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Home My WebLink AboutSUB202100026 Plan - Revision 2021-06-21GENERAL NOTES OWNERS: TMPo4600-oo-oo-oz9B8 CROCKETT CORPORATION C/O HAUGH & HELVIN 435 PARK ST CHARLOTTESVILLE, VA 22901 DEVELOPER: RIVERBEND DEVELOPMENT, INC. 455 SECOND STREET SE, SUITE 400 CHARLOTTESVILLE, VA 22903 ENGINEER: COLLINS ENGINEERING zoo GARRETT ST, SUITE K CHARLOTTESVILLE, VA 22902 TAX MAP: 04600-oo-oo-oi9B8 D.B. 5346, PG. 256 zzg.69 ACRES ZONING: NEIGHBORHOOD MODEL DEVELOPMENT DISTRICT (ZMA201800011 WITH PROFFERS - APPROVED BYTHE BOARD OF SUPERVISORS ON JULY 17, z0zg) THE CODE OF DEVELOPMENT AND AND APPLICATION PLAN FROM ZMA201500007 ARE STILL VALID AND STILL APPLY TO THE BROOKHILL PROJECT. ENTRANCE CORRIDOR OVERLAY (EC), AIRPORT IMPACT OVERLAY (AIA), MANAGED AND PRESERVED SLOPES OVERLAY DISTRICT, AND FLOOD HAZARD OVERLAY (FH) ZONING DISTRICT. NOTE: A SPECIAL USE PERMIT APPLICATION (SP201500025) WAS APPROVED TO ALLOW THE GRADING ACTIVITIES IN THE FLOOD HAZARD OVERLAY DISTRICT (FH). THE SP WAS APPROVED ON NOVEMBER 9, 2oi6 BY BOS WITH CONDITIONS. TOTAL PROJECT AREA: 04600-oo-oo-oi9B8 - =9.69 AC. (PORTION OF) BLOCK 16 - 13.89 AC BLOCK 17 - 16ao AC TOTAL = 29.99 AC PROPOSED USE: 135 TOTAL DWELLING UNITS (54 SINGLE-FAMILY DETACHED UNITS, 28 SINGLE-FAMILY ATTACHED VILLA UNITS, & 53 TOWNHOUSE UNITS) ALLOWABLE DENSITY: BLOCK z6: zg UNITS (MIN.) TO 58 UNITS (MAX.) BLOCK 17: 31 UNITS (MIN.) TO 94 UNITS (MAX.) PROPOSED DENSITY: BLOCK 16: 57 UNITS BLOCK 17: 78 UNITS REQUIRED SPACE: OPEN SPACE PROVIDED: CIVIC/PARK GREENWAY OPEN SPACE BUFFERS TOTAL GREEN SPACE TOTAL BLOCKz6& 17 GREEN SPACE REQUIRED: 10.4 ACRES CIVIC/PARK GREENWAY OPEN SPACE BUFFERS TOTAL GREEN SPACE o z. ACRES z.z ACRES z.z ACRES .ACRES 0 o.g ACRES S.z ACRES o.z ACRES 6.z ACRES Bz6 Bz7 TOTAL BLOCK 16& 17 GREEN SPACE PROVIDED: zo.g ACRES BUILDING HEIGHTS: NO MINIMUM HEIGHT REQUIREMENT. MAXIMUM -3 STORIES I4o FEET SETBACKS: NEIGHBORHOOD DENSITY RESIDENTIAL- BLOCK 5 TO BLOCK ig FRONT SETBACK: 8' MIN. & z5' MAX. PORCH SETBACK: 5' MIN & z5' MAX. SIDE SETBACK: 5' MIN & NO MAX. SIDE, CORNER LOT SETBACK: 5' MIN. & NO MAX. REAR SETBACK: zo' MIN. & NO MAX. GARAGE SETBACKS: i8' MIN. SUBDIVISION STREETS: CURB & GUTTER WATERSHED: SOUTH FORK RIVANNA RIVER AGRICULTURAL/FORESTAL DISTRICT: NONE TOPOGRAPHY & SURVEY: TOPOGRAPHY WAS COMPILED FROM SURVEY BY LINCOLN SURVEYING AND BELL LAND SURVEYS, JANUARY 2015. BOUNDARY INFORMATION WAS COMPILED BY LINCOLN SURVEYING ON MARCH 7, zoz5. FIELD VERIFIED BY COLLINS ENGINEERING IN SEPTEMBER OF 2020. DATUM: NAVD 1988 EXISTING VEGETATION: MOSTLY WOODED. PRESERVED/MANAGED SLOPES: PRESERVED AND MANAGED STEEP SLOPES ARE SHOWN WITHIN THE LIMITS OF THE PROPERTY. SEE EXISTING CONDITIONS SHEET FOR LOCATIONS. LIGHTING: NO LIGHTING IS PROPOSED. PHASING: THESE BLOCKS SHALL BE DEVELOPED EITHER AS ONE (i) PHASE OR A TOTAL OF (z) SEPARATE PHASES. RECREATION: TRAIL CONNECTION TO THE GREENWAY TRAILS PARKING: PARKING REQUIRED: TWO (z) OFF-STREET PARKING SPACES FOR EACH DWELLING UNIT ONE (z) ON -STREET PARKING SPACE PER EVERY 4 TOWNHOUSE UNITS = 81 ATTACHED UNITS 14 = 20.25 SPACES REQUIRED PARKING PROVIDED: TWO (z) OFF-STREET PARKING SPACES PROVIDED FOR EACH DWELLING UNIT TWENTY ONE (zz) ON -STREET PARKING SPACES PROVIDED ALONG ROADWAYS BUILDING SITES: EACH LOT CONTAINS A BUILDING SITE THAT COMPLIES WITH THE REQUIREMENTS OF SECTION 4.2.1 OF THE ALBEMARLE COUNTY ZONING ORDINANCE. BURIAL SITES: NO CEMETERIES WERE FOUND DURING FIELD INVESTIGATION OF THESE (3) BLOCK AREAS. FLOODPLAIN: THERE IS A FLOODPLAIN LOCATED ON THIS SITE. FEMA MAP ID 51003Co28oD DATED FEBRUARY 4, z005. IN ADDITION, A DAM BREACH INUNDATION ZONE EXISTS ON THE PROPERTY FOR THE SOUTH RIVANNA DAM, WHICH IS A FEDERAL DAM LOCATED UPSTREAM OF THE PROPERTY. LANDSCAPING: A LANDSCAPING PLAN WILL BE PROVIDED WITH THE FINAL SITE PLAN IN ACCORDANCE WITH ALBEMARLE COUNTY ORDINANCE SECTION 32.7.9. STREET TREES ARE INCLUDED WITH THE LANDSCAPING DESIGN TO INCORPORATE STREET TREES EVERY 5o' ALONG THE ROADWAYS. LAND AREAS: OPEN SPACE: io.90 ACRES (36.34%) LOTS: 11.45 ACRES (38.18%) ROW DEDICATION: 7.64 ACRES (25-48%) PROPOSED IMPERVIOUS AREAS: ROADS: 194,209 SF SIDEWALKS: 52,698 SF BUILDINGS, PATIOS/DECKS: 213,057 SF DRIVEWAYS: 58,764 SF TOTAL IMPERVIOUS AREAS: 518,728SF (ii.gz ACRES) RETAINING WALLS: RETAINING WALLS ARE PROPOSED WITH THIS PROJECT. SEE GRADING & DRAINAGE PLAN FOR WALL LOCATIONS. TRASH: EACH LOT SHALL HAVE AN INDIVIDUAL TRASH CONTAINER. UTILITIES: ALBEMARLE COUNTY WATER & SEWER AFFORDABLE HOUSING: AFFORDABLE HOUSING TO BE PROVIDED IN ACCORDANCE WITH THE APPROVED BROOKHILL PROFFERS. SEESHEETzA. TOTAL PROPOSED UNITS: 135 TOTAL PROPOSED AFFORDABLE UNITS: 20 UNITS OR CASH IN -LIEU OF AFFORDABLE UNITS NOTE: LOCATION OF AFFORDABLE UNITS TO BE DETERMINED WITH THE FINAL SITE PLAN OR CASH IN -LIEU OPTION. BROOKHILL -BLOCKS FINAL ROAD PLAN / / / / "LOT ® LO1 ' i"` OPEN SPACE /� < LOT\ ® .� �5 L � /' � � � � � I LOT �d LOT BLOCK 17 `tiff c= LOT OT ( 2931 1 LOT i5 �5 � 35 4P o , � LOT l LOT 3c OT i ' LOT �� OPEN Lor I T\ ,o SPACE \ "' T T v or L Lar ( 6 3 O G L11 s r NOTES: z. HALSEY AVENUE WILL BE DESIGNED TO THE "FIGURE 9: CONNECTOR ROAD - PUBLIC VDOT ROADS" CROSS-SECTION AND STANDARDS SPECIFIED IN SECTION 2.8 OF THE ZMA201500007 CODE OF DEVELOPMENT. z. SABLEWOOD TRAIL, LACONIA LANE, MARCELLA STREET, AND MARCELLA COURT WILL BE DESIGNED TO THE "NEIGHBORHOOD STREETS - PUBLIC VDOT ROADS" CROSS-SECTION AND STANDARDS SPECIFIED IN SECTION 2.8 OF THE ZMAz0z500007 CODE OF DEVELOPMENT. RIVANNA MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VIRGINIA ' 16 & 17COTT R. LLINSZ (i6l�_L ic. No. 035791 z- ABi" 00 L_ 6/2/21 1,14 CT BO FUTURE ROAD EXTENSIOIT— OPEN SPACE a (UNDER DIFFERENT SET OF PLANS) 0 \ o LOT � � ` Q�j' y .. � Y LOT � 3 35 ! BLOCK 16 _ M A gRCELLA Lar- \� •i LOT "r OPEN ` �— I F / LOT y oT II SPACE _ / � \ or / �: — _ i�� ® OPEN �'�— �Z�\ � �� /;.. c„ �! X, for L'1T LOT R ,Oi6 l/ ../ A5 5 LOT _ LOT \ , i, ro` �- _ —� / \ LOT i LOU io, 99 y Z O LO' L-3 LOT l c LOT °5 °,°� / SHEET LAYOUT SCALE: 1" = 100' F S POLOGROUNDSROAO / VICINITY MAP: SCALE: 1" = 2000' Sheet List Table Sheet Number Sheet Title i COVER iA PROFFERS iB PROFFERS 2 OVERALL MASTER PLAN 3 OVERALL BLOCK PLAN 4 EXISTING CONDITIONS S LAYOUT PLAN 6 LAYOUT PLAN 7 LAYOUT PLAN 8 UTILITY PLAN 9 UTILITY PLAN io UTILITY PLAN ii GRADING & DRAINAGE PLAN 12 GRADING & DRAINAGE PLAN 13 GRADING & DRAINAGE PLAN 14 NOTES & DETAILS 15 NOTES & DETAILS 16 ROAD & WATERLINE PROFILES 17 ROAD & WATERLINE PROFILES 18 ROAD & WATERLINE PROFILES 19 ROAD & WATERLINE PROFILES 20 SANITARY SEWER PROFILES 21 SANITARY SEWER PROFILES 22 SANITARY SEWER PROFILES 23 STORM SEWER PROFILES 24 STORM SEWER PROFILES 25 STORM SEWER PROFILES 26 STORM SEWER PROFILES 27 DRAINAGE MAP 28 DRAINAGE CALCULATIONS 29 DRAINAGE CALCULATIONS 30 LANDSCAPING PLAN 31 LANDSCAPING PLAN 32 SIGHT DISTANCE PROFILES 33 SIGHT DISTANCE PROFILES 34 SIGHT DISTANCE PROFILES 36 TOTAL SHEETS LEGEND EDGE OF PAVEMENT CURB PROPOSED ASPHALT PAVEMENT .. _ _.. EXISTING VEGETA RVE/LANDSCAPE BUFFER GREENWAY BUFFER PROPOSED EASEMENT Q DROP INLET & STRUCTURE NO. ® DRAINAGE PIPE BENCH MARK v VDOT STANDARD STOP SIGN PROPOSED HANDICAP PARKING SPACE K PROPOSED ASPHALT STRIPING ----------- 200----------- EXISTING CONTOUR zoo PROPOSED CONTOUR 506.71 TC 506.21 EP PROPOSED SPOT ELEVA77ON TBC DENOTES TOP/BACK OF CURB T/B DENOTES TOP OF BOX s0s.71 Tw sos.zi ew PROPOSED SPOT ELEVA77ON TW DENOTES TOP OF WALL BW DENOTES BOTTOM OF WALL PRESERVED STEEP SLOPES MANAGED STEEP SLOPES PEDESTRIAN AND VEHICLE ACCESS PROPOSED CONCRETE PROPOSED & EXISTING GUARDRAIL PROPOSED FENCE 0O o0 00 OO 100 YR. FLOODPLAIN APPROVALS DATE PLANNER/'ZONBJG ENGINEER INSPECTIONS ARB DEPARTMENT OF FIRE RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIADEPARMENT OF TRANSPORTATIO: HEALTH DEPARTMENT Z z O d E Z z OLf) J � � ca =F O F [ Z V/ w ; [ / W` [ L C4 N N Q LLI Zw JLU L.1_ J< V O O O N U c— Q z LL. 06 w Q0 U �� /_�1 U Vl U 0 co J J H� `2 i O cl. co w J r ULU ~ 0 w a Ln JOB NO. 182150 SCALE 1 "=100' SHEET NO. 1 Is Original Proffers Amendment X Brookhill PROFFER STATEMENT Date: April 18, 2019 ZMA No. 201800011 Brookhill Tax Map and Parcel Number(s): 04600-00-00-018A0, 04600-00-00-01800, 04600-00-00-019A1, 04600- 00-00-019A2,04600-00-00-019B1,04600-00-00-019B3,and 04600-00-00-019B4 Tax Map and Parcel Number(s) High School Site: 04600-00-00-018BO and 04600-00-00-018DO This proffer statement shall amend and supersede the original proffer statement for Brookhill, ZMA 201500007, approved on November 9, 2016. Owner(s) of Record: CHARLES R HAUGH & ELIZABETH ANN OGLESBY HAUGH; CHARLES R. HAUGH, & E. J. OGLESBY, JR., TRUSTEES; CROCKETT CORPORATION, a VIRGINIA CORPORATION; HORNE LAND CORPORATION, a VIRGINIA CORPORATION; CRAFTON CORPORATION, a VIRGINIA CORPORATION AND BROOKHILL APARTMENTS, LLC Approximately 277.5 acres zoned NMD (Neighborhood Model District) CHARLES R. HAUGH & ELIZABETH ANN OGLESBY HAUGH are the owners of Tax Map Parcel 04600-00-00-018A0; CHARLES R. HAUGH & E. J. OGLESBY, JR. TRUSTEES are the owners of Tax Map Parcel 04600-00-00-01800; BROOKHILL APARTMENTS, LLC is the owner of Tax Map Parcel 04600-00-00-019B1; and CROCKETT CORPORATION is the owner of Tax Map Parcels 04600- 00-00-019A1, 04600-00-00-019A2, 04600-00-00-019113, and 04600-00-00-019114; all of the owners of such parcels are referred to herein, collectively as the "Owner" and the parcels are referred to herein as the "Property". HORNE LAND CORPORATION is the owner of Tax Map Parcel 04600-00-00-018BO and CRAFTON CORPORATION is the owner of Tax Map Parcel 04600-00-00-018D0. The Property is the subject of the rezoning application identified by Albemarle County (the "County") as "ZMA 2015-007" for a project known as `Brookhill"(the "Project"), which includes the application plan prepared by Collins Engineering entitled, `Brookhill Neighborhood Model District (NMD) Application Plan," last revised September 16, 2016 (the "Application Plan"), and a Code of Development entitled the `Brookhill Neighborhood Model Code of Development," approved on November 9, 2016 by the Albemarle County Board of Supervisors and revised for variations #1 and #2 on September 5, 2018 (the "Code of Development"). Capitalized terms, not otherwise defined in these Proffers, shall have the same definitions as set forth in either the Code of Development or the Application Plan. Pursuant to Section 33 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 proffered as a part of the proposed rezoning, and the Owner acknowledges that the conditions are reasonable. 1. Transportation Improvements. A. Polo Grounds Road Improvements. Pursuant to road plans approved by the Virginia Department of Transportation ("VDOT"), the Owner shall construct all intersection and turn lane improvements, including improvements to the horizontal alignment, vertical alignment and cross- section g P 8an gn section of Polo Grounds Road ("Polo Grounds Road Improvements"). The Polo Grounds Road Improvements shall be completed in two phases. Owner shall begin construction of Phase I, as of the fortieth (40th) CO for a residential dwelling unit in the Block in which it is located. Parks and Civic Spaces shall be conveyed to and maintained by the Owner's Association. 3. Cash Proffer for Capital Improvements Proiects. A. The Owner shall contribute cash on a Per "market -rate" dwellingunit basis in excess of the number of units that are allowed by right under the zoning in existence prior to the approval of this ZMA 2015-007 for the purposes of addressing the fiscal impacts of development on the County's public facilities and infrastructure, i.e., schools, public safety, libraries, parks and transportation. For the purposes of this Proffer 3, the number of units allowed by right under the R-1 Residential zoning is two hundred sixty-nine (269) single-family detached units. A "market rate" unit is any dwelling unit in the Project that is not either a For -Sale Affordable Housing Unit or For -Rent Affordable Unit as described in Proffer 4 "Market Rate Unit"). The cash contributions shall be Seven Thousand Three Hundred and Thirty-three and 18/100 Dollars ($7,333.18) for each single family detached Market Rate Unit, other than a constructed For -Sale Affordable Dwelling Unit within the Project qualifying as such under Proffer 4. In other words, the cash contribution for market rate single family units shall begin after the issuance of a CO for the 269th single family dwelling unit and prior to the issuance of a CO for the 270th single family dwelling unit. The cash contributions for each single family attached Market Rate Unit shall be Five Thousand Four Hundred and Forty- seven Y rtY seven and 57/100 Dollars 5 447.57 other than a constructed For -Sale Affordable Housing Unit or a For Rent Affordable Housing Unit within the Project qualifying as such under Proffer 4. The cash contributions for each multifamily Market Rate Unit shall be Seven Thousand Four Hundred Nineteen and 91/100 Dollars ($7,419.91), other than a constructed For Sale Affordable Housing Unit or For Rent Affordable Housing Unit within the Project qualifying as such under Proffer 4. 4. Affordable Housing. The Owner shall provide affordable housing equal to fifteen percent (15%) of the total number of residential units constructed on the Property. For example, if one thousand 1000 total units are constructed in the P ( ) Project, one hundred fifty (150) units, or their equivalent, are required to be provided to satisfy this Proffer 4 subject toparagraph 4C. The Owner or its successors in interest reserve the right to meet the affordable J housingobjective through a vane of housing es including but not limited to for sale units rental units J 8h variety g types, g , accessory units and Carriage Units, ("Affordable Units") or through cash contributions, as more particularly described in sections 4A, 4B and 4C below. A. For -Sale Affordable Housing Units. All purchasers of the For -Sale Affordable Housing Units, (defined below) shall be approved by the Albemarle County Housing Office or its designee. "For - Sale Affordable Housing Units" shall be dwelling units offered for sale at prices for which households with incomes less than eighty percent (80%) of the area median income may qualify, and shall not exceed sixty-five percent (65%) of VHDA's Maximum Sales Price for first-time homebu ers. The Owner shall provide the Count or its designee a period of one hundred twenty Y P Y 8n P (120) days to identify and prequalify an eligible purchaser For -Sale Affordable Housing Units. The one hundred twenty ( 120 upon written notice from the Owner that the ) daYP period shall commence P unit(s) shall be available for sale. This notice shall not be given more than ninety (90) days prior to receipt of the Certificate of Occupancy for the applicable For -Sale Affordable Housing Unit the P P Y PP 8 County or its designee may then have thirty (30) days within which to provide a qualified purchaser for such For -Sale Affordable Housing Unit. If the County or its designee does not provide a qualified purchaser during the one hundred twenty (120) day period, the Owner shall have the right to sell the unit(s) without any restriction on sales price or income of the purchaser(s). Carriage Units, as defined in the Code, shall not exceed twenty-five percent (25%) of the total Affordable Units. Page 5 of 11 depicted on the Figure A, Brookhill Traffic Phasing Plan ("Traffic Phasing Plan"), prior to the issuance of a building permit ("Permit") for the first (11) dwelling within the Project, and the Phase I Polo Grounds Road Improvements shall be substantially completed prior to issuance of either i) a Permit for the fiftieth (50') dwelling (other than an Assisted Living, nursing home, rest home or convalescent facility) within the Project, or ii) a certificate of occupancy for any units within a multi -family dwelling within the Project. Phase IV, as depicted on the Traffic Phasing Plan, shall be completed prior to issuance of any Permit for a dwelling (other than a multi -family dwelling, Assisted Living, nursing home, rest home or convalescent facility) within Blocks 14-18 of the Project. The Polo Grounds Road Improvements shall be designed and constructed to applicable VDOT standards, including, without limitation, VDOT's Geometric Design. The Polo Grounds Road Improvements shall be determined to be substantially completed by: i) the Albemarle County Engineer, or its designee, or ii) when they are constructed, inspected and the VDOT construction bond is released, or iii) a VDOT official otherwise confirms that they are substantially complete. Pursuant to approval by VDOT, Polo Grounds Road Improvements shall include salamander tunnels, shown conceptually in Figure B, ("Salamander Crossing Exhibit"). Maintenance of the salamander tunnels shall be the responsibility of the Owner, and a maintenance agreement shall be established and approved by VDOT during the VDOT review of the road plans for the Polo Grounds Road Improvements. B. Route 29 Intersection Improvements. Pursuant to road plans approved by VDOT, the Owner shall construct all intersection and turn lane improvements along Route 29, conceptually depicted on the Application Plan ("Route 29 Intersection Improvements"). The Route 29 Intersection Improvements shall be substantially completed prior to issuance of either i) a Permit for the fiftieth (50') dwelling (other than an Assisted Living, nursing home, rest home or convalescent facility) within the Project or ii) a certificate of occupancy for any units within a multi -family dwelling within the Project, whichever occurs first. The Route 29 Intersection Improvements shall be designed and constructed to applicable VDOT standards, including, without limitation, VDOT's Geometric Design. The Route 29 Intersection Improvements shall be determined to be substantially completed by: i) the Albemarle County Engineer, or its designee, or ii) when they are constructed, inspected and the VDOT construction bond is released, or iii) a VDOT official otherwise confirms that they are substantially complete. C. Ashwood Boulevard Connection. Pursuant to road plans approved by VDOT and a temporary construction easement and maintenance agreement approved by the County, the Owner shall construct the Ashwood Boulevard Connection, as conceptually depicted with improvements and landscaping shown on Exhibit C, Ashwood Boulevard Connection ("Ashwood Boulevard Connection"). The Ashwood Boulevard Connection, which includes a pedestrian connection, shall be bonded prior to road plan approval and substantially completed prior to: i) the issuance of the five hundredth (500th) Permit for a dwelling (other than a multi -family dwelling, Assisted Living, nursing home, rest home or convalescent facility) or ii) the issuance of the eight hundredth (800th) Permit for any dwelling type within the Project, whichever first occurs. In any event, Owner shall have completed the Ashwood Boulevard Connection prior to the completion of the western extension of Ashwood Boulevard to Berkmar Drive Extension. Until such time as the County determines to submit the Ashwood Boulevard Connection for public dedication, the Owner shall be responsible for all maintenance, repairs, bonding and insurance of the Ashwood Boulevard Connection. The Owner shall submit a temporary construction easement P and maintenance agreement that is acceptable to the County prior to approval of road plans for Phase I roadway improvements. The Owner's improvements shall be dedicated, together with the County -owned right-of-way at such time as the County determines to submit the Ashwood Page 2 of 11 B. For -Rent Affordable Housing Units. (1) Rental Rates. The initial net rent for each rental housing unit for which Owner seeks qualification for the purposes of this Proffer 4, ("For -Rent Affordable Housing Unit") shall not exceed the then -current and applicable maximum net rent rate approved by the Albemarle County Housing Office. In each subsequent calendar year, the monthly net rent for each For -Rent Affordable Housing Unit may be increased up to three percent (3%). For purpose of this Proffer 4B, the term "net rent" means that the rent does not include tenant -paid utilities. The requirement that the rents for such For -Rent Affordable Housing Units may not exceed the maximum rents established in this paragraph 4B shall apply for a period of ten (10) years following the date the certificate of occupancy is issued by the County for each For -Rent Affordable Housing Unit, or until the units are sold as low or moderate cost units qualifying as such under either the Virginia Housing Development Authority, Farmers Home Administration, or Housing and Urban Development, Section 8, whichever comes first (the "Affordable Term"). (2) Conveyance of Interest. All deeds conveying any interest in the For -Rent Affordable Housing Units during the Affordable Term shall contain language reciting that such unit is subject to the terms of paragraph 4B. In addition, all contracts pertaining to a conveyance of any For -Rent Affordable Housing Unit, or any part thereof, during the Affordable Term shall contain a complete and full disclosure of the restrictions and controls established by this paragraph 4B. At least thirty (30) days prior to the conveyance of any interest in any For -Rent Affordable Housing Unit during the Affordable Term, the then -current Owner shall notify the County in writing of the conveyance and provide the name, address and telephone number of the potential grantee, and state that the requirements of this paragraph 4B(2) have been satisfied. (3) Reporting Rental Rates. During the Affordable Tern, within thirty (30) days of each rental or lease term for each For -Rent Affordable Housing Unit, the then -current Owner shall provide to the Albemarle County Housing Office a co of the rental or lease P tY g PY agreement for each such unit rented that shows the rental rate for such unit and the term of the rental or lease agreement. In addition, during the Affordable Term, the then -current Owner shall provide to the County, if requested, any reports, copies of rental or lease agreements, or other data pertaining to rental rates as the County may reasonably require. C. Cash in lieu of Constructing Affordable Dwelling Units. In lieu of constructing For -Sale, or For -Rent Affordable Dwelling Units for fifteen percent (15%) of the total number of Units, the Owner has the option to make a cash contribution to Albemarle County for the affordable housing program in the amount of Twenty -Four Thousand and Three Hundred Seventy Five Dollars ($24,375.00) (the "Affordable Housing Cash Proffer") for each such unit as follows: the Owner shall exercise the option to make, and thereby shall pay the Affordable Housing Cash Proffer to the County, if the Affordable Housing requirement has not been proportionally met otherwise, in four (4) installments; after an inspection and prior to the issuance of approval of a CO for each of the two hundredth 200th five P P PP ( ), hundredth (500th), eight hundredth (800th), and one thousandth (1000th) dwelling unit within the Project. The total Cash in lieu contribution due to Albemarle County at each of the four (4) payment periods as noted above shall be calculated based on the total number of Certificates of Occupancy issued for Market Rate and Affordable Housing Units. 