z = m�z Drngim'AIATER SERVI 'E TA 10+02.00 Z \ 0 ATER SERVI E m CIO N ATER SERVIC E Z ITTA 10+64.53 ATER SERVIC E D TA 10+88.96 E D m ATER SERVI TA 11 +07.76 O mA Z N x D 0 CA 8"x6" RE UCER WITH ATER SERVI E D - a ATE VALVE TA 11 +47.63 m o m co STA 11+ 0.70 _ 8" GATE VALVE ATER SERVICE - TA 11+76.84 X STA 11+ 1.00 rb / ATER SERVIC m / E TA 11+88.28 IT ATER SERVICE TA 12+20.84 / ATER SERVI E v o w O TA 12+27.97 ATER SERVI E m -+ _ X a T A - m m O O ATER SERVI E rN., 3 m o TA 12+63.67 Z --I " FIRELINE m O TA 12+80.28 HA; 6" GATE ALVE O X TA 13+22.18 -n rn x� AT D IT TA 13+52.13 i ATER SERVI GE w _ TA 13+53.29 ATER SERVI E z ;TA 13+93-42 WATER SERVI E \ STA 13+96.07 cnn :2 00 ATER SERVI E ZTA O-= 14+33.37 ✓V TA 14+40.09 ATER SERVI E 0-1 00 Cn IT Z< v A= 0 A DDcri� DDcri� I TA 14+73.35 O �, n Al ATER SERVI E m 0 Z z-U0G) w l_n M � O TOIn�W �rn t\ DoZmm �� O Dm �IT^oZ \\ o?rn m p _ \ ATER SERVI E y � m z TA 15+58.55 z 10 ATER SERVI E D m m= r TA 15+64.78 ? z ATER SERVICE IT M IT 0 1 STA \ ATER SERVI'E TA 16+8.73 ATER SERVICE TA 16+38.78 D 0 C AA D ATER SERVI E S.TA 16+52.73 m N m Z v ATER SERVI E TA 16+78.64 ATER SERVI E _ \ TA 16+95.50 ATER SERVICE / TA 17+34.83 OX m q I i" GATE VALVE y IT STA 17+58.72 ATER SERVI E IT"GATE VALVE TA 17+78.24 STA 17+69.00 rn ATER SERVI E \ \ TA 18+22.24 _ ATER SERV0,E TA 18+75.62 ATER SERVI E \ \ N TA 19+18.24 8" GATE VALVE \ S1 A 19+60.88 00 8" GATE VALVE A 19+71.15 TI rn TI NA -ILK ZjI=KVII;I= TA 20+6.24 IT cn \ m_D _ J (0 J Z 8" GATE VALVE1 STA 20+67.09 N W W AA A AA A W W W 0) V V W CT O CT O Ch O CT O CA 0 0 O TIMMONS GROUP .•-':'•. 00 f 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 PHASE 1 BLOCKS 9 10 & 11 n DATE REVISION DESCRIPTION _ 3 3 p trail = N O o N 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA ra m V m (� n rmi c) T O O W Z O� o COUNTY OF ALBEMARLE, VA o m o o= o= Z o WATER LINE PROFILES z o rb N These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. 490 490 485 485 480 LL a? 480 u� M o Q 0 ui ic U) O 475 O 475 Q EXI TIN GRADE / 470 470 / 3.5' MIN. �16' PROPOSED 465 GRADE / 05 / IL 6"X8" TEE / 6"X6" I EE 900 BEND / 1 5' TO FHA STORM PIPE 460 1.6 229 460 J STORM PIPE 221 455 455 SANITARY 6' CLASS 52 DIP PIPE 8-5 ATERLINE STORM PIPE 211 SANITARY SEWER w LATERAL,DEPTH J 450 w w w APPROXIMATE, TYP. ¢ 450 2' (O7, 2' w Lo 000 H u W coui � N !nM L �C p ul af + of + of _ + ion Z + w� w w� m� 445 Q ~ Q Q ~ ~ _ ~ O ~ 445 9+50 10+00 11+00 12+00 13+00 FLORA VIEW DRIVE WATER PROFILE HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 490 490 0 485 485 0 w M U) Q EXISTING > � i 480 GRADE 1 480 OQ _ U) PR POSLGZ GRADE 475 475 3.5' MIN. 6"X8" TEE 6" CLASS 52 DIP WATERLI E 470 470 rLni reu EXIST114G PROPOSED G E GRADE 485 8" CLASS 52 DIP 485 MIN. 8"X6" TEE TO FHA 8") 8" TEE TO 480 EX STING 480 W TERMAIN IN HC RIZON DRIVE 475 475 w J Q 470 > 470 Q w J w w > 465 ¢ Q 465 N °D Lu O N J g+ � M OEM ¢ > z + O0 000 m+ 00 w m ¢ QQ 0_ mQ ¢ C7 460 rn ~ _ ~ O0 U) ~ Eo 460 14+00 9+50 10+00 11+00 12+00 SWALLOWTAIL LANE WATER PROFILE HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 SANITARY SEWER LATERAL,DEPTH APPROXIMATE, TYP. All,90° SANITARY BEN PIPE 10-8 465 w w w w w w LATERALS TO BE INSTALLED WITHIN 6" PVC N > > 0 N > (n > rn CASING PIPE, 20' SECTION CENTERED ON w o w w `� W uj L, w 0 w cl THE CROSSING (TYP.) WHERE LATERALS m M m m co ro U) o U) N m v PROVIDE <18" VERTICAL SEPARATION FROM m o m o m o W m o WATER MAIN. w� w� w� w� w� w am aanl 9+50 10+00 11+00 12+00 RENEWAL ROAD WATER PROFILE HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 4Rn 46n EXISTING GRADE PROPOSED 455 GRADE 455 8" CLASS 52 DUCTILE IRON W TERMAIN 450 8"X8" EE TO 450 EXISTING WATE MAIN IN HORIZON DRIVE 8"X6" TEE 445 > TO FHA 445 co 8"X8" TEE J m > 440 w ¢ 440 co69 Q O w co N lL(p Q� Wco co jJ o Oo m� o 435 ~ ~ _ ~ 435 12+50 9+50 10+00 11+00 12+00 HONEY BEE WAY WATER PROFILE HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 4" Cl I 455 455 PROPOSE GRAD 2" TYPE K COPPER 450 WATERLINE FFE=449 75 50 SS 52 DIP 3.5' z ATERLINE MINI. m 445 1' Lw 445 O (STING IL GRADE I a SANITARY I PIPE 4-3 I 440 FE=440 5 440 I STORM PIPE U 127 I (L 1.5" WAT R 0w METER 435 435 H �> �� I Uw z w l 430 - 430 U) qLU� afmwo w� aL+ wui U w w+ U)OlU) LU a U ao x Q U Q 425 coOfOU)acn 425 v co v 9+50 10+00 11+00 11+50 CONDO DOMESTIC SERVICE PROFILE 4" CLASS 52 DIP WATERLINE - HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 4 S S 4SS PROPOSED GRADE 450 FFF=449.75 450 Z z 3.5' o IN. � m 445 w 445 (STING a GRADE C ` SAN ITAR I 440 PIPE 3- 2 FFE=440.75 440 1 \ STOR PIPE 435 435 O 430 v 430 W 0 z z g 0 �o w mo v� xFN� Lo 425 ao V m 425 v v 9+5000NDO FIRELINE PROFILE( 50 HORIZ SCALE: V=50' VERT SCALE: V=5 5 IC 0 50 PROFILE SCALE yan D. cieh0eki Lie. No. 53741 12/9/2022 f ONAL M E O O U N � N C Q O > E w v E < w v 3 ¢ LL O 3 p LL — wO `mom J U OMO W J —N a>oN (A N (� W U Ir 30'x a LL = N N F ¢ . Y00 N � M z O a_ u U m W 0 z O N w H DATE 912012022 DRAWN BY M. DENHARD DESIGNED BY M. DENHARD CHECKED BY B. CICHOCKI SCALE AS SHOWN MAE H 0 TT� rV V / U w O a J J' LL w LU O a w rl ED a Z w o J (W .. • w Qom U ^ JOB NO. 47036 SHEET NO. C7.4 F- 1103\47036-Southwood—Blocks9-11\DWG\Sheet\CD\CB.0-ROAD PROFILES.dwg I Plotted on 12/9/20224:37 PM I by Matt Denhard Aij / 0 b MOd NOIN[W OZ \ 1 I Q I \ \\ I I tp, I � r / N cn / O \ \ l \ ` -LNAN�SV3 Z \ / m \: VSOV03NI8WOO,9f0£ \\ OZ2! OZU — — 1 O \ v - - I 55.64 20+50 --- - ---- 20---- --- I- _ ---` `\ £a I \ 11 rcb N3lN3S`d3 -LVM 0 qV H3M3S / V OV 03 18WOO .L£ to o / I U! / � r \ IIT/ r / 1I 1 I O ,9L2i I r+_.:; =/_' ,9LH - \\\\ \\ 14+50.88------- �-- 50 14+00 3/\Ib4 M31/� V2iO4� r 717 VA 3731/ ------------------------- \___________ \ ,_---___----_\ \ \ ____________________1__---__-F--__----_----_-----__---_ \ \ \ \ \ \ \ I I I I / \ + t --------- - r - / r � - J O n oN IT N � c > ,-- I — , if Ch cno 0 + 0 0 A C01+ A O A q A O A C(11 476.2 486.92 !v \ 480.8 485.31 o�o 484.7 480.99 \1 486.2 477.63 l 484.4 475.81 0 480.4 474.48 477.3 CD 101 ICD -U o A O T I- m O D r mo Z BVCS = 10+25.23 D CO O -U BVCE = 486.42 7, o r -i Z � A n n G D --I CD �6 II r D p< EVCS = 10+59.45 1 8 mA A < EVCE = 484.56 o a rn N o " + O A coCh IV N (a BVCS = 10+93.37 BVCE = 481.56 0 O -0 Dr�2 < -U p Z c II J n< D m O 0 cn O cn A II � j D jrrrjj -4 + -4 G II II 0'V O ON -4 00 rn EVCS = 11+81.02 N r O 0 BVCS = 12+27.34 � BVCE = 474.99 < < -0 -0 D m O O O 2 o m y ? � n IT D CDo V< a` A v II N EVCS = 12+87.34 o is A + EVCE = 474.39 A w N H • . •• THIS DRAWING PREPARED AT THE TIMMONS RO P 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 DATE REVISION DESCRIPTION m o 121912022 UPDATED PER COUNTY COMMENTS FOR SPA m V SOUTHWOOD PHASE 1 -BLOCKS 9, 10, & 11 03 D M O Z O� o COUNTY OF ALBEMARLE, VA do m o o = o = Z o °1 ROAD PROFILE - SWALLOWTAIL LANE o o N These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. F- 103\47036-Southwood-Blocks9-11\DWG\Sheet\CD\C8.0-ROAD PROFILES.dwg I Plotted on 12/9/2022 4:38 PM I by Matt Denhard t 10{00_-'bs 1 +50 11+00 \ FLORA VIEW DRIVE T- M AA M � ' " F. O 1 465 \ \ P �00 466� \ Ic / 1 mcn \� o \ r CD / 74 L \ � J 4,4\ + ITI / ----- ---- w 00 (nl / / m \ \ \ \ \ \ 1 fO 11+63.29 RE WAL ROAf,Y 0 11+50 11+ 1 +50 1 +0 w M I \ I I l y \\cq 10 Inn \ ` m j \ m \\ \ \ o m -- Pn +o --T-- ?