5. Cost Index. Page 6 of 11 Boulevard Connection for public dedication. The Ashwood Boulevard Connection shall be determined to be substantially completed by: i) the Albemarle County Engineer, or its designee or ii) when it is constructed, inspected and VDOT has accepted the Ashwood Connection for dedication, or iii) a VDOT official otherwise confirms that they are substantially complete. D. Rio Mills Road Connection. Within six (6) months after written request by the County, the Owner shall dedicate to the County, by General Warranty Deed and without consideration, fee simple title to a parcel of land for a public road connection, including right-of-way and granting of easements, from Rio Mills Road to the Berkmar Drive Extension in the approximate location shown on Exhibit D, Rio Mills Roadway Connection ("Rio Mills Road Connection"). Substantial completion of the Rio Mills Road Connection by VDOT is anticipated prior to December 31, 2023. If VDOT is unable to complete the Rio Mills Road Connection by December 31, 2023 and permission is granted to the Owner by VDOT and the County, the Owner shall be responsible for the construction the Rio Mills Road Connection pursuant to road plans approved by VDOT, in the approximate location shown on Exhibit D, Rio Mills Roadway Connection ("Rio Mills Road Connection"). The Rio Mills Road Connection, if constructed by the Owner, shall be substantially completed prior to December 31, 2027. The Rio Mills Road Connection shall be determined to be substantially completed by: i) the Albemarle County Engineer, or its designee or ii) when it is constructed, inspected and VDOT has accepted the Rio Mills Connection for dedication, or iii) a VDOT official otherwise confirms that they are substantially complete. The Credit for hi -Kind Contributions, as referenced in Proffer 6, shall be increased to $31,086,662.86 if the Owner completes the construction of the Rio Mills Road Connection. E. Transit Stop. The Owner shall construct a Transit Stop within the general location shown as a proposed Transit Stop on the Application Plan (the "Transit Stop"). The Transit Stop shall be designed and constructed in coordination with, and approval by the County Director of Community Development and Regional Transit Authority (if in place) and shall incorporate a shelter, including a rest bench, pedestrian access, and signage equal to or better than the current transit stops for Charlottesville Area Transit (CAT). The Transit Stop shall be installed and completed concurrently with the installation of surrounding roads and sidewalks within Block 1. The Transit Stop and above referenced features shall be dedicated to public use, or the Owner shall grant an easement as necessary to allow for the public access and usage of such facilities. F. Public Transit Operating Expenses. Within sixty (60) days of transit services to the Property having commenced by CAT, a regional transit authority, or other provider of transit service selected by the County, the Owner shall contribute Fifty Thousand Dollars ($50,000) to the County to be used for operating expenses relating to transit service to the Property; and Owner shall contribute Fifty Thousand Dollars ($50,000) to the County each year thereafter for a period of nine (9) additional years, such that the cash contributed to the County pursuant to this Proffer 1G, shall not exceed Five Hundred Thousand Dollars ($500,000). The monetary contribution in years two (2) through ten (10) shall be paid by the anniversary date of the first contribution and each such contribution shall be conditioned upon transit service being provided to the Property during the twelve (12) month period prior to such contribution. G. Construction Traffic Management. The Owner shall establish Construction Entrances to the Property in locations as approved by the County and VDOT as part of the Erosion and Sediment Control Plan and Site Plan process. During the period in which all roads will be constructed within the Property (and until completion), construction traffic shall be required to use the Construction Page 3 of 11 Beginning January 1 of each year following the approval of ZMA 2015-007, the amount of each cash contribution required by Proffers 3 and 4 (collectively, the "Cash Contributions" and individually "Cash Contribution") shall be adjusted annually until paid, to reflect any increase or decrease for the proceeding calendar year in the Marshall and Swift Building Cost Index for masonry walls in the Mid -Atlantic ("MSI"). The annual adjustment shall be made by multiplying the proffered Cash Contributions amount due for the preceding year by a fraction, the numerator of which shall be the MSI as of December 1 in the preceding calendar year, the denominator of which shall be the MSI as of December 1 in the year preceding the calendar year most recently ended (the "Annual Percentage Change"). By way of example, the first annual adjustment shall be $7,333.18 x 2017 MSI/2016 MSI. Each annual adjustment shall be based on the amount of the proffered Cash Contribution due for the immediately preceding year based on the formula contained in this Proffer 5 (the amount derived from such formula shall be referred to hereinafter as the "Cash Contribution Due"), provided, however, in no event shall the Cash Contribution amount paid by the Owner be less than Seven Thousand Three Hundred Thirty-three and 18/100 Dollars $7,333.18 per single family detached Market Rate Unit and Five Thousand Four Hundred Forty-seven and 57/100 Dollars $5,447.57 per single family attached Market Rate Unit and Seven Thousand Four Hundred Nineteen and 91/100 Dollars $7,419.91 per multifamily Market Rate Unit under Proffer 3 or Twenty -Four Thousand and Three Hundred Seventy Five Dollars $24,375.00 per affordable dwelling unit under Proffer 4 (the "Minimum Cash Contribution"). The Annual Percentage Change shall be calculated each year using the Cash Contribution Due, even though it may be less than the Minimum Cash Contribution, HOWEVER, the amount paid by the Owner shall not be less than the Minimum Cash Contribution. For each cash contribution that is being paid in increments, the unpaid incremental payments shall be correspondingly adjusted each year. 6. Credit For In -Kind Contributions. Notwithstanding the provisions of these Proffers to the contrary, the Owner's obligation to pay Cash Contributions shall not commence until the number of units to which such Cash Contributions apply 1 have been completed that results in what would otherwise have been a total Cash Contribution equal to the total value of: i) the Elementary School Site, and related improvements to be completed by Owner, ii) the High School Site, iii) the Polo Grounds Road Improvements, iv) Route 29 Intersection Improvements, v) Ashwood Boulevard Connection and vi the Trail Network, (collective) referred to as the "In -kind Y Contribution"). The In -Kind Contribution amount shall be $28,336,662.00. The In -kind Contribution reflects the value of the improvements that the Owner has committed to make in these proffers that are for the benefit of the public. In other words, the Owner shall not be required to pay any per unit Cash Contributions until the time of the issuance of the building permit for a new unit completed after applying a credit for the In -kind Contribution. In the event that the Project is completed prior to the balance of the In -kind Contribution being exhausted, any remaining balance of the In -kind Contribution may not be applied for any other project or development. 7. Elementary School Site. Within one year after written request by the County, but in no event earlier than one year after the date of issuance of the first (1) CO issued for a dwelling within the Project, the Owner shall dedicate to the County, by General Warranty Deed and without consideration, fee simple title to a parcel of land for a public elementary school of, as shown on Figure E: Brookhill School Sites Exhibit and labeled "Elementary School Site" (the " Elementary School Site"). The Elementary School site shall not be less than seven (7) acres, and shall abut a publicly -dedicated right of way. The Elementary School Site shall be a graded and compacted pad site with water, sewer and electricity utility connections constructed to the edge of the parcel to accommodate an elementary school according to standards of the County School Division's Building Page 7 of 11 SCOTT/R. CULLINSZ Lic. No. 035791,E P 6/2/21 c`j Entrances as designated in the approved Erosion and Sediment Control Plan. The Owner shall prohibit such construction traffic from entering the Project via Ashwood Boulevard and Montgomery Ridge Road. Once the roads are completed and dedicated for public use the Owner shall no longer have the authority or responsibility to regulate traffic thereon. H. Road Improvements, Generally, The road improvements listed in paragraph 1C (the "Road Improvements") above shall be constructed in accordance with road plans submitted by the Owner and approved by VDOT, and shall be dedicated to public use. All of the Road Improvements shall be designed and constructed to applicable VDOT standards, including, without limitation, VDOT's Geometric Design. I. Polo Grounds Road Railroad Overpass. Within ninety (90) days after the request by the County and the approval by VDOT, Owner shall cause to be installed, at Owners expense, a traffic signal at the Polo Grounds Road and Norfolk Southern Railroad Overpass. If, within ten (10) years after zo the date of issuance of the first (1st) CO for a single-family dwelling within the Project, the County J a has not so requested, or VDOT has not approved the traffic signal within that time period) the q ( PP gn P ) a Owner shall be relieved of any obligation to install a traffic signal. 93� U En Co 2. Trails, Parks and Civic Spaces. The Owner shall provide the following improvements within the 0 W property: p J a m F- A. Trail Network. A primitive trail network (the "Trail Network"), consistent with the County's ,,HA w design standards for a Class B- type 1 primitive nature trail, shall be established within the V l Greenway as described within the Code of Development. The general location of the Trail Network H is shown on the Application Plan; however exact trail locations shall be determined by the Owner based on site conditions and in coordination with the County. Installation of the Trail Network W shall commence concurrently with the site work for the first Block developed within the Project and the entire trail network shall be substantially completed prior to issuance of the five hundredth (500th) Permit for a dwelling (other than a Multi -family dwelling, Assisted Living, nursing home, rest home or convalescent facility) within the Project. The Trail Network shall be determined to be substantially completed by the Albemarle County Engineer, or its designee. Upon written request by the County, but not prior to the issuance of the five hundredth (500th) Permit for a dwelling within the Project, the Owner shall dedicate to the County an easement for public use over the Greenway area, as shown on the Application Plan. Prior to the County's request to dedicate such easement, the Owner may dedicate portions of the Greenway by easement concurrently with one or more subdivision plats for areas lying adjacent to the Greenway; provided however, that Owner may reserve in such easements, rights of access for grading, utilities and W N N maintenance. Each subdivision plat shall depict the Greenway area to be dedicated and shall bear ¢ N ry a notation that the Greenway area is dedicated for public use. If, at the time the County requests o dedication of the Greenway, any part of the Greenway that has not been dedicated by subdivision plat, shall be (within six (6) months of such request) at Owner's cost, surveyed, platted and recorded with one or more deeds of easement dedication. Pursuant to signage plan approval by the Rivanna Water and Sewer Authority (the "RWSA"), the Owner shall install signage along the Trail Network within the Dam Break Inundation Zone designating evacuation routes. Signage shall be installed as the Trail Network is established. B. Parks and Civic Spaces. The Owner shall provide not less than 3.2 acres of land within the Project � P J 0') for Parks and Civic Spaces as described in the Code of Development and generally shown on the P P g Y Application Plan. Each Park or Civic Space shall be substantially completed prior to the issuance ti co z Page 4 of 11 C'7 0') N J M � 0 i N Q O Services Department. At the option of the County, and in lieu of the construction of a school, a public park may be established by the County on the Elementary School Site. 8. Public High School or Institutional Use Site. > Q % Within one year after written request by the County, the Owner shall dedicate to the County, by General wJ Warranty Deed and without consideration, fee simple title to a parcel of land for a public high school, and/or _J ~� such other use as the County may determine suitable, of not less than fifty (50) acres abutting a publicly - dedicated right of way, as shown on Figure E: Brookhill Schools Sites Exhibit and labeled "High School > Site" (the "High School Site"). The High School Site shall be conveyed as -is, without any improvements w or warranty as to suitability. � 1 n o T, U) 9. Historic Resources. _J LU Of � A. National Register of Historic Places Eligibility. The existing BrookQ C6 hill dwelling is eligible for the LL. National Register of Historic Places. Owner shall address any adverse impact to this designation = 0 as part of the Section 106 Review under the National Historic Preservation Act of 1966 (NHPA), U T� which is administered by the Virginia Department of Historic Resources (DHR). ' ^ B. Cemetery Delineation. Owner shall i) delineate any cemeteries encountered within the Project on V / the site plan or subdivision plat for the area to be developed which contains such cemetery or L1J cemeteries, and ii) submit a treatment plan for any such cemetery for approval by the County , Director of Community Development, or its designee at the plan or plat review. — v C. Greenway Area Woodlands Woodlands Camp. There shall be no land disturbance by (honer or by any of its CO O licensees or successors of the Woodlands Cam located in the Greenway Area and identified in P Y J the Phase I Historic Resources Study for the Project. W W MM ThisProffer m n m x in number f h f which shalloriginal [1J Statement t a be executed an umbe o counterparts, each o w c sal be Y Y IP _ and all of which together shall constitute but one and the same instrument. J � J U) �1 J_ LJ [Signature Pages to Follow] 01-1 O J < Q o�/ Ocl O O N U 0 O Page 8 of 11 i >r R rr JOB NO. 182150 SCALE N/A SHEET NO. 1A W PHASE III ROADWAY IMPROVEMENTS- a \ PHASE II R AD A O W YIMROVEMENT 5 PHASE INTERSECTION IMPROVEMENTS Z O IMPROVEMEMENTS / O PHASE I ROADWAY IMPROVEMENTS PHASE IV INTE RSECTION ON IMPROVEMENTS / Aro w / 0 t W % r wwGAouxDS Row/ _ . E� f pDUN' TREE Rr' PHASE I INTERSECTION PHASE IV R ADWAY ' MPROVEMENTS IMPROVEMENTS GUR BROOKHILL TRA C PHASING PLAN , rt UpF ) P �ev Sru&cl . qSy \ � � oOoe�Ul I � qD F-, - �. \ ).\ ♦ CRp59.D•LK DEBTR)\ \\\\ I _--e cl \ \\ \ T Q, - OANCREIECO ALn°pr° \ PROP05 VDOTRD0DUT 9\\ 0 \ l" IMPROVEMENTS-SWM P(!0 O: Of ..ppROPOGEDS \ �R. \Y MONG CONNECT RRO� \ \• �� z F SED LAN F AL GCONNECTOORR"X a 1 (�) ) i PAIH PROIIIPOSEDPAVC I E " Y Y Y--c-J•--� \ N III \ I \ y. PHASE I INTERSECTION IMPROVEMENTS INTERSECTIONS CONSTRUCT(.)NEW WESTBOUND LEFT -TURN LANE ON POLO GROUNDS ROAD WDH B75OF STORAGE EXTEND WESTBOUND RIGHT -TURN LANE ON POLO GROUNDS ROAD FROM SR' OF STORAGETO 20e OF \ STORAGE CONVERT RIO MILLS ROAD TO A RIGHT IN OPERATION. INTERSECTION 2 CONSTRUCTASOUTHBOUND ROADWAY, PROVIDING (0 LEFT -TURN AND (d RIGHT -TURN LANE CONSTRUCTANEASTBOUND LEFT -TURN LANE ON POLO GROUNDS ROAD WITHip FEETOF STORAGE INTERSECTION 3 • OA RIGHTHN /RIGHTAU ROADWAY E TRANCETOROUTE2S • CONSTRUCTSTRURANORTHB OUND RIGH TURN AN EON US 19 WITH xoR' OF STORAGE. PHASE II INTERSECTION IMPROVEMENT S INTERSECTION 4 OTNORTHBOUND ROADWAY OADWAY ADWAYTOPROVIDE URN TURN IANE I (TED MEDIAN T LANE • PROVIDE PAINTED LEFT -T PROVIDE WESTB OUND LEFT -TURN LANE ONA OFSTORAGE. BOULEVARD WITH IPEOFSTO AGE. _ RESTRIPE EAS TBOOACH TO FROM • BOULEVARDAPPROACHTO PROVIp (s) RIGHT -TURN LANE PHASE IV INTERSECTION IMPROVEMENTS __ ____ INTERSECTION S CONSTRUCTSOUTHBOUND ROADWAY TO PROVIDE(x)LEFT- TURN LANE AND(.) RIGHT -TURN LANE CONSTRUCTAN EASTBOUNDLEFT. TURN LANE ON POLO GROUNDS ROADWAYWNHx&OFSTORAGE WITNESS the following signature: OWNERS oo�F fTax Map Parcel 04600-00--00-018AO: By: e"f 9l / /4 ��CHARLES R.//31A GH�l7 By: �'ELtQ_Y.•clUl �*.s,.#. lYV-OLW .� IZABCTH ANN OGL BYY I UGH Dale: x rZa 117 OWNERS of Tax Map Parcel 04600-00-00-01800: By: , CHARLES R. HAUG�USTFE By: DOUGLAS B. OGMBY, TRUSTEE Date: 5- W—/q OWNER of Tax Map Parcel 04600-00-00-019B4, 04600-00-00-019B3, 04600-00-00-019A1, 04600-00-00-019A2: CROCKETT CORPORATION, a Virginia corporation By: Q= .. IY- Yt�n EA�J iU C Ann O. Haugh, Its President Date: " SA tot 9 Page 9 of 10 '�/ /hq:;' ;'4/ NOTE: POLO GROUNDS ROADWAYANDL / �/ j..... SHOWN IN THIS EXHIBIT IS FOR ILLUSTRA FINAL DESIGNAND LANE CONFIGUMTIO / + ROADWAY IMPROVEMENTS WILL BE IN A, APPROVEDTRAFFICIMPACTANALYSISAI CONSTRUCTION PLANS FOR THE ROADW PROPOSED SALAMANDER CROSSING (3 TOTAL) 29NVERTED RETAINING WALLOD CULVERT H=WALL SYSTEM PoC0 - O t I ^� L SALAMANDER T N U NEL 15 THI FIGURE B: POLO GROUNDS ROAD SALAMANDER CROSSING EXHIBIT i • • � � //AAA', vY� � iIr •� i i i HPROPOSED .- SCHOOLELEMENTARY Ell SITE I FIGURE E: BROOKHILL SCHOOL OWNER of Tax Map Parcel 04600-00-00-018BO: HORNE LAND CORPORATION, a Virginia corporation By: QJAAi C9 zd64449, /— AA£dal.,,& AnnO. Haugh,' Its President y Date: «y V., '.2,019 OWNER of Tax Map Panel 04600-00-00-018DO: CRAFTON CORPORATION, a Virginia corporation By: Q.t 4 0. r-J. ` 74 Ann O. Haugh, Its President Date: %!21L 5; ao / 9 Page 10 of 11 ORDINANCE NO. 19-A(9) ZMA 2018-00011 BROOKHILL PROFFER AMENDMENT AN ORDINANCE TO AMEND THE PROFFERS APPROVED WITH ZMA 2015-00007 FOR TAX PARCELS O4600-00-00-018AO, 04600-00-00-01800, 04600-00-00-019A1, 04600-00-00-019A2, 04600-00-00-0191111, 04600-00-00-019B3, AND 04600-00-00-019B4 WHEREAS, the application to amend the proffers that were approved with ZMA 2015-00007 for Tax Parcels 04600-00-00-018AO, 04600-00-00-01800, 04600-00-00-019A I, 04600-00-00-019A2, 04600-00-00-019B 1, 04600-00-00-019B3, and 04600-00-00-019B4 (collectively, the "Property") is identified as ZMA 2018-00011, Brookhill Proffer Amendment ("ZMA 2018-11"); and WHEREAS, ZMA 2018-11 proposes to amend Proffer Numbers 1D, IH, 6, and 8 of the Proffers that were approved in conjunction with ZMA 2015-07 due to VDOT's planned construction of the Rio Mills Road connector road, specifically, to reflect that the developer will be responsible for the construction of the Rio Mills Road Connection only if VDOT does not do so to reduce the value of the credit for in -kind contributions that are available to the developer, and to reduce the acreage of the high school or institutional use site that the developer is required to dedicate in fee simple to the County from 60 acres to 50 acres; and WHEREAS on November 14 2018 the Albemarle Count Board of Supervisors waived the Planning Y P g Commission and Board of Supervisors public hearing requirements pursuant to the applicant's request and County Code § 18-33.15.A(1)(a); and WHEREAS staff recommends approval of ZMA 2018-11. BE IT ORDAINED by the Board of Supervisors of the County of Albemarle, Virginia, that upon consideration of the staff report prepared for ZMA 2018-11 and its attachments, including the proposed amended proffers, the information resented at the public hearing, the material and relevant factors in Virginia Code 15.2- P P P g, g § 2284, and for the purposes of public necessity, convenience, general welfare and good zoning practices, the Board hereby approves ZMA 2018-11 with the proffers dated April 18, 2019. 1, Claudette K. Borgersen, do hereby certify that the foregoing writing is a true, correct copy of an Ordinance duly adopted by the Board of Supervisors of Albemarle County, Virginia, by a vote of six to uro, as recorded below, at a meeting held on July 17, 2019. Clerk, Board of County Sup rsors ft Nay Mr. Dill Y Mr. Gallaway _ Y _ Ms. Mallek Y Ms. McKee) Y Ms. Palmer Y Mr. Randolph Y OWNER of Tax Map Parcel 04600-00-00-019B1: BROOKHH.L APARTMENTS, LLC, a Virginia limited liability company By: CDG Holdings, LLC, Managing Member By: Haystack Corporation, M ger By: AndrevffloFGinty, Its President Date: S 23/2o raj BROOKHH.L INVESTMENTS, LLC, a Virginia limited liability company (Contract Purchaser) By: River Bend MI'L Manager By: Alan R. Taylor, is President Date: �rW I q Page 11 of 11 RESOLUTION OF SUPPORT FOR RIO MILLS CONNECTOR TO BERKMAR EXTENDED ALIGNMENT WHEREAS Albemarle County included a connection from Rio Mills Road to the new Berkmar Drive Extended in the Places 29 Master Plan as a priority road improvement; and WHEREAS, Albemarle County approved the accumulation of Telefee funds in the Secondary Six Year Plan to be designated to the construction of this Connector road; and WHEREAS, the Commonwealth Transportation Board approved the remainder of funding necessary to complete the connector road to be awarded to Albemarle County through the Smart Scale program based on Albemarle County's 2016 Grant application; and WHEREAS, the Virginia Department of Transportation worked extensively with Albemarle County staff, Albemarle County Schools Division, and the developer of Brookhill on the proposed alignment of the connector road; and 9 , WHEREAS, the Virginia Department of Transportation received public comments on the preliminary design and alignment at advertised Public Hearings on October 9 10 and 11 2018; p ry 9 9 9 , and WHEREAS the public comments received b the Virginia Department of Transportation P Y 9 P P supported the proposed alignment of the new connector road. PP P P 9 NOW THEREFORE BE IT RESOLVED that the Albemarle Count Board of Supervisors , Y P hereby fully endorses and supports the proposed alignment as presented by the Virginia Department of Transportation for the Rio Mills to Berkmar Drive Connector; and BE IT FURTHER RESOLVED, that the Board of Supervisors hereby respectfully requests the Commonwealth Transportation Board to approve the proposed alignment for design and construction. I, Claudette K. Borgerson, do hereby certify that the foregoing writing is a true and correct copy of a Resolution duly adopted by the Board of Supervisors of Albemarle County by a vote of six to zero, as recorded below, at a meeting held on July 17, 2019. Clerk, Board of Countolpervisors Ave Nay Mr. Dill Y Mr. Gallaway Y _ Ms. Mallek Y — Ms. McKeel Y — Ms. Palmer Y Mr. Randolph Y SCOTT/R. CULLINSZ F~ Lic. No. 035791,E Z z O a Lu 0 z O < (A J Q O En z � w � u W W W IN N N in W z ^J I..L O LL- H� JJ� U) l� 0LLJ 6 LL LL ilI'D O TI � O m xJ•J� 1\1' i O co J ti u ~ w w i (=n JOB NO. 182150 SCALE SHEET %A o. 1B ,TH OFIl SCO I C. 0. 