>WZ iA \\ \ 1 I CD 0 ♦ -fn-pL \ \ I I \ • I \ \L p I / 1 1 \ p t' �' \ 1-i \ / lO , o C-------------- --� 11+50 12+00 SWALLOWTAIL LANE ------{---- 2+50 -----, + - - +00 4,. OAJ 487 488 - \ I tlf / 21 \ / I CD O 0 0 0 0 0 A + 0 0 0 0 A A A A A A O CC71 O CT O CT 462.0 459.5 464.26 I 459.4 1 i 463.27 / \ 458.8 463.70 \ 463.4 465.74 \\ s 467.2 0 468.24 \ $ 470.9 470.74 \ 474.6 472.82 476.1 o I\ 473.52 0 \ N 478.9 A 474.29 A A A A A O C�JI O Zn O 6 A 00 O PVI STA = 10+00.01 PVI ELEV = 465.43 BVCS = 10+76.91 BVCE = 463.63 00 - < p O D ? G Cn \I0 CD O CW1T 0) < II o N W A IQOA1 + (a N N O m EVCS = 11+87.09 EVCE = 465.09 a: BVCS = 13+14.57 O _ - E VCE = 471.47 < < o D b r � Z � o I, II In D � Cl) n < n m D o o 0 o"p, n a N EVCS = 13+74.57 4 -4 A A EVCE = 473.27 N V A 00 0 PVI STA = 14+25.48 PVI ELEV = 473.78 PVI STA = 14+50.88 < < PVI ELEV = 474.31 m C G D II I I � A A V + A 90 V CD a • . •• THIS DRAWING PREPARED AT THE TIMMONS R 0 P 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 DATE REVISION DESCRIPTION m V 0 SOUTHWOOD PHASE 1- BLOCKS 9, 10, & 11 D M o o 121912022 UPDATED PER COUNTY COMMENTS FOR SPA z o COUNTY OF ALBEMARLE, VA do m o = m = z (\ °1 ROAD PROFILE - FLORA VIEW DRIVE o W 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- 1103\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C8.0-ROAD PROFILES.dwg I Plotted on 12/9/20224:38 PM I by Matt Denhard \'1,7 / / -----/ --------/------/-------/--------7---------- I I / I ------------- - `------------- /-------------------1---------I----------\ \---------I I \\ t y \ T-- -\ l \ \ 1------------V------------\---------\---------- \ \' < I \ \ \ \a \ \\ I ------- �-----------\-- \-------- \ --------- -\-------- \ 1 1 \ ,-------------\------- -OHT -- - - - - - -- - _ _ _----c. _ �O}YT�_ V-�UL EM 11WBAA WAis ,--R18' 13+5 / 14+00 I la y ' T I ,Y V. < / oI / I 31'COMBI EDAC A SEWER Al� DWAT RLu °/ / EASENIEN" I 1 \ \ \ 1 1 W R 18' \19+0 EETBAYST EET—+--- -- --- I—_—_-2 00 1950 / ,140RIZON R q p t POSED 61' VD T AYW c I TWO. 202 00002884 / , .P W I \ 1 I \ I \ W \ s 20' NION POW R / (_ - - - - IL r _ J I / ' _ \ y N m o l 1 I A /--UGP—_ ---- O , \ _UGP UGT— - - - TIMMONS nrnV y 00 I) z z O W 0 0 0 0 m m D O+ D0 0 O i— mN 0 O A A A A A A 00 A O CO7, O Cn Cn 474.5 N 472.70 0 o \ 477.8 473.92 \\ o a I 479.5 475.18 I I / 478.1 476.45 A A A A A A A O Cn O Cn O Cn O 0 X 0 r m mo to rr 'VI STA = 10+00.00 PVI ELEV = 472.70 m D <„ 0 N t 0 o a 0 'VI STA = 11+53.28 PVI ELEV = 476.54 m D <„ V + O CA W m N co A ID Lh • . •• THIS DRAWING PREPARED AT THE RO P 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 Q� 1 1 DATE REVISION DESCRIPTION SO U T H W O O D PHASE 1 BLOCKS 9, 10 f & 1 1 ^ m Ln m 0 0 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA COUNTY OF ALBEMARLE, VA ROAD PROFILE - RENEWAL ROAD N> o m S o m 0 < 2 n A o z 0 < 2 n A to { o N These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. F- \103\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C8.0-ROAD PROFILES.dwg I Plotted on 12/9/20224:38 PM I by Matt Denhard a 0 0 U) m+ m� m <om" 0 0 r-r mmO w fn Cn o m C w � o O A 0 0 A 0 457.40 TIMMONS GROUP .•-':'•. m V 1 SOUTHWOOD PHASE 1 - BLOCKS 9, 10, & 11 OD O COUNTY OF ALBEMARLE, VA W o LQ o ROAD PROFILE - SWEETBAY STREET W W A A CAn CCh T W V o Cn o Cn o Cn o Cn o 444.0 443.27 \ 00 \ 447.7 \ 445.32 1 449.5 447.35 i 448.0 448.42 / 443.7 / 448.92 / 440.5 449.42 I 443.9 \ 449.92 _1 437.9 450.55 L ` 444.8 7 451.32 � � � o o 455.6 452.09 �1 \ 457.0 453.18 W \ o \ \ \ 459.7 454.74 46>.7 o Cr, CD Cn CA 10 C�i o\ Cn o PVI STA = 9+85.27 PVI ELEV = 442.67 x = BVCS = 10+94.70 < < BVCE = 447.15 D 0 T Z � CID < cn Wo < n m r D 1�1 CDA + < n EVCS = 11+41.08 1 a' P° - + EVCE = 448.33 0 A 0 b W W CO PVI STA = 13+24.86 PVI ELEV = 450.16 A 4 (r 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 p0 DATE REVISION DESCRIPTION 0 N 121912022 UPDATED PER COUNTY COMMENTS FOR SPA II n ri T T O 0N > S m 2 z 2 F\ D o m o n o n o < A < A { N o to PVI STA = 14+79.28 PVI ELEV = 452.54 PVI STA = 15+50.00 PVI ELEV = 454.74 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\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C8.0-ROAD PROFILES.dwg I Plotted on 12/9/2022 4:38 PM I by Matt Denhard L: t _ N. I0 \ S I \ \ (A \ N i- \ /fill \ \ 1\ \ N. ` ° I ) IIII �I lllllli `4 ///r/1/it III II11 I ,IIII, ...-. .'..r.._. _I I\\ I \ \\ /I I I ul /ll \\.:.If 'o III I II IIII I. \1 ( II\l I\I\IDYvC.)n I�yyt11Zv0 / I 11U)I If � \ N. \ 0 QO�-�VIEWDRIV' +50 --- FLORA- I / ..I... V. I / �I p_0 ®10 -, + I .�' -- 1 0 - 03 D \ \ D0 p TI p o MAP , ON 4, n L t-- \ \475 I \' In / 47� /'..'.'...'. ��. 1 / R1 WpL�I \ _ - 491. / /.... _ 03 4 4 461.7 O CD V o 0 m m 00 Cn J 100 + o 0 =m mAM ANTS 00 V D r r m m ri Ocn m� 0 0 F) T O N 0 + 0 O 0 0 CA O En -116 O CCh O CCn O U1 O 462.8 460.07 462.5 I 462.74 461.9 ' 465.53 464.1 1\ 468.34 \ s \ 468.2 \ 471.15 472.5 473.96 \ 477.1 476.74 483.1 La \ 479.06 N 484.8 0 \ 480.62 CrI 0) oA CCn o CCn o CCn o M o .Z1 11350---�"�- -U o c+n 0 0 �_�1 0 LANE -� 1 0 m L n 0 D r � 0 487 m o • . •• THIS DRAWING PREPARED AT THE TIMMONS RO P 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 DATE REVISION DESCRIPTION m o 121912022 UPDATED PER COUNTY COMMENTS FOR SPA m V SOUTHWOOD PHASE 1 -BLOCKS 9, 10, & 11 03 if In M z o COUNTY OF ALBEMARLE, VA do m o = m = z n1 °1 ROAD PROFILE - SWEETBAY STREETNJ A co In PVI STA = 17+05.00 PVI ELEV = 463.01 4- PVI STA = 19+25.30 PVI ELEV = 475.38 PVI STA = 19+75.66 PVI ELEV = 478.15 PVI STA = 20+32.12 PVI ELEV = 480.27 PVI STA = 20+55.64 PVI ELEV = 480.74 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\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C8.0-ROAD PROFILES.dwg I Plotted on 12/9/20224:38 PM I by Matt Denhard \I.� /Z `-7'- / MP - �° /° ' 0 1r r/ \ / oopO�° o ° � A ° /' '-1 / \ \\\N w \/ c/o \`\ I\\\\ ° o I o\ \ \ \ �\,_ >I ° CD j \I o AOOL\o\o 71 o 08A00L 0 0 0 0 0 0 0\ nAbt \0\0-0 ° ° \�'-,f Or °I° o ,�� ° (D >—/—//— `\ �0-y\ \--\---- ' \1 d/-/ \ \ -\/ / Va CD 0 d- o 009H4P3d o o\ o —0/OQ9yW3d � Q o o o o .o g09HW3dl�d o ° A > Inn tj m fjIL A - - - 436 / \ 10+50 11+00 / �o 11+50 12+00, �a o SWEETBAY STREET gOb - �TF.Ij "is, N. 01 / m < W� 'o \ a J \17 8 CD Q/ M / / \ ` HO\RIZgN ROAD `\ 201 fJRIZON ROAD �,, \ °o INST. N02200002884 �\ DO \ PROP ED 61' VDOT R/W \ Sr \ ss \ 'L//�/ \ \ \ \ D. <1 \_ \7\ I \ A Z A x f/ \ \, f \ In N IT NAD83 // � / \I ` \ \ TIMMONS nrnV y 00 (n zz z O (/J 0 co 0 O J 0 0 0 O m x CO IT°m I N rj) CD D D G + r m G o fn !? 1> O II cr o TO n r- m, N + O O N + N 0 fT O fT O fT O 449.1 ,CPO \ o 453.3 \ a 450.52 ° o \\ 455.7 O r O \ 453.02 A CA) A O A Cn A O A 01 A O PVI STA = 10+11.99 PVI ELEV = 448.35 PVI STA = 10+27.11 PVI ELEV = 449.22 x = < -U _ _� 0 BVCS = 10+75.86 ,Dom< m z CO QRDSM 0454.94cocn II S D rn D EVCE = 452.38 0 m A m II O N O G Of N O A p+o N ? << N N IT co co A < D n II � A + W O O O O 00 • . •• THIS DRAWING PREPARED AT THE R 0 P• • 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 1 1 DATE REVISION DESCRIPTION SO U T H W O O D PHASE 1 BLOCKS 9, 10 f & 1 1 ^ m m 0 0 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA COUNTY OF ALBEMARLE, VA ROAD PROFILE - HONEY BEE WAY N o > m S o m < 2 n A o z 2 a to 0 F\ { D o N These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. F- 103\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C5.0-SIGHT DISTANCE PROFILES.dwg I Plotted on 12/9/20224:23 PM I by Matt Denhard m0 A N C') (n n D D r r mm j ri 0 0 O O + O O 0 cn 0 O 0 CP O 0 rn O 0 rn 0 A A (n A A A C1i -106 CrI m 0) O O C71 O 01 O U \ m \ O O co \ m n \ 1 \ \ n w Cn G) V \ nn GZi \ 1 \ \ \ o \ \ N O \ I \ AG) DO m m0 \ \ O (n m m m 1 m 1 n w (n cn p \ \ r \ N 00 O \ \ \ O rn \ mm \ WO CT m o o Cwrr o c�'rr o corr W TIMMONS nrnV y 00 z O O) zz (r J o • . 0 THIS DRAWING PREPARED AT THE RO P• 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 1 1 DATE REVISION DESCRIPTIOfl N SO U T H W O O D PHASE 1 BLOCKS 9, 10 f & 1 1 ^ m m 0 0 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA COUNTY OF ALBEMARLE, VA SIGHT DISTANCE PROFILES N o > m S o m < 2 n A o z 2 a to 0 F\ { D o N These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. 