035791 n f PROPOSED TRAILHEAD ACCESS ARE, B.- uLC VA ^ ' c3 t4: Rb _/ �� PROPOSED ASHWOOD BOULEVARD CONNECTION 4�' �-_ UFFER. SEE PROFFERS AND CODE OF DEVELOPMENT RNR i? Fn Z Z SI �y rn W Z ONAL E�Ol PROVIDEAND A PEDESTRIAN OAD CROSSING TO 1 v2 vO� \ R MORE INFORMATION O REQUIRED BUFFER c 1 ACCESS THE MULTI TRAILWA \ _' 90 \WOODw a -USE \�/ `- 7 Q ,- Lu W FOREST LAKES c v l7 2 Ix o NEIGHBORHOOD ` I `' L� Z z Lu f f+(• SITE w W IMPROVEMENT 4665 1 n Q p - -' c R]O S SWM FACILITY # 3 COUNTY OF e o' MIN. NATURAL BUFF R 3 u EMARLE ROPOSED PRIMITIVE TRAIL WITH j \ R OgO�CS UI Z Z � U W ��111 F O 0 CONNECTION TO FOREST LAKES Elip� - Ha _ PO�Q GRObNOS c73 < O Cd i "° , ,,, �� PROPOSED •, ( R) �I -�" �'-'� I•� -, ALBEMARLE COUNTY - - RESERVED STEEP SLOPE OQI ROAD ,�, J < O cz /r/�� Z _ a_ v PRIMITIVE BLOCK 13 TRAILWAY O ) Ill v P (TY .) O, o u 1� f—'� Z 7 ° z cJ m m •- TRAILS in VICINITY MAP: SCALE: 1" = 2000' J o m � DEVELOPMENT ')�` o, I� .. , B AN COURT 31 1 1 // - \ i o Z Zda �.7< 0 o J a o w GENERAL NOTES I / , r s. s AREA(TYP.) ,o. AREA TYP. - Z '\ ~ > z w ' z E wI al �' OWNERS: TMP oy600-o0-oo-oi800 TMPo4600-oo-00-018Aa w a : BLOCK 15 ,�^ - _ � In � �� -, .', �I I 6 _ HAUGH, CHARLES R. & HAUGH, CHARLES R. & E.J. OGLESBY JR, TRUSTEES ELIZABETH ANN OGLESBY H. m a 5� V n" S,�LjJE Rp PO ��/r ,-.:q Kr,';^ j - , ; ''` ` 435 PARK ST x5755EMINOLE TRAIL Q T.M. 46 - 286 I `� n , `4 , '" x ,�' _ i) ' CHARLOTTESVILLE, VA zz oz CHARLOTTESVILLE VA zz oz 9 9 z E' HORNE LAND CORPORATION � - ,� C O �`: ': - ', I �� ` �...::' • � mil- OPEN TMPoy600-o0-oo-oigoo S W 0 � k v SPACE �" CROCKETT CORPORATION C/O HAUGH & HELVIN z0 w V) \ - - i - - \ - t ,, •� -- " i" / �; (TYP.) / ' 435 PARK ST CHARLOTTESVILLE, VA 22901 C7 (7 in u w gV^ 'C ! PROPOSED CIVIC SPACE- �� -� z z _ EASTERN POCKET PARK I'Fp ' DEVELOPER: RIVERBEND DEVELOPMENT, INC. O O O ... BLOCK 14 h.I�rv. - EXISTING ioe-YEAR °'�,i I,� , (LOCATION TO BE DETERMINED �` I O ` WITH FINAL DEVELOPMENT PLAN) 455 SECOND STREET SE, SUITE 40o CHARLOTTESVILLE, VA 2z 0 9 3 W w W w u z `• FEMA FLOODPLAIN (I YPJ -. - _�- "- I ��`: �,� z — — - PROPOSED VEHICULAR O ENGINEER COLLINS ENGINEERING Ln g ___ ," _ — °• ---" - INTERCONNECTION ACCESS TO THE MERY Zoo GARRETT ST, SUITE K CHARLOTTESVILLE, VA 22902 Z z O z c� O O �n p �' ; - �. �' "%%' / AL FER N. NATUR BUF o'MI ' Q m o w z w a w N o N 0 ROUTEz9 -`cli iI1 r (� EIGHBO RIDGE NEIGHBORHOOD o TAXMAP&ZONING: 0 600-oa-oo-ol800 0 600-oo-oo-oi8Ao 0 600-00-00-oi o0 4 1-•v p ~ Q IMPROVEMENT PATHWAY - - _. - �,° - e ,rs, ' OPEN - / A A O D B.7 1, PG.6 o D.B.i PG. 3 9 333, 45o D.B. PG.6 o 732, 90 V) I --I U w w �i f cOi f U f - R PO D IVI SPACE k SPACE X, fir ` , " / , / ALBEMARLE COUNTY r - 1 �� '� R-i RESIDENTIAL R-i RESIDENTIAL ZONE: R-i RESIDENTIAL 0 I- Z oC 0C w W w z 0 _ (TYP. BLOCK 11 GREENWAY + ' 1 R �•av °- ,� - MANAGED STEEP SLOPE F / (TYP.) TOTAL PROJECT AREA: 0g600-oa-oo-oz800 - 42.55AC. LL z z ROUTE29 IMPROVEMENT ' ;'< (TYP.) ` ✓ 'f- * 04600-oo-oo-oiBAo 27.29AC. o46oaoa-oo-oigoo - 2o).66AG S d g a I SWM FACILITY#z I' li -,. �; - ' - GREENWAY GREENWAY JZ ---- °_, < - ! -� `� � (TYP.) ERpPO BLOCK 18 , - G n J %` r / - � O z77.So AC.TOTAL 0 w 0 w 0 = .�° PROPOSED 50' BUFFER, I' (TYP.) `- ,, - � I •r.'/ PARK" / a°"� ;; °_•, a `.. I - ,. - . J ,-/' �CzE�' n �• S �r PROPOSED ZONING: NEIGHBORHOOD MODEL DISTRICT �i Tii cc 4 W AROUND VDOT STORMWATER MANAGEMENT POND � ) -" r, i \ �! ,." „ ` ' EXISTING ARCHAIC WOODLAND -' .��, -'� ''.+° �:, ` '-.., C ;� I P -- - j� CAMPSTEAREATOBE RESERVED / 'tw ' DEVELOPMENT J i � :A (TYP.) �`� �� TOPOGRAPHY: TOPOGRAPHY WAS COMPILED FROM SURVEY BY LINCOLN SURVEYING AND BELL LAND SURVEYS, JANUARY2m5. z a � � /� � BLOCK 16 BOUNDARY INFORMATION WASCOMPILED BYLINCOLN SURVEYING ON MARCH ], xo15. p N 0j. (� �� cohL 7 Z w=\?`\ EXISTING Zoo -YEAR --- / -� - DATUM: NAVDig88 C7 OJ..�,,,�.s.. 0 �_ _ EAM BUFFER (TYP.}°. ° ° \ e FLOODPLAIN (TYP.) , °•� �-I S UTILITIES: COUNTY WATER AND SEWER N J W W BLOCK4 O ` ___ \ ` i �� ,1 ', ' / � ! �-�--! --_I FLOODPLAIN: THERE IS A FLOODPLAIN LOCATED ON THIS SITE. FEMA MAP ID 52003Co28a❑ M PROPOSED RIGHT IN -RIGHT n< z -- \�' 1 �� _ BLOCK 4 • , .1 �` -- I'I� -��'' ,-' „ ` DATEDFEBRUARY4,20o5.INADDITION,ADAMBREACHINUNDATIONZONEEXISTSONTHE w I- Z� � a INTERSECTION IMPROVEMENTS. F < SEE BROOKHILL TIA REPORT O ��y )'MAINSTREET' u �. ` ` I \ '^ram ' ! TRAFFIC CIRCLE/ROUNDABbUT MAY ALBEMARLE COUNTY _, '� ` '--- _ _ \ 1' / ` PROPERTY FOR THE SOUTH RIVANNA DAM, WHICH IS A FEDERAL DAM LOCATED UPSTREAM OF THE PROPERTY. a 0 + Q FOR FURTHER DETAILS, O BE CONSTRUCTED AT THE �� /, _. M ONTGOMERYRIDGE 3 PRESERVED STEEP SLOPE BLOCK 5 ! \ NOTES: N a L'iBOULEVARD ^' INTERSECTION OF MAIN STREET AND (TYP,) s,, I THE NORTH/SOUTH CONNECTOR ROAD L' " :� BLOCK 3 r NEIGHBORHOOD 1. SEE CODE OF DEVELOPMENT FOR DETAILS ON THE PROPOSED STREETS AND STREET CROSS SECTIONS FOR THE BROOKHILL DEVELOPMENT. CD 0) rn O Z OPEN ' ¢f< < 2. EXACT LOCATION OF NEIGHBORHOOD ROADWAY, ALLEYS, AND TRAVELWAYS SHALL BE Q L. _ ! SPACE s _ OPEN - 5� DETERMINED WITH THE SITE PLAN PROCESS. 7 L N N ce - (TYP.) 1 i •+� i ;,Y SPACE ✓ ;` 3- ALL PROPOSED ROADWAYS SHALL HAVE STREET TREES IN ACCORDANCE WITH ` ` -.. _ (TYPO ,; - , -' Sv". -"� (�--, O ALBEMARLE COUNTY REQUIREMENTS. ALL TREES SHALL BE MAINTAINED BY THE HOA. 4. NO CONSTRUCTION TRAFFIC SHALL ACCESS THE PROPERTY FROM MONTGOMERY RIDGE J 1 J -�- i•.- BLOCK ) I EXISTINGZoo-YEAR PROPOSED -'; OR FOREST LAKES. 1L % Lu s T.M. FLOODPLAIN (TYP.) j a< tt RIMITIVE a I 0.r �y -- I I 5. THE IMPROVEMENTS TO POLO GROUNDS ROAD AND THE CONNECTION OFTHE EAST/WESTCONNECTOR ROADTO POLOGROUNDS ROAD BOTH REQUIRE FILLING WITHIN - LLl 7 46 - 28D ) o TRAILWAY 2 p� O --' L_ - CRAFTON CORPORATION BLOCKz REA jr, a �� O F.2 Ir.- THE FLOODPLAIN. A SPECIAL USE PERMIT SHALL BE PROCESSED FOR THE MODIFICATIONS TO THE FLOODPLAIN. J J Q j BOUND RMEN�P ) \; _ l �S ��pV y > 6. PARKING FOR THE PROPOSED BROOKHILL DEVELOPMENT SHALL BE PROVIDED IN L.L� � cc G -� _ PROPOSED NEIGHBORHOOD CENTER ( •� �` -� - �' �� / r -- ACCORDANCE WITH ALBEMARLE COUNTY CODE28 iz EACH PRELIMINARY SITE AND 4 SUBDIVISION PLAT WILL INCLUDE A PARKING AND LOADING NEEDS STUDY FOR THE l^ J __ (LOCATION O DETERMINED I WITH FINAL DEVELOPMENT PLAN.) 1 _,_ _ _ _ _ _, ^_ _ _ _ a - „ BLOCK 1% lz.>y— (: ` IMITS OF PROPOSED REZONING y 1 � � -�� 1� I I. m `-� f ( � 1 PROPOSED DEVELOPMENT SHOWN IN THE PRELIMINARY PLAN. 7. ALL DEVELOPMENT SHALL HAVE FINISHED FLOOR ELEVATIONS HIGHER THAN THE SUNNY DAY BREACH INUNDATION ELEVATION, AND DWELLING UNITS BELOW THE PIMP Q u 1•.°.I w J Q t � - _ ( I — _r F -. ��' y (_,-' INUNDATION ELEVATION WILL BE PART OF THE FEDERAL EMERGENCY MANAGEMENT Z 7 � O T� w PROPOSED ioo' BUFFER ALONG RT. 2g 70'NATURALLANDSCAPEBUFFER BLOCK �t I . n ACRE HISTORIC e 1 �. - �- BROOK HILL PARCEL BLOCKS BLOCKS t `� i _-t ''. �_ \ 1 ` SAFETY ACTION PLAN. 8. THE PROPOSED DEVELOPMENT SHALL INCLUDE ON THE APPLICATION PLAN. SEE THE CODE OF DEVELOPMENT FOR A DESCRIPTION OFTHE SW L (/� �-I J O & 3o' LANDSCAPE BUFFER _ _ ;. ALBEMARLE COUNTY �_ `I'c '~�--�J AMENITIES PROVIDED IN EACH PROPOSED CIVICAREA L J NOTE: A PROPOSED MULTI -USE PATH " ti APPROXIMATE LOCATION O HISTORIC MARKER FOR THE •� ) ,� 1 AGED STEEP SLOPE �� (TYP.) GREENWAY' ! f g. THE PROPOSED OPEN SPACE AREAS MAY BE EXPANDED DURING THE DESIGN PHASESTO ALLOW FORADDITIONALAREATOACCOMMODATEUTILITIES,STORMWATER J=l Q if J J IS PROPOSED BY VDOT ALONG THE �I ROUTE 29 FRONTAGE OF THIS ! `" '� k° BROOKHILL PROPER r f (TYP.) ; ,, . \ r -' / N ` 0. + ; _ :, ' �� > : �1{- MANAGEMENT, AND EROSION CONTROL MEASURES, AS NECESSARYFORTHE DEVELOPMENT. I^ Z I --I C) TI F� PROPERTY. PATHWAY TO BE '' ' �'��- �� p%J ' PROPOSED20'BUFFER �,•^'J" `y a vS, �— ao. CONNECTION POINT�ONTHEAPPLICATIONPLANSHALLBEAFULLVEHICULAR INTERCONNECTION TO MONTGOMERY RIDGE. CONNECTION POINT�HALL ONLY BE A ¢ LLI I /n Y LOCATED WITHIN THE VDOT R/W.'� ,� -�""�•+ICa -l. / - °?•� ,' LOCATION OF EXISTING ' ' ' '� PEDESTRIANIBICYLE ACCESS CONNECTION. n. UNIFORM Q f°•I i LIJ �./ O O BLOCK 19UNN CEMETERY TO ' REMAIN 1 ! 2� MANAGEMENT FACILITIES DELINEATE BOTH THE PUBLIC AND SEMI-PUBLIC ROUTES AND FACILITIES ON THE SITE. U LOCK LINE (TYP.) >• y;; NOTE: ALL STORMWATER LEGEND Z �J m ' I BLOCKfi "' AND EROSION CONTROL MEASURES SHALL BE LOCATED OUTSIDE OF THE PRESERVED SLOPES. O Q BLOCK 8 ALBEMARLE COUNTY. `� \`"' ,r / `, " S GREENWAY PRESERVED SLOPES Z Q 1L Z tfi (n Lu I � PRESERVED STEEP SLOPE ry ROPERTY BOUNDARY (TYP.) NOTE: AREA WITHIN THE i°o' BUFFER AND OUTSIDE THE EXISTING TREE I O ' (TYP.) - _ BLOCK L - - 7 \ VFE 1 ,, .o° a. - _._-- - , - ® VEGETATIVE BUFFER MANAGED SLOPES ® OPEN SPACE O Z w w M W O � LIMITS SHALL BE REPLANTED IN ACCORDANCE WITH THE PLACES2 FORESTED BUFFER REQUIREMENT; TS I I XISTING Zoo -YEAR t'. '-' / DEVELOPMENT LOODPLAIN (TYP.). �+ � AREA TYP.) Y, , ING BROOKHILL L OF i9TH CENTURY ( ` USE TO REMAIN •.....•••••. .° ,,.. h._ -- -, ., WITH HOA APPROVAL, A lo' MULTI -USE PATH SHALL BE EXTENDED TO THE ENTRANCE OF - GREENWAY IMPACTS & PRESERVED SLOPE IMPACTS WETLANDS J J �- ~ C� �I Q '°•. s k 3': ' PONENTS OF BROOKHILL " BLOCKS ^ r I DEVELOPMENTAREA I MONTGOMERY RIDGE. THE HOA WILL NEED Q TO APPROVE THE TRAIL AND EXECUTE ALL -__ EASEMENT DOCUMENTS ALLOWING THE --- - ,� i PARCEL WITHIN BROOKHILL ENCOMPASSING THE BROOKHILL � HISTORIC HOUSE&THE igTH CENTURY COMPONENTS OF T 2 �• _ T � � BOUNDARY (TYP.) _ CONSTRUCTION OF THE MULTI -USE PATH i t } '�- BROOKHILL W EXISTING 2oo-YEAR FEMA FLOODPLAIN (TYP.) 1 • ,,;. j� �,,�'/---� \ _ ---- -- ON FICA PROPERTY. —_—z� O 01-1 OPEN I / PROPOSED w' PAVED MULTI-PURPOSETR IL ., ! / -' io' MULTI USE PATH TO BE CONSTRUCTED ALONG PRIMITIVE TRAILWAY O O --._ - (yp) - ,.---, %-' THE NORTH SIDE OF POLO GROUNDS ROAD COm Wl' ,,I epar[meni PROPOSED TRANSIT STOP- TO BE INCLUDED WITHIN OR Q � ', ' / / FIIe# * ADJACENTTO THE NEIGHBORHOOD CENTER. FINAL • e+y �" IT 0 ROPOSED PEDESTRIAN TUNNEL - l•L LOCATION TO BE COORDINATED WITH TRANSIT SERVICE. IMPROVED INTERSECTION , Ap roved by ° - DL STOPLIGHT. _°•+.'e-. -t ��` pRK ; Su erviSorS UjN� w�R p o0se EXISTING ioo YR FLOODPLAIN O O M W SEE BROOKHILco ORT ' '- ,) ti I'`; - -_ POLO --_..._ - PROPOSEDIMPROVEMENT TO STgTERTROUNOgRO 50 NNP� �- Dot _ _ t (\� FOR FURTHER DETAILS s( • h� 6 --" URNLANGROUNDS ROAD FOR '- 643(D AD(So' -" TURNLANES-SEETHEPOLO B-a6) RtvP / ...... STREAMS DUNE 15 2015 ��# •-' •..,. e ° "•'y "`°'"' -' GROUNDS ROADWAY /7 / - anner * LOCATION OF HISTORIC RESOURCE TO BE PRESERVED w _ •_ 'sae + ' IMPROVEMENTPLAN APPROXIMATE LOCATIONS OF UPLAND CULVERTS PROPOSED 30'BUFFERALONG L/ _\ GRAPHIC SCALE O PROPOSED LOCATION OF CIVIC SPACE U F- _ C CASE ;: FOR SALAMANDER ROAD CROSSINGS TO BE COORDINATED - POLO GROUNDS ROAD no' MULTI -USE PATH w DURING THE POLO GROUNDS ROADWAY IMPROVEMENTS. ,t+" zoo 0 zoo ao ew it I Cr w _ ? y SEE PROFFERS FOR FURTHER DETAILS 4.46 .. � PROPOSED LOCATION OF HISTORIC MARKER a cn JOB NO. t - i8C t` __ _ _ PROPOSED POLO GROUNDS ROAD INTERSECTION IMPROVEMENTS. CROCKET CORPORATION -- - ( IN FEET) \ / SHEET 1 OF 1 182150 -_-. - SEE POLO GROUNDS '- ROADWAY IMPROVEMENT PLAN &TRAFFIC TIA. _ /' 1 inch = 200 ft. PROPOSED ELEMENTARY SCHOOL SITE ��/// SCALE N.T.S. SHEET NO. 2 III tlfh II � I III \ it Ol ry Ln ry L aaa n H ao ry ma m m ID p= 94t 44� II THORNR AY OODBO-- --- / � . /----__- 0 / �� r \- % 9T '' % HWOOp ----------- -� ij; - -' \ � e` \� I ZI \ I j I i 1 30 R. LINSI - I i ? �__� I' I L� Lic. No. 035791 a 6/2/21 rv� \ --I.I. �_�_-------- II ' 1 11 o/ \ 1 BLOCK 13 i // ' / i I'\ o i /'� /� \ \�/ 1 0 J BLOCK 15 ) / \\ 1 I A YANCOURT 3 \ -� \ II / \ I 0 > ZO df J Q Ln Ir _ \y S B LO K 10 _ = ==-_ - ; Li' "- \ /' /, \ \II \ I'1 0 v Z� Q o `i / I i Z < 1 r� �-v\ /� W Q 01 1 e co INITIAL SITE PLAN �, �' FO+ \� / 1 ce 1 �. �I APPROVED -"o o6 2020, /i I i 1 °�� A W a 3l / I,' l � t ��I SDP202000082 FINAL SITE PLAN APPROVED JAL SITE PL, APPROVED FINAL SITE PLAN APPROVED I1 I 4/23/2020 II I II I I •Idtl. rrrl.� I le I I tlgt II 'o II III lo° BLOCK 12 \ BLOCK 14 BLOCK 18 1 � C / Y i may; - I M� �� t , V�x �� i v I ya t - , I If \$t \n C I \ i ♦ ♦ \\ o 00 00 \ � r Till o /Q ROAD PLAN ? ♦ ♦ BLOCK 4C N J SUB2017-00117 ftftBLOC ftft If ° o 1 BLOCK 3 1 / l a �r -- - � / I BLOCK 1B `ftft o ///' ff / / \ .\ / \ `\� i/ l\ \ N , SDP202000070 o' I ° a. / / \ ./ � \ rI [] e l� y INITIAL SITE PLAN 1 ` J y I 1 // / a / APPROVED-20/23/2020 BLOCK 2 0_..:J °° \ '\ / \ / I Q J Q o I 1 SDP201900078 1 ° } ( \ \ / I I INITIAL SITE PLAN \\ o° \°°0 1 " / \ Q 1 :AP-02/21/2020 1 "mod _ i 1)�' -------- PROVED I I J Z Li I 1 SDP2020000 ` o\\ 0 11. r / \-- / -�. ,-__- I I�\ I I FINAL SITE PLAN ROAD PLAN B K 3 1 APPROVED - 01/05/2021 SUB2018-0013.5 // a \ to ✓ \ 00 �O I I I l > U f - - - - - - - o e \' h0 G( 1 c, - - LU 0 INITIAL SITE PLAN 1 B K APPROVED-o6lo8holg 1 � SDP201800049�- _ IN S TE PL / r 0o 1 ao a �; I �(' �` - I I BLOCK AREA SUMMARY � 06 < � 0 1 1 °� LU U r +N 1 r I I , I 1 Development T� [] ..^-i. I - Greens pace/Amenities(ac) t I ` Area Per Area (Roads, Proposed J Block Land Use District Brooklu'll Proposed Lots,Buildings, Development w J Area (AC) LU 2 COD (AC) Parking lots) Per Area (AC) �� COD (AC) Civic / Civic / Open Open Total Total ° U 1 � � BLOCK 1g 1 1 i o i ��'- � a a Greemva Greenwa Buffets Buffers - * 1 BLOCK 6 ° to Parks Parks Y Y Space Space Greenspace Greenspace 0 1 a i/ i Required Proposed RequireProvide 1 1 ' 1 (( i i I� 1 Required Proposed Required Provided Required Proposed U O 0 Neighborhood Service Center 12 12.72 12 11.05 0 0 1.67 0 0 0 1.67 J cl� / \ ee \ ° o ° a lA Neighborhood Service Center 1.24 0 0 0 0 0 LUED o 1B Neightborhood Service Center 11.48 0 1.67 0 0 1.67 0 0 0 ° L BLOCK 7 \ �� III2 Urban Density 6.3 5.1 1.2 0 0 0 0 1.2 �/ J / \ I ° 3 Urban Density 5.8 5.1 5.8 5.8 0 0 0 0 0 J \ �1 a B L O C K I � � � °° � 3A Urban Density 3.3 3B Urban Density 1.8 5 P2ol800054 4 Urban Density 24 27.95 19 14.0 0.2 1.38 3.4 1.09 1.9 0.44 2.9 2.97 8.4 5.88 INITIAL SITE PLAN LU APPROVED-09/07/2o18 ' o'; L - 4A Urban Density 9.98 7.17 0.86 0 0 1.43 2.29 � O SDP201900015 / e . �\ 4B Urban Density 11.39 6.83 0.52 1.09 0.44 1.54 3.07 I L, I, PLA i may° 4C Urban Density 6.58 2.31 1.46 1 0.85 Q 5 Neighborhood Density 6.6 5.1 0 5.7 1.5 0 7.2 C) ��• - 6 Neighborhood Density 7.2 0 7 0 0 0.2 7.2 ° PO - ° ° 7 Neighborhood Density 17.7 11.9 0 2.9 4.7 1.1 8.7 O C ° LO ROUND - �-►' / 8 Neighborhood Density 25.8 25.91 12.7 12.92 0 0 5.1 4.58 4 4.56 4 3.82 13.1 12.96 lV eeoo ee °oo° STATE OVND oee° / 8A Neighborhood Density 8.55 5.52 0 0.54 1.80 1.64 3.98 �ee ° °°°°° R7' 643 D. ROq ( 0� e°° ooe ° 1 J 8B Neighborhood Density 17.36 7.4 0 4.04 2.76 2.18 8.98 w o •o° °°°Oeee000 B'481. P.263),eooco° ,' / °ooe / 9 Neighborhood 9.6 12.58 6.8 7.62 0 0 1.8 2.47 0 1.27 2.8 2.49 4.6 6.23 e°° LEGEND: ' �' /- 10 Neighborhood Density 4.6 9.66 3.4 5.42 0 0 3.6 3.94 1 0.9 0.1 0.3 4.7 5.14 w w e ,d° o eoo PROPOSED RESIDENTIAL &COMMERCIAL DEVELOPMENT 11 Neighborhood Density 5.7 14.04 3.2 5.38 1.2 1.47 8.2 8.66 1.3 1.68 0 0 10.7 11.81 x eoe°eo ee / a to / (APPROVED INITIAL SITE PLANS) I 12 NghborhoodDensity 6.7 5.7 0 3.2 1 0 4.2 JOB NO. I 13 1 Neighborhood Density 11.7 9.7 0 1.4 1.1 0.9 3.4 $215� PROPOSED RESIDENTIAL & COMMERCIAL DEVELOPMENT GRAPHIC SCALE 14 Neighborhood Density 5.4 4.1 0 4.7 1.3 0 6 (APPROVED FINAL SITE PLANS) I 200 0 100 200 400 800 15 Neighborhood Density 16.9 13.6 0 4.1 2.1 1.2 7.4 SCALE , I , _ PROPOSED RESIDENTIAL DEVELOPMENT I 16 Neighborhood Density 9.7 13.89 8.4 10.3 0 0 1.8 1.4 1.3 2.2 0 1.1 3.1 4.7 1 11=200' (PROPOSED INITIAL SITE PLANS) I 17 Neighborhood Density 15.8 16.1 11.8 8.8 0 0 3.3 0.9 3.8 5.2 0.2 0.1 7.3 6.2 \ IN FEET ' \ 18 Neighborhood Density 34.4 36.55 27.3 24.73 0.7 0.4 4.4 6.3 3.8 4.1 2.6 1.5 11.5 12.3 SHEET NO. ( ) ' 1 inch = 200 ft. 19 BrookhillHouse Parcel 3.2 1 3.2 0 0 0 0 0 3 Total 223.9 174.5 1 168.8 1 1060 10.3 3.25 53.6 31.01 28.8 20.35 16.0 12.28 108.7 66.89 \\� \ \\\\ \ -\__ I\\ k \ / \_ \ -i/ �f 1 � \ \ \� \ \ \ - - = J �� - 7-\\ ��1 ��/— x �- // �= _/<� _-_ \ ) 1 �� -- � AA l A / I v _ - - // // - - I mill 1 i ' - — IEW) ///// - - I 1 1 /N A \ / / - A \ � � / 1 I I l / / / / , - - - � - � a� _ 1 \ \ �'� � / < .�. \ � �- - - ... , . � y ' / / /�/ / '\- \ � \ I III / O // // ,__ // �/ / / //////�111 / /L, — t \ \ / �� 7 i I , \ \ . _ V /l / // / _ / / / / / / , /.( III l v v - �� V A V� �// / A .•.•.;{:.J` � 1 :.:. - T =_te r, .% ✓ / _ '/'/ A vv vv / 1 1 l / / // ' _ - - - , , SCOTT/R. CbLLINSZ \ / / / / / // 7 - `a \ `� \ ��. - - - / f.= / - - - / �\ \ -, I 1 \ / / / / \ - �_ - _ U Lic. No. 035791 II III _ / // I" // / / \\ � t \. / _ �- / /--- --\\ \1 \ \ 1 ( / / / _ \ \ \ _— \ III // I k3 �i /// / // /l (�' )r / \ \ \ / )t \ / ��'y:.: \ --��- � � , . / • ., — `%/ / —�\\\, /�I///f // I l / /// \ \� - _ ��s6/2/21 _lbw \ 1 I / / iJ/L 1 _— �\ \ �� I lll\ / I I may- i \ �i./ r• / / i / / // - \ �- �O iI \ �/ // ///�-`=-_\ - \ -- \s» / \ i- l �� . • - / 1 // // / / / /- -\\\\\ \\-J/ //// �/ j// f/) /// - \\ -\ - SIONALEI, Z -� \\ _� BL / ,/i / // - .�1i', - / / l // / / \ \\ / //// / / / J / / \ // / \ \�- --� - �EXISTINGSTREAM _ // / / / ♦/ __ ,, ` ii•r � l • ,�i • /�/' / / / i \ \\\ / / (/ / / I / - �• it_ �. - _-- / / / / i / / /- ////�\\\�v v� v ��A\��V\��A v�� - A / - - / - (I 1 / # / / // / / - // / \ \ v A A� v� .- / / / • � ��•�. //.Z��J •%. .ice.-• // /�-- _ �/ / l / / �� - �- "�I� � - / (! / // / v Il /I I- I I f / / i � 1 N A \ / ' v'7 / l.. J; .�.iI., � / ! . ' � /./ _ / � — / vv I I l / , \\1 \\I / L // / / ___ �_ -__- - �_%�\ / - �i - - i %/' - --- / / /-v----- v <- / ) I ( I l / / v _ - / VA A\ v � v� - v� _ —�wv I% / / / / // - - / // / / / - FUTURE PUBLIC GREENWAY TO BE DEDICATED TO / i - - vA v , l / / / / / \\\� \ _ _ \ \ \ \ \ \ (� � �� \ \ \ \ ` '' �' \ / / / J I II I / - , / // / / // / f"� / -/' / / ALBEMARLE COUNTY AT TIME OF FINAL SUBDIVISION PLAT,/ / / / (- - - _ \ \\��_ / / 1 1 I I I / / / / / v \ /*"// \ \ - k \� / / / / / / Vv vv � V �v v / / / / / I / / / / / / / / / / / 9 / / / / v - v � - f I I I / / / w \ \\ \\ \ is \ \ \ \ \� �� \ �\ // �/ - / / / / / PER PROFFER #z OF ZMAzo18 a /1 / , / / / / \ ` - - § \ / / 1 I / / g B OCK 1 \�\ \\\ � ` - _ - .DLO 3 \ \ \\LIMITS OF FEMA APPROVED` \ \\ � ��\ � \ l :: 1 I / / / // / / / - / / / / / _ _ - - _ / / . / / / _ _� $ / / / // / / / / / - / \ BL 1 0 \ �\ \ _ - - = \\ \\\ ioo YR_FLOODPLAIN - \ \ , 1:.- \ / / I / // / / / / /� / f ,+" - / / / / - - - / / � \\ - - _ _ \\ \ \ \ \ \ \ \ \ \� ; ; / / / / / / / / / / / / / / / / / r / / - - - / / / AMP 46 h 9B / / / / / / / / o / - - \ vvvv vv v ) \ v - - - - _ \ \ '\ A - l / / / / / // / / / ' _ / / / N F-CROCKETT"CORPORATION � / / / _ - - -_ _ \ \\ \\ \ 11 I I / / // / �/ l \ / _ - \� \\\ \\ \ - \ \ \ ° ' l / l / / // / / / / / — - - / / / 5346 P6 256 i / - ", \ - /l / / / / > \ \ \\\\�\ \ \ -� -�\\ LIMITS OF SUNNY / //// // // / J /--- //i/ i / / /\ / / / 1 / vAvvvv vv v ® / / / I % / / / / /- - '- / / o a m � \ \ \ \\ \\ \ �) \ \ \ \ DAY DAM BREACH 1 V / I (I I I I I I I I / / / / / / j / / / / / / / / / J \ \\\\ \\ \ / //BOC 1 // / / / / v v v� vvvv vv v I \ ) :A .-,::- 1� / l l / / / / - / a o v I ) �; , / � / V / / / / �/ / - - / r (� a / vvvv vvvv�vv v / / / 1y ,.. A /� I � I) III 1 I // i / // / / /-'- - ,,� _ / / v�v�vAA\ \VAV I �� / / / �EXISTINGSANITARYSEWERAND :::_� \ 1 ll 1 / / //� / / /� / / -- / / �' c� / / �" � \ \ \ \\ \ \ / / / / / 20' SANITARY SEWER EASEMENT I / \ \ I I I I / ) / / / / / / / / / i t- / / I ( I A / / / // 10 / - � / / / / _/ / � / � --_vA Z o � Z / v v v�A\ _/ / / / / ) I 1 I � - �,, / \ vv �/ 1 �/ / / �11 11 v ` 11�11 //)I // // ////�// / / / /� \ / / // / // �/ v v i o < o I v \ I i, / / I/ I I I I l% / //, / / �/ / / / / En /AJAIll / /fro / /l //l/lllllAl l��,�i� ��. /11 I I /////// /I I / / / _ vv \ / / l 11. �� / / / / l l / l i PROJECT BOUNDARY (TYP.) 1 �. I // / / / / I/ ) / / i - _ 1 \ z � I / / /// / / / / / / / I v ' V / V A FBI / /// / // / / / / vv /// / I I _------ ---/ , // \ V I Vi / / /%/ ,/ / - tip �/ 1 / �\ II / I j `-- / / //- \ \ �..� m / / /////, v / / �/ / / / // / 1 v / / / 1 / / _----- / / /// I v v v / / / / // / / / / �// 1 V �i/ / / / / / I I I / / / /l // / / � v / - - - / / / 1,,, ,-< / // //////// v - / /BLOCK/ / i f "�� \'\b� `. lAI/ / / / / / I I , l � I I I / / 1 r - / a / — — � // /\i� /i \ I---- /// / / / / / /,\ \ I I I / //, r l f /// / /\ \ \ \ \ / / / / �/ \ / / / / / / ALBEMARLE COUNTY / / \ \ I I I - - - / // / / \ I I ' \ \ Lu a a///� _ / �, I I I I / v 1 I /�- �- / w) v v S VW / / /� / / v I--- / /� // // //// �; ;//` /; / / ' \ MANAGED STEEP SLOPES I I / I / // -'-V I I �, � - - / A \ — — 57.25' A �/ / // //// / / // / / d f 1 I ( / I I ( \ I / / / I I 1 — / / / / \ �''a-��' \ w --- N ,W, / / // �// A _ _' / �/ / l r I • 9 / AA \\V I I I I I I / // / A �, ----- _ — �/ / / v I I I v r \ V v z I . ��' �' // //�%%�// i/ % / - - ' / 7-/ T , /'/ /" � . Av vvvvl ( \VAA (I / / / / i / / / // v } / / I A A \v v , �� A \ v w -' / / vv / // ///�/ �%/ _ - / / / /� �% - VAA V A \\\VA\� l \\ \ \ \ 1 1 / l / / / / / / I I GENERAL NOTES: V' v v////////// / // /// vv - / / / '- - /° /� / �/� /A) y\VA\ \\V A A A V\ \ 1 V I \ / / / / / // I I I I ( I 1. THERE IS A FLOODPLAIN LOCATED ON THIS SITE. FEMA MAP ID L' / I II I II /I /I , // K - - / / / / o �� +// _ A V v l(� / / i // / - I A 51003CO280D DATED FEBRUARY 4, 2005. IN ADDITION, A DAM v V _ _ / / I�111 BCOCKz--- - / i [ 1/// -__ � I 1\\V A v v 1 1 \ \ I v � A � _ / /� / v ° I III \ \ _ - - / / oo /l > l�f� / -I \ V AA�A� I 1 I � I 1 A ) / / � / / / V / BREACH INUNDATION ZONE EXISTS ON THE PROPERTY FOR \ V I� Av1 -- � // �/ / y. ///// - -- �r fi �\\ vAv v,//j/�I / / U � / // I I I - / / _ V / � / r - V A V - - SOUTH RIVANNA DAM, WHICH IS A FEDERAL DAM LOCATED / , _ --- / 'zuw-,�, -la. I� — / OO / � �tJ/� %/`/�f /////, / . -, I/ / / / / � \ L � / / /r- 11 / l l V / /- \V/ e' VA_\,VA A � I,� � // II 0 ��/ � � ./////// //�.