103\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C5.0-SIGHT DISTANCE PROFILES.dwg I Plotted on 12/9/20224:23 PM I by Matt Denhard W mo 0 r IT Cn mo m 0 O O 0 0 O 0 01 CD O o)) V v OAD OAo (AO (AO cn O cn O cn O cn \ IT \ 0 \ co \ IT 0 \ I I Ca r \ \ N 00 °m G)) \ \ m \ _ m C 0 rr m \ m „ O "' \\ \\ m � 0 O00 z O Co `mm_ 1 0O I II = 540 � m 1 A A A A A 00 A A (OJI O ("n O Vl O rOJI �eZ\I , 1 \1 , 1 ( ( r �1 i $ to I \\_J + 41 --JIIr 0\ mITI�C > Ib0 Tc+LI I / 1 I I ( I �7 \ Z— I� 41 I 1 I t \ I 1 gall \\ I I ' I \ 41 2 � r ., l - — — — — I \ `I r / m/ Cn Cn 47. — /„ 1 — co \/ r—ll po / °oo _S o-vv-r L LANE / \ d9nQ III I _I C." o / LA- \ —V I / i1 i I J I , 1 \ \ \ I l ZIV— k I I / ( / CJ , Io l0 I \ \.• \ / \ I � / � \I / y I / \ z M 492 \ \ \ r � _ • .0000 THIS DRAWING PREPARED AT THE TIMMONS RO P• 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 In n V y M O 03 V zz 0 SOUTHWOOD PHASE 1 — BLOCKS 9 COUNTY OF ALBEMARLE, VA SIGHT DISTANCE PROFILES in ^ J J DATE REVISION DESCRIPTION VX,C 11 11 n = O n O oto \ 121912022 1 UPDATED PER COUNTY COMMENTS FOR SPA N S m 2 z 2 F\ D o m o 0 n n o o 0 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\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C5.0-SIGHT DISTANCE PROFILES.dwg I Plotted on 12/9/20224:24 PM I by Matt Denhard Cn O G) o Cn Do z+ cn ^ o m <O + AN22 O0 00 1l D>rT m I'1 in t + o = o 0 N �CD Cm J N N W + 0 0 W m0 O m r IT Cn mo A A A A CA1i CAA m o En O CT O Cn O 444.1 `Omm m� -qx -i 445.7 m 110 O r v rn0 0 1 m 0 447.6 m 447.6 IT/ — m Z j IT / 11 / w / 447.8 m x in I m A A A A A A A O f�Jr O CJr O CAA O TIMMONS n V 00 00 zz z O (/ J o �PiI �ioa•.r.r.�'.e .00 INtNllllfu� �� T �MRA�i°•'� IOIICIIh r ,►,�� r■ � 1� � 1 11 � d4 1 I 1 t �g 151N �(>rl v .- ► �'m ►. �'11/1�/►Iplly��lf►_ r�� ". �� I �:�o��\c�::.;�r--;R ��,< ,>� R,-� .� /i_l/�i��l��ii' �_ I 1 ls� �O�y;��Ai`-• �O�a C;y� �� Q�s,��`�i �� .��/ s; ��►11i1�IllI�EI14�.I�i��Q��o��\\�`a, -WWI I JR -----------��,.►�,` � � �i�0 • . •• THIS DRAWING PREPARED AT THE RO P 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 1 1 DATE REVISION DESCRIPTION SO U T H W O O D PHASE 1 BLOCKS 1 1 ^ m In m 0 0 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA COUNTY OF ALBEMARLE, VA SIGHT DISTANCE PROFILES N CJ > m S o m < 2 n A o z 2 a to 0 F\ { D o N These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. F- 103\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C5.0-SIGHT DISTANCE PROFILES.dwg I Plotted on 12/9/20224:24 PM I by Matt Denhard W �o 0 r m cn D r mo <_ m0 A N CO t'n 00 Dr r m fC1 II Gr o A A A A A 0) O CCh O O 458.9 m m m \ O 460.8 O p O O W m 7 a m rn O 11 co M I 00 (J 0 I � 463.3 \ 0 O \ o `m IT 466.6 n L7 m \ n O �m 1 A A A A O U O CT O TIMMONS N 0 • A I / ' \ � k I/// / I � I x \ / 11if , l ` _ / �//// 1 // I / / \ / � / • k k + V ` 1 (n 1 ••• •••• ••• • • ••• - 'k a U) 046 41L / • v v v /\ \ o210 \ - \\ �yZ / J T �\ p-- r� / rG Z \I \ 1 // , /' • III I \\ - - - FLdRA VIE -"RIVE Cn O IT!D I 1 /`m - I I I I \ \ _ / , ' — i 465 \ 466� — i �( I �I\z �o _ / 471 \ s 1 --• --•- ................ 47 ` Izz \ / / 00 -ITI/ -N \ \ rn I RE WAL ROAV 0? 481 - ----- — r------- . ----r / Cn \ LA \ .p —S L LANE SWALLOWT • . •• THIS DRAWING PREPARED AT THE R 0• • 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 m V SOUTHWOOD PHASE 1 - BLOCKS 9 OD O COUNTY OF ALBEMARLE, VA (0 zz o SIGHT DISTANCE PROFILES 1 O J J DATE REVISION DESCRIPTION VX,C 11 11 n = O n O 1121912022 1 UPDATED PER COUNTY COMMENTS FOR SPA if9 F\ D CJ m S o m 2 n z 2 n o o 0 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\47035-Southwood_Blocks9-11\DWG\Sheet\CD\C5.0-SIGHT DISTANCE PROFILES.dwg I Plotted on 12/9/20224:24 PM I by Matt Denhard W 0 r- m t'n mo Ir Ch cn o + 01 0 0 �0 0 0 D0 zcn + 0 0 m Tj O0 0 In I + m mN C o o X _ ON D+ cn 0 0 W 0 0 W 0) -4 -4 b. 00 O CT o CT o 467.4 �\C m� IT o n O 0 470.7 w m -n IT II P 472.2 472.8 II 473.8 IT (n IT 0 co oc/) 1 n � w TI 6 -4 V p 0) o 0) Cn C7 0 o A co A 00 Cn A O 1 —11 ' ill,\�I V \ .ir-C•fi-4d _ M INS 51141 �/� off'■■■�■�■��t ��-rr►��■i�;::IF..