-_-��,A A�� I / ///// // / / // / /// // - v � � �_/- UPSTREAM OF THE PROPERTY. /// v - - �/ 0 / //// / / / / - - v�-*_ _�� %-� // / / / / // / / / // / /� -\/I(/ / I \ 2. A PROPOSED GREENWAY IS SHOWN ON THE SUBJECT PROPERTY. / BLOCK \\ - \ \ \ / / /` / / / / / / 3. BEFORE BEGINNING SITE WORK THE CONTRACTOR SHALL i — \ _ JJ I I / / / / / \ / / l//l �\ \\\\ I � I - - - I �/' �`; \ /'�/ r. /// / / // / //� � - =- - /i� / l l a l / / / // / I / / - Ill \ . - - . . \ / , \ / \" / „ / / p / /// // / / / / // _-�_ _ /// f// / / �,_ / / / - 1 / 11 I \ - - J INVESTIGATE AND VERIFY THE EXISTENCE AND LOCATION OF N N \J \ \\\\ /��_ -_JIB / \�%� 11 / / / // __= i// / l / / �/ / // // / l \ \\ - w o 0 \ - - \ / /////// \ �\ \ / - I / / o ` ��/j5 \ / I� // / / // / // // -_� - / / ///�/ / ! I / / / / // \ //// 1( \ _ \ ` - / - UNDERGROUND UTILITIES, MECHANICAL AND ELECTRICAL SYSTEMS, a \ \ �> �2 \ \ / //// // \I 2j, \\ \ _ _ / / / / J / / IIII / // / // / /, / / - __ —_� - � /// / / / / / / / / / \ 1 I / / I \ \ \ AND OTHER CONSTRUCTION AFFECTING THE WORK. BEFORE I o Ln N I.. �- \ \ // /I ///// \ \\\ \\ \\ } ` / o \ \\ / 1 1 / // /III II (/ (� , I / / / // ,_ i // /I:I / / I /�/ / / / / / / / � (/ I \ \ \ \ / / CONSTRUCTION THE CONTRACTOR SHALL VERIFY THE LOCATION \ l \ " / l \ \ \ \ \ •_ I I I // i � / BLOCK LINE TYP. / / / / I I I \ \ \ -- -- - - / AND INVERT ELEVATIONS AT POINTS OF CONNECTION OF SANITARY - \ \\ ?,e \ / / ///i ( J \ \ \ \\ \ \ �, ,\, / / \ \ \ \ \ \ 1 1 / / /�/ / / 1 / � , / / / , / , � \ \ � _ / / SEWER, STORM SEWER, AND WATER -SERVICE PIPING; _ - \ \\\ ,B / \ \ \ �/ -/ �\\� ° _ / \ALBEMARLE COUNTY / / / / / f / / ` \ \ \ \ - / / UNDERGROUND ELECTRICAL SERVICES, AND OTHER UTILITIES. THE �vv v / / � 4 / / •� / ° V1 � /�// A I�/ -L , - vA w �� \ / A / / a� // //� - 1 �� ;' / I /) I 1 A \ V A PRESERVED STEEP SLOPES A /� / / / / / - j� / 1) I 1 \ V CONTRACTOR SHALL FURNISH LOCATION DATA FOR WORK RELATED \ /jk \\V A / \ \ / / / 0 \�� j / \ / / / � / / / I I v , - __ � TO PROJECT THAT MUST BE PERFORMED BY PUBLIC UTILITIES �� \ V / I/��////////.//// - �V A� /l \ �- / �/i / v -�/ vv�vv�.. / %% ///// I // �1 �v I ) v�. /////1//�A�\VA\ \\V vv-_--/�///%f/////III V------/ SERVING THE PROJECT SITE. \\ �P. 1J / / / /744 v'I / / / / /� // // // �// / //// v � / I I \ 0 // / � � / , I ' 1 \ \ v v - - - - / %� / / //� // /// / 1 I I / 4 V A v -� - _�/ -, /�/ - 4. WATERA INOES ON THE S TE. SIZE TYPE &LOCATION OF EXISTING \ ,,� L9 � v v / I//�%%/ ///�/% //// /// �� V / ) �v Q0 ..�'_ / / /0� I/ / I v \ \ V 1 \ 1 A \� I,---- / / / //// /'� 1�1111 V A �� -----'�''/ / 1 I I �a I /////�////// / ///l l v 1 I I I // / / / / I I v _ // / / / / / / - -- - - % - -I/ , I �� v v�' l / ///l/j/j / ///�/// ////�/ / ///� A I A o �•I 1, II / / / / / / // \ v --- --- � - - /G// /- �� r / / // / —�— / // //\ III �\ ///i/ // a, \ / 11 // /�////// ///L 1 //// / l / / / / I 1 I1 \ ----- // / ////// / III \,- — - �-/ter- I - / / / / ) ,�, \ /l lll/ / / /, / / l o l/ / I l / 1 - __�_ _ - / / �/ / \ _- =�'G �// Tq - / / /� / �� I I / 1 EXISTING LIMITS I I / / / / / \\ i / / /i r / / �� l / \ \.\ / % / 111//lllljl�/�a ///o, ',,, / II o / / l - /�// ////// / I\ \\ - ./- =! //// //�' I / / p �, / / / v EXISTING WETLANDS (TYP.) ° o OFTREELINE / - l _ _ - ' // I l / / I\ �i� �/ III �1 bil /I / I. I IIII _/ / / / / / -' - / ///�/ /�/. i - _ // t / _ - / / / / / - // li _�_/ III �" I / / - I','', ", /r' /! � ! /\ '� __-''/ �� // //�% /�/%/ \I\�\_`, ■_ //;= — .I. li / r / - I / l / / \ / i /// �J/11 IIIIIIIIII I 0 / /•9 / o i - - _ / // I'/ / / I //% I \\I\ �< I - _ �// / / �� /'�i // III ,�.IIV / 0 f I I (/ / � / _ - /�i//�/� / I\ vv �r j///-_ 1. 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I \ \ `/ //, %. h // // /// /�////////� / / ///ii/i///j////'��iy - /^ \ I I \ \ 1 I - -0 / EXISTING STREAM ' / ' '\ \ \ \ \ \ \ EXISTING STREA I / ( -/ //� //// // / / ///'// // // // / / / / / \ _\ 'I",\'\1 I II \\\\\\ � e"-- _ // �I I / o / I ::::TIIIIO I � \ \I \ \ \\ J,r/ i�/'/ �hllll/////�//,/�, /////////////%/// / // / //j/ MON/7�Go�GiE�iY/x ,x ' - /� //''/////' � //L� / } -/ \ \I. 1 ,1�\ \ \ _/�-;; ; \— /, �I / / III' o / / >:< II\\\ `,1� I ) > \ 1„- /-/ - ,/////////'/ ;/// �/ //// / �� // / / // — I I ( \ \- -� \ // // / / r II :::: /i XISIINGTREELINE(TYP.). / - `^ij i �//////////////////////// / //ll �/// / // / ////� / /////////%/////'�%/ //( \/I/ \, /////- /-, - / / , \ // I I _ EXISTINGloo-YEARFLOODPLAIN TYP.) \ �::!..' / \ \ \ /// % // / /i -/ - - / // \ Iolll 111 I I \ \\\�\,\-- \\ \ -= - ( � o� `:./illj l I /, % \ \\ / --//- / ;,/;//,;;///4w /////////✓,/ / l/ /I / / / /// / �,� j-/�;/,,;,//„/ /, / ////l( // ;;� � -, // J \ o III 1 I I I I I �\ \ \ \\�- ', �/ �\ \-- /// / / //` / 1 , � \� / I I 1 I I 4 \ PORTION OF EXISTINGR/WTOBE � i / J )/ //// // /fi /, //// / // / ( /�/ / / `S /j /// / / / / / \ III m I \ \ \ /- \ \ \ - / / /// / � f 30' LANDSCAPE/REFORESTED / / 1 / \ VACATED WITH THE IMPROVEMENTS TO-' / / / XISTING PROPERTY LINE (TYP.)// / / I I ) / / /� / / // / %/� /// /�/ j % / /ll )// ` ////////%//// �j- � _ - // / / / ' % - j III \ (\ \\ \ \ \ / / \\ / / / / \1 o i / - 1 _ _�- / 111 \\ \ \ \ \ \ - - - ^\ \ _ / / / / / l \ _ / // XISTING oo EAR FLOODPLAIN (TYP.)/ / / \ I / ✓ / / / / /// //// C/�/�j // /j / /l //I / \ ` y/////% �� J/ ///// // -- - J /' j / s \ \ \ \\ - ` ///i \ \EXISTING 12" SANITARY SEWER TO REMAI / I I �\ p BUFFER AREA I I I POLO GROUNDS ROAD (SUBzoi7oo117) / / / / / _/ / / / / ( I // I/ \ � / , /, /// /j// / / // l l / ///// //// / d / - - / \ \ \ \\\\�\ \ \ \ \ //i \\\\ - - / / ' 1 1 I I / / f / / //l //// ll/ ////// /l / / / / \i /j /i/ // /i��// Ill //// k \ // / ///// /l // // - _ / / V III I, // / � 7 / / / / - /Z '/ / l l / // //i/ l l - - 1 I / / / V v�v�vvvvv v v vA _o�✓//i/ \ V - / / EXISTING PROPERTY LINE (TYP.) \ ( / I A__ / �// / 1%lll//7,l//ll/// llll//l/�,' I l� / / / 1 / / //` , ////%/j,//%// l/ lj//(/ A /l //%////ll///// l/ �// ///// > \ \ vvvvV vv v � - ii /� � AA \ 1 �--- - / � / / / / 0 � i., I / / / / ,, //, PORTION OF EXISTING 21" SANITARY /� - / Y - - - ->/ - / l / \ \ �\�\\\\ � _- //// EXISTING30'PRIVATELANDSCAPEBUFFEREASEMENT / t 0 C�i/ / \\ \ \ /// I I I \ /j ///i,//,/j///,/�%/// ///%///%%/%/%///////l//l/l//11///////'--- A- , // /Tl//// \ \ ?\� \ _�\ �/j 1 D.6.5121, PG. 644 675 / r \ / / / }r;. // SEWERTO BE REMOVED &REPLACED \ \ - / / // // / // l/ /C \ /////// // I / l I / / \ / l / \ \ \ �!\ \ I 1 1 1 � - _" - - - -'- - - �/ � I I / \ XISTING R/W (TYP.) // / / >: :.-:: l/ l / ,'WITH THE IMPROVEMENTS TO I ` \ \ \ \ \\/r /i/ // /X/ // j /// i l///� ////%/// % / ///// // //// lIl / / / / / - y///� ) / / lI 11 11 11 l�/� / \ \ / \ - / \ \ ; = POLO GROUNDS ROAD SUBzol ooll \ `� / // / /// // / / / // / / / / // / / / ` \ /j \\ I I i I l - - / L y \ \ / /// l , / r/ii / // / �/ / / / l// l/// h / 0 / / % % \\ \ \ / - / / '/ / / / / 1 ` \ EXISTINGEDGEOFPAVEMENTTOBEREMOVED_ / / / / / . - ` � \\ \ \ o / / / / \:.:.. a ». \ \ \ \ \ \ -- //%/// / / / / /�llllll/ /////// / / //// / /// /// / c / I '/// lllllllI/// llll I \ \ \\\ Z \ \ & REPLACED WITH THE IMPROVEMENTS TO _ / , ` I o . \ �, \ 00 0 \ j / / / 7 I / G ) � \ - - - / //// / // / l \ // / //////,// / / / / - / 11 11 l \ \ \ \ _. \ \. / / / . iii%: .. ",PORTION OF EXISTING8"SANITARY \ \ \ \ \ / / /// / / // //\ / y/ / ////////// /// /// /// / \ Ih // //// ///// I1 1 \\\ \ \ POLO GROUNDS ROAD (SUBzol7oou7)- _ _ _- I 0 - - - - \ 0 p� / /�..::::' / / / / \\ \ \ \ \ - - -' - // / I // I , - , //l " ) / �////// /// ///// /// ,// l // / l 11 i l 111 // l ,/II 11 / - \ \ \ - -- - - - - - - - - __ o� SEWER TO BE REMOVED &REPLACED \ - - \ // / // / // // / / // / 1 I� l / / %lI / l `/ u \ \ � �� 38.380— = 1 -�S Q . - y \ I _ / � /' .ii':i'..:::ii• \ 1 / (WITHTHEIMPROVEMENTSTO � ' \ \ \ `__ - - j //, /// /// \ _ \ /// ////// / / ///// / // /// /// l l / I I / // ll/ // / l/'/ / /I / \� �-_---_- --___�-- _--__; -- _ �. \ / i \ \\ __ / /' // \\\/ \ ) / // / / / / / / l// 11 11// l /-- \� \\ - - -- - _ = � = - - - - _ - - / :.:.:.':.:.::.'.' I I i POLO GROUNDS ROAD (SUBzo17oo117) \ \ \ \ \ - - - _ / // //// / \\X\ ✓/ / //// / / ////// // /// / / / /// / I 1 / ' / / /// //// ///// / /// / / (/ i I I r 000@ - - - - _ z-� \\ v ;/ I I 1\�\\\111 \\ \ \, \ \ /i/ i////%% /%/I \) / //j////IIII/(////////////// l// /Il / // _ / /LJIIII(l(\\� \\\\\ \\ \/\\\1 \ POLO _ / �� EXISTING EDGE OF PAVEMENT TO BEREMOV D -` / / / // i/ / \ ///// // ((III I (((/( // // / / % �T \ lI t r\ \�\ \ \ G�ROU _ � ( \\' & REPLACED WITH THE IMPROVEMENTS f - // ,,� /� /'/ / \ \ ----- / \ NDSROAD �\ �� \ \,\ _% jiii/ / //j/j/j//IIl\I II( �djp1 11 (S Fl r'/ ) I ( 1 I i I � 1--\\�_\ \ �\\\\\ \�\�\\\\\ \I1 ` _ _ _ — _ _ _ i / / / - (ARIABLEWIDTH \\\ \ POLO GROUNDS ROAD(SUBzo �_0 _ \ ,�= -/ ///i // // I Tr j �j 4 \ \ \ I� _ i I \\\\\ \\y\\\\\\ \ \\ 1 / \ - -__— — __— — _ _ 7 IvU \\ ` \ -- ii' i ///// rl IIII II1IIIIIdI II I\\ 1 Iil I / ( \oo �\ \\ C: \ \\\\\\ \1 1 _ _ _ _ __ EXISTING z CMP \ ;i ' \ �\ \ \ - \ \ \\\ \ \\\\ l\ \ \ \ ` EXISTING GUARDRAIL CULVERT& HEADWALLS \ - / - � \\ �' � � \ / %" - - ////" / I i I I III q °� I \ \ \ - ll/ I I I \\\\\\\\\\\\,('\\\\ \\\�\\ \\ \\ \ _ \\\\ \ \ \ \ \ - y \�� 60�GfERY I L AW S OCIAT11 i / \ \ _ / 'i = I \ \ \\\\\, \ \\ \ \\ \ \ \ \ \ TO REMAIN �_ \ (` � � \\ \ \ 7, i, ,5 \ \ \ // I I I I I \ - iiv //i � i , \ - \\ \\ t \\ \\\\\\\ \ \\ EXISTING GUARDRAIL, \EXISTING GUARDRAIL / \ \ - \ \ & \ / /i { ' I I _ - -- // \ \ J \ \ \ \ \ \ \\\\\\ \ \ \_ EXISTING EDGE OF TO BE REMOVED TO REMAIN / EXISTING 48'"CMP CULVERT \ \ �\ \\ \ \ \ \ \ ii j % � >-� � `w I\\ \\ \ \\ \ \ \I\I \ \� \l� \ \ \ \ \\`` % �\\\\\ \ \\ \\\\ �\\\\\\\\\\\ \\\\ \ _\ r - -_- \ \ / /i \ // \ \ inch\ \ ��\\ \ - //j% \\ \ I\\ \ \\\\\\'\\� \\ \\\�\\\\\ \,\\\ -- - _ - _ PAVEMENT TO REMAIN / / 4 \� \\ \� \-1 _ /i/ \ \ \\ \ \ \ \\\ \ \ / � _ _ _ _ - SEE PHASE z POLO GROUNDS ROAD (SUBzo17oo117) / EXISTING GUARDRAIL \\ \ EXISTING EDGE OF \ , \\ \ // \ \ \ \ \\ \ \ \\\ \ \ \ \ - // \ // ` __ ___ _ _-_ - _ EXPANSION PLAN FOR ENTRANCE DETAILS- TO REMAIN �� \\ / / \ I \ \ \\\ \ \\ \\ \\\\ \� \\ r �\ \�\ \ - -- i!% \ Q\\ \ \ l \ \ \ \�\\\\\\ \\\\\\\\\\\\ \\\\\\ _-_-_ � PAVEMENTTOREMAIN \ / \ \ \ \ \\\\\\\ \\\\ \\ \- /////\\ \\\\\\ I \ \ \\\\\ \\\\\\\\\\\\ \\ _O ti M (M CA N CAM qzll O rn N N > Lu __J U) Lu - 0 2 U `1 Lu I- U) Lu LLI U) w Q Li O N Q m Q Q I-IIIIIIIIIIIIII LL z 1 p rNI �-- rl Q aS O U �z r-i U w 0 m J HIIIIIIIII 0 0/ QM W w 15 H I w ce a U) JOB NO. 182150 SCALE 1 "=100' SHEET NO. 4 Il SCOTT/R. C7�LLINS7 Lic. No. 035791 P 6/2/21 "14 Z Z O a u o Z 0 J � c = F Ln - .a. O ,A ( LU L z V, N � c W c c E Lr M z N M N O LUCy) N N LL i LU J J_ U) w 0 0 � Q U L w Ul v) z LU w U) J w JQ 0 o ",v FOR ENTRANCE DETAILS 39 3,U3U 2,49U 84 2,340 1,498 129 b,Ub8 4,1b/ \Soo, (SUB-2017-117) 40 3,030 2,490 85 2,521 1,629 130 6,257 4,327 Ex GUARDRAIL \ \ \ \ 41 4,081 2,942 86 1,688 1,292 131 5,289 3,519 O \ \ 42 4,503 3,216 87 1,684 1,288 132 5,292 3,520 \ 43 3,172 2,540 88 1,694 1,298 133 5,292 3,520 44 3,172 2,541 89 1,720 1,323 134 5,292 3,520 0 45 4,418 3,149 90 1,761 1,364 135 5,292 3,520 z Q Q ,0/ L.L a z I -I LL 1 rl � 66 0 a cn U 0 m J 1-� 2 0 0 0c m W J r 0 w O w 2 a U) JOB NO. 182150 SCALE 1 "=30' SHEET NO. 5 Il SCOTT/R. C7�LLINS7 Lic. No. 035791 p 6/2/21 "14 Z O J V/ Z w =) o Ln O Z < O F > z w N W w L9 z W W Z Ar LLI Ul z r M m N M N O N N Q w J J_ U) w 0 Q 2 U Y w w LU U) w Q 0 0 N z Q Q ,0/ L.L J a z I —I LL 1 rl � 66 0 a U 0 m J 1—� 2 0 0 0c m w J r n w O w 2 a N JOB NO. 182150 SCALE 1 "=30' SHEET NO. 6 'OSED TYPE III BARRICADES & OF ROAD SIGNAGE PER VIRGINIA K AREA PROTECTION MANUAL W W . W . W SPACE = / /f j 1; r_ t s�, \ I h _I , PARKING ALLOWED ON \ `' �, _ 36, v ,* PRIG•- - - 6� I W W W w -w= Illll / PROPOSED 5' CONCRETE SIDEWALK �° • I THIS SIDE OF THE STREET o , I . 1$ N . - O �.C. R• S � =°1= / S � / � ° • e. 4 V I PROPOSED CG-iz (TYPJ _ ' � — � r : _ a 13+5 - D�UgU� � �71� PROPOSED�TOP SIGN II o W W l �S�OtSS �" I Op OSEUBU�CR� o W III 11 \ BA (Tpp / t2 33' -v 38' 13+00 90 i 54 P S N +.� W W W -Mill _ . . . . . . . . . v .I, N� O - - — — _ fi n PROPOSED SPEED LIMIT O y2+5o S�G— \ `PROPOSED STOP SIGNg6; I 10+00 10+ o 0 1z+oo� — — 6.33 I LOT P 5 11+0o w d o 11+50 _zoo, I A 98 97 m I W — — — - All = �I -N ° A N \ ° o —1125 IGH— DIS—AN_C—_' PROPOSED STREET SIGN wLOT PROPOSED WALL N I 9 LOT - - \ N 1 1 I y I I MAINTENANCE EASEMENT _ ; _ — 1 o W 1 ai w NO PARKING SIGN FOR CUL-DE SAC ROPOSED CG 6 CURB (TYP.) — o I 110 N 96n I ti — —38 — a .. NO PARKING' SIGNS TO BE PLACED z5 EI ,EIP N 1 _S3 �1 I O - - \ / \ h a _ PROPOSED STOP PROPOSED WALL SIGN _ v N I I � � _ 8'I� o PROPOSED CG-1z (TYP.) " � - I EVERY 250' ON THIS SIDE OF THE STREET. I I (MAX. HT. = 6) \ _ / PROPOSED STREET SIGN I LOT �1 10 D C I w I I o ¢ I u1 1 L- LOT z9' FK FI 95 WII W W I O �' \ 3�i I + Yo N I $2 71 0 W w I \ LOT \ j / LOT 0_, 1og- Nl-RIN _ I - o I I / m I I 1 5a of _ LOT I N 12!} -:\ 40� - 122 , - I I . . I O � - I f / _ I W W O \ 4 • I �I L PROPOSED SWM FACILITY / \ - ROPOSED 6' PLANTING STRIP ° m _ — -- — —1 1oz1 N N w 94 PROPOSED GARAGEI I & MAINTENANCE EASEMENT�J 5 / / fio I C) O 7 — I — — " , 83' 11z'Nzo' MIN. (TYP.) I O I \ ao \ / /� I v S SIDE SEA (TYP.) 1 N N R 1 I — -- LOT -- o I \ \ �Fn / / PROPOSED 5' CONCRETE SIDEWALK I Q a -- — — 8i_ - _ 1 p rDi . LOT N oI O O I ill IIL— '1,j \ '.� '. I---_.----... _ — < 'J O .e —.T I I-° I 100 �, `° I^A. 93 I \\\ J I " 4 \. . FT\ PROPOSED DRIVEWAY (TYR imulliE — — — — 11l o oN N N -{ O = 6 O =w=p 89' V o m� LOT _ PROPOSED CG-9D ENTRANCE (TYP. .'° N L-0 LOT I -w w ----- -1— - o y 112 zoi� w a 12 I I I Q C _ PC 1i+o3 51 n X J 1 LOT LL 1. + °u 2 , A✓ / PROPOSED - s ✓ N I LOT I LOT r 2 1 w oo T a LOT LINE (TYP.) n Llla / F- .I I O / N 1 10 ' li \ �� I 121 I ° •^.. m I I� Z I �o I I 7 1 � I + -� PARKING ALLOWED ON I m I EXISTING MANAGED n ✓ I -I M —N THIS SIDE OF STREET— — � II O STEEP SLOPES (TYP.) 11-= \ a � , ` ` ` '. 1 — — w _,II\ ,• 1 1 I I is �---- 86, — I rllil Ila - 39' ` J r PROPOSED GARAGE LL .. — — — — — — — I I 1— — — — — — — — - ug8' — I� 5' SIDE SETBACK (TYP.) I U 11 I lr,"li` - 18'xzo' MIN. (TYP. z5 E P-E P — 'NO PARKING' SIGNS TO BE PLACED b 1 — — O w w yl uPROPOSED WALL �, : -- — — 89' _ — — - _ _ _ _ .. I. (MAX. HT. = 6') / �9s. I 4 - --1 EVERY z5o' ON THIS SIDE OF THE STREET ^ - °; z 1 I PROPOSED ! iai lil / ��' / NO PARKING' SIGNS TO BE PLACED 1 LOT J O LOT LINE (TYP.) EVERY z o' ON THIS SIDE OFTHE STREET + I_ j _ ° 1 91 $ 5 PROPOSED CG-9D ENTRANCE (TYP.) u I + EXISTING too-YR FLOODPLAIN (TYP.) / /\< 1� 1� > \ � ` / Z9`F/GF/C 1 " LOT s o — 00 / LOT w 1o6 o I 81' I 120 / FRov� / LOT I a I LOT I 8E g CY- 1� S4 R/W R 11g 101' Q ° — I I — - 90 I N 1 I r r� i•-�i i- i '.'.'..\ \...... /.. S/ .. ' �... Dn DVIKU Aiin�ni��nn� --... aI I.. : '—�. J 79'.. \ I I 0 O PLANTING STRIP PROPOSED S'CONCRETE SIDEWALK 4' BIKE LANE ED CG-6 CURB (TYP.) RTY BOUNDARY (TYP.) HIC SCALE FEET ) = 30 ft. Il SCOTT/R. C7�LLINS7 Lic. No. 035791 P 6/2/21 `141 z O V/ Z w =) o Ln O Z .a. O z > z w N W w L9 LL CS) ti M CS) N M N O N N Lu J U) Lu J Q 2 U i Y LLI W Lu ry U) w IY Q 0 0 N 1JJ� l� 0 V/ U 0 J 0 0 w m JOB NO. I 182150 SCALE 1 "=30' SHEET NO. 7 —w5 v 30' OLO ROUNDS — S _ ROAD B F ER/W W W W W W W O W / _ GRAPHIC C a - 3+ \ w W W o o a5 a 6a W W W W W W W W W W W W 5 W SEE PHASE z POLO GROUNDS ROAD PLAN FOR DESIGN OF 12" WATERLINE EXTENSION, �— I W W W W W - W . - W . W - W - W - W O ( IN ET ) FE SUB-2017-u7 --- �_� / \ " . W W W . - O 1 inch 30 ft. STATE ROUTE 643 POLO GROUNDS ROAD EXISTING PUBLIC ROAD U1 �q \ EK GUARDRAIL S _ SCOTT/R. CaLLINSZ Lic. No. 035791 P 6/2/21 sv�� z O J V/ u Z w O v) O z J O u H_ ^� L Z W II`J I W ce r co Z M Q N J ® M i N Q O ON O CN w > Lu 7Q J J 1--II LL. > LU H '—i J ur rl zQ _ J WH Y L'r) Lu ls� U In O w m Lu J C J ~ w _ � J Q o ONN Lu r. t- JOB NO. 182150 SCALE 1"=30' SHEET NO. 8 J SCOTT/R. CaLLINSZ Lic. No. 035791 P 6/2/21 sv�� z O J < a � C u < LA co Z w O � O z O .Q. H u > z c LU H a o W ce Lr M z M Q CV J ® M i CV Q O ON O CN CV w > LU 7Q Z J J I� LL. > W J u 0 rl zQ _ J H Y U) LU � U In O w m LU J w � J Q o o O m N LU r. F- JOB NO. 182150 SCALE 1"=30' SHEET NO. 9 FUTURE PUBLIC GREEN WAY TO BE \ s/ w DEDICATED TO ALBEMARLE COUNTY' // \ AT TIME OF FINAL SUBDIVISION PLAT, / PROPERTY BOUNDARY (TYP.) PER PROFFER #z OF ZMAaoi8000u r s w w w w w .v w w �✓ v' / � G a / EXISTING PRESERVED i= Y ¢¢¢¢¢¢STEEP SLOPES (TYP.) % ril G /5 y w w y 01 FUTURE PUBLIC GREENWAYTO BEDEDICATED TO ALBEMARLE COUNTY 1 AT TIME OF FINAL SUBDIVISION PLAT,\i' \ PROPOSED TYPE A PER PROFFER #z OF ZMAzoi8000u / \ \ BLOW -OFF ASSEMBLY l; 1, .l; l A. _ A _ A I —PROPOSED 20' ACSA AIR -RELEASE VALVE 12" DI WATERLINE ROPERTY BOUNDARY (TYP.) LOT (MAX. HEIGHT=6') / 101 3 3PROPOSED FIRE HYDRANT \ / i / ASSEMBLY W/ is"x6" TEE r _ PR/ OPOSED 8" DI WATERLINEh SCOTT/R. CaLLINSZ Lic. No. 035791 .1, P 6/2/21 sv�� Z z 0 a u w o z 0 J < � c 7 F v = O .Q. F- L � Lu z F�1 ` f W Ix t Lr M z M Q CV J ® M i CV Q O C O CN CV w > Lu 7< Z J J I� L.L. > Lu J L9 rl -i _ zQ J W H �2 VLu ` ,/ i Lu U Ln O w m Lu J w � J o Q O o O m N Lu r. F- JOB NO. 182150 SCALE 1"=30' SHEET NO. 10 J / WFUTURE PUBLIC GREENWAY TO BE o \ L DEDICATED TO ALBEMARLE COUNTY o , $ \ / I / AT TIME OF FINAL SUBDIVISION PLAT, PER PROFFER #2 OF ZMA2oi8000ii OPEN 394.67 AR SPA 385.53 F T W N II l I I I l BW �! 20/0\/ . PROPERTY BOUNDARY(TYP. 368 B W C F h,� • PR POSED WALL. I f . PROPOSED DRAINAGE SYSTEM (MAX. HEIGHTI-6') I_.. EXISTING it o-YEAR FLOOD FAIN (TYP.) p / 2 I ff PROPOSED 30' PUBLIC I r s / DRAINAGE EASEMENT i \ / EXISTING PRESERVED I STEEP SLOPES (TYP.) 393:op G R .8 BSMT� / IW I I I 39 PROPOSED WALL z8B V 39 MAINTENANCE EASEMENT I \ 38 LO" 1 G _ 374 6. 28A PROPC �..� w p1 ... ........ W d \368 W\y \ - v I � I 2827 - W PROPOSED VAR. WIDTH SWM ��I A FACILITY & MAINTENANCE EASEMENT / } PROPOSED VAR. WIDTH FACILITY & MAINTENANCE EASED 'iSl XISTING STREAM (TYP.) _ PRIO UNDERGROUND DFETION CILI�TY'B' I III' OPEN SPACE ------ �/ FUTURE PUBLIC E O BE I / DEDICATED TO ALBEMARLE MARLE CCOUNTY�AT TIME OF FINAL z ZMA21SION AT PROPOSED DRAINAGE SYST PER PROFFER # OF 018000 1 / PROPOSED VAR. WIDTH SWM_1 u FACILITY & MAINTENANCE EASEMENT �� °1 -IiF 34z w w % PROPERTY BOUNDARY (TYP.) \ 3 . 7 Bs TH LO�f ' ' � o � �'� / / l LOB PROPOSED 8" HDPE ROOF DRAIN SYSTEM w/.%h°� / � / OF \ PRIVATE DRAINAGE EASEMENT - �o� ( / / 48 /� 6 ti i / / / (!�_)Lic. GA /_ / . i OTT R. LLINSZF 47 // / r3 No. 035791 1, - \9x? 34 0 \ // PROPOSED DRAINAGE SYSTE /4o r ROPOSED GUARDRAIL, dno 6/2/21 �4 ^ i, PROPO E GR DES SHALL EXCEED 2:i PROPOSED 12" HDPE YARD DRAIN SYSTEM/ 32q — \� 9 YD w/ io' PRIVATE DRAINAGE EASEMENT DRAINA pGE EASEMENT 4o NOT :SLOPES CREATE THAN 3a SH LLB PLANTED WITH NATIVE LOT�Os �� 1� / o STEEP SLOPE MCO IX WITH ANNUAL RYEGRASS BY ERNST NSERVATION z Q h . • v r � � �e T ,� / �� : °` SEEDS AT A RATE OF 6o LBS. PER ACRE, OR i LB. PER >.,000 SF. LU 98 3 f .a / i i O 0 i J ROPERTY BOUNDARY (TYP.) / O `oo ZOxSo \ \ xY / / / /Ln /EXISTING PRESERVED Lnm STEEP SLOPES (TYP.) / / o m Z - ---- I 3.o6 / / Z o /.. / /. r O o a v ?ox o // w Z L {� 3 i � � / � � / � / / / � / / / 3 Q /// //�> LULU r /. Ln w i LOT \ y / / / / W s� /°�� // / / / / \ PROPOSED DRAINAGE SYSTE V �� iq4. o EFE 383 40000,I I l / / / Lu rq *10 �— R "HDPE YARD DRAIN SYSTEM ��' / � � 8 / 3j6 VATS DRAINAGEfASEMENT� / � / 6B o° �� 7 _ 380 kn 0') / / Q . J YD-6A // j yb F h gB / ✓ / �/ / / / � � Q CN j' i j Q / /PROPO ES DSWMF/EST&/ / / / / LU Z ••. ° dS � � / %'� / '-% � � OPEN SPACE EASEMENT � / J �� Q a- � 1 LU W LU o �< 4 o° / O VDOT WILL ONLY MAINT iN WITHIN DRAINAGE / / / / / / / I � 06 � yry - W 'EASEMENTS TO THE EXTENT NECESSARY TO PROTECT / / I Q 358 / / / I / / / / / _ o THE ROADWAY FROM FLOODING OR DAMAGE. I I I / / / J I I U Q Ul _j LU m QN J Drainage Easement Chart Pipe No. Size (inches) Max Depth (feet) Easement Width Required (feet) Easement Width Prmided (feet) 6A 36 9.0 23.0 24 28A 30 9.0 22.5 30 28C 30 12.5 29.5 30 29 30 11.5 27.5 30 —3sz 30I P ROUND s V / I I \ OAD UFFER \ \ EX-68 V O W So 354 5 0 11 "_ \ : 3 s \ � �✓ / � ° W ° WWW W W I I I ` \ \ \ \ \ \ Q Wl I I 1 1 I I I I I � �\ _ J T — . . . a • 5 ` a W \ / / //WIW W W W W I I I I I I I I I \ \ \ \ \ \ \ \ \ \ \ \ C: i. W W W W W . W . . . V V\ CV .GI�AP IC �SCILE \ A \ \ \ o m ° v v C:�TIE-INN TO STORM STRUCTURE INSTALLED WITH — — e \ �\� W .� W W W . W . W . W . W W .�. I I \ I I \\ \ \ \ — - -- ^y-- PHASE 2 POLO GROUNDS ROAD PLAN, / .�. \ ° °\ 6a _ \ �\ \LU W /II \ SUB-2027 217 / I \ \\ F —_ / — — — SEE PHASE 2 POLO GROUNDS ROAD PLAN / W �� I _ ( IN\FE ) \ \ \ \ o w ---_-- �\ �\�\ l�seh 0 Ift. \\ 1 \ \ \ \ _ — LU OR DRAINAGE IMPROVEMENTS, / / r 1 / \ \ I \ \ \ a SUB-2oi7-u7 ° h ` ,� \ / I_ S�s \ I \ \ JOB NO. ° SEE PHASE 2 POLO GROUNDS ROAD PLAN _ ° FOR PROPOSED POLO GROUNDS ROAD �\ / I\�5�—� \ \ \ ` I ` I I \ \ \ \ 182150 \ ~ EXPANSION & ENTRANCE DETAILS _ SEE PHASE 2 POLO GROUNDS ROAD PLAN — 6 SUB-2oi u � - 5 � � OR DRAINAGE IMPROVEMENTS, \ SCALE 344 L —EX GU4RORAlC 7 7 SUB-zoi7-u7 1 30 \ x u_ ' a\ —. � \ \ �\ \ \ \ cX��' SHEET NO. SCOTT/R. CaLLINSZ Lic. No. 035791 11h, P 6/2/21 sv�� j a 3°v U LOT \ \ w�u / / 23 \ 440� % 3� FFE o° / 0 f 9 4z.33 GAR 4 :o FFE / L ro_, \ _ �' \ - — — A/ \ \ \ \ - 444 / 4 :o GA 4-4 a m \1 / \ / v a u o i7 B / J �1� ` PROPOSED 12HDPE YARD DRAIN SYSTEM \ j FFE PROPOSED 8" HDPE ROOF DRAIN SYSTEM w/ 0 ¢ y ° s � `• ° • — w/ 10 PRIVATE DRAINAGE EASEMENT \ � / s / 6; L T io' PRIVATE DRAINAGE EASEMENT / I u FUTURE PUBLIC GREENWAY TO BE �. j a \ — / B 3 3 O w l DEDICATEDTOALBEMARLECOUNTY / 1 I / YD 3F \-: \ , 54u / \ 73 43 •o / o m M I \ AT TIME OF FINAL SUBDIVISION PLAT, % / / 4od S°� I / / / LOT \ 4 .3 GAR �/ Y3` " I z ¢ 0 O PER PROFFER #2 OF ZMAzoz8000u / \ / 3 ° . I 43z. o G I \ of / / 0 r w LOT b + 41 / / 1 m z t ,u / y� . \ \.., � / - � - - - -' z.� FF - 1 / / � ° 3 g LOT � o H > z � / U 18 xh _ �.... I PROPOSED 8 HDPE ROOF DRAIN SYSTEM w/ x A 2 / 1 Lu a / d 1 ° 2 GAR a� \ + I DRAINAGE EA E / i v \ 4 7 3 - \ 1_ io PR VATE G S MENT 11 • .. o FE 4a 33 G j - 6jFFE / Iv 4 LOT 1.00 F > 3 ¢ / f � / a / ! � 1 / 24 4 � � \ 4. SM LOT � ; / / • ' I 40 o/�` /...�� 54 ' 4 .00GA �/ _ / / \ 71 J / ° ys W w in �..' \ `� \ �� I / j_ - 4 PROPOSED DRAINAGE SYSTEM LOT / a / /� . yz w W wL.. LOT / / \ \ 17 , .'•: 1x X 1. � "I\ � � � / / / f j /^ �— \ fy r 43 7 GAR / 4 33 GA vF I 42 '.67 GAR/ / / / 3 / �t� _ r ( z 3 FF �o / 4 7:0o FFE L �I / / 4 5FE / i ✓ j „ � / ��,, ' 4 I 30 - \ b / —_ / a / 50/1 \ I LOT PwROloPOS/EDD iz HDPE YARD iDRAINSY ?OT AGEEASEMENTSTaEM 4io Bw / 4 / \ \ o s 6 4a:oo / / yw I w o 0 43 .00 GAR 6 / \ 5:00 6FE xh / 7� N N 08 B / PROPOSED DRAINAGE -SYSTEM \ / \ \ 0.67 h 4 .67 FFE I 43 .67 FFE \ '( / / / 8o yh j h / ;�j ¢ rq ohoyl`� I I 0 i r LOT 4 4 / rq \y / < • �" ✓ q LOT ti / yo7 BW" ROPERTY BOUNDARY (TYP J 16 , I / I L0 y \ \ 4 f 7 GA \ �y �/ / / GAR / 42 FE / / y ,\ ✓✓ / \ / ojo 9 5 // /. y PROPOSED WALL yio TW ;(MAX. HEIGHT=6') \ � w , � / / •' / / / A 422 432. ;' / 68 PROPOSED 8"HDPE ROOF DRAIN SYSTEM w \ 43 I I / — 8 �7G SzB _ °o / o FE j / \ I SLOT 2 F x ✓ z : io' PRIVATE DRAINAGE EASEMENT \ �I / °/d o ( � I o \tl4 0 / / T 43 i / j 36 / PROPOSED 8 HDPE ROOF DRAIN SYSTEM w/ 01 / zo' ENT PRIVATE DRAINAGE EASEMENT _/6>� 6.i7 // YD-iG i / ti / / / / \ OT \� �x y LOT / LOT M w . / 4!roi1 g...o68o7 G65AR-./ VI ,I •:,. / I ;: QOQ II1 -"-. I// /6n/. 