� j ■ ■I:i� d MEN MEMO ■ �,� � r ► �� .�� - s► •0 IN N 0 \ilkIL ... f anogg _ i o AW LAM ,fie ��' '�I� � all■.�� 1 I Ili I �'. �■�� fain 11 thi AFA big O � 7�■Ally, „`��II / ►/ 1 liver � ,� r +ri�i�P o F �1l�S�111 1111�\� I � ' � I TIMMONS GROUP .•-':'•. m V , SOUTHWOOD PHASE 1 - BLOCKS 9, 10, & 11 OD O COUNTY OF ALBEMARLE, VA ►a z (+J o 0 o rn SIGHT DISTANCE PROFILES 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 rz DATE REVISION DESCRIPTION " n m O N O N 121912022 UPDATED PER COUNTY COMMENTS FOR SPA n r) m o m o 0 Iv > S m 2 z 2 F\ D o m 0 n a o R < A < A { N ti t7 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- 103\47036-Southwood_Blocks9-11\DWG\Sheet\CD\C5.0-SIGHT DISTANCE PROFILES.dwg I Plotted on 12/9/20224:24 PM I by Matt Denhard 6 W O m r- m fn mo o 00 COA11 O 01 O C-71 469.5 \ m co rn m = x � o O O \ o n -n 472.4 m °m �^ m Z u W 474.7 \ 477.5co G)M rnrn 0 479.5 0 CoIT m m� x ri O fA n V 4 W ODD O (n O r, O C)1 TIMMONS n V y 00 � O z ►a zz o � LT Ff / �I, � •/JA///P�II �71� Ij IN �•\ MEMNON tem �I I I III' �1 II I ■I` 1 � !1 ,,, � II�I�IIIIII' I II'� _ • ' I�i16'IIII��' • ON Cold 1ITIlid • am�/�� 0 P RRAQ,,..7 � E_ �� ■■ I �MEMOIMP � _ I, IIIIIIIII1�� _ V�►I 1 )111111�� !i I111�lili�,� I 11 ■, �1` ��'W� � �r �1r� ':,C^�� ],Fd1��. �/�� !!ij'`_�� V�1�1M � \ N C A \ WY6 ` ` \ m S�lI \ NAIT L LANE // \ \ SWALLOWT L4NE ffvv 00 O 487 \ Z _ � 1 488 o _ 1 / \ \ \\ I II _\/ K I // / \ \\ II--//\ III/ ( \ 10 , A9 \/ co n DCD N I j oN , \ ` 10, • .0000 THIS DRAWING PREPARED AT THE RO P 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 1 1 DATE REVISION DESCRIPTION SO U T H W O O D PHASE 1 BLOCKS 9, 10 f & 1 1 ^ m m 0 0 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA COUNTY OF ALBEMARLE, VA SIGHT DISTANCE PROFILES N > S m 2 z 2 F\ D o m o n a o o 0 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. umnea to construction, mitaing, ana/or construction stalong without the express written consent of TIMMONS GROUP. F- S:\103\47035-Southwood_Blocks9-11\DWG\Sheet\CD\C5.0-SIGHT DISTANCE PROFILES.dwg I Plotted on 12/9/20224:25 PM I by Matt Denhard G 1 m �i (j) 1 D! ri ,l it ! 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W N N W I W A cn o cn a a, o N. �5\� l `7�\ ," i, 0^— y ° 1 y`\\�\\\\\111\NII1k Jj o N\\ \\\ �o, � \�\\ o I\ I1\I1II I 1IIII1II I I1II 111II 1 lI 1IlI1 IIII I1I/I1/I / o 1I 1II°o 11 11111111/ 111111110 11 0 0 N, 1, I I / ° " I / — 71 ' 01 m 1 —' I °0 \ 4 ,' /Il %//7��/,dI 'II11111111111II\1C \ \ I I p I o / / / //�/% 'III 11 l\ \\ \ w b ' ° \ ' L o / ' f // 11 11111 11111\ 111 11\ \\\— �-, \\ -\ 1 / It'll 1 I \n \\ \ \ 1 b \1 Ilgl11\111 \ o \ \ \ 1 \ o , If 0 \ \III 1 I III 1 1\ 0 \�`\\ \� \`\ I • J, I +o \ 7 g _ / ° \ At II 111111p 111 \ \o\\ "\ \\ "` ° III \ 0 \\ ,,//II'lgl11g11\'\'� \\�\\`\\\\`\\\\\\� ° I \ /II111jIII],111`\\\\\\\ \\\\O 0 1 0 II \\\\\\ \ \ A \ \\ ' p 1 1 0. / 0 t1 I 1I1I1'1\\\\\\\ \ o 1 ° t o \ 1 0o r o t I \\ \� \\`\ \ \\ \ \\ \ °° O O \ \ \ \ \\\\\ \\\\ \\ \ \ NO \ \ • 1 �\ \� \ \'` 11\ \\\/1 �1 0 \/; icy-Foa` o I\ \\ \\�\\�\`\N \ \ \ 1 r\ \ \ \ tr —dam / A ON ^ '\ ON III •V\•\ \\ \�\ \ 1 V I`r/'dj'\O o O ° ° o • \✓/ ,� ) % 1\��\\\ it \ rn g 6 1 \ 1 I 1 1 I (n O 100 \m\�I\1 1 %\1 d `\ _1t \\l� ��,' `0 \ \ 1111 n \ �1 \ 1=\ �\ \\ i \\ \\' \\ /r\Jj-1 i�i�r/ o \O- ( 1 t\ / v 1\ / 3 ly (J \IIIIIII� A I \ 1 `\ \\ \\' \ 1/i ° I \\\rl IIll1 \ ° 0 'A, \\ \ 1\ \\\\\ / 1t I \ `\ 0`\ `\\ CD \ o \� o / 1 �\ \ 0Ln / JIf 1r / o I I \ \ / i / I If If I / 10 ' / It /'/ \I ! \\ \\ \\ D/II 1 II/ / 1 I\ \ \ \\ \\ 1 /1 I \ L \ 1 \ / I LIr — \ / / I c 4 \ z \ \ 1 I \ w D O / L, \ \ \ \ IN \ I 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 DATE REVISION DESCRIPTION m o \ 121912022 UPDATED PER COUNTY COMMENTS FOR SPA m V 0 SOUTHWOOD PHASE 1 — BLOCKS 9, 10, & 11 if D M - o �0 z o COUNTY OF ALBEMARLE, VA do m o = m = z Iv w rn SIGHT DISTANCE PROFILES o < 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. \ \ O-------- GENERAL NOTES \ \ — HA HE PRE -CONSTRUCTION CONSTRUCTION/INSTALLATION INSPECTIONS/GUARANTEE � — -- — -- — • CONTRACTOR IS RESPONSIBLE FOR CONTACTING "MISS UTILITY" AT • LANDSCAPE ARCHITECT RESERVES THE RIGHT TO REJECT ANY PLANTS • UPON COMPLETION OF LANDSCAPE INSTALLATION, THE LANDSCAPE \ \ — — — — RC- . i 1.800.552.7001 FOR LOCATION OF ALL UTILITY LINES.TREES SHALL BE AND MATERIALS THAT ARE IN AN UNHEALTHY OR UNSIGHTLY CONTRACTOR SHALL NOTIFY THE GENERAL CONTRACTOR WHO WILL LOCATED A MINIMUM OF 5 FEET FROM SEWER/WATER CONNECTIONS. CONDITION, AS WELL AS PLANTS AND MATERIALS THAT DO NOT VERIFY COMPLETENESS, INCLUDING THE REPLACEMENT OF ALL DEAD NOTIFY LANDSCAPE ARCHITECT OF CONFLICTS. CONFORM TO ANSI Z60.1 "AMERICAN STANDARD FOR NURSERY STOCK" PLANT MATERIAL. CONTRACTOR IS RESPONSIBLE FOR SCHEDULING A • VERIFY ALL PLANT MATERIAL QUANTITIES ON THE PLAN PRIOR TO • LABEL AT LEAST ONE TREE AND ONE SHRUB OF EACH VARIETY AND FINAL INSPECTION BY THE LANDSCAPE ARCHITECT. BIDDING, PLANT LIST TOTALS ARE FOR CONVENIENCE ONLY AND SHALL CALIPER WITH A SECURELY ATTACHED, WATERPROOF TAG BEARING • ALL EXTERIOR PLANT MATERIALS SHALL BE GUARANTEED FOR ONE r ' BE VERIFIED PRIOR TO BIDDING. THE DESIGNATION OF BOTANICAL AND COMMON NAME. FULL YEAR AFTER DATE OF FINAL INSPECTION AGAINST DEFECTS • PROVIDE PLANT MATERIALS OF QUANTITY, SIZE, GENUS, SPECIES, AND • INSTALL LANDSCAPE PLANTINGS AT ENTRANCES/EXITS AND PARKING INCLUDING DEATH AND UNSATISFACTORY GROWTH. DEFECTS VARIETY INDICATED ON PLANS. ALL PLANT MATERIALS AND AREAS ACCORDING TO PLANS SO THAT MATERIALS WILL NOT RESULTING FROM NEGLECT BY THE OWNER, ABUSE OR DAMAGE BY INSTALLATION SHALL COMPLY WITH RECOMMENDATIONS AND INTERFERE WITH SIGHT DISTANCES. OTHERS, OR UNUSUAL PHENOMENA OR INCIDENTS WHICH ARE BEYOND REQUIREMENTS OF ANSI Z60.1 "AMERICAN STANDARD FOR NURSERY • CONTRACTOR IS RESPONSIBLE FOR WATERING ALL PLANT MATERIAL THE CONTRACTORS CONTROL ARE NOT THE RESPONSIBILITY OF THE STOCK". IF SPECIFIED PLANT MATERIAL IS NOT OBTAINABLE, SUBMIT DURING INSTALLATION AND UNTIL FINAL INSPECTION AND ACCEPTANCE CONTRACTOR. PROOF OF NON AVAILABILITY TO THE LANDSCAPE ARCHITECT, BY OWNER. CONTRACTOR SHALL NOTIFY OWNER OF CONDITIONS • PLANT MATERIAL QUANTITIES AND SIZES WILL BE INSPECTED FOR �— - — - - - - - - - - - - I - - - TOGETHER WITH PROPOSAL FOR USE OF EQUIVALENT MATERIAL. WHICH AFFECTS THE GUARANTEE. COMPLIANCE WITH APPROVED PLANS BY A SITE PLAN REVIEW AGENT `vvvv �1 v v A --- • PROVIDE AND INSTALL ALL PLANTS AS IN ACCORDANCE WITH DETAILS OF THE PLANNING DEPARTMENT PRIOR TO THE RELEASE OF THEIII\ 1 1 I 1 r \ I 1 / ``�1 I I I\\ ; \ \\ AND CONTRACT SPECIFICATIONS. CERTIFICATE OF OCCUPANCY. `\ \ \\ \ \ \ _ = - • �vw�AVA1 v// ///illllll I 'r \ 111111V1 )4VAV -\ �- -to/L'/A1��_� SOIL TESTS SHALL BE PERFORMED TO DETERMINE SOIL CHARACTER • REMOVE ALL GUY WIRES AND STAKES 12 MONTHS AFTER INSTALLATION. \ \ \ 1 I I \ / / / 4 AND QUALITY. NECESSARY SOIL AMENDMENTS SHALL BE PERFORMED PER TEST RESULTS TO ENSURE PLANT HEALTH. vv vvvIIIII IIIII / Q �11 1 1 Ivv I I 1 t v ` / \II11111 I11III/I/�///// IIIIIIIIIII r \I / / no, \\\\\\\ r l�� //II/IIIII\I,II Il I\\I��_,- - II \\\- /I I I \\ ___'v-=�_-/� /i��/-f��11\III IIIII\/v(�) h � cs\ � / // / / -I ' \<\I / _-- _ v_ -•J � � - _____ __ ___ � �'- - __ �_'____ _- - __ ---__ _ _ - > II _ >/ ___ _ - /-�_'.' _w'-`__ _ EXISTING TREE LINE TO REMAIN AS TRAIL BUFFER \" T TOWARDS TREE CANOPY CALC. — =T I [ 1 0 a f I I / / / O L D L Y N C H B U R G ROAD >> \\�\'\�\��fi''/ i/ �l/I \ ` ' \ r # , vim-\ \ / \ 1 J I I o / / I` \ / / / I ( L------------------ -- -- �----- /--------------\-`1 / 1 - - �J) \ ria�/r _ — r - \ \ ------/---------- -----------\-----I ---- 1---- r------ _ Q----�->r -. a��lir..