0 i J / YD _C i8.3 �/�/ 35 /� • < '> / c� %/�..i/// / 'I I \ \\ \ \ \ cCNM 28 4 533GA EXISTING MANAGED 3� J 422.00 G R 6.00 FFSTEEP SLOP (P.) zQ 6% PROPOSED iz" HDPE YARD DRAIN SYSTEM / / \ \ \ M O i w/ io' PRIVATE DRAINAGE EASEMENT 2.67 R)POSED GUARDRAIL (TY) PJ/ / \ \ CD O N 14 Lo (NLOE: SLOPES GREATER TH 3:1 SHA L E A TED WITH NATIVE STEEP SLOPE MIX WITH ANNUAL RYEGRASS BY ERNST CONSERVATION Q J o . $5�A T \ j. I S PROPOS 8 HDPE ROOF DRAIN SYSTEM w/ jJ O SEEDS AT A RATE OF 6o LBS. PER ACRE, OR 1 LB. PER i,000 SF. Q I � I (o '• o _I 1 / / / 8 33 GA '= � � � 7% 7� \ OT \zo; PRIVATE DRAINAGE EASEMENT -Sp LLI z 62 / / 4a oo FFE / w 0 ROPOSED DRAINAGE SYSTEM / \ \ — / PROPOSED "HDPE ROOF DRAIN SYSTEM — J 8 OO S 5 4 \ 1 i6.33 G / Soe x / / bT �( 5• o / v / / / NOTE: NO PRO D GRADES, SHALL EXCEED 2:1 SLOPE. a- -1- io PRIVATE DRAINAGE EASEMENT oA � z3 3G -xh ' P Oh / " I y14 j / - 4 7.0o E j 5 61 0 �` _ U) I -r / Y� f4 ooFFE iro (!.O. / 1 W / / L T _ - / 4z8 a I / % `. / W �7 YD-3A Q // 59 ° / yao.o \ \ � � 30 /ti � / 418 / % = 0 _L \ \ \ 4 i.67-GAR f 4�4 \\ \ �l �y do / 41.33F� / j/ �� ,•• 4ir.3 GAR � \ 1. j/ •. � i8B v� / � / / / U T� O� � �) � I, �> 1 a . \\ � \ \ F,ej / � j ° • /� 41 LOT \ � •„ a/ . � < . / ,/ � � � � (� ' z `I r \ LO L ✓ \ _ 4z / 58 YD 1D w/ lo' PRIVATE DRAINAGE EASEMENT n, / Y V ^ / oo .•�.. \ / ho .oja �/416. FGF //..�.. �. W � 0\41 °Q I _ 4 .67FFE I 4p/ol �. �-.� -' \ 43 \ 67GA 57, y0 . /,W ✓ .. y Ioi 8\BSM� 4 PROPOSED 12 HDPE YARD/ROOF DRAIN SYSTEM i FF - / / ./ �\ (n O Ur w/zo' PRIVATE DRAINAGE EASEMENT / 3 ///o /!��.. % 7/0 / \ LOT OPERTYBOUNDARY (TYP) W _ .__I ul OPEN SPACE 48B 4og 333 GA / / 56 ' _� � 1 3 �1 '. \\ L � �. o /4r.oFF // / .•if /6 .. / � / %/ � ��.. / � // // W �I \ 1 38 1" � ' \\ �� - -� — oo .• / LOT �i2.6 7 "• / �. / � � // � � J \ � \ tix \/ i J LO I� T, 1\ y 33G55 I IwI .l l � 1\ \ 1 1 � �1� \ 43g088:.8 j BFFSEf�IT \ %/ .\ : .,3 n�PR�OPwO/ISzEoD' PzRz IVHADTPE EDYRAAR\INDADGR� FFLOT' / E DRA I NAGE EASE..MENT p / j // 41°4 . �/ //'• ` � / // C0 PROPOSED 8 HDPE ROOF DRAIN SYSTEM w/ \zo PRIVA FGFAR AIN SYSTEM /EEASEMENT H2 o \ PROPOSED DRAINAGE SYSTE a % GAR IAO \\�: % YD-i6 - ;• y a �y / /`.: �✓ / / / / / � / � p M CD \ ,� . � .CNI I ! Y PROPOSED GREENWAY (TYP.) 10 0 / 2 \ / .. / / PROPOSED SWM FOREST & -� �PROPOSED�zz"HDPE YARD DRAIN SYSTEM o OPEN SPACE EASEMENT w F_ / wpEXISTING STEEP SL/ fIChAPHI6` S�ALE (n 33-GA X JOB NO. �I I � \` � �.. � � � °�oG'� � �;: •, • 1 `'s° �° 466 / <� �"� \ OT o3.d / '° //-- '� / / . / �/ / O / //. / � � � � � \ 182150 b G SCALE / \� �� \ 3 _' 7BS T 3 43 . 46 s o / 4oz, FF 9 �/j / :• / z.4og i66 / / /./ ( I� FEE` ) \ \ r \ \ LO \ \ OT PROPOSED 8" HDPE ROOF DRAIN SYSTEM w/.; xh / /. ( 1 inch PO Ft. \ PRIVATE DRAINAGE EASEMENT SHEET NO. LOT YTOBE o LO \ 1/ !1 t.- SE E / / / \ \ 12 =OUNTY t�, r �" �\ /4 .67GA 47 \ /j/ /... /� _ FUTURE PUBLIC GREENWAYTO BE � Drainage Easement Chart Pipe No. Size (inches) Max Depth (feet) Easement Width Required (feet) Easement Width ProAded (feet) 56A 24 16.7 37.3 38 57 24 15.7 35.3 38 58A 24 10.8 25.7 26 59 24 10.3 24.5 26 DEDICATED TO ALBEMARLE COUNTY y _ AT TIME OF FINAL SUBDIVISION PLAT, _ - 4 PER PROFFER #2 OF ZMA201800012 w v \11 ,\v � / PROPOSED SWM FOREST &_ OPEN SPACE EASEMENT \11 % 400 i OPEN SPACE EASEMENT f / / /'u / / s '7 v w w w w / �� . w w w /w FUTURE PUBLIC GREENWAY TO BE i �a ,K / EXISTING PRESERVED 414 - p7 \ / DEDICATED TO ALBEMARLE COUNTY / �! 1v w �� / . r^ r AT TIME OF FINAL SUBDIVISION PLAT --PROPOSED WALL / _ (TYP.) _ y A m PROPOSED SWM FACILITY & / � w w �,STEEP SLOPES TYP. - / PER PROFFER #2 OF ZMAzoi8o_ooii !� MAINTNCE EASEMENT - MAINTENANCE EASEMENT ENA w w w " w w PRC / w/. w w w PROPOSED WALLS . � � / � w X 7 w (MAX. HT. = 6') w. w w w. w w w/._ w 38o BW. /y/ .w:..- 386 BWw w 394 TW �w. w...--.�-.A.�✓ 38o TW'- z 3 f 388 BW �J / /.. w .. BW. w Z 390 TW �, /w - oo TW .. �; 398 �, ��JJJ"' �,/ �, _4j \I, �. �, �q, / .. 2 \ SCOTT7R. 05-1 Lic. No. 035791.E P 6/2/21 sv�� .. 374 384 BW 394 BW 39z BW : �/ / .. 41y / /. OT 98TW -w w w w w 400 w\1, TAN �(.�� 13J1 1 0 .. �, 388 TW .�i - - - 394 BW4 d" ( I✓ 38z \ ... BW .. ... �.. ...../ �7 : \X ,-�' \ 442.50 AR.. --------------- yeaw w / - - LOT _ \ 443-17 E 134 6 FFE LOT 432 3 BST \ 37 z -III I I I 'I'I IITIa / 4° / ✓ l % X \ \ \ \ 333 467 FF\ 4 :. oo� o w=w Ilil =u = 396 Two LOT / \ \ 3 .E i ' . y6+ LOTS �42g a / \ 127 / 2 43 33 GAR \ / 128 � 3 � � � ,; s • ., +5o i �."'� on w { PROPOSED zo' PUBLIC \ \, i5 �. m 43 0o FFE Q o } DRAINAGE EASEMENT w lil / Z o m / W w \lil - - / / 446 63 MT I 4 7 31 4 .00-GA \ \ _ - +oo /. �u / Z /� 4o7l7 B MT o l0 15 mow: En - If a T �LO 4z .67 FFE \ /o , ` s : _ _ _ r �� -�� 1 � \ 73 /// 72B / � r I I lip/ 419.8 \ 5 9 / 4 33 R \ 14+50'� w i / b 74 �,/A� w FFE w �. Z V l . . _ ill m s� / % ! LOT 6t5o 4'S �• � . ° z% y I I � � �I / 5°fo ., ° -'`�. - 1 • zo.00F E .. °- 6 =leill P O OSE 126 / o f // I 410 i B f - 4 \ r 9 +oo- �- I y4 - -37YD-4A h YD-4C o 44ui 50 =1- _ .. ` .... ° ' _ - 4 c-__ o - 6 PROPOSED WALLS // % � / � � � s s s� \.,. k�� j � °+ . ... � '' YD-4 43 7 � 1 � / / Lu � W (MAX. HT. - 6) �/ /� % y3+00 wu N 3i LOT r ROPOSEDDRAINAGESYSTEM 415.0 3/0 \o ROPOSED zz" HDPE YARD ��UY 1 '•�I I DRAIN SYSTEM / w/ zo' PRIVATE DRAINAGE EASEMENT / 1�+0 3so 0 v i w zo+oo 0 0 11+00 11+5o v - - w H lil / so Bw I : 60 + w / 3 I I - - LQT I w( _ + w-� YPROPQPROPOSED 8" HDPE ROOF DRAIN SYSTEM 383 TWI 12 . - 16 \ 1 ' _ - - io PRIVATE DRAINAGE EASEMENT w N N p t I j83 BW 5 - r \ _I ,/° O I - 1 N / H N N LOT �� 1 N u, N 44 0o FF E\ N I i-- 6 1 N 39i Bw - - - 63 .. _: �- 5 _ rAr 1 - 110 - 3 414- 33- I � / r y rn430. 765fv1 1 62 W L lil = ; PROPOSED DRAINAGE SYSTEM . � - -� r T ' N� „ :: _ 1 •' °: W Ik I PROPOSED CONSERVATION \ I' \ o %: 1 �POSED zo PUBL00o G AREAEASEMENT ue A o 1 I,a • I - 1 LOT 44 ,3 I 1 I ; Il I � < _ . • / . DRAINAGE EASEMENT a I (i �440. 7 FFE 1 I � - ; " _• I I a I \ o I I 111 PROPOSED zo' PUBLIC 430 M \ \ \ 3 : / / I . bRAINAGE EASEMENT 1 OT i /�_ ... - I L T I - - 1 � I i - - zog ` I I /-',\ \ 3 9 \ I: ,. l a �2.0o GA PROPOSED 8"HDPE ROOF DRAIN SYSTEM w PROPOSED UNDERGROUND 384 BW 124 415. GA>? 7 L 12.2 { I / L 1 N. DETENTION FACILITY A' 11 \ 6, FFE - 59 I / - I ; �% .67FF io PRIVATE DRAINAGE EASEMENT I a o 1 I CA ! ° 4 7 \ / / z I _ I \ 44i 33 G R 1 I 4 ¢\ I I o I - + 4z.00G R94 I � 40 3 6SM I - I N- 4- 1 \ qz o FFE, o e. I R - 44z o�FFE 1 N r --/ I I %42.67FF ti LOT 43 BSMT 1 _ 3 (y) 1 --{ PROPOSED 26 PUBLIC ; y ROPOSED DRAINAGE SYSTEM � 1 I i : � z .- (� RAINAGE &SWM 3 - - - 64D 54C i 1 YD-SA I 1 444.0o G R 9 - }y _ N \,III Ills P(MAX. / LOTI4 0 7 8 3 FBFSEMCCESS EASEMENT 4 - - _ oo 2T / // ,i 11 1 / 44 a 7 FGFkffR . I 14 'I 1 I • 44z r16o/a 44 6 7 FF I I YD 4 E 1�< I r3s . . N� J i 44 33 00 \ O MA1INTiiiEr N, ANww w 5\ \ ��3.64yy^142 CII III .' 4.-5.33 RLOTOPEN LO 1gz I 1 I ou T � PACE 12T 10}>I O55 44Pa , AGE N -{ PROPOSED DRAINAGE SYSTEgz4.l O7 i -- . a NPROPOSEDSWMFACILITY& CESEMENT M O j97rw �wl w' 3976V\ i i/ -1 �, -- - - - -- -� j ;8 I I .I - II I I L'^Ln \ I L.L EXISTING MANAGED h / / �> --- $/a + I I ROPOSED 12' HDPE YARD DRAIN SYSTEM I 7 ;' . I LOT I I IQ3a Q J STEEP SLOPES TYP. 57 ' ' / + 25.i7 A w/ io' PRIVATE DRAINAGE EASEMENT 3� / 6 GA ( ) /0 447 7 I o .2 0 6B 4 i I LOT I 48.33 FF I + 4 Q � 5 \ � I .00G R a t j `/ � I Id � .. o: ., I_ o0 XISTING ioo-YR FLOODPLAIN (TYP.) \ -LO 2 ,6 FF / I m 4 8. G 6 ry ...... ` T 4 7 � � I � 106 .00 GA I I °o I Z.v_ 1 0 44 33 -,44 Y I � I 3. J � z ...... � 402.5 58 12ci 41 B � � � '�/�, � / LOT I I I � 4 .67fFEl I I ••° - N�� /�_ 449.00FF LOT I { �- J I --I Q I D J 8' PUBLIC DRAINAGE � i � , i, ' , � � I ' I r 113 4z4.o 8 BSf�1T I _ i Q :. I I 0 PROPOSED 8" HDPE ROOF DRAIN SYSTEM w/ ] 3 1 �- r � & SWM ACCESS EASEMENT PROPOSED 26 PUBLIC, 1 w RAINAGE& SWM vol COv -I- I I YD-5B 44 33 GA �- �.� I - io' PRIVATE DRAINAGE EASEMENT I � Lu / EASEMENT > �. - - - - - -I L0 45 .00 FFi I o I % 49.0o GA - I I f 13 . Lu 1 W 1 w Y.4 � • 44 a "I i 8g I I � � Q \ o , PROPOSED 8" HDPE ROOF DRAIN SYSTEM _ II o \ w • PROPOSED SWM ACCESS PAT * I / / LOT I io' PRIVATE DRAINAGE EASEMENT I } ^ If O + W _ o LO :�� ( 11 I 4�0.33 J EXISTING STREAM (TYP.) N " �. /\ I 4 I I n .Ll Q w v /: - II 4 f -- l 0 4 i.00 FF • .. _ \ � � I 11� ,. � � � ] } I � ! i 45 .o GARI I j I ,• .+ LOT ° l . h . . � � � 1 FUTURE PUBLIC GREENWAYTO BE I LOT 1 / i . I .F. �/ ] I 45 :67 FFE o °� I 8$ 44 Y Q 0 DEDICATED TO ALBEMARLE COUNTY \ \ o�T / 4z7.00 GA i - { / 27•G7 GA I I - I_ 9 \ / _ ` ^ / \ \ 4 // % 28: FF I I 10!{ 4 BS T 4 - - PROPOSED I2" HDPE YARD DRAIN SYSTEM'.' VJ ATTIME OF FINAL SUBDIVISION PLAT, \ 406 6w 42 .67 :1t +{I 7 - 33 I I I � - . 45 .00 G - � U OzS 5 W w PER PROFFER #z OF ZMA2oi8000ii \ \ \ \ / 41 .83 B I + f I I I { I o� w/ io PRIVATE DRAINAGE EASEMENT TI / / ? G S T ' I 4 yy 45" 452 PROPOSED SWM FOREST & 2BS T _,14.I' I I i , I I y4 I 12-6gg GFFA 86 • Lu 0 PEN SPACE EASEMENT 80o G U (D ROPERTY BOUNDARY (TYP.) O _ \ 7. G ` 1 / / � L •' I I ul .� :6 \ \ : : • ' ' ` : r I - L T / j l - - � v- _ - � l I :- � :oo FF LOT. F ::: \ � � �.,�•� 5 W w w o �4 w W o \ / LLI PROPOSED zz"-HDPE YARD DRAIN SYSTEM ' / LOT L l / /- - j w/ io' PRIVATE DRAINAGE EASEMENT t J 1O2 4 z GAF _�� _ + ( � / CO H� o/� / f �� / / \ 4 S3 FFE ROPERTY BOUNDARY (TYP.) o/ I ry i �3/0 y .. .. VPROPOSED WALL AR rn 4 -a LOT / ' W A 7 7 LOT l .. / s�.6� G / } (MAX. HT. = 6') 7 �? r �I 26 4z8: F LOT z6 GA FF $ 33 16 i r 45 7 4 3.33 q i / LOT / yl w. ..>✓ �.w.. �� / _ / 117 /I 26. / 443. o B �1T/0 43�33 Q \ ` 4.0oFF LOT 83 M \ - i / L T 45 67 GA / - -PROPOSED 8" HDPE ROOF DRAIN SYSTEM w/ a O W OPEN �: 4 33F 1 45333G +. •. zo' PRIVATE DRAINAGE EASEMENT ry :° / / N <:. Z... \ _ - i YD D 100 j l / 0 4 4.0o FF j. SPACE \ � 4o6Tw � � - , i �0 5 O� ,' 40o BW 4o6TW / PROPOSED 8' HDPE ROOF DRAIN SYSTEM w/ a _ / 82 G _ y O w w \ EXISTING PRESERVED �\ 066 / io' PRIVATE DRAINAGE EASEMENT ;' / o P / \ w STEEP SLOPES (TYP.) \ / // 6 GAR/4/0 �z.67 GA / ��; F / PROPOSED WALL �o� / LOT �r 7 3 33 FF LOT YD-iL 3 . %' - 33 FFE/ I I / p w MAINTENANCE EASEMENT % L 99 443. o BS�1T /60 / ( ) $1 / a { / _ o ! /GRAPHIC SCALE JOB NO. NOTE: NO PROPOSED GRAD SHALL EXCEED 2:3 SLOPE. 3 g%45� I / I / OPEN / / / sz.67 FF + ,y \ r / ��,�: � ry �° 3 � ,5 ,o bo 182150 NOTE: SLOPES GREATER THAN 3:1 SHALL BE PLANTED WITH NATIVE SPACE SCALE -STEEP SLOPE MIX WITH ANNUAL RYEGRASS BY ERNST CONSERVATION / / " / /-0 1 z6A 16 � 4/0 4gz.00 / u SEEDS AT A RATE OF 6o LBS. PER ACRE OR i LB. PER 1,000 SF. / �l l l I:IN FET�T) 1 =30' 0T / 2.67 T �n o FF LO I = ft. l I `a � �rr: / k . 3 - 79 / >� / ' 2. I / SHEET No. 45 WED So 44 \ / MATCHLII�IE - SEE SHEET 12 r 4 9-7 GENERAL CONSTRUCTION NOTES FOR STREETS 1. CONSTRUCTION INSPEC77ON OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296-5832) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. J. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR HgTHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUMALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE, 4. GUARDRAIL LOCATIONS ARE APPROXlMA7E EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG-9(A, B OR C). 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESlDEN77AL DRIVEWAY ENTRANCES SHALL7. CONFORM TO VDOT STANDARD PE-1. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, SHOWN ON THE TYPICAL PAVEMENT SEC77ON DETAIL, SHALL BE STRICTLY ADHERED TO. 8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. i). THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 12. VDOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. 13. A VIDEO CAMERA INSPEC77ON IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPEC77ON SHALL BE CONDUCTED IN ACCORDANCE III VD07"S VIDEO CAMERA INSPEC77ON PROCEDURE AND K17H A VDOT OR COUNTY INSPECTOR PRESENT. ROAD NOTES RADING 1. THE LATEST ED177ON OF THE ROAD & BRIDGE SPECIFICATIONS, THE ROAD & BRIDGE STANDARDS OF THE VIRGINIA DEPARTMENT OF TRANSPORTA77ON SPECIFICATIONS SHALL GOVERN THE MATERIAL AND CONSTRUCTION METHODS OF THIS PROJECT. 2. WHERE UNSUITABLE MATERIAL IS ENCOUNTERED IN THE ROADWAY, IT SHALL BE REMOVED FROM THE EN77RE ROAD RIGHT OF WAY WIDTH AND REPLACED WHERE NECESSARY K17H SUITABLE MATERIAL TO THE SA77SFAC77ON OF THE ENGINEER. J. ALL GROWTH OF TREES AND VEGETA7ION SHALL BE CLEARED AND GRUBBED FOR THE EN77RE EASEMENT. 07HER TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES AT ROAD INTERSEC770NS SHALL BE REMOVED. 4. ALL VEGETATION AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER PRIOR TO THE CONSTRUCTION OF THE SUBGRADE. DRAINAGE 1. ALL PIPE CULVERTS EXCEPT PRIVATE ENTRANCES SHOWN HEREON ARE TO BE RCP WITH A MINIMUM COVER OF ONE (1 FOOT. 2. STANDARD UNDERDRAINS (CD-1 OR CD-2 OR UD-4'S) TO BE PROVIDED AS INDICATED ON THE PLANS, OR WHERE FIELD CONDITIONS INDICATE J. ALL DRIVEWAY ENTRANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH AND HAVE A MINIMUM DIAMETER OF FIFTEEN (15) INCHES AND SHALL BE PLACED IN ACCORDANCE WITH THE VIRGINIA DEPARTMENT OF 7RANSPORT4I0N SPECIFICATIONS UNLESS 07HERMSE N07ED ON PLANS. 4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SA77SFAC77ON OF THE ENGINEER. DRAINAGE EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NATURAL WATER COURSE. PA VEMENT 1. AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO THE PLACEMENT OF THE AGGREGATE BASE MA7ERIAL. IF THE SSV VALUES ARE LESS THAN 10, THE DEVELOPER WILL BE REQUIRED TO SUBMIT FOR ENGINEERS APPROVAL THE PROPOSED METHOD OF CORRECTION. 2. SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE TEMPLATE AND COMPACTION BEFORE BASE IS PLACED. J. TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWING THE MATERIAL MEETS REQUIRED GRADATION FOR TYPE l Il Q , OR lIl PRIOR TO PLACING AGGREGATE BASE. 4. THE REQUIREMENTS TO PUGA41LL AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT THE SURFACE COURSE IS BEGINNING AT THE COMPLETION OF THE INSTALLA77ON OF THE AGGREGATE BASE. IN THE EVENT THAT THE SURFACE COURSE IS APPLIED PRIOR TO 60 DAYS, THE PUGMILL REQUIREMENT WILL APPLY. 5. THE USE OF AN AGGREGATE SPREADER IS REQUIRED WHEN PLACING AGGREGATE BASE. 6. BASE MUST BE APPROVED BY ENGINEER FOR DEPTH, TEMPLATE, AND COMPACTION BEFORE SURFACE TREATMENT IS APPLIED. Z PRIME COAT MUST BE APPLIED TO BASE MATERIAL PRIOR TO PLACEMENT OF ASPHALT (PRIME COAT RC-250 0 0.3 GAL./SQ. YD.). 8. BITUMINOUS SURFACE TO BE APPLIED IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS. 9. ENCROACHMENT' POSTS, WALLS, SIGNS, OR SIMILAR ORNAMENTAL STRUCTURES THAT DO NOT ENHANCE A ROADWAYCAPACITY OR TRAFFIC SAFETY SHALL NOT PERMITTED WITHIN THE RIGHT OF WAY. ONLY THOSE STRUCTURES SPECIFICALLY AUTHORIZED BY PERMIT ISSUED BY VIRGINIA DEPARTMENT OF TRANSPORTATION MAY BE LOCATED H17HlN THE STREETS RIGHT OF WAY. BEVELED UNITS mum Towrt rvx x(x¢a"'"'c NwEnBLOCK 0"EMINIti APPnP.TM D,Pmo°e® X MPORCEN.d'CONNECTION WX MOT&PCALhJ •-""'-'W«mwc I I ZL�.,...� .siK J7 :m°A6E HN E.E,NEo.FFEMEM APPnorTM rnNPP°a° X ICI EXCAVATION OVCRSIZINO WX RGALE: LB'=1'A'9 X tAnchoeTM DlNlwvd' TYPICAL BASEPREPARATION Pavement Design RF= 1.0 Location ADT HCV Design ADT CBR SSV Dr Surface h a Base b a Sub -base h Halsey Avenue 2665 2 2685 4 4 18.19 SM-9.5 1.5 2.25 BM-25 5 2.25 n 6 Sablewood Trail 227 2 247 4 4 9.89 SM-9.5 2 1.67 BM-25 3 1.6 21A 8 Laconia Lane 640 2 660 4 4 13.31 SM-9.5 2 1.67 BM-25 3 1.6 21A 8 Marcella Street 1236 12 256 14 4 10.02 SM-9.5 2 1.67 BM-25 3 1.6 21A 8 Marcella Court 1113 12 133 14 4 7.74 SM-9.5 2 1.67 BM-25 1 1.6 121A 8 NOTE: PAVEMENT DESIGN FOR NEW SUBDIVISION STREETS SHALL BE DEVELOPED USING THE PAVEMENT DESIGN GUIDE FOR SUBDIVISION AND SECONDARY ROADS IN VIRGINIA AND MUST BE BASED ON IN PLACE MATERIAL AT THE TIME OF CONSTRUCTION. ST an rn looixr G...EI yam, yx, 6E RN -NW TYPICAL STRTFT SECTION - II PUBLIC ROAD Rlr It"h'ALSE '-4VFAV.AN) 30 AfpH DESIGN SPEED (NOT TO SCALBJ 1 ,HA N.N� vA 4 y S' F 6' ��5' iA�6' ��5 6' IONAT INC G TA- ESSISIc4zNee IM1,NTixp Imnca[c[ STu% TT[ LAN[ LATE uu ` STEED, smtwuul I 6i RICO -REED TYPICAL STREET SECTION - 54' PUBLIC ROAD R14F (SABLEAI'OOD TRAIL, LACOM-4 LANE, jV_4R6ELLA STREET, c@ MARCELLA COURT) 25 Glol DESIGN SPEED (NOT TO SCALE) TOP OF-I-4� CURB I :umumumumumumumumumumunl }'�A xTS}I^4 }E�4 ".pI"4 pfi+4.•S}11•il • N r.« �cY�.'+.`Yi '.`.YOU F ! :.. •. ..,•,,ry."�i'.fy'f4!.,.�i.�;�1'!t`.ir-11'`'M.'�%'}•,}'Y,-,''W,"%:T,y kwWW • N / /O.Ai Ir : .. - F-- F A • - A - • A 11 . F- Lp _ PT NOTE: NO PARKING ALONG ROADWAY P G� E"' TI 1' 18.23 12.94 4 " 12.94 P l\ o l 4 P P PI P_ O f 12.94 9.74 ° i o D° ' 0 II o 0 \ o ° / o e° _ " NOTE: PARKING ON ONE SIDE OF THE ROAD ONLY AS DENOTED WITH NO PARKING SIGNS.'NO PARKING' SIGNS SHALL BE PLACED EVERY 15o' ALONG THE PROPOSED ROAD AND CUL-DE-SAC AS SHOWN ON THE ROAD PLAN LAYOUT SHEETS 5-7. (5' MIN.) 11" (TYP J SEE PAVEMENT CHART 4" CONC. FOR DEPTH OF EACH 3000 gl MIN. PAVEMENT COURSE P 4" 21-A STONE BASE CONCRETE SIDEWALK NO SCALE -� --- - -C I5-1 CC-12 ANTE' COMPONENTS OF CURB RpWS COHOST UL THE FOLLOWINp CG-4 ANTE' COMFONENTS OF CURB RMPS COHOST OF THE FOLLOWING' XYORMLC CEMENT gpEWALN (DEPTH N INCNES. AREA N SpUOAE YM05) XYORADLIC CEMENT SIDEWALK (DEPTH N INCHES. AREA N SQUARE YNDSI NOTE: MANDATORY INSPECTIONS AT THE FOLLOWING GENERAL NOTES ,COOMPO EN OF CU BU!NAMESACE CONS(CAREA, IN OF THE Fi O GENERAL NOTES .COMPONENDETECTABLE REQUIRED .O9J°OIAERCONS IN OF THE FOSI LLOWING' EACH OF THE (HOVE ITEMS IS A SEPARATE PAY OEM AND SHOULD T EACH OF THE MOVE ITEMS IS A SEPARATE PAY ITEM MD SHOULD PHASES ARE REQUIRED FOR ROADS THAT ARE PROPOSED 1. THE DETECTIBLE WAfdRIM SHALL BE PROVIDED BY TRUNCATED DOMES. 1. THE DETECTIBIE CONNING SHALL NE PROWOED B TRUNCATED DOMES. BE SUMMARIZED FOR EACH LURE CUT RAP. BE SUMMARIZED FOR EACH CURB LUT RMP, 2. DETECTABE WARMO SH&L BE FROM THE MATERIALS APPROVED LET FOR 2. DETECTABLE WMM1G SH&L BE FROM THE MATERIALS APPROVED LET FOR SIDEWALK SIDEWALK DETECTABLE WMMO COERCES. PRODUCTS NOT LISTED SHALL MEET DETECTABLE WARMTC SUFALES. PRODUCTS NOT LISTED SH&L MEET TO BE STATE MAINTAINED: �4 MAP 12 MAX RAP pTl MAX THE REQUIREMENTS OF THE SPECIAL PROVISION FOR CC-12 DETECTIBLE 4Btl MA% THE REQUIREMENTS OF THE SPECUL PMVISON FOR CC-12 DETECTIBLE 4Btl MA% / WARNING SURFACE S AND SPULL I SUBMITTED TO THE STANDARDS AND WARNING SURFACE NO SHILL BE ROVYRTED TO ilE STANDARDS MO SPECIAL OE9W SECTION FDA MPRDV&. SPECIAL DESIGN SECTION FOR APPROVAL. SHAPE TONELEV TION 3. AOPNG SINES DE CURB RAMP MAY BE POURED MONDLITHICALLY WITH RAMP 3. SLOPING SEES DE CURB RAMP NAY 9E Pg D MONOUTEll WITH RNP y I. INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS OF MD- PPE. FLOOR OR BY ERAND PERMEABLE CONSTRUCTION JOINT WITH REOURED BARS. �j FLOOR OR BY USING PERMSSIBLE CONSTRUCTION JOINT WITH REQUIRED BALLS j /, � 4. IF RAMP FLOOR 5 PRECAST.HOLES MST BE PROVIDED FOR DOWEL BARS SO 'L 4. IF RAMP FLOOR 5 PRECAST.HOLES MST BE ENGAGED FOR DOWEL BARS 50 COVERED. /, I THAT ADJONING FLARED VIES CM NE CAST N RACE INTER P.ACEMENT CF XH No THAT ACADEMIC FLARED WES CAN BE CAST N RACE &TER PLACEMENT OF O1 Ma SHIPS R PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A-4. PRECAST RAP FLOOR. PRECAST CONCRETE SHILL BE CLASS A-4. C�WOF PIPER I I 5. REQUIRED BARS ME TO BE NO.5 X S" PLACED TCENTER TO CENTER ALONG TYPE A 5. REQUIRED BARS ME TO BE N0.5 X 8'• PLACED (•CENTER i0 CENTER kONC TYPE A BOTH SIDES OF THE RAMP FLOOR EW]-OEP1N OF RMP FLOOR. MINIMUM PERPENDICULAR BOTH SIDES OF THE RAMP FLOOR,M -DEPTH OF RAMP FLOOR. MANNED PERPENDICULAR ii. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE I CONCRETE COVER 1%'. CONCRETE COVER AV,'. RIGHT-OF-WAY BEFORE BEING COVERED. I 6 XE BINULCURB AND COED N PAYMENT SLOPE TRANSITIONS LURS WOJG RERTO CAR RAMPS N IIINCLUDED CURB AND IN PAYMENT FORW TRANSITIONS MID AGENT GUTTER. CURB RMPS MIN ]. OUR RAPS ME TO BE LOCATED AS SHOWN ON THE PLEB CR M DIRECTED 12d NAX T. CLiS RAAFS ME TO BE LOCATED AS SHOWN ON THE FILMS CIA AS DRECTEO 12'1 iii. CONSTRUCTION OF THE CUTS AND FILLS INCLUDING FIELD DENSITY I BY THE ENGNEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WNEREVER �� BY WE ENGINEER. THEY ARE TO BE PROOFED AT INTERSECTIONS WHEREVER 12�MA% TrT , �. I AN ACCESSIBLE ROUTE WITHIN THE PoWT 6 WAY UL q HIGHWAY FACILITY M ACCESSIBLE ROUTE WITHIN THE PoWi OF WAY OF A HIGHWAY FACILITY j /.� ORCROSSIESNE IS CURB REGARDLESS OF WHETHER SHIN PE IS E%ISTIHG, R2UPOSEO. CROSSES I CURB REGARDLESS OF WHETHER WITHIN FE IS E%ISTIM, PROPOSED. TESTS, BEFORE PLACEMENT OF ROADBED BASE MATERIALS. H ' OR SHOWN ON T. THEY MUST BE TEED BY WITHIN WEER. AND CROSSW&NS OR SHOWN TENT. THEY MUST DIRECTED LOCATED WITHIN WEER. AND CROSSWALKS NOT /y A AS SHOWN W PLAINS OR AS STTECTED S. THE ENGINEER. AND SHOULD NOT TYPE B AS SHOWN W PLANS OR AS STOP LINES, BY THE ENGINEER, AND SHOULD NOT 2TYPE B BE LOCATED BEHIND VEHICLE STOP LINES, EXISTING LIGHT POLES, FRE BE LOCATED BEHIND VEHICLE STOP CUES, EXISTING LIGHT POLES, FIRE // � HYDRANTS. DROP INLETS. ETC. MCESSBLE ROUTES PROVIDE A CONTINUOUS PARALLEL HYDTMTS, DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIDE A CONTINUOUS PARALLEL iv. A FINAL PAVEMENT DESIGN BASED ON ACTUAL SOIL HYDRANTS. DROP INLLETS.frl CFMu]°u:LrrLE ROUTS PROVioA"f.YNE1So NTINUOU •P}'yl�i'!