�\ {�]Ii�iT >t >. �TR i ii"'^/ �'� r>. s>•>t >t >• As i>.>�>•��/�>•s sJ s.>E->t ��ii�� rtaa rt�rt >. s>. >t �>.�>• �s if>. s>• M*4 s': >ue�.7' �I 1 I s I'^------- L IIII lI// �° I P I ) - \ �T 1 /. -� .v, \ JI / ,� I \ \ / /.. \ O`er \ J ( \ \ \ }_ - _ - __o // I,I I / ly \ - / i 1 .. ._ -� \ ___ //l r ROUND - ALLREC, SEE SHT. L2.I, WITH AMULCH - \V\VAV AA A 1 1 II I III Ill //j////i /, %:�`� Vv �Q- o r �V - F �,. l /n �- ->< - L - v @IIII I/ ////// / / a' > �� _ BASE, OR AN APPROVED EQUIVALENT - -- _ - - - - - - ` �- SCOTT W. WILEY No. 1629 M E 0 rn o N � N C > E a E w Lu Q LL o 3 p LL w O n O W o L M d _j CJ oo Z -n O O 7 rA n p N P W N (L W 3o x U) i a LL W � �� ur)oa i v ry Z O Fva� c U) °uj M of a � 00 � H I• DATE ....•.o❖:+:•:ooh�.0000000..• •appp....._.... � 0 • - �.N.QOi•OOi•<!•ccS:::00•°.avJ�.000i•¢•ii•� ii°i�• A _ - _.: _ �. � � � � � � � _ �� - � � ��. _ a as-�vs�iiiiiiy4•••i°•ii°00••iiiisi°ii•••i°ii 0••i o.. r1r :.......o.`a �Ia ..,:.o.'. �r ��TA.Y •rA �_i�o. '�i ��• �,•• ��/:.•�.:ro o• 11�� R . 0912012022 ••:::...•iii'i'••iii'••ei.•i•i°ai s'i i°e°ii'...... ii'O••i e'4i': .. .71 %�� 01�� - 0 0��.» �1� - _ ® ��'�:r�� - •die EAOA •'/O•iiiiieiii'••iiiiiiciiiO•>•ii•Oiii^ii•iii .•d. 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WILEY SCALE PIMA • .ice'. i��i" \-�!'j�\.1,' J,/ as � �:°e• �°� � � � � ` ��0 avR • � � � I III I�� N •• I � ,6;•e.a 7�` � • � ■III II • � � � '� 0 • r III 1' > 1 r • •II V • I - a aa0•� 1 ' • ' �`� , �� /� + /�+a��.� ■ � �� _ `'` _ _= __ � _ � • � - / tom® �� r , "iWMA• , offiIm �I 26° 1 / d � � v - �>r>ti>! s sss �ss�a�lni aar>��r•�>.ri� >�[i!>: >tr��>1r1�>t Trryf l�>ti >t Yr >t r•>t/ >��>t->t >t >�>t �>t >tl>t r•�>�l>t It -�it >t >t >t >t ��>�>t >��>•��>•�>•�� I,. � ` � - - _ � Q PROP /\ � /(/�, `\\\ -n - i "\i/ x\\ \�� I/� /-� �l _I/ IJ\✓ \\ /Is-1 1 I vl--I�\ \ \�l ��'SHI,-il `\\I f -I TREE �IN6\-. _ \, i cr/SJ \ /\/ / I \\\ ` / for -`��i Lu 0 J /L c - J O r-I 7 - ��J - v ` ' v - __ _� f'_ ' Lu J \ / ❑ I \ \ \ I \ I i \ 1 % - Q 1J U •./ / 1/j ♦: \ \ Lu `- - al / - - � ; - I- / - _ W 1 I I A �V I A \ \M \ a t ti'� c _ ' / - _ ' / / / A�/� F�� —UGP �UGP '� IL v / `AI" - \ \ri L O 1- l -` _ - - - - - - - _ _ _ _ - Ul''P� - UG•7 /\ _ \� - _ / - ��\-.� f'r I� v - - _ r� _Il ^ � ��( c— II " } I / A \) V / \ �/1 v Ir\� l I V� <�`�_�A�>_/� - h \ \\\\^ ,� ?rt ` �I, �_ � �-�\��c� J J ) l� �\ \�--�\\ �` \:_�ll��r --t�- � y- �- rl\`<' / 'i � \ 1L=469 /j \ �� I \ / \ /s \ ' ' ( I \1 / `11 �'-4 - -' o ' B v - VA-Y A r - Vv - l \ -v - �P-� / - - l,_ - v ` , v 1 �,%' v �'r r G / ✓ A ',"� _ v - - V A v 1= - G) )tT \V L/�\�� _- �� J �l/J:gPLE - r ' i1 9' A UGT IA ) v� A 1 / / / A I / //A /0 rA✓'sTGGT� I /// v / v'_vGG`� /%'v� v rl UG-� -�-�/ �) �(y/,/�_ / I —UGP 11 // \y • _� _ / �, r rhvvvC� / v v - v �� ) NOTE: ❑ / C / /l _ -\ / - `Z p, \\ \ \ \ \ Gr -LANDSCAPING PLANTS AND TREES ADJACENT TO AND WITHIN THE I / \ _ SIGHT DISTANCE TRIANGLE WILL NEED TO BE MAINTAINED IN AREA �� , _ _ - BETWEEN 2 AND 7 FEET ABOVE GROUND AS A CLEAR ZONE TO g3 JOB N0. I, I \ \ �' / \ a/ 7' I "� ` — - - ' / \ \ ' PRESERVE SIGHT LINES AND ACCOMMODATE PEDESTRIANS. PO l�\y G \ 47036 -LANDSCAPE DESIGN FOR OPEN SPACES/AMENITY SPACES WILL BE SCALE 1"=50' // PROVIDED BY WATERSTREET STUDIO. ) �i I / �\ ,. 1 I \ _ SHEET NO. \� \ `� d � � \ ( � -� � �` � / � '� �� i � \ I I I / � � - \�\\I I � ' � � _ � _ � -THE PLAYGROUND SHALL BE THE ALLREC SYNERGY SY-3013 WITH A ✓ - _\l - / o T I , G"�° MULCH BASE, OR AN APPROVED EQUIVALENT. 0 50' 100' L I.O JI GP - \\\I u a i L