`v'RT'T�l�Y¢KY�dr�, ACCRs99LETROP INLET .ETCCAMACCESSSIBLE ROUTES PROVIDE NiTEUOO •z rrz<� I >�Yvr•''"'�1•'NK'a�� A TOPE TO DRAIN TO •AVERT u'k"Kfl,yAyY"5`n��^ ",AS"" MD usf0 By PEDfsrmMs. i '9 OF OUTLET PPE AND USED By PEDESTRIANS. » 9i'1'� y5R RJ�q'yR'f'�;�„Z' l't `� „ � • K pTp'"v�;' y% J, V CHARACTERISTICS AND CERTIFIED TESTS, SHALL BE COMPLETED AND �� SECTION A -A B. RAMPS MAY BE PLACED aN RIDE OR TkTGfnTlk SECTIONS PROVIDED THAT i'�y1A''C`11�' 1r1M� B. REAPS MAY BE PLACED W RADIk OR TANGENTIAL. SECTIONS PROVIDED THAT v`'�1''") 1z'1 Mq% APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED. THE CURS OPENING Is PLACED wITxIN THE uMITs of THE cflossw&K HAD � 12,1M� � -� THE CURB OPENING IS PLACED WITHIN THE LMT9 OF THE CROSSWALK NO � 12,1MAX `B -� THAT THE SLOPE AT THE CONNECTOR! OF THE CURB OPENING IS THAT THE MORE AT THE CONNECTION OF THE CURB OPENING IS Y TRANSITION BETWEEN RAMPSMIAI BE TO TIE CURB. yNN X * s PERPENDICULAR BE TO THE CURB. 5'MH X W. PIPE DIAMETERS WHEN METHOD OF TREATMENT IN DROP INLETS 9. TYPICAL CONCRETE SIDEWALK IS 4" THICK. WHEN THE ENTRANCE RAOIICMNOT A. TYPICAL CONCRETE SDEW&K IS 4" THICK. WHEN THE ENTRANCE RADACMMT v. PLACEMENT OF BASE MATERIALS INCLUDING STONE DEPTHS DIFFERENT SRES OF ACCOMMODATE THE TURNING REOUFEENTS OF ANTICIPATED HEAVY TRUCK ACCOMMODATE THE TURNING REQUAEMENiS OF ANTICIPATED HEAVY TMDK A A PIPES ME ENCOUNTERED,, B TRAFFIC REFER TO STANDARD CO-13 COMMERCIAL ENTRANCE (HEAVY 4'MN TRAFFIC, REFER TO STANDARD CGn3 COMERLIX ENTRANCE (HEAVY 4'MM CONSISTENT WITH THE APPROVED PAVEMENT DESIGN PRIOR TO ATX.z-HIGHERTHAN ATX.2"HIGHER THAN TRUCK YRAFN:) FOR COMPETE DEP)X. TRUCK TRAFOI FEE CONCRETE pEFYH. � TKA�'/� `� EDGE **F SAME MASTTOP O' CURB 10. MEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHMED USE PATH, � AlF, SAME MASTTOP OF CURB O. WHEN CURB REPS ARE USED IN COWWCTION WITH A SHARED USE PATH, \ PLACEMENT OF THE PAVING COURSE OR COURSES, FOLLOWED BY /' THE MNMJIT MOTH SHALL BE THE WHIR a THE SHRED USE PATH. THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH. FIELD DENSITY AND MOISTURE TESTS AND THE PLACEMENT OF A \ 11. WHEN ONLY ME DUG SHALL BE PROVIDED FEE TWO CROSSINGS GS (DI C )' TYPE C II. R 4 4NLY ME AREA RAMP IS BE TWO CROOSSSINGSW (DI GON I' TYPE C NOTES: PARALLEL & PERPENDICULAR PARALLEL & PERPENDICULAR MMM OF MANHOLE AND (NET INVERTS IN ACCORDANCE WITH • • INTO THE CROSSWALK WH T GOING INTO THE TRAVELWAY. THIS T • 4' INTO THE CROSSWALK WITHOUT GOING ALTO THE TRAVELWAY. THIS 4' • 4' PAVING COURSE AS SOON AS POSSIBLE. \ LMDNG AREA NAY INCLUDE THE COTTER PM. LMGNE AREA MAY INCLUDE THE CUTTER PM. 1HI$ DRAWING IS i0 APPLY i0 T105E STRUCTURES SPECIFIED \ WORE TO MM TRUNCATED DONE 'v, TRUNCATED COMAE In W PLMS OR WIEME INVERT UL PPE IS MOVE INVERT OF 1 TO INVERT OF 12. XL CASES WHERE CURB RAMPS INTERSECT A RADIX SECTION Of B"-2 0" G-L a 12. ALL CASES WHERE CURB RAVPS INTERSECT A RADIAL SECTION OF .8"-2.4 CG STROCTIRE. �j OUTLET PIPE CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE O 0.RB AT ENTRANCES OR STREET CONECTIOM THE DETECTABLE d WARNING SAS RECOMMENDED MMEN HAVE A FACTORY RADIUS OR BE FIELD O O O O O z WARMING SAS RECOMMENDED SHALL HAVE A FACTORY RADIUS T BE MATCH O O O O O II� II� _ vl. CONSTRUCTION OF PAVEMENT, INCLUDING DEPTH AND DENSITY, INwAAC1CORDM Ice WITINLET H APPLICATiT°LBE E STANDARD on SCONSTRUCTED ECIAL pR WING. / THYEE°BACCK of CUROeMMEMED BY THE MANUFACTURER TO MATCH L. � o 0 0 0 0 0 0 0 0 0 0 - THE BACK OF CRCOeNMENOED DY THE MANUFACTURER TO MATCH L- m O 0 0 0 O 0 O O O O O - UPON COMPLETION AS PART OF THE FINAL INSPECTION. 111E NVERT 91APNc As ((SYNCED IQREW 5 To WNsSr OF A � /� B o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PORTLMO CEMENT CONCRETE M% CONFONIIM TO CLASS A3 OR u -j O -r CLASS LI EXCEPT THAT 25X OF COARSE ILGREGATE MY BE � 000000 0 0 0 000000 o ti 0000000 0 0 0 00000 a lP TO !'1 IN CARETS& ,MO CDI195T OF STONE, BROKEN BRICK, � i UIONG RAP + N-NA. OHI CONCRETE OR BRONFN CONCRETE BLOCK.THE .NNE /Ii000000 0 0 0 000000 - T 0000000 0 0 0 00000vii. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING VDOTA SHALL a EF sMoo H BY ABEAM OF HALO TROWE LNG. NONE I f 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o n o 0 0 0 0 0 0 0 0 0 0 0 0 00 MINIMUM OF ONE WEEK PRIOR TO EACH OF THE ABOVE PHASES OF WE COATTSE AGGREGATE SCULL REMAIN EXPOSED. -- o 0 0 0 0 0 0 0 0 0 0 0 0 0 o To 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DETALS OF NVERT SIUPNC K SHOWN HEREON ARE FOR IXMPLE - Y. F BASE DIAMETER 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -fiOF OF BASE DIAMETER 0 0 0 0 0 0 0 0 0 0 0 0 PURPOSES ONLY. EAC! M ME OR DROP INLET IS TO BE SHAPED e - I- OMMETER TOP DIMETER CONSTRUCTION TO SCHEDULE AN INSPECTION. IMNIDIHAT.LY ro eEsr FR THE PARTICLAR INLET MO ourLEr DErfcTABLE WMNNG o O:iECGWFIWRATON MO ROW LINES. AT BACK 01 WRB "-14" yARIABLE FOL WIDTH OF qkP ROOT AT BAVARIANCE FULL WIDTH OF gANP POOR SECTION B-B SEE NOTE 12. BASE GMETER SEE NOTE 12. BASE DIMETER I PAY LIMITS I PAY LIMITS viii. FAILURE OF THE CONTRACTOR TO SCHEDULE THESE INSPECTIONS PLAIN DETECTABLE WARNING TRUNCATED DOME DETECTABLE WARNING TRUNCATED DOME METHOD OF TREATMENT IN MANHOLES INSTALLED ON A RADIUS DETAIL DETECTABLE WARNING INSTALLED ON A RADIUS DETAIL DETECTABLE WARNING WILL REQUIRE ADDITIONAL TESTING OF THE ROADS AT THE DETAIL DETAIL DISCRETION OF VDOT OR MAY LEAD TO THE ROADS NOT BEING Pill srsE°ERE°oEW wool SPECIFICATION wool SPECIFICATION ELIGIBLE FOR STATE MAINTENANCE. ROAD AN 9mcE STANDARDS STANDARD METHOD OF SHAPING ROM AND BRIDE sTMDAms CG-12 DETECTABLE WARNING SURFACE CC_12 DETECTABLE WARNING SURFACE MANHOLE & INLET INVERTS ROAD MD BRIDGE STMOADs ALBEMARLE COUNTY 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 TRANSPORTA77ON (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. I 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: VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF J. 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 Ill. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUC77ON INDUSTRY (29 CFR PART 1926). FET 1 OF 1 REW90N COTE 302 SHEET tOF 5 IEV51W GATE (GENERAL NOTES) 105 SHEET IOF 5 REVISION DgrE (GENERAL NOTES) ms tp0,pp VRGNM DEPARTMENT R TRM9PORTATAN 203.05 O]IS VIRGINIA DEPARTMENT OF TRMSPCRTATION 502 203.05 OT/15 502 VIRGINIA DEPARTMENT OF TRANSPORTATION CC-90 WIDTH OFF CP2 GR-2, ?A A� W Wl OF ENTRMCE & A EXPANSION JOINT @ H� W EXISTING OR PROPOSED le E SIDEWALK OR SIDEWALK SPACE C ~ / CURB INCLUDED IN � EXPANSION JOITB T\ ENTRANCE GUTTER N 5i FLOW LINE 2 ENTRANCE WIDTH DESIRABLE WNIMUM IT EXPANSION JOINT IBSCLUTE MINIMUM 12' EDGE OF PAVEMENT A'-*j "ALP YLNV UNPAVED- I SIDEWALK SIT NORMAL TER A I A ,, . e. 9 bea'444 b 6' 6" AGGREGATE E BAS TYPE ISMS 29 s•-a• 12% MI LY FOR CURD AND CUTTER ON FOR SDEW&K CURB AND GUTTER BULT CONCURRENTLY SECTION A -A XVDO-r MAD AND BRIDGE !STANDARDS SHEET 1 OF I REVISION DAIS 203.03 DINTS CM BE APPROACHED ENTERED MD> 27�4" MIN - 28�4" MAX RAIL HEIGHT LIMTSB ROUTE srflIM® __ -I ®nclsss RouTc sTRIAR NOTE51 UMAVW SPACE MN -TRAVERSABLE .• UNPAVED SPACE I. THE REM MY BE PRECAST OR LAST IN PLACE. 2. CONCRETE M BE MASS AJ F CAST IN PLACE, 4000 PSI IF PRECAST. .. 66 3'-I%i' Y-P/H• S-0/x" 3`1Yz" WIDTH OF 7 R 3- WRB HAMM A RADIUS OF 300 FEET OR LE59 IL_•�-JI MO FACEOF CURB( WILL BE PAD FOR AS � M --- e 4. THE DEPTH OF CLIMB MAY BE REDUCED AS MUCH '• '• AS 3' HIT' DEPTH( OR INCREASED AS MUCH AS ^" /^" 'X" �"/""/"•/'" ro� RI L TR 3" 12T' DEPTH) IN ORDER THAT THE BOTTOM e, e te' CE55 ROUTE NWTRAVFRSMLE .' LESS ROUTE OF CURB CULL CONCEDE WITH THE TOP OF COURSE OF THE PAVEMENT SUBSTRUCTURE. OTHERWISE THE DEPTH 5 TO BE S M SMOWN. ♦ :p.' Je .' NO AA N THE PNCR BID IS TO TH WOE J J J J J J J PEDESTRIAN ACCESS ROUTE DETAILS WITH & FOR A DECREASE OR M INCREASE N DEPTH. DECREASE WITHOUT UPAVED SPACE � 5, CG-215 TO BE USED ON WA An MEETING ,�e•,�e•, THE WOMEEMS FEE Cl AS SHOWN N p.'Tp,'•p II GR-2A ADDITIONAL RIGHT-OF-WAY IS Ill F THE LIMITS MNIX A OF THE VDOT ROAD DESIGN IIAJWI ME IN THE SECTION ON GO URBAN STALDNDS. '� '. ;A,. A U6'-S" POST SPACING) t3•-P/y'• POST SPACING) OF PEDESTRIAN ACCESS ROUTE EXTEND BEYOND EXISTING OR PROPOSED VOOT RICH W III py�D�D MAX DYNAMIC DEFLECTOR - 3' MAX DYNAMIC DEFLECTION - 2' A CONTINUOUS ® PEDESTRIAN ACCESS ROUTES ANDPROVIDESLIP UNOBSTRUCTED STABLE CNN MG SLIP RESISTANT • A. I:. p, .A, • I al T ! D PATH CIXiHECTING ALL ACCESSIBLE ELEMENTS OF A ' �'• FACI rtV THAT • �'• A. A. USED BY PEDESTRIANS. b, n, /n��JIII�JI��/ 1IIH��••��11II � 2• RA MMME NOTES: o W IF PEOESTPoM ACCESS ROUTES ME BEING ® /r PR VI A 4' TRAVERSABLE TH I 0 CEO, MNNW E SABLE MD B I I WMDRIL LOCATIONS SHOWN ON PLANS ME MAO%(ANTE RE IIREO WITH A MAX.2Y. CROSS SLOPE. - Q SECTION SEC ON B B ONLY MO CM ff ADJUSTED WARM CONSTRUCTION F AO JLJL A' B• As OMECTED BY THE ENGINEER. WHEN USED IN CONJUNCTION WITH STAOMD OR Co 7. THE CURB TEDf ON MS 2 0 p.' - p.'• R METHOD • OPTIMAL ITION METHOD FOR OETALS OF POST MO BLOCKWTS SEE SHEET NG.501.05. ' OPTgNk NESTED USING MSTfO RH_ USING BACK SCollTAN STANDARD IS LL U ADJUSTED TO SLATED THE MOUHTMLE CURB WKXARAiDN. p,• Tp, 9UFKE N OF FOR CIATED Of RAIL ELEMENT RAL SPLICE JOINT AM RAL ON BILK OF POST CE PARNOLIG CURVE •>. x 3 FN i A i ASSOCIATED HARDWIRE SEE SHEET ND5, 501.01 MD 501.02. _ WHEN HEATEDFECIIWCreW IL 8' PLACED ON BACK OF POST s n. • . D.' Dbl D. PRANOST WILL RAIL ELEMENTS ME FURNISHED SHOP CURVED FOR BACK FOR ® . ---------- . e • b'. n ¢y .' e.' A . -. A. -. BASE BETWEEN S FEET AND 150 FEET. E. .e. % W X MIDI%iO OX CHANGE •oveae ese: LTD.- ems p.�TD. :e ILL GUARDRAL POSTS SHI BE SET PLUMB. T SH&L NOT BE SET WITH - VARIATION BLOC OF MORE 1HM e'• PER FORT FROM YERTF,AL.W-BEM,BLOLNOUiS. AD PO5T55HN1 BE gp4ge SECTION "C-C SET AND ALIGNED WITHOUT ALTERATION OR FORCERS PER SECTION 505 OF THE SPECIFICATIONS. DTIBBASE W ASS AT THE.5.1 COX. XL GR-2 MD GRMIN RAL SNIAL BE MMEASUEO AT A (EIGHT OF 2]�" MIN - 28 i' MM AS M:AWAW PER 5'-0" ®POINT OF COME CHARGE 1 1 B" 12" L! STROMp GR-N5. ALL W-BEAM PALS SHALL BE CARPED N THE DIRECTION OF .s. W IIT2 X MA%IMGM INCREASE N MORE AT MINIMUM IU' INTERVXS •>. , �,' . �, c VEHICULAR TRAVEL FOR THE FNGI ROADWAY. THE OPTION& GR-RA METHODS OF NESTING THE RAL OR USE X z x 3 % MAXIMUM DECREASE IN SLOPE FOR FIRST 10'INTERVAL ND B % WAXMW DECREASE FOR SUCCEEDING MNMW O' INTERVALS ACCEPTABLE ALTERNATIVE OF AN ADDITIONALRAIL ON THE BACK OF THE POST FOR STANDARD GR-2A All BE APPROVED BY THE ENGINEER IF CURB IS EXTRUDED PRIOR To INSTALLATION. RARE RATES DESIGN SPEED TEAM SNY LIAR BEYOND SNY LANE MPH FLARE RATE ]0 1 W60H50140I301 *IE Nil II , IIIIIIII ��" � I 'i t i 0 P 0 0 o iCOTTTR. CD'LLINSIZ I� Lio. No. 03579111bA 6/2/21 �w�1 > z DO Q O J Q f a K � Q Z LU � Z 0 U) r Oo<U UP, z TRI LU W , �r �. </ \ y, o 0 t P GENERATION C ALC ATIONS N rIJ IP GENERATION BASED ON ITE TRIP GENERATION \NUAL ioTH EDITION SINGLE FAMILY DETACHED UNITS CODE 210 SINGLE FAMILY ATTACHED UNITS (CODE 230) TOWNHOUSE UNITS (CODE 230) )T: 11703 VPD (552 ENTER/ 55i EXIT) 0 I PEAK: 77 VPH (ig ENTER/ 58 EXIT) ti C� I PEAK: 99 VPH (62 ENTER/ 37 EXIT) % I ee-s NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST N PLACE. 2. CONCRETE TO BE CLASS AS F CAST N PLACE, 4000 PS IF PRECAST, 3. COMBINATION WIN M WTTER HAVING A RADIUS OF SOOBE FEET OR LESS ULONG FACE OF CURB) SH&L PAD FOR AS RADIAL COMBINATION CURB F GUTTER. 4. FOR USE WITH STEMMED OPEN -GRADED MMME LAYER, THE BOTTOM OF THE CURB & GUTTER ftBE CONSTRUCTED PARALLBLOWTO THE BLOW BOURSEVEME COURSES AM TO THE DEPTH OF THE PAVEMENT. 5. &LOWMLE CRITERIA FDA THE USE OF CG-6 IS BASED ON ROADWAY WASSFTCATXN AD DESIGN SPEED AS SHOWN IN APPEMX A OF R THE RIGID DESIGN MAXI& IN THE SECTION ON CS URBAN STANDAD& BE CONCRETE OF THE CONTRACTOR EIEME COMBINATION 6" CURB AND GUTTER OS 502 VIRGINIA DEPARTMENT OF TRANSPORTATION ALI TRAODS TO BE AS XW SIRES APPMPtx SAE WRFACIM AS MAMINE ROADWAY (SEE NOTE 6) SHOWN ON RAM) C C _ _ _ URADIVS TO BE AS / RADIAL COMBINATION SHOWN ANRMSI cLRB AND M"M CC -I El NOTE 71 ----�- SIDEWXN I8,• (SEE ANTED FLOWED fix _--- I IU E%PARSION I m IXI JOINT o JET MTE� "O S-O' OR AS w' MNNWE ROADWAY SHOWN SHOWON TYPICk SECTXN. A -Al PLAN VIEW MARLINE ROADWAY SLOPE 10•PMASCLO CURVE EL•REW MAY. D OPTIMAL RM SLOPE WINCE - -- - D SLOPE ® - MARINE ROADWAY ---- ---- ---- e%MAIL -- p SLOPE WINCE - - D ° SUG SECTION D•D FEE SEN gIGgBMRER SYSTreEMS. STANDARD ENTRANCE GUTTER SMCFOATION REFERENCE SPECFIOATIW REFERENCE xv=r wDOT A COPY OF THE Will SEXED AM SIGNED DRAWING IS ON FILE IN THE CENT OFFICE. SPECIFICATION SPECIFIC REFERE STANDARD fill CURB ROM AND BRIDGE STANDARDS ROAD III STMDMDs STANDARD BLOCKED -OUT W-BEAM GUARDRAIL 5D2 105 REVIsgN DATE sxEEr 1 OF 1 SHEET 1 of z REVISION DATE (STRONG POST SYSTEM) rEfE soz VIRGINIA DEPARTMENT OF TRANSPORTATION VIRGINA DEPARTMENT OF TRANSPORTATIONOBro 201.01 ADL04 AROMA DEPARTMENT OF TRANSPORTATION A BENISON DATE SHEET 1 a 1 201.03 CG-11 GENERAL NOTES 1. WHEN CO-11 IS WED FOR STREET CONNECTIONS THE CONNECTION MIST BE DESIGNED IN ACCORDANCE WITH AASHTO POLICY AND THE APPLICABLE REWIREEAT5 OF THE ANY ROIL DESIGN MMUI&.INCLUMW SIGHT DISTANCE REQUIREMENTS. 2. WHEN THE ENTRANCE RAID CANNOT AOCOMMMM THE IMNHG REWIREMEMTS OF ANTICIPATED HEAVY TRUCK TRAFFIC, THE DEPTH FOR SIDEWALK & CURB REPS WITHIN THE LIMITS OF THE RAIDSIOULD BE INCREASED TO ]". 3. WHEN USED IN CONJINMM WIN STANDARD CO-] OR CC-] THE CIRB FARE ON WE STXD,VD 5 TO BE MJOSITW TO MATCH THE MOUNTABLE CURS COIFFAlRp1DN. 4. SEE STANDARD C PM FOR CURB RAMP DESDN TO BE USED WITH THIS APPROVED. S. OPTIONAL FLOWLIE MY WOURE WARPED OF A PORTION OF MOTHER TO PRECLUDE FINDING OF WATER. ENTRANCE NOTES I. PLATS AE TO INXCATE WHEN MMTRUL•TON OF A ROW LAN: IS REQUIRED TO PROVIDE POSITIVE "WE IWOSS THE ENIXAVCE. r. MAINLINE PAVEMENT SHAL BE CONSTRUCTED TO THE R/W LINE (EXCEPT MY SUBGRME STABILMATION REWIRED FOR MFLNE PAWS T WHICH CM BE OMITTED N THE ENTRMCE.) B. RADAL WRB OR WMBIMTIW Cu% AND OUTTER SWIM NOT BE CONSTRUCTED BEYOND THE R/W LIRE EXCEPT FOR REPLACEMENT PURPOSES. 9. THE DEAN MlE AND MAXIMUM EWRAN(L GARDE CHANGES 5'MINI COMLERCIA ENTRANCE D" ME LIST& IN THE ALLOWABLE ENTRANCE CAME TABLE. THESE VALUES ARE MT APPLICABLE TO STREET M CONSTRUCT GRADE CANOES WITH A PARABOLIC CURVE. MMELTIOM. SECTION A - A ALLOWABLE ENTRANCE GRADE CHANGES I e ENTRANCE VOLUME GRAPE CHANGE OESRABLE M%WM HIGH I MORE THAN 15W AID 0 X 3 % WISDOM I 800-1100 AID 53X •X LOW LE55 THAN S00 VPD s B x e x 11 5. .�, ,X, '!•. `, 1 NOTE, kLOWMLE EMRADE GRADE TABLE IS NOT .4 .i. •�.• 'C• '-1 APPLOMLE TO STREET ,CONNECTIONS � SECTION C-C METHOD OF TREATMENT - CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES ANGINA DEPARTMENT OF TRANSPORTATION N 1® � 1 N CD CD W N CAL'/ 1 N J J Q J U W I LLI I- I- Uj (n J Nw I�/ - JQ 0 C) C) N U z M Q O I� J z U V/ a TI LU 1^)060-6 W T� O U 0 m LJ L1 2 O O�/ ce co JOB NO. 182150 SCALE AS SHOWN SHEET NO. 14 ACSA GENERAL WATER & SEWER CONDITIONS (June 27, 2019) 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3-5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 9. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. io. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. ii. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO- LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 12. THE SEWER LATERAL BEYOND THE CONNECTION ATTHE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 13. THE SEWER LATERAL BEYOND THE CONNECTION ATA MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 3.4. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL 24" IN INITIAL BACKFlLL1g..,6" 8"8" MIN MIN. BEDDING 8 STONE * STABLE SOIL ROCK " SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE. FOUNDATION IN POOR SOIL UNDER -CUT CONDITION 4 MI INITIAL BACKFlLL 4 MI UNSTABLE e" 8" 8' :ORROC\K SOIL-,,,__ MIN MIN. _ MIN STONE �-RANULAR FILL AS APPROVED BY ACSA S CK, ABLE SOIL 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 BACKFlLL. 3.THE INITIAL BACKFlLL 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 TD-2 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS. ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY. VARIES �10"± la'i�� 5 10, 5 WATER SEWER 3 A o � a c LOCATION OF OTHER UTILITIES /CGAS, ELECTRIC, TELEPHONE, CABLE, ETC.), EASEMENT WI➢THSL WATER OR SEWER ONLY - 20' MINIMUM WATER L SEWER 30' MINIMUM N SEE PART 3, PARAGRAPH ➢I SEPARATION OF WATER & SEWER SYSTEMS, UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 90' TO THE RIGHT OF WAY, UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG. W-1 PLACE 5' GALVANIZED " WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS b AS DIRECTED. MARKER LOCATION MAY BE SUBJECT .1 TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE 0 II � ADJUSTABLE VALVE BOX W/ LID i U f a 2 N --- M.J. GATE VALVE WATER LINE L. b f I 2500 P.S.I. CONCRETE P - 4 2'x 2' BEARING AREA. THRUST BLOCK G. 4 e A. 4 . NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W-5 TD-9 15 1/2" E.II.W. 1574 CAST IRON CLEANOUT FRAME AND LID 101/4" INSTALLED FLUSH WITH FINISHED SURFACE CONCRETE COLLAR POURED SEE PAVEMENT 7 1/2" AROUND CLEANOUT COVER EXISTING GRADE REPLACEMENT C3500 PSI) REQUIREMENTS 1'. PVC FEMALE CLEANOUTADAFTER WITH INVERTED NUT SCREW CAP OR FLAT SLOTTED SCREW CAP KOR-N-SEAL No. S406-10 AWS* " WITH 10 1/4" BAND PVC PIPE SEE BACKFlLL AND BEDDING 45° BEND REQUIREMENTS PIPE SEWER LATERAL FUTUREPVC SANITARY LATERA WYE -- F �� • 'A BOTTOM OF TRENCH -'SECTION -A' SEWER CUSTOMER'S PROPERTY EASEMENT OR RIGHT-OF-WAY FUTURE SANITARY LATERAL (WHEN INLINE LAYOUT REQ'D) CAST v -;-- CLEANOUT FRAME ,• FRAME AND LID - - - - - - II 1 \ LLLLL aY r WE SEWER LATERAL A A CONCRETE 45° BEND COLLAR PLAN VIEW STANDARD SANITARY CLEANOUT IN PAVED AREAS WIDEN TRENC ACCOMMODAT ANCHOR IF REQUIRED. BEDDING AS REQUIRED SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU.YD. BEND IL L H T H T 90 2.50 2.50 3.01 0.24 4" & 6" 45 22 1/2 2.00 1.50 2.25 2.00 2.60 2.52 0.15 0.10 2.00 2.25 2.50 0.15 11 1/4 1.50 2.00 2.50 0.10 90 3.66 3'16 3.21 0.48 B. 45 2.66 2.66 2.77 0.26 22 1/2 1.66 2.16 2.69 0.13 3.16 2.91 2.66 0.32 11 1/4 1.66 2.16 2.67 0.13 90 4.83 3.83 3.42 0.83 10- & 12" 45 3.33 3.58 2.95 0.43 3.83 4.00 2.83 0.52 22 1/2 2.33 2.58 2.86 0.24 11 1/4 1.83 2.33 2.84 0.18 L THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPEUNE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2. USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS NTS FIG. W-3 TO-3 V COMPRESSOR . 31V MALE PIK COUPLING CR APPROYED EQUAL I• •K SOFT SGFT COPPER RGP USE ATTACHED FAMILY RSMCUE DUAL AL DUAL RESDEIIIIAL RESIDENTIAL SERMCES ES AND IRRIGA➢DN SEANCES r."O. TEE Q Rom. NO SNEAIED RfnIND$ � 2. DUAL SERVICE R. 1' CCMRLESSI N " 3/! MALE PIPE CMPLING OR APPROVED EQUAL 1- TYPE N- SOFT COPPER O FOR USE OR DETAWm SINGLE FAMILY RESIDENT& SERYiCE WERE AN IRRIGATION META IS NOT PROVEED. SINGLE SERVICE NOTE: 1) SOIDLES SHALL BE USED M PW RPE EAST IRON UD FINISHED MADE DEMANDAR BALLox w MIN.TLEnCOPPERSETTER 1/8 SED GOWLNG� ys"METER q.RIC" WRPOI STOP AEc A$ NECESSMY TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FIG. W-6A TD-10 H z I 3000 PSI CONC. BASE BENCH SLOPED TO FLOW CHANNEL 1/4" : 1' MIN R _ r Y A BRANCH I I w 2 FLEXIBLE CONNECTION NOTE: WITH STAINLESS STEEL ALL CONNECTIONS TO BAND EXISTING MANHOLES SHALL w BE CORED AND A FLEXIBLE CONNECTION " BOOT " o INSTALLED TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN NTS FIG. S-1-B TD- 27 Top Yew 6" MINIMUM d4 4' MINIMUM 4 O 4" MINIMUM d. . d a 4 :d_ a NOTE: RESTRAINED JOINT FITTINGS. Side View rG.1.�nl..d 5% required Ste, (min 3' min. penetration iI soil , or as approved ACSA. TYPICAL THRUST BLOCK IN FILL AREA NTS FIG. VI TD-5 NIBI MIN. 60' DIAMETER MANHOLE REQUIRED. 0 Nx, IDEA �PA DROP NANIDLE PVC CROSS USE APPROVED FLEXIBLE RUBBER 6, e BOOT. � STOP COUPLING TED e e7• I ' DROP PIPE PIPE STRAPS (STAINLESS STEEL) '. o SPACED EVERY ? 2' VERTICALLY �;;.(. v;S,". 90' RESTRAINED BEN➢ ... G" " I SEWER PIPE r s MPE R '• I * NAIN PIP ER . ,:•4.. iAN'PIPE PLAN PROFILE MIN. 6' BEDDING WITH NO. 69 STONE L HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN TWO (2)FEET. 2. VERTICAL DROP PIPE SRALL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO THE DROP FRYING WITH STANDARD GASKET JOINT. 3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADE OF STAINLESS STEEL 4. SHAPE INVERT AS NEEDEDTO PROVIDE SMOOTH TRANSITION FROM DROP CONNECNON DISCHARGE POINT TO SPRING UNE OF MANHOLE INVERT. 5. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE FLOW. 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS. 7. MINIMUM 72' DIAMETER MANHOLE REQUIRED FOR A SINGLE IM OR 12" DIAMETER DROP CONNECTION, OR TWO 8" DIAMETER DROP CONNECTIONS. STANDARD INTERNAL DROP CONNECTION N.T.S. FIG. S-1-C2 TD-30 ?E o� ^mL 81 o 0 U Vl4J NCi � I III NA _ Vn 'E ¢ F<1 sE'U`oEoEhSrv'en•� V 95 > y umK w a N o 6 �� o yE e5 E Ems. E E E• NWa � N� ,•0 E �I �c O s Ine vN E Z o E S E U f 3 f n (V W n ✓t (� N 0 0 TYPICAL MANHOLE FRAME & COVER N.T.S FIG S-I-D TD-31 FINISHED GRADE ITT- 1==1=T1r_IT1=7fT=Tlr=1T1=-r TRENCH REDUCER -r 4 �2500 P.S.I. CONCRETE THRUST BLOCK ---------------- a-_. __ -------------- UNDISTURBED SOIL g 18' MN PROFILE VIEW} UNDISTURBED SOIL - EDGE • T --- OF TRENCH- A 24" MN. - - - - - - - -3- - - - - Ni REDUCER 8" MN A e. Af/ _.a. 2500 P.S.I. CONCRETE THRUST BLOCK " 8" MN ---------------- -.-. UNDISTURBED SOIL - EDGE OF TRENCH 24" MN NOTES: PLAN VIEW MOTTO SCALE NO CONCRETE SHALL BE POURED ON ANY PART OF THE MECHANICAL JOINT. USE PLASTIC SHEETING AS PROTECTION FOR BOLTS. 3' MINIMUM HORIZONTAL PENETRATION INTO UNDISTURBED SOIL ON BOTH SIDES OF TRENCH, OR AS APPROVED BY THE ACSA. 3' MINIMUM VERTICAL PENETRATION INTO UNDISTURBED SOIL, OR AS APPROVED BY THE ACSA. CERTIFICATION OF 95% COMPACTION REQUIRED IN TRENCH. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO VERIFY THE TYPE AND SIZE OF ALL THRUST BLOCKS. TYPICAL REDUCER THRUST BLOCK NTS FIG. W-3D TD-7 4 COVER LIFT NOTCH 12 3/8" WATER CAST IRON UD NOTES: (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE UD FOR TOUCH READ METERS. TYPICAL METER BOXES (5/8"-1" METERS) NTS FIG. W-7 TD-13 SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE, 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% (1/4" PER FOOT ) �Q 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN DIAMETER OF 4'. & ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. SALT TREATED FINISHED GROUND 2 x 4 MARKER PLUG END OF - MAIN LINEN SERVICE LATERAL _�rll!4 LINE WYE-TEE PLAN VARIES It SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS QTHE LOCAL STANDARD. LENGTH OF BRANCH VARIES 6- MIN (270•) 2TO 10' 7 CU. FT. 18'-22" ALVE BOX q68 STONE 42'MIN 6' GATE '�$ •"., VALVE i 8' % 6' TEE 2500 P.S.I. CONCRETE .L., BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL STEEL PILE WHEN THE SOIL IS DISTURBED O)� WHEN RESTRAINED JOINT FITTINGS A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. NOTE : 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REWIRED TO BE IN WET AREAS. THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 TD-B FINISHED GRADE AIR RELEASE VALVE BRASS OR BRONZE PIPE BRONZE GATE VALVE DRAIN TO GRADE =_ F POSSIBLE III II. ��I I�I�illll-III=1 - _II _ K" BRICK SUPPORTS OR SOLID CEMENT BLOCKS CRUSHED STONE TYPE "K" SOFT COPPER CORPORA➢ON STOP NOTES: 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL, SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER LINES 12' AND LARGER USE 2" A.R.V. AND FITTINGS. 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT THE MANHOLE CONE. AIR RELEASE VALVE (ARV) NITS FIG. W-9 TD-20 REMAINING BACKFlLL SHALL NOT CONTAIN ROCK MATERIAL 36"MIN LARGER THAN 5" IN ANY DIMENSION 24"MI INTIAL BACKFlLL* 8"MIN (6" LIFTS) EMBEDMENT * THOROUGHLY COMPACTED SPRING LINE BY HAND OR APPROVED OF PIPE MECHANICAL TAMPER HAUNCHING NO. 68 STONE BEDDING 6" max 4" min FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE NOTE : L OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2.FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG. S-3 TD-33 TO-34 ;COTT/R. CD'LILINS'Z I� Lic. No. 0357911n L. 6/2/21 "A1 H- Z W 0 0 U O 0 Z D6 O F Q In (� U/ a LU Z _Z 0 U)j O Z 0 < O � F w > Z < u W Do ` CI Q I K W U.] ce In K _4 _4 W N N Q N FN Q Ln N N \O N Q J ® cy) 1 N Q CD O N W > Q w z J Hi - w ' J V 1 ` �T1 W oN/ 06 C) z T U) 1 U ,--1 H W (n O LU � z U Lfl O W m z� J U) S1 W O J < Q o ci o co N U r_ JOB NO. 182150 SCALE N/A SHEET NO. 15 Z 12 440 PVI STA: 22+00.00 K:5 7.34 LVC: 50.00 0 It 0 It o w 0 00 00 435 + " s ro s N W N Lu > m > W m W 430 FI PROPOSED VDOT STD. CD-i . (NP') PVI STA: 18+oo.00 ,1 PVI ELE : 413-97 K: 4 .93 W 4�5 LVC: moo = o T PROPOSED VDOT STD. CD-1 W o w m m o a i.4'Lu rl N(J vII V Lu Lu 420 > m > W z J 1.99% 2 PROPOSED FIRE HYDRANT ASSEMBLY w/ 12"x6" TEE Q 415 + IL L TYP. w Z00 1.3' Lu+ ' PROPOSED VDOT STD. CD-1 410 w � 18A J J m F _ ROPOSED STORM SEWER CROSSING on //— z O / PROPOSED FIRE HYDRANT 405 20 / ASSEMBLY w/ 12"x6" TEE W Ln W J / C Q / Lu Ln / �.3 z 3 PROPOSED 12" CL. 52 DI WATERLINE 400 / / 16A / / / / PROPOSED GRADE (TYP. 395 PVI STA: 12+28 75 1/ PVI ELEV: 356.84 EXISTING GRADE (TYP.) K: 37.02 LVC: 296.00 / 390 irn �n �n _ 3' O m l0 A / 14A CO ++ m + m / N uim+ lii / > u > w / ROPOSED STORM SEWER CROSSING 385 > m m > W / i � oho PROPOSED 12"x8" TEE, oo° (z) - 12" G.V., & (1) - 8" G.V. / / 38o / 3-5' / MIN. / / 375 / VERTICA GRAPH C SCALE / / PROPOSED FIRE HYDRANT 2.s o PVI STA: 10+30 00 CID / / ASSEMBLY w/ 12"x6" TEE 370 PVI ELEV 36 + / 0 IN FEET N K:3.99 / 1 inch = 5 f t. LVC: 10.00 F- LOW PT. STA: 104 27.00 L^ L DW PT ELEV: 3 2.88 � Al. 365 0 o� z % HORIZONTAL GRAPHIC SCA E U) N U) N Z / BA - NI m + m + W / N W H W > m > w � ( IN FEET ) 36o m Luw�C\ 1 inch = 50 f. O H z � ROPOSED lz" CL. 52 DI WATERLINE W / NOTE: ALL ROAD AY EMBAN MENT MAT RIAL SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THIC0 ESS BEFORE COMPACTION OVER THE ENTIRE ROADBED AREA 114 ACCORDANCE WITH VDO 2007 ROAD AND BRIDGE SPECIFICAT ON 303.04 NO E: CLASS I BA 'KFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE O. 25 OR 26, AGGREGATE BASE MATERIAL SIZE zlA OR 21B, F OWABLE FILL, OR CRUSHED GLASS CONFORMING TO HE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATESIZE z AND 26 PER VDOT ROAD AND BRIDGE SPECIFICA IONS, SECTIO 302.03G. NOT S: 1. kLLFILLTOBE LACED AT950/5 COMPACTION. z. 1INIMUM 'OF COVER MUSI BE MAINTAINED OVER W/L. 3. IINIMUM OF i' F VERTICALSEPARATION FRI TORM EWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & ANITARY SEWER MUST BE PROVIDED. H ROPOSED 12" 450 BENDS 355 o.5o% )TE: SEE PHASE z POLO GROUNDS' 13' ROAD PLAN (SUB-zo17-117) FOR VDOT STD. CD-2 ENTRANCE DESIGN INFORMATION NOTE: SEE PHASE z POLO GROUNDS 4A PROPOSED STORM SEWER CROSSING ROAD PLAN (SUB-2017-117) FOR " WATERLINE DESIGN INFORMATION TIE-IN TO EXISTING 12" G.V. EXISTING 15" RCP STORM SEWER CROSSING 345 EXISTING 21" DIP SANITARY SEWER CROSSING ci l0 N rl 01 �t I� n n n n N1 N t0 ci W O Ln d Ch W 0) N .t N 0) 0 N N M 0 0 0 W 'i 01 F O n 'i .t M 'i ri n coO. O7 N ^ 1p N ^ Ol N ^ O 1p l0 coW N N O7 M M Ol 1 L!1 M ^ N m �t Ol 1 O .t W n '.j O f M l!1 M Ol rl ,�:� 111 00 Ol N �t ,y I� t6 W Ol cn ,y Ol N 6 M ^ .t I� O rl M ,�:� N M00 �Y rl n Vl ^ In llt 111 N n N n N m r O7 � N ^ W ^ Ol W Ol 00 Ol O1 O 0) O O O O O O O •i O ,y rl ri •i ly ri H •i '1 N N N N N N N N N m N m M m M m M m M m M m M m M m M m M m M m M m M m M m M m .t m 't 't .t 1 .t It S't S't .t 't S .t S It 't 't .t f `T I S d 't f .T It 't f 10+00 10+50 11+00 11+so 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+oo 16+5o 17+00 17+50 18+oo 18+5o 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 HALSEY AVENUE (DESIGN SPEED=30 MPH) SCOTT/R. Cb-LLINS'Z Lic. No. 035791,E p 6/2/21 11 z O a k L Z o O Z J O Q H � r > z w Lu ae Lu z Ix W n ul z J J U C) ti M 00 N 00 N O d') N N W J J_ W H 0 Q 2 U 1 W Lu U) Lu O O N z Q a — a O�/ LL J a z H� 1 rl 06 T_1 U O m J �1 2 O O�/ LL co LJJ J_ LL O W J W a W 0 O w J ti H 0 W W d (n JOB NO. 182150 SCALE 111 = SOI SHEET NO 16 K z.5o LV :lo.00 LOW PT. TA:16+o5.z5 P I STA: 14+z3.5 LOW PT ELEV: 443�zo VI ELEV: 440.3 450 N N N N 450 LVC:1oo.00 0 In M In M �w M a jm m w 445 �; � 445 m m V w W 2.00 p 2.p0% 2,00% PVI STA: 1z+oo.00 PVI ELEV: 418.0o ILL ROPOSED VDOT STD. CD-2 440 K: z .z5 (TYP. � 440 LVC: 10.0o PROPOSED VDOT STD. CD-1 PROPOSED TYPE A ° `^ BLOW -OFF ASSEMBLY � i � � PROPOSED lz"x8"CROSS, � � v i (z) -1z" G.V., & (z) - 8" G.V. 7zA 435 ~ EXISTING F GRADE (TYP. 435 m w i PROP_ OSED 8" CL. 5z DI WATERLINE PROPOSED 8" CL. 5z DI PVI STA:16+o5.z5 PVI STA:ii+80.00 �1, 455 PVI ELEV: 443-15 455 PVI ELEV: 424-59 �TH p�,IJ K: 12.18 T LVC:5o.00 O �� °O n °O m SCOTT R. LINS� o a OU Lic. No. 035791,E PVI STA:1o+17.50 '" v " U dp 6/2/21�� + ItPVI ELEV: 418.66 v m U w 0 Z K:2.50 m w sSIONAL �lyC 435 LVC: io.00 0 435 LOW T. STA: 1o+17. o n LOW PT N 00 L V: 418.7 ~ D v O PVI STA: it+oo.00 -EXISTING GRADE (TYP.) ,Nv °H PVI ELEV: 420.31 430 w N w K: 2 .81 - _ _ va, 430 .> Ji> / r V Lu z m w a / o / Ln u \ / + z \ 4z5 > / ^ m 1 FILL 4�5 0 �' PROPOSED w (TYP.) z as PROPOSED PROPOSED AIR -RELEASE VALVE GRADE (TYP. \ O VDOT STD. CD-1 I E a E / 3 S MIN. PROPOSED TYPE A BLOW -OFF ASSEMBLY u M 4zo 5.36% 4zo Z W z o r 0 -2 p0 O Z Q OV O_ ~ J ROPOSED 4" CL. 53 DI WATERLINE �"'� z PROPOSED VDOT STD. 2Lu ROPOSED 6"x4" REDUCER �..� m 4i5 0 1.4' 415 ` Q N ce °+++° 1.6 PROPOSED FIRE HYDRANT W a F F 64C ASSEMBLYwI 6"x6"TEE w w w 410 p 63 ROPOSED 6" CL. 5z DI WATERLINE 410 OQ � PROPOSED 6"x6" TEE Lu Ln w & (3) - 6" G.V. ROPOSED STORM SEWER CROSSING V Q H Q 405 ? 3 405 W N N O O N O M N 00 00 w Ol 00 a l l N N N N O M N N a N N l\0 a a a a a s aIt 10+00 10+50 11+00 11+50 12+00 12+50 13+00 L I MARCELLA COURT (DESIGN SPEED=25 MPH) � z Co Q PVI STA: 28+oo.0o Cn PVI ELEV: 46o.o1 N J K: 47.26 6 LVC:600.00 4 5 C'') °o °^ HIGH PT. S A: z8+oo.00 °o a^, Q 0 a HIGH PT ELEV: 450.49 0 a + a + a N Q N W M W (] u m � w 460 0') O m / DLu LL to+oo 10+50 11+00 a+5o lz+oo 12+50 13+00 13+50 1 +o0 14+50 15+00 15+50 16+00 16+50 / \ \ `°M, 0 j J MARCELLA STREET z°° _ "� m / \ > L 455 W z J EXISTING GRADE (TYP.) / PROPOSED GRADE (TYP. \ } ¢ O J Hq ILL (DESIGN SPEED=25 MPH) � O \ LuLn F- i \ aw CO > Q /PROPOSED AIR -RELEASE VALVE \ \ 4 LL w Lu o / \ ° ul 0 450 W LU 0 ¢ w � 0 PROPOSED VDOT STD. CID \ w Lu O �--I z LL Y // 3.5' MIN. \\ Lu U z L9 _j w ¢ > _�C J O u PROPOSED VDOT STD. CD-. H g } Q C7CJ VERTICAL GRAPHIC SCALE o m / z ` � 445 2 W s o M s io 20 - W 3 Q U w NL ,-_ Q LuLL �� ( IN FEET) z ; PROPOSED FIRE HYDRANT 1 inch = 5 ft. ASSEMBLY w/ 12"x6" TEE PROPOSED 1z" L.L. 52 DI WATERLINE 1.3 FUTURE ROAD GRADE 440 Lu (�� Q2s 74A ~ U Q HORIZONTAL GRAPHIC SCALE Q 1.3' PROPOSED STORM SEWER CROSSING i) O O so o zs so ioo zoo �'7 I" 0/ 635ro z6A PROPOSED FIRE HYDRANT 555 435 WCO ( Lu IN FEET) PROPOSED STORM SEWER CROSSING ASSEMBLY w/ 1z"x6" TEE 71 � 4 IL Z J 1 inch = 50 ft. �. J PROPOSED I2"x8"TEE, (TYP. � PROPOSED 12"x8" TEE, (z) -12" G.V., & (1) - 8" G.V. S'0Z (2) -12" G.V., & (i) - 8" G.V. 430 1 2 NOTE: ALL ROADWAY EMBANKMENT MATERIAL PROPOSED SANITARY W SEWER CROSSING AO SHALL CONSIST OF SOIL AND BE PLACED IN � SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 Lu PROPOSED TYPE A Q O INCHES IN THICKNESS BEFORE COMPACTION OVER = BLOW -OFF ASSEMBLY 4z5 CD ly THE ENTIRE ROADBED AREA IN ACCORDANCE WITH -w O CCU VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04 w N NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN Lu AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL Z 420 SIZE 21A OR 21B, FLOWABLE FILL, OR CRUSHED GLASS - F CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER = w RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND �J O w BRIDGE SPECIFICATIONS, SECTION 30z.o3G. Q (DESIGN SPEED=30 MPH) \\ o roe No. TIE-IN TO EXISTING GRADE NOTES: 4�5 182150 i. ALL FILL TO BE PLACED AT95%COMPACTION. SCALE 3.5i N 1� n N M N N M ci Ln n n °) N z. MINIMUM OF COVER MUST BE MAINTAINED OVER WOOL. m m M m M N N N M a o N o a o N N a o N a N a 00 r o) r � m m Vl ^ I� O N M 00 �O M 06 1� 6 O 6 O 6 O 6 00 6 N 00 a l0 M Ol O M n n 11 1 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM M M a a s a s �n a ` a i0 N i0 m N a Ln a a s M a N a N M N M 1= 50 SEWER & WOOL AND 1.5' OF SEPARATION BETWEEN WOOL & a a s a s a s a s a s a s a s a s a s a s a s a s a s a s a s a s SANITARY SEWER MUST BE PROVIDED. sHeEr%No. Foo 2+ O 2 +00 2+ O 26+oo 26+ o 2 +00 2+ O 28+oo 28+ 0 2 +00 2+ O O+00 O+ O 1+00 1+ O 2+00 1" 4 5 5 5 5 5 7 7 5 5 9 9 5 3 3 5 3 3 5 3 WATERLINE LLu L - co TY f0Z PVI STA:19+50.00 PVI ELEV: 456.82 K: 28.64 46o LVC: 340.00 0N HIGH PT. S A: 9+z5.14 ° o N PVI STA: 22+00.00o 0 HIGH PT E EV: 45.88- Na PVI ELEV: 439.8100 It - N K:z .o6 H N w LVC: 30.00 455 u m u w 0 m / \ w / \ PROPOSED AIR -RELEASE VALVE N ui \ PVI STA: 6+00.00 \ u > PVI ELE : 439.o8 / m m \ 450 K:3 -43 / \ LVC: oo.00 / \ o rn o Ip / 3.5'MIN. \\ 0 m 0 H / N ui `.D. ui / 445 Ji U vi U > m > w / m w / / 6.8o% / 440 PROPOSED FIRE HYDRANT 1.4' / VPROPOSIED ASSEMBLY w/ 8"x6" TEE 1.z' FIRE HYDRANT ASSEMBLY w/ 8"x6" TEE 78A 435 PVI PVIELEV:398-43 STA: To+i7-.54- 54P Lu Lu K: 2.50LVCi000 Z--z Ln PROPOSED 8" CL. 5z DI WATERLINELOW EXISTING GRADE (TYP.) T. STA: 10+17. 4Lu / 43p LOW FIT ELEV: 398.4 / PROPOSED STORM SEWER CROSSING Lu Lu O) N 0) / Z M w + M ° w PVI STA: i1+ 6.02 PROPOSED GRADE ) ( TYP. / / / / J 4�5 au m vi > w PVI ELEV: 40 .8o > K: 26. o LVC, 165. C 0 / / Q' y ROPOSED 8" CL. 52 DI WATERLINE L,) rl L�) FL 00 ', / +a/pPill N / �1 420 " v / / m > w / ix Lu// VERTICAL GRAPH C SCALE a p / 2.5 + o / / 4�5 Lu 00 / PVI TA:8+64.00 Q N / ( IN FEET ) PVI ELEV: 393.81 Q / 1 inch = 5 £ L. K: z6.71 Q � / / � 3, VC:70.00 O In / O N m u < a / 5oA ORIZONT L GRAP IC SCALE 410 0. N m , + ^�' PVI ELE + o.00 9397.78 Z 0 / / ROPOSEDI STORM SEWER CROSSING zs 0 0 z 0 Ji ui U Ji Lu U K:1 .35 00 / / > m > w LVC: 5.00 u w / PROPOSED FIRE HYDRANT m w Ln m ASSEMBLY w/ 8"x6" TEE ( IN FEET ) 405 o w o M w 1 inch = 50 f . 0i + m + m Z 3 + �w O,w -, °° U > v > / 3.5MIN. Q > m > w H m w U 400 v 15' PROPOSED VDOT STD. CD -1 / 00% ' •00' .100% J v 62% 39S z 6 PROPOSED VDOT STD. CD-z m �y 1.7 1.2' 2,00 1/0 46A 390 7v\ I ROPOSED STORM SEWER CROSSING 35 PROIPOSED 8"x8" CROSS & (4) - 8" G.V. ROPO ED 8"x6" REDUCER PROPOSED 4" 45° BEND TO ILL 32A PROPOSED SANITARY DEABLOW-OFF ASSEMBLY TYP.) SEWER CROSSING 385 1 \ R 'POSED 4" CL. 53 DI WATERLINE PROPOSED 6"x4" REDUCER I \ \ \ \ \ \ \ ROPOSED STORM SEWER CROSSING NOTE ALL ROADWAY EMBANKMENT MATERIAL Ni SUCCESSIVE UNIF RM LAYER NOT MORE THAN 8 INCHES IN THICKN SS BEFORE COMPACTIC N OVER THE ENTIRE ROADBED AREA IN ACCORDANCE WITH VDO 2007 ROAD ND BRIDGE SPECIFICATION 303.04 NOTE: CLASS I BA KFILL MATERIAL SHALL BE CR JSHER RUN AGGREGATE SIZE N O. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, F OWABLE FILL, DR CRUSHED GLASS CONFORMING TO lHE SIZE REQUIREMENTS FOR RUSHER RUN AGGREGATE SIZE 25 AND 26 ER VDOT ROA D AND BRI GE SPECIFICA IONS, SECTIO 302.03G. OTE F LL FILL TO BE LACED AT 950/ COMPACTION INIMUM 3.5'OF COVER MUST 3E MAINTAINED OVER W/L. 3. ry INIMUM OF 1' F VERTICAL SE PARATION FROM STORM S WER & W/L AND 1.5' OF SEPA RATION BETWEEN W/L & S 6,NITARY SEWE R MUST BE PR VIDED. PROPOSED FIRE HYDRANT ASSEMBLY w/ 6"x6" TEE\ PROPOSED 6" CL. Sz DI WATERLINE 380 375 M H 1� n 00 00 O1 �t V1 H M l0 00 H M l0 00 N N 00 h O 00 O W 't N M O In M l!1 N w rl ^ ll1 O f. It 00 ri H 0. N V1 M V1 3 0. �'. ^ L. 00 O 0) O w •i � n H N w t. H 0. 0) 01 00 n M Cn O. rl l!1 I 00 N N I n rN N M a) N N n M C6 n Ol 'i O 't N �O 0) O H + M N N 00 6 H O �} 00 00 N ci Ln a) 6 N 6 M p 'i � ci 00 p 00 Ol w 10 't r;i O O 00 Ol 00 Ol Ol a, O m O Ol •i O H O ri 0 H '1 N H N H N N N N M M M M M M 't S d It 1 Vt It Vl L!1 Vl n l!t � l!1 Vl It l!1 d Vl d M M M M M It �} S It It �T 't It 't 't 't � f f It 8+oo 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+oo 16+50 17+00 17+50 18+oo 18+5o 19+00 19+50 20+00 20+50 21+00 21+50 22+00 221 LACONIA LANE (DESIGN SPEED=25 MPH) SCOTT/R. Cb-LLINS'Z Lic. No. 0357911E p 6/2/21 11 Z O a k Z L 0 U) O Z J O Q H � r > z Lu `H W ae Lu N N O O N N a N koo Lu z Ix W n ul z rn r` 00 (n N 00 N C:) Cn N N Lu J J_ L7 Lu 0 Q U i Lu G7 Lu Lu Lu Q C] C] N z Q a - a LL a z I --I 1 rl 06 T-1 U O co J J F--1 2 O O W w J_ ILL O z J Lu a W a O w J H 0 W w a JOB NO. 182150 SCALE 1" = SOS SHEETNO 10 PVI ETA: 23+01.34 �TH p PVI ELEV: 437.78 F K: 2.5o LVC: 1o.00 G1 LOW PT. STA: 23+01.34 'A 1g+50.00 LOW PTELEV:437-83 SCOTT R. LINSZ 1: 456.8z w ro wL) Lic. No. 035791,E4 m O° OOI4o.00 m r^n M 460 0�0� 6/2/21�� sSIONAL EGGSuj F Z w 0 U O 0 Ln 0 uai (� k a Z co =z O Z _i z Q O O F�1 L ~Lu z Lu ce F�1 m > a w Ww �/ a I.f. w N w PVI STA: 17+13.00 N N CD PVI ELEV: 427.78 nLu � K: i9.47 m C 435 LVC: 7S.00 435 1OIj Lu ASEVALVE O ASSEMBLYri f� M C� O rso 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+Soz < N ^J ® c co LACONIA LANE 0 (DESIGN SPEED=25 MPH) 04 O O�.�/ N clL Lu Q w Lu z J I� LL J O W NOTE: ALL ROADWAY EMBANKMENT MATERIAL LLJ SHALL CONSIST OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 �--I z INCHES IN THICKNESS BEFORE COMPACTION OVER _6 J THE ENTIRE ROADBED AREA IN ACCORDANCE WITH Q C7V VDOT zoo? ROAD AND BRIDGE SPECIFICATION 303.04 ULU NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN Ti AGGREGATE SIZE NO. 25 OR z6, AGGREGATE BASE MATERIAL Y SIZE 21A OR 21B, FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER W OZS RUN AGGREGATE SIZE z5 AND z6, PER VDOT ROAD AND F- 1 Q BRIDGE SPECIFICATIONS, SECTION 302.03G. �J 11 NOTES: Ln O O 1. ALL FILLTO BE PLACED AT95% COMPACTION. of z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. w 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM J SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & J SANITARY SEWER MUST BE PROVIDED. J _ J Q o o VERTICAL GRAPHIC SCALE O N m 5 0 2.5 5 10 20 w J ti ( IN FEET ) �j 1 inch = 5 ft. w O w a � 10+00 10+so 11+00 11+so 12+00 1z+SO 13+00 13+50 14+00 14+50 15+00 15+50 16+oo 16+5o 17+00 17+SO 18+oo 18+50 JOB NO. SABLEWOOD TRAIL 50 HORIZONTAL GRAPHIC SCALE 200 182150 SCALE (DESIGN SPEED=25 MPH) 1"-5Q' ( IN FEET ) 1 inch = 50 ft. SHEET NO. i9 A vi I� in N o Ln 00 N + m N a w + r, � � BEG w N CUL-DE-SAC - ETA. 1 +60 7 430 " m " W 430 °0 z�o° ROPOSED AIR -REEF PROPOSED TYPE BLOW -OFF 425 425 PROPOSED GRADE (TYP.) ROPOSED y � CL. 53 DI WATERLINE P I STA: 1o+zl.00 ILL 420 PVI ELEV:39o.67 �P') � PROPOSED SANITARY 420 LVC:1o.o0 1. 44A SEWER CROSSING LOW PT. STA: 1o+z100 °+N° LO PT ELEV: 390. z N PROPOSED STORM SEWER CROSSING 415 � m $, � ROPOSED 6"xy" REDUCER 415 m U w PVI S A: 11+og.00 p PROPOSED FIRE HYDRANT w PVIELEV: 39z�43 p ASSEMBLYw/6"x6"TEE z7.z5 ^°0 410 LVC: 105.00 � 6' 410 o � �� o o m+ � o PROPOSED - �- VDOT STD. CD-1 1.3' EXISTING GRADE (TYP.) + M `+° ,;, m w O w Z .°+ N ZO � _.- Q � o v V m V w z � 3.5' MIN. 405 m > � ,,, o i yoA 405 a w � ROPOSED 6" CL. 5z DI WATERLINE O i 400 � + 400 m vai v w � w� � Oz z wi � ¢ 1.1' 395 � � 395 � J r ? 36A Z 3 1.1' PROPOSED 8"x6" REDUCER z.00 ° zoo°/ 390 PROPOSED FIRE HYDRANT390ASSEMBLY (PRO w/ 8"x6"TEEPROPOSED VDOT STD. CD-z PROPOSED 8"x8l'TEE&(z)- 8" G.V. 1 4 OSED SANITARY 385 SEWER CROSSING 385 ROPOSED 8" CL. 5z DI WATERLINE 1zA I I ROPOSED STORM SEWER CROSSING PROPOSED 1z"x8"TEE, 380 (z) - 1z" G.V., & (1) - s" G.V. 380 01 � S O � •i N � O l(1 W lLr I� °D N l0 '� CO m W l0 u1 � I� 1 0D m m ri ci m `t N ei � CO O � 01 W N � V1 N L!1 l0 01 rl Ol Ol rl N O N � O � M O ^ M O O l0 O M 1� � Ol O O � O � m �y .t f � � d � 'i � � � � � Ol O O O O A:1g+z5.1y _ o `^ PVI STA: zz+oo.00 n w N "-' EV: 45i.88- n � PVI ELEV: 439�8i v m v w � K:z w � N � LVC: .06 30.00 m -!`! V w o o � 455 \ N v W O \ m \\ W J > � N m \ w Q � 450 \ O 3.5'MIN. \� �w F \ \ z 445 J W � W V 6.8o°/O \ � \ w Z g \ \ 440 PROPOSED FIRE HYDRANT 1.y' ASSEMBLYw/8"x6"TEE 2'pp0j0 zoo ° � 78'4 ROPOSED VDOT STD. CD-z 435 W W = 1�3' &ROPOSED 8"x8"TEE V1 PROPOSED 8" CL. z DI WATERLINE 5 (3) - 8" G.V. W vwi 76a 430 z PROPOSED STORM SEWER CROSSING J 2 U 425 420 °n � Ol � � � l!1 � N O l!1 N W � W It � a � a a� � a � a � a � a 46o 46o TH OFD O C, SCOTT R. LINS� L� Lic. No. 035791 °p 6/2/21 oIONAL E��1 F- z w O U 0 0 z 06 0 uai a (A CCk a Z L co =z Oz a o 0 F�1 L ~ Lu zce Lu H m > a W w a o w w w N N O O N N l N N to O ti , Z"'z N Q J 4 i N Q O O W Cn N W � Q �n J H J �.L L.L Lu � OJ �--I W Q W 2 � 111 C) Y U Lu � F— (� Ln 5 O Q —J Vl 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo 6+50 7+00 7+50 8+oo 8+50 g+oo 9+50 10+00 z W W J MH-23 - MH-8 — c J _ w J Q o VERTICAL GRAPHIC SCALE O o ac s o z.s s io zo NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN N AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE FILL, OR CRUSHED GLASS IN FEET ) Lu CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER 1 inch = 5 fL RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND F BRIDGE SPECIFICATIONS, SECTION 302.03G. w w 0 w HORIZONTAL GRAPHIC SCALE NOTES: JOB NoU) 50 0 25 50 100 zoo 1. ALL FILL TO BE PLACED AT 95%COMPACTION. 182150 z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND i.5' OF SEPARATION BETWEEN W/L & SCALE ( IN FEET) SANITARY SEWER MUST BE PROVIDED. 1" Q' 1 inch = 50 ft. — .5 SHEET NO. 20 MH-zz MH-z3 STA:8+75.3i STA:g+8437 RIM:45i.00 RIM:y5z.z5 MH-zi INV IN. 438�53 FROM MH-z3 INV OUT. 439.i7 TO MH-zz 455 STA:7+97.33 RIM:447�17 INV OUT. 438�33 TO MH-zi -' 455 i INV IN. 436.zo FROM MH-zz INV OUT. y36.00 TO MH-zo � 45� 45� MH-zo / STA:7+o8.75 RIM:44333 ' INV IN. 43z.zo FROM MH-zi INV OUT. 43z.00 TO MH-ig 445 445 i M H-ig STA:5+6z.95 / RIM:434�00 / ' 440 INV IN. z FROM MH-zo 4 3 45 440 INV OUT. yz3.z5 TO MH-z8 / / � 8" DIP zo5.o6 LF t?a PROPOSED PROPOSED DRAIN ROOF CROSSING � 435 GRADE (TYP.) LF 435 / 73.99 � � a p\e �9% 43� MH-i8 STA:3+8i.75 � 43� / RIM:yi8.z5 / INV IN. yio.o3 FROM MH-zg / °�° INV OUT. yog.83 TO MH-i76o3 4z5 F 4z5 PROPOSED ROOF ' DRAIN CROSSING i 4zo M H-i7 i 4zo STA:z+37�97 PROPOSED ROOF RIM:yo6.67 DRAIN CROSSING EXISTING GRADE (TYP. INV IN. yoo.iz FROM MH-i8 INV OUT. 399�9z TO MH-i6 415 �� yo 415 MH-8 3.4' STA:o+oo.00 RIM:395�z5 / 410 INV IN. 385�45 FROM MH-i6 / 4io INV IN. 385�45 FROM MH-g / INV OUT. 385.z5 TO MH-7 ' / PROPOSED ROOF / MH-i6 DRAIN CROSSING 4�5 STA:o+7o.60 RIM:399�z5 Q�Q 69�ro 405 INV IN. 39z.zo FROM MH-i7 g � / INV OUT. 39z.00 TO MH-8 O�.Q 400 400 ROPOSED ROOF jr RAIN !!% 395 Ewa° F� 395 zl PROPOSED 8" WATERLINE y633$� CROSSING 39� 39� z:7' ap vQ yo 385 �b 385 380 380 I� � rl ^ M O l!1 � n N l0 � � L!1 N � S M � Vl �t ,y W CO P'1 0l N O N .T � (Y1 N O .t �/1 O 3 CO O N � L!1 N � Ol � O I� ,y V1 Ol O ri O � Vl O ul 00 O � •i ,y M rl � l!1 '{ ^ I� •i rl Ol •i � rl N O M N � to N � O N (Y1 M M ^ 1p M O O �t r! � .t d n �t ^ O ll1 � M '.j lIt N d � ,�.� d � to .t O � � O S � O � .t O � � ri � d ,y �} d N � .t N � �t N M � S � �t ,�.� � �t � � .t � � d � � .t � � .t � � .t � � � 46o 46o 440 440 O C, SCOTT R. LINSZ C� Lic. No. 035791,E VERTICAL GRAPHIC SCALE ��0, 6/2/21 s 0 2.s s 10 20 �sSIONAL EGGS ( IN FEET ) 1 inch = 5 ft. INV IN. HORIZONTAL GRAPHIC SCALE z INV I 50 0 2s so 100 200 INV Ln o U O ( IN FEET ) 0 1 inch = 50 ft. Z d3 0 uai k a Z LA co =z O Z z a O NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN o AGGREGATE SIZE NO. z5 OR z6, AGGREGATE BASE MATERIAL I""I `n Z SIZE z1A OR z1B, FLOWABLE FILL, OR CRUSHED GLASS � ce < CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER H m RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND `` Q BRIDGE SPECIFICATIONS, SECTION 302.03G. / w W NOTES: N i. ALL FILL TO BE PLACED AT 95% COMPACTION. Lu > z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. UJ N N � O O N N o+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 N ko MH-34 - MH-29 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 LuC17 435 435 f� M N Q 4 J ® c 0 i N Q O O�.�/ O N clL W Q Ln J H J L.L W Q T� LD '-j w Q CZ � U W Ln T- f Lfl (� O Q ---� Ln Z W CD J � H� J _ W J Q 0 OO ly Nm u w J ti w o w a � JOB NO. 182150 SCALE 1�� = 50� SHEET NO. 0+00 o+ 0 1+00 1+ o z+00 z+ o +00 + o +00 + o +00 + 0 6+oo 6+ o +00 + 0 8+oo 8+ o +oo + 0 10+00 21 5 5 5 3 3 5 4 4 5 5 5 5 5 7 7 5 5 9 9 5 EXISTING GRADE (TYP. � � MH-37 STA:3+49�58 455 � RIM:45i.00 INV OUT.437�83T0 MH-36 455 MH-36 STA:z+14.zo RIM:444�67 INV IN. 4zg.zo FROM MH-37 45o INV OUT. 4zg.00 TO MH-35 450 M H-35 MH-3o STA:o+87.34 STA:3+35.84 RIM:439�00 RIM:44o.z5 INV IN.4z4�95 FROM MH-36 445 N.4z4.z8 FROM MH-31 IN OUT. 4z4�75T0 MH-3o N. 4z4.z8 FROM MH-35 PROPOSED ROOF OUT. 4z4.o8 TO MH-zg / / DRAIN CROSSING 440 / 440 PROPOSED / 8" WATERLINE CROSSING / ROPOSED GRADE (TYP.) 435 / 435 / / PROPOSED YARD/ROOF DRAIN CROSSING �\e bc�'lolo PROPOSED STORM SEWER CROSSING $� 43o ti31� 430 8" 425 y22 $6 �\� 4z5 - MH-3 8" DIP g3.34LF�ao.56% MH-37 4zo 420 N N OJ Q lD M r` � V1 � l0 � O N M O a O a � V1 O a� a� EXISTING GRADE (TYP.) ��.� 435 � _ � 435 � / O F M M 00 M� ry? \ M _ = N = � cryi \ N V1 lA S 430 �� g 00 rv°�� \ �o� 430 \ mma0 / °� 00° V1 T��LL / mn�Zp > > LL LL p •i � M ri a \ p c^i cpi N� 4z5 aar O1 o N z z� m"� Z o 4z5 _~� ZZ Z g(~/i� Z Z 4zo 4zo PROPOSED GRADE (TYP.) PROPOSED PROPOSED STORM 6" WATERLINE�� SEWER CROSSING 415 CROSSING 415 65 1. g' 8" DIP 8" DIP 113.3o LF Qa o.56% 41O 8" DIP 13z.58 LF Qa o.54°� g1.67 LF Qa o.60% 410 405 405 ,^+ �n M o � a0 0 0 °, �0 � r\tn � � s � s � � � � � � s � MH-14 MH-15 MH-13 STA:8+64.48 STA:g+gl.zz STA:7+57.47 RIM:4z9.5o RIM:43o.z5 RIM:4z5.83 INV IN. 4i7.95 FROM MH-15 / INV OUT. 4zz.z5 TO MH-i 43o INV IN. 415.zo FROM MH-14 INV OUT. 415.0o TO MH-1z INV OUT. 4i7.75 TO MH-13 / 430 MH-1z STA:6+58.67 / RIM:4z1.00 / INV IN. 4og.87 FROM MH-13 INV OUT. 4og.67T0 MH-11 4�5 4�5 MH-11 / R M:515o08 4 5� PROPOSED 4" WATERLINE CROSSING INV IN.4o4.zo FROM MH-1z / 420 INV OUT. 404.0o TO MH-10 / 420 MH-10 8,p\P 50% STA:4+51. zo RIM:4o9.50 INV IN. 398.78 FROM MH-11 / 415 INV OUT. 398.58 TO MH-g 8 D\P a% / 415 � z•4 yo3• p1`F MH-g / STA:3+48.z6- 4�0z. a�-O�S.k 410 NV IN o FROM MH-10 PROPOSED 39 7 GRADE (TYP.) INV OUT. 39z.5o TO MH-8' 0y 4 10 EXISTING GRADE (TYP. - - MH-8low _ �Q 405 STA:o+oo.00 MH-5 - 545 y9�-F � 405 RIM:395�z5 � 1°0. STA:5+4z.o1 � - INV IN. 385.45 FROM MH-16 RIM:386.4z INV IN. 385.45 FROM MH-g � INV IN. 81.zo FROM MH-6 - INV OUT. 385.z5T0 MH-7 � INV IN.381.zo FROM MH-7 [INV o0 �e 6I 4O0 OUT.381.00TOMH-4g'0�5ti 400 MH-7 99y STA:5+43.i7 RIM:39i.00 i INV IN. 384.zo FROM MH-8 ROPOSED STORM SEWER CROSSING �( 395 - INV OUT. 384.0o TO MH-5 395 9 9q, 33 390 390 O\e 69% L 15°.f�5 385 36' 385 DIP 108.5o LF Qa o•97% M H- 1 5- H- 5 8" DIP 380 77�31 LF Qa 3.6z% 380 ap m ry 1p m ri N o ri N �n m <D o ^ N �p � O a ^ 1� � n m 01 a l0 CO � l0 o � a � O m n l0 o a in m in io N 01 � In 01 ,y °p al ,y O O M ri O � O O ^ O O � ci O M N O � O O l0 O O W O � O ci ci ri r1 ri O N N m � Ol � a 01 a � m a � m a p s a O s a p s a O s a •i s a •i s a ,y s a 'i s a ry s a N s a ry s a N s a ry s a N s INV I E NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 302.03G. NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND i.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. 420 VERTICAL GRAPHIC SCALE 5 0 2.5 5 10 PROPOSED GRADE (TYP.) ( IN FEET ) 1 inch = 5 ft. HORIZONTAL GRAPHIC SCALE ( IN FEET ) 1 inch = 50 ft. M H-z8 STA:4+64.88 R I M:4i5.83-I 420 iry V uw. 402.45 rrci vm -9 IO NV MH-27 STA:3+14.26 RIM:41o.00 415 INV IN. 399.2o FROM MH-28 415 INV OUT. 399.0o TO MH-26 MH-26 PROPOSED 410 STA:2+27.09 _ 4 WATERLINE 410 RIM:405.00 CROSSING INV IN. 393.7o FROM MH-27 / 61 INV OUT. 393.5o TO MH-25 / PROPOSED STORM \\ 405 // SEWER CROSSING 68, 405 / / / 400 / DIP 400 / 8„ LF C 1146.13 O�Q �$o)o 395 6 a � � 395 EXISTING GRADE (TYP. 390 1/ 390 MH-25 / STA:1+11.72 RIM:380.00 / INV IN. 375-75 FROM MH-26 / 385 INV OUT. 366.00 TO MH-24 / 8 3 5 1 38o /3.5' 38o M N. MH-24 STA:0+49.6i / RIM:364.50 / INV IN. 356.87 FROM MH-25 I 375 INV OUT. 356.67 TO MH-EX-z f 375 STREAM CROSSIN 1 / 370 / ��6o" DIA. MANHOLE INTERNAL REQUIRED DROP 370 M H-EX-2 / STA:o+oo.00 / RIM:36o.42 / N. 355-42 FROM MH-24 / 365 / / 365 i ti 36o / 36o CONNECTION TO 45 !XISTING MANHOLE M N. WATERTIGHT FRAME 355 & LID REQUIRED 355 8" DIP 45.61 LF Qa 2.74% 350 350 Ln m m u0 m N m 1D °o H N ry l0 LIDn 00 0) O 0 O N N O O m m m m m m a It a� a a a 0+00 0+50 1+00 1+50 2+00 2+50 3+00 IMH-28 - MH-EX-2 3+50 4+00 4+50 20 395 390 385 go 375 370 MH-4 STA:4+77.03 R I M:382'00 INV IN. 377.2o FROM MH-5 INV OUT. 377.00 TO MH-3 M H-3 / STA:3+84.6o i R I M:383.00 i INV IN. 376.53 FROM Mk-4 INV OUT. 376.33 TO MH-z / / MH-2 STA:2+78.o8 RIM-377.25 PROPOSED INV IN. 368.45 FROM MH-3 GRADE (TYP.) INV OUT. 368.2 MH-1A PROPOSED YARD DRAIN CROSSING � PROPOSEDSTORM SEWER CROS MH-i STA:2+oo.1 RIM:36i., INV IN. 357-45 FROM MH MH-i INV OUT. 357.25 TO MH- STA:0+07.12 RIM:361.17 365 INV IN. 356.28 FROM MH-iA MH-EX-1 INV OUT. 356.o8 TO MH-EX-1 STA:o+oo.00 R I M:36o.3z INV IN. 356.00 FROM MH-1- 36o 3.5' EXISTING GRADE CONNECTION TO EXISTING MANHOLE -'�P-- I 355 8" SDR-26 PVC 188.94 LF (al o.¢ 8" SDR-26 PVC 3.22 LF Qa 2.56% 350 / o O\Q y h �v' 0 F� y°tih i 8" SDR-26 PVC B.43 LF @a 0.53' MH-6 - MH-EX-1 so�z�6�3 B ��F bo 9 MH-5 STA:5+42.01 RIM:386.4z INV IN. 381.2o FROM MH-6 INV IN. 381.2o FROM MH-7, INV OUT. 38i.00 TO MH-4 _ 8" DIP 22 LF @a 0 T M H-6 STA:7+11.23 RIM:395.00 INV OUT. 382.25 TO MH-5 395 \ 390 M Ol O 00 lD Ql '* M Oa Lo °O 0) 0) m N O 00 r, M N a o lD N lD ry lD N lD : lD kD lD ^ a r, rn n 00 N 00 kD 00 00 o 0) n rn 00 v O) a 00 0) 0a1 o 00 0) m m m m m m m M m m m m m 00 m m m m 00 m m m m m m m m m 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo 6+5o 7+00 MH-30 MH-31 STA:3+35.84 STA:5+30.57 RIM:440.25 RIM:443.83 445 INV IN.424.28 FROM MH-31, INV OUT. 431.83TO MH-30 445 INV IN. 424.28 rKUM MH-35 INV OUT. 424.o8 TO MH-29 440 PROPOSED GRADE (TYP.) 440 ROPOSED 12" Wi 435 MH-29 STA:1+17.12 435 6:z' RIM:421.17 INV IN. 410.95 FROM MH-30 INV IN. 410.95 FROM MH-32 INV OUT. 410.75 TO MH-28 / 430 430 EXISTING GRADE $�0�396 425 MH-28 STA:o+oo.00 J (TYP.) 19°� 425 / RIM:415.83 / INV IN. 402.45 FROM MH-29 INV OUT. 402.25 TO MH-27 / 420 420 415 / y�F 415 410 410 / / D� 405 / a'�3 405 ti yy3y M -28 400 400 O aHaa aa CO ` 0) O O tD � 0) 00 00 O 0 H .� m �D � O Hs ) C N N ;) O H M 6 00 00 H M rlO a s a a Its s a s 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 385 :m 375 370 365 36o 355 350 JERLINE CROSSING SCOTT/R. Cb-LLINS'Z Lic. No. 035791 p 6/2/21 11 Z z 0 E z 0 co _5 us a O0 u) F z u D Lu u u Lu u li UJ N N F o 0 N N m N N koo Lu - ti co z Q N J i 0 N Q o 0')N O�/ CN clL w > Q U) -i J EZLu -E J >LL. LL W Q� 0L9 Q ( w W � U � W T-1 w Y U Lu Ln D U) 0 z Q -J Vl ZW � co J U) H� J ~ _ J Q o C: 0C:)m u w J F 0 w a JOB NO. 182150 SCALE 1" _ 501 SHEET NO. 22 J J TH 0 mm STR:zyB VDOT STD. MH O O SCOTT R. LINS'Z TP=440.67 F- N L) Lic. No. 035791 INV IN: 435.00TO 26 O N ,` O U, � 4 INV OUT: 433.67 TO zy mj m O po6/2/21 1� 445 STR:zy VDOT STD. MH n N° It 445 sSIONAL �lyCao r z w O U 0 0 z 0 uai (� Of k a 00 Z Of � co =z O Z _i z a o 0 mom F�1 Ln ~ zLu F�1 m > a W w �/ ce a w w mom w N N O O N N a C N l0 O Lu ti M z m N Q J ® a- 0 N Q O O O 04 N LLJ a z J '� LJJ PROPO MATERIAL SIZE 21A J LL W O L9 _j 0� � pZ L u Q U uJ Y LLJ U O U) Ln l!1 W CD ELM mommmmmmum z � J U) J _ J Q o OO N co 0+00 0+50 1+00 1+50 z+00 z+50 3+00 3+50 y+00 4+50 s+00 5+50 6+oo 6+50 7+00 7+50 8+oo 8+5o 9+00 9+so io+00 10+50 11+00 a+50 1z+00 1z+50 13+00 13+50 iy+00 14+50Lu STR-26B - SWM 'B' 0 w a JOB NO. 182150 SCALE 1"_501 SHEET NO. z3 TP=440�58 i~i, r Z z-F a INV IN: 433.z5 TO zyB ,^ r ? INV OUT: 43i.58 TO zz STR:zz VDOT STD. DI-3B (L=6') / 440 � TP=437�67 440 m INV IN: 43i.i7TO zy PROPOSED m � INV OUT: 4z5�4z TO zo 8" WATERLINE PROPOSED o m o ry CROSSING / i. iz" WATERLINE � 000 CROSSING v, H � o il-5' / 435 o N ° m � 435 o ao N z z 15" RCP � p / 39.6g LF Qa i.00% � F Z Z Z is" RCP 43 o 35J3 LF Qa s.i8% 430 d m o PROPOSED GRADE (TYP.) \ 35.oi LF Qa i.zo% m / \ 30" RCP � o S 38.7z LF Qa i.o6% 4�5 O Mo of � � 4�5 STRa8 VDOT STD. DI-3B (L=io') TP=ys8.33 m � a� 30' RCP % INV IN: yo9.5o TO i86 � �? p yso.z4 LF � 1.33 INV OUT: yo6.5o TO i6 r a > > � ~ � Z PROPOSED 420 ° 6" WATERLINE CROSSING i� 4 20 m m 0 � o o 4�5 N /�- � 4�5 p N M o m EXISTING GRADE (TYP.) �' \ 30" RCP � m � a� PROPOSED o z84.77 LF � 1.3z/0 a? ? O iz" WATERLINE � a > > > CROSSING \\ 4io 4io STR:izB VDOT STD. DI-3C (L=8') TP=39133 � INV IN: 385.58 TO iy � 30" RCP INV IN: 387.zs TO YD-i � 39.67 LF ° Qa i.z6 /0 405 INV OUT: 383.0o TO zz 405 � � CP 3 STRaz VDOT STD. DI-36 (L=io') STR:iy VDOT STD. DI-3B (L=io') z43.67 � Lal s•z6% TP=39i.z5 INV IN:38z.68T0 izB TP=395�z5 4p0 INV OUT: 38z.58 TO io6 - - INV IN: 39o.z5 TO i6 400 - INV IN: 387.83T0 iy6 IN OUT: 386.0o TO izB STR:io6 VDOT STD. MH TP=388.67 � INV IN: 38z.33 TO iz � NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH INV OUT: 377.z5 TO so OF sz' OR GREATER SHALL HAVE SAFETY SLABS IN NOTES: 395 / -°+ ACCORDANCE WITH STANDARD SL-i AS FOUND IN i. ALL FILL TO BE PLACED AT 95%COMPACTION. THE zoo8 ROAD AND BRIDGE STANDARDS. z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 395 � J i 3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND i.5' OF SEPARATION BETWEEN W/L & m S'" NOTE: HDPE CAN BE USED AS AN ACCEPTABLE SANITARY SEWER MUST BE PROVIDED. o °p SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. 390 p � � RCP R SEE DETAIL ON SHEET i7 FOR HDPE PIPE 390 � � ,M+,, 3° LF � 1.24% BEDDING INFORMATION. �� 161.9z NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER � o � � `.'' RUN AGGREGATE SIZE NO. z5 OR z6, AGGREGATE BASE � an z O 8" WATERLINE NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH GLASS CONFORMING TO THE SORE REQUIREMENTS FOR 385 � � a > > z z CROSSING 1'3 OF y' OR GREATER SHALL HAVE STEPS IN CRUSHER RUN AGGREGATE SIZE z5 AND z6, PER VDOT 385 ii v, � - - ACCORDANCE WITH STANDARD ST-i AS FOUND IN ROAD AND BRIDGE SPECIFICATIONS, SECTION 3oz.o3G. � d � m THE zoo8 ROAD AND BRIDGE STANDARDS. p o � � 30" RCP / � o 00, 37.iy F Qa z.i3% 380 � � H ~ N � H m o STR:6B VDOTSTD. MH 0 � M 30" m� SIUs 390 390 XISTING GRADE (TYP.) 385 ~ 385 \ N J 380 m o 380 m O o VDOT 5TD. DI-313 (L=8') TP=372-33 M r INV IN: 367.33 TO io v 0 co INV IN: 365.00TO8B > mF INV OUT: 364.25 TO 6B m m0 o n LA H Z 375 370 370 PROPOSED GRADE(TYP. PROPOSED 12" WATERLINE 1.0' CROSSING 365 365 15" RCP 39-72 LF Qa 0.83% 36o 36o l0 ~ m m 00 m N � m 0+00 0+50 STR-8B - STR-8 405 400 395 390 385 375 370 0 N 405 d 405 m EXISTING GRADE (TYP.) o 0 O LA m STR:14 VDOT STD. DI-313 (L=1o')- 471) o 00 400 TP=395.z5 > m m INV IN: 390.z5TO16l m m � INV IN: 387.83 To 14B " m0 INV OUT: 386.00 TO 1zB a > ,nFz 395 395 PROPOSED PROPOSED GRADE (TYP.) z" WATERLINE CROSSING L390 0 15" RCP -40.68 LF (a)1.z6% QO 't N G u1 m M 0+00 0+50 STR-14B - STR-14 N rl J m o In 00 Fn N m0 Ln OkD H 0 6 00 0 r am o N PROPOSED M- O GRADE (TYP.) ,~„Hzz STR:z8D VDOT STD. MH PROPOSED WATER TP=386.00 SERVICE CROSSING INV IN: 380.17 TO 30 INV OUT: 373.So TO 28B PROPOSED 2 g oar 00 N Ln 0 O o O °m 0 - v m WATERLINE CROSSING N l.0 m ° m� �4' Rl r 80� 2.4 0000 !° zo i34.86LF 0 OF OF » / Ln 0 Ln F- Z Z / nm4 m i / 0 0) moo >oomm� 00N. r Z Z O 30" RCP �„ z z z 43-37 LF Qa 1.1S% --- / A 3o' 3:0' 65. 365 OF TIE-IN TO UNDERGROUND SEWI DETENTION FACILITY'B' 30" RCP INV.=363.gz 10.31 LF Qa 0.78% 36o 355 30' RCP / 76.24 LF C 1.31% / OL RCP ;o LF Qa i.iS% `/" 1 OSED SANITARY 00 m 11 rn 0 N m m O o m0 m ^� I~n O co No H-^o H O O 0 .00 vl F In > m 0) 0'^0�o m mH N m 0 0 Mj a' Im>O mZ0 Ln zz Ln zz� PROPi roll WA CROS' NOTES: i. ALL FILL TO BE PLACED AT 95% COMPACTION. z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 302.03G. NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 1z' OR GREATER SHALL HAVE SAFETY SLABS IN ACCORDANCE WITH STANDARD SL-1 AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. NOTE: HDPE CAN BE USED AS AN ACCEPTABLE SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. C SEE DETAIL ON SHEET 17 FOR HDPE PIPE BEDDING INFORMATION. NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 4' OR GREATER SHALL HAVE STEPS IN ACCORDANCE WITH STANDARD ST-1 AS FOUND IN 50 THE 2oo8 ROAD AND BRIDGE STANDARDS. ` 0 II d m M O 0 It It 6 to O _ O �6 O Mma m N 00 SF m N z 0 m M •t a-0 0 00� >> Ln H Ln Ln I- r O °' "' o o v "O PROPOSED WATI SERVICE CROSSIN( 00 J > mddH m Z Z O o M oo ~ a z z z ~--- 0 N L OlD 0 OM rn PROPOSED WATER 00 0 p o "' SERVICE CROSSINGS m M 0 m m0 00 v 0 m > r m rn 00 n d= m 0 z z PROPOSED WATER O O lO ° z z SERVICE CROSSINGS- Ln HH,�i o:--0 ~O N o m Ln Hzzz / 0 O H M / > ^ m M m m Z Z 0 z a > > > PROPOSED WATER n Z Z Z SERVICE CROSSINGS RCPZ i5 g3% z.6 PROPOSED WATERLINE �5" RCP / 54-41 LF Qa 2.76% PROPOSED SANITARY SEWER CROSSING Lz4" RCP 75-13 LF Qa 24" RCP 35.51 LF Qa 1.41% PROPOSED SANITARY SEWER SERVICE LATERAL CROSSING Ol F N 00 n N I� O co rl w ID lD lip N la00 Ln N N 00 d 0) Ln m m m m ^'' m ^� m ^1 mm m m m m m m 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 LFCP 9°,/0 N 0v0 n N n � m m m a sId- 4+00 4+50 5+00 5+50 STR-44B - SWM V VERTICAL GRAPHIC SCALE 0 2.5 5 10 ( IN FEET ) 1 inch = 5 fL HORIZONTAL GRAPHIC SCALE 0 25 50 100 IN FEET ) 1 inch = 50 It STR:44 VDOT STD. DI-31B (L=14') TP=424.42 INV IN: 417.75 TO 44B INV OUT: 416.00 TO 42 430 STR:44B VDOT STD. DI-313 (L=16') rTP=424-75 INV OUT: 418.25 TO 44 Ill 425 ROPOSED "WATERLINE ROSSING 420 20 zoo 375 STR:16 VDOT STD. DI-31B (L=io') XISTING GRADE (TYP.) TP=4o8.4z INV IN: 403.42 TO 18 STR:16B VDOT STD. DI-313 (L=1o') INV IN: 400.83 TO 16B TP=4o8.42 INV OUT: 39z.z5TO14 �INV OUT: 401-33TO16 410 410 PROPOSED 12" WATERLINE CROSSING 405 405 ROPOSED GRADE (TYP. 1. z' 400 400 1S" RCP 39.7o LF Qa 1.26% 395 395 390 1 1 1 390 rn d m o It o6 ° a 0+00 0+50 STR-16B - STR-16 375 SCOTT/R. Cb-LLINS'Z Lic. No. 0357911E P 6/2/21 vi Z z 0 a u o Z 0 k co a u ` O F u Lu u ` Lu c u li EXISTING GRADE (TYP.) --- ---� w N CD N CD / 15" RCP 4�5 370 / / 370 Q N ko ?,C.? o� / 33-22 LF Qa 1.53% o i5 ^ g830 PROPOSED / _00 6" WATERLINE00 / CROSSING 410 / m m m 365 _ / m w - m o � O 365 m / 0 �O aOat. F 5 R�P2 g4oh XISTING GRADE (TYP.) o m , / oOF— o Ln o gg.43 PROPOSED SANITARY SEWER p m x / + ° o L9 SLu ERVICE LATERAL CROSSING 0 Ln x Lu O 0 �m Ln ^� > M PROPOSED SANITARY SEWER 4 5 360 a0~°o / ?mZO Imo 360 SERVICE LATERAL CROSSING > O ° ^ / PROPOSED a > > ~ z In kDO Ln N M �O .t m W ^ .t 0) O D O 0 O N O H N H N a a a a .Ni Ita , s a 6+oo 6+5o 7+00 7+50 8+oo 8+50 9+00 9+50 ~"� w 0 mH /GRADE (TYP.) nrZZ J m M / co 400 m MZ O w 11 a >> Z / 355 - Z z 355 x X H Z x Lu n w _ w w Q PROPOSED EXISTING 21" SANITARY z" WATERLINE p SEWER CROSSING 1 z CROSSING N w O 395 35o I 350 N TIE -INTO STRUCTURE PROPOSED w > Q WITH THE PHASE z POLO GROUNDS 1.z ROAD PLAN RCPLu �369 Lf) 390 (SUB-2017-117) 9y F 4°!z4is"CLF Qa o.579�0 J Lu 345 y2`' 345 LL J LL O StD v1m 10 S ' m m m 0 m m m M m ILu4- r ~ /O// L L 385 O 0 ,--I _j o+oo o+So 1+00 1+50 Q CZ uj STR-4B v w 38o -STR-2 375 370 365 36o 355 w Y U Lu STR:20 VDOT STD. DI-313 (L=8') ( ) O TP=428.42 INV IN: 42i.00 TO zoB STR:zoB VDOT STD. DI-3B (L=12') � U) v O (%) INV IN: 423.42 TO zz TP=428.67 J INV OUT: 417.08 TO 18B INV OUT: 421.42 TO 20 430 Lu L1J / EXISTING GRADE ( 0+00 0+50 STR-20B - STR-20 TY � J P.) U H J _ LE-1 J Q o OC: N °o u w J ti w O w a Ln JOB NO. 182150 SCALE 1"_501 SHEET NO. 24 STR:5o b IN STR:46' IN 430 STR:48 � 16 410 /`EXISTING GRADE (TYP.) / 415 415 STR:48B VDOT STD. DI-3B (L TP=4o6.33 DOT STD. DI-3B (L=io') INV IN: 402.33 TO YD-3 TP=405-75 INV OUT: 399.00 TO 48 V IN: 401.75TO ROOFz 410 I N V I N: 398.67 TO 48 B INV IN: 401.00 TO 50 INV OUT: 396.00 TO 46 405 405 PROPOSED ROPOSED GRADE (TYP.) 8" WATERLINE CROSSING 400 i.3, 400 15" RCP 33-58 LF t7a o.98% 395 395 r 0) r 0 O � 0+00 0+50 STR-48B -STR-48 410 EXISTING GRADE (TYP.) ✓DOT STD. DI-313 (L=8') 405 TP=399.o8 INV IN: 392.00 TO 46B STR:46B VDOT STD. DI-3C (L V IN: 395.o8 TO ROOF1 TP=399.o8 INV IN: 392.75 TO 48 INV IN: 395.00 TO YD-z INV OUT: 390.92 TO 34 INV OUT: 39233 TO 46 400 400 GRADE (TYP.) 395FPROPOSED 395 PROPOSED 1.2' 8" WATERLINE CROSSING 390 390 15" RCP 32.7o LF 1.oi% 385 385 � M O 0 O 0+00 0+50 STR-46B - STR-46 Me GRADE (TYP.) [EXISTING DOT STD. DI-313 (L=io') TP=418.00 425 V IN: 414.00 TO ROOF4 INV IN: 412.33 TO 52 / STR:5oB VDOT STD. DI-313 (L INV IN: 410.83 TO SoB / TP=418.00 INV OUT: 40433 TO 48 INV IN: 414.00 TO ROOFS INV OUT: 4ii. zS TO 5o 420 420 ROPOSED GRADE (TYP.) 415 425 PROPOSED 8" WATERLINE 1.2' CROSSING 420 1 410 is" RCP 32.67 LF dal 1.29% 405 405 W N 0 N m i 0+00 0+50 STR-5oB - STR-50 420 425 =1z') 410 PROPOSED SERVICE CRO 405 400 395 =6') VERTICAL GRAPHIC SCALE 5 0 2.5 5 10 20 ( IN FEET ) =io') 1 inch = 5 ft. HORIZONTAL GRAPHIC SCALE 50 n 25 50 100 200 ( IN FEET ) 1 inch = 50 fL. NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 12' OR GREATER SHALL HAVE SAFETY SLABS IN ACCORDANCE WITH STANDARD SL-1 AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. NOTE: HDPE CAN BE USED AS AN ACCEPTABLE SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. SEE DETAIL ON SHEET 17 FOR HDPE PIPE BEDDING INFORMATION. NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 4' OR GREATER SHALL HAVE STEPS IN ACCORDANCE WITH STANDARD ST-i AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE ziA OR ziB, FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 3oz.03G. NOTES: 1. ALL FILL TO BE PLACED AT 95%COMPACTION. z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. STR:40 VDOT STD. DI-36 (L=1o') PROPOSED GRADE (TYP.) TP=4i3.z5 INV IN: 407.5o TO 42 STR:4oB VDOT STD. DI-313 (L=12') INV IN: 406.33TO4oB TP=413.50 INV OUT: 404.75 TO 38 INV OUT: 4o6.83 TO 40 415 415 0 v m _ m E o O O� 0 O DN OF OF Ln v~i � � N 0 o L�)OIt ° N.� 00 t �aF >..H o � W1ZZ � 'taO H V)�zZZ ZC Lis" RCP -61.oi LF @ EXISTING GRADE (TYP a a 0 a 0+00 0+50 STR-6oB - STR-6o / 410 410 PROPOSED XISTING GRADE (TYP.) 6" WATERLINE---'i.z CROSSING 405 405 15" RCP 33.o6 LF Qa 1.51% 400 400 M m m O 00 0 STR-4oB - STR-40 420 415 STR:36 (TYP.) 410 405 400 Wji 410 445 STR:54B VDOT STD. DI-3B (L=1z') TP=44z.o8 STR:54 VDOT STD. DI-3B (L=iz') INV IN: 438.00 TO ROOFS TP=44z.00 INV OUT: 43533 TO 54 INV IN: 437-75 TO ROOF8 INV IN: 435.0o TO 546� 445 INV OUT: 430.5o TO 52 / / / PROPOSED 440 / 8" WATERLINE PROPOSED WATER CROSSING SERVICE CROSSINGS � 15" RCP STR:Sz VDOT STD. DI-3B (L=io') / 32.78 LF @ 1.02% 435 TP=429.83 INV IN: 4z5.83T0 ROOF6 435 INV IN: 424.00 TO 54 / / PROPOSED SANITARY SEWER INV IN: 422.67 TO 52B / SERVICE LATERAL CROSSING INV OUT: 416.58 TO 50 / / 430 PROPOSED GRADE (TYP.)-, / 430 1.0' RCP 8L+% 15 3- PROPOSED WATER L , 19 F Qa SERVICE CROSSINGS / 16921 4�5 STR:50 VDOT STD. DI-3B (L=io') � I 425 TP=418.00 1.0' INV IN: 4i4.00TO ROOF4 EXISTING GRADE (TYP.) INV IN: 412.33 TO 52 INV IN: 410.83 TO 5oB 42p INV OUT:40433TO48 PROPOSED SERVICE LATERAL SANITARY SEWER CROSSING 420 PROPOSED PROPOSED WATER 6" WATERLINE SERVICE CROSSINGS CROSSING i 3, 415 STR:48 VDOT STD. DI-3B (L=1o')- TP=405-75 9, 1. ' 415 INV IN: 401.75TO ROOFz 000 INV IN: 398.67TO 48B .RCP o PROPOSEDSANITARYSEWER INV IN: 4oi.00 TO 50 15 Ca 2.96lo SERVICE LATERAL CROSSING INV OUT: 396. oo TO 46 143.E+5 410 420 / / / STR:46 VDOT 5TD. DI-3B (L=8') TP=399.o8 405 / INV IN: 39z.00TO46B 405 INV IN: 395.08 TO ROOFi / .4 STR:34 VDOT STD. MH / INV IN: 39z.75 TO 48 1 3 i.o' TP=397-75 / INV OUT: 390.92 TO 34 INV IN: 39o.z7TO36 INVIN:391.00T036 / RCP i5 o PROPOSED SANITARY SEWER NV OUT: 390.17 TO 32B yz1/D 6�t F C SERVICE LATERAL CROSSING 400 i5o PROPOSED WATER SERVICE CROSSINGS 00 395 i�o' 395 PROPOSED RCPzyz% 8"WATERLINE 1g, BOF CROSSING s53, 390 390 z4" RCP 59.02 LF Qa 1.io% 385 385 I� 0) a, `+ r1 I� d M n M O) rl I� ' M 00 n O O O) rl N H ry N m n ^ 3 3 y1 S 00 •i 10 O OD rl O V1 O Ol O O) m ~ ri ~ .t n ~ OD O) `"� ry H N 6 ci W N Li) 0) N 01 N m M m 1� 0) m O m It ci S O) m O O .t O 1 ci ' ei N d N 3 N d M 3 m S d % It r XISTING GRADE (TYP.) 410 STR: 6B VDOT STD. DI- B (L=io') 3 3 TP=4o1.50 DOT STD. DI-3B (L=io') INV OUT: 394-75 TO 36 TP=4o1.17 INV IN: 39533 TO 38 405 INV IN: 394.5o TO 36B INV OUT: 39z.50TO34 / 400 400 ROPOSED GRADE (TYP.) PROPOSED 6" WATERLINE CROSSING 1.0' 395 395 15" RCP 33.13 LF Qa 0.75% 390 390 0, r O O 0 0+00 0+50 STR-36B - STR-36 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 STR-54B - STR-34 XISTING GRADE (TYP.) 430 430 v STR:64B VDOT STD. DI-3B (L=14') TP-420.42 W INVIN: 41335TO64D 00~ INVOUT: 413.z5TO64 Ln �t 8 425 C) 425 j n a H \ STR:64D VDOT STD. DI-3B (L=12') o Z Z \ TP=420.42 \ r a > > INV OUT: 43-3.67TO 64B 420 420 6" WATERLIN PROPOSED WATER CROSSfN >ERVICE CROSSING 415 POSED DE (TYP.) Lis" RCP 410 32.7o LF Qa o.98% is" RCP 46.14 LF Qa i.o8% 405 N O rl 0+00 0+50 1+00 STR-64D - STR-64 415 410 440 EXISTING GRADE (T) STR:52 VDOT STD. DI-3B (L=1o') TP=4z9.83 INV IN: 425.83 TO ROOF6 INV IN: 424.00 TO 54 INV IN: 422.67 TO 52B INV OUT: 416.58 TO 5o 1430 425 420 GRADE 5+00 5+50 6+oo 440 STR:52B VDOT STD. DI-3B (L=1z') TP=430.o8 INV IN: 4z6.o8TO ROOF? INV OUT: 423.00 TO 52 435 / 1 430 PROPOSED 8" WATERLINE CROSSING 425 L_15" RCP 32.77 LF Qa i.00% 420 0+00 0+50 STR-52B - STR-5z 425 6+50 7+00 425 STR:62 VDOT STD. DI-313 (L=8') TP=4i6.58 INV IN: 410.17 TO 64 INV IN: 409.6o TO 62B 420 INV OUT: 409.5o TO 6o 420 STR:62B VDOT STD. DI-3B (L TP=416.50 INV OUT: 410.00 TO 62 415 415 PROPOSED 6" WATERLINE PROPOSED GRADE (TYP.) CROSSING i z' 410 p 410 \ EXISTING GRADE (TYJ 15" RCP 32.69 LF Qa 1.22% 405 405 co 'i kD � 0+00 0+50 STR-62B - STR-62 SCOTT/R. MLLINS'Z Lic. No. 035791,E P 6/2/21 atv�/ V/ Z z 0 a u 0 z 0 k CO < a u ` 0 F u Lu u u cl �W/ u li ti M co z N Q ® a - co N Q O Cn N W > a J Z � J I-, L u �.L J LL Lu H 0 _j 0� p� L u Q U W LLJ U O ulcn O v, =1z') L U zLLJ J � J _ J Q o ).) pom N u W J w W a � JOB NO. 182150 SCALE 1�� = 50� SHEET NO. 25 455 450 445 440 435 430 425 420 EXISTING m co m w It 0 0 000 >00O V) F F �l � 00, .Nt O ,�j F O M O ci i It O M S> °m0 MMMnaaaF- az z 04 ZZZ 0 F a>>> o PROPOSED ERVICE CRC 18" RCP 53-33 LF Qa i.og% N DE (TYP.)-d / m LL / o-o00 / 0 mO / Ln O� :78 VDOT STD. DI-3B (L=12') o , o TP=444.00 m ar INV IN: 440.00 TO ROOF12 00 a z D INV IN: 436.83TO78B ° >> CL INV OUT: 436.00 TO 76 z z PROPOSED GRADE (TYP.) 0 0 O M M a 00 S m V O 971 WATERLINE OSSING 15" RCP 32.8o LF Qa 1.04% PROPOSED SANITARY SEWER SERVICE LATERAL CROSSINGS 0+00 0+50 1+00 1+50 2+00 STR-78B - STR-70 EXISTING GRADE (TYP.) STR:76 VDOT STD. DI-3C (L=8') NOTES: 1. ALL FILL TO BE PLACED AT 95%COMPACTION. 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 216, FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 302.03G. NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 12' OR GREATER SHALL HAVE SAFETY SLABS IN ACCORDANCE WITH STANDARD SL-1 AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. 2+50 m LL °O 0 0 Ln O� 455 450 445 440 435 430 425 420 445 I P=438.33 F 0 INV IN: 431.10 TO 76B ,'4 INV IN: 43433 TO YD 4 > M INV IN: 432.00 TO 78 kD a0 Z) INV OUT: 431.00 TO 70 0� 11 440 LCL z z 440 435 435 PROPOSED ROPOSED GRADE(TY 8" WATERLINE 1 3' CROSSING 430 430 15" RCP 33.58 LF @a 1.ig% 425 425 0 a a NOTE: HDPE CAN BE USED AS AN ACCEPTABLE 0+00 0+50 SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. STR -76 B - CSTR -76 SEE DETAIL ON SHEET 17 FOR HDPE PIPE BEDDING INFORMATION. NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 4' OR GREATER SHALL HAVE STEPS IN ACCORDANCE WITH STANDARD ST-1AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. s VERTICAL GRAPHIC SCALE 2.s 5 10 ( IN FEET ) 1 inch = 5 fL HORIZONTAL GRAPHIC SCALE ( IN FEET ) 1 inch = 50 ft. P. ) 20 450 O 0 ri 2 i J m m m Q ^ M m Q n0 ul)o� 0 � mo F o O ° O N m Ln O W 1n J a ^+� n �n N m O in 0o m 450 mIP FL: O> o 00 STR:72 VDOT STD. MH F a> 't a z D ? a O �O TP=443-75 1A z z o> O> F > o O 0 o F INV IN: 435-77TO72B a Ln r z z F z PROPOSED GRADE (TYP.) O N o INV OUT: 435.67 TO 70 445 a O ry 445 0 a M M It o O a z Z O PROPOSED N 0 I- u r z z z / 12" WATERLI� PROPOSED CROSSING om 8" WATERLINE 440 0 W PROPOSED CROSSING 1.2' 440 STR:68 VDOT STD. DI-313 (L=8') o ^O 12" WATERLINE TP=429.00 (AO o CROSSING ? 9' I N V I N: 421.83 TO 68B 1 4 INV OUT: 417.5o TO 66 > m PROPOSED WATER / 435 m 1! N SERVICE CROSSINGS STR:64 VDOT STD. DTP 4�9=6'5 ao 'o m Z O / - - 15" RCP i.o6% 39.7o LF Qa INVIN:43.2.75TO64B Z4 �Fzz / RCP i ��\ INV IN: 413.75 TO 66 m \ / \ �5 1.26% LF 15" RCP \ / \ 211.51 INV OUT: 411.5o TO 62 0 o o / 37.06 LF Qa i.o8% 430 / \ ID>O/ ,� 00 o 00 m \ 15" RCP 430 d F o s 32.71 LF Qa 1.22% m O iO O PROPOSED WATER M o C)° N r a m > a aF SERVICE CROSSINGS p `O 1p a z z O XISTING GRADE (TYP.) 425 m O 0 O / 1>>> mm1nF`,) z zz nF-- 4252 ° 1o �Op 'tp 0 PROPOSED O O / Nm a a� 6" WATERLINE yV, RCP o0 Ln / 2.03/ FO 0,� o o �z zp CROSSING n / 1o6.93I-F @ PROPOSED SANITARY �j rn a � r z z z / SEWER CROSSING 420 _ i 00 o ^ N Z Z / PROPOSED � Ir- - O 6" WATERLINE 18" RCP z'6 2 4 0 o 0O FO F z z z // CROSSING 32.62 LF Qa 2.05% a, N PROPOSED > � o "' 6" WATERLINE 415 omo� CO Z a_O CROSSING 18" RCP p1% LF z 415 o m A ~ a w LnF__ 1.5' go.89 / ^� / 1.8' 00 H o 24" RCP 410 00 ° / 35.87 LF Qa 1.62% 420 0 ��.. mF co N 't 24 RCP LF (� 1.54% - - / 86 �9 PROPOSED SANITARY F- EL z z - / SEWER CROSSING / 405 / / 24" RCP 405 57.56 LF Qa 1.44% 24 RCP 2% / 100.51 LF C 1 4 PROPOSED SANITARY 400 1,0� SEWER CROSSING 400 / PROPOSED SANITARY SEWER / SERVICE LATERAL CROSSING STR:56B VDOT STD. MH / TP=391.25 / PROPOSED SANITARY SEWER 395 INV IN: 385.92 TO 58 / SERVICE LATERAL CROSSING 395 INV OUT: 374 58 TO 56 24" RCP 62.12 LF Qa 1.48% 390 / 390 � m / o m0 / 8 385 ON / 385 0 kqm/ O> q mH L 24" RCP 0''Z D 62m. LF Qa 1.47% O IM F a>> z 380 Ln F Z 38o / / / 375 375 24RCP 62.LF @ 3. 370 370 365 365 30" RCP 37.69LF@1.41% TIE-IN TO UNDERGROUND DETENTION FACILITY'A' 36o INV.=366.00 360 M M m N M O N O O N Ol M 1. I, 00 Vl N M °l M ri N N M O 1, N ~ n yl O O w l0 n 00 00 N a M l0 O O 00 00 01 �/1 O ri rl ,n . 00 M l0 O N M n 000 Oal In O a O 00 O M O l!1 O l6 Nl N N O1 Nl N m 6 H m M M M m m O N� N l~v1 N M N M a M l^ M M M a It a a S a f a S a a a f a a a a a a a a a a 't 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo 6+5o 7+00 STR-74B - UNDERGROUND DETENTION FACILITY'A' 7+50 8+00 8+50 9+00 9+50 10+00 E SCOTT/R. Cb•LLINS'Z Lic. No. 035791,E p 6/2/21 11 z O a k Z L O z Z J O Q H V F > z w 1` W ce L9 z Ix w w L9 ul C) ti M 00 N 00 i N O d') N N Q Lu J J_ Lu O U Lu F-- Lu Lu U) Lu Q O O N Q J a- Q O�/ LL J a Lu LL J_ LL ^1 O 1 ` rl � 06 Lu '- 1-1 ll u �l V ) U O O L10 J J �1 2 O O�/ LL m JOB NO. 182150 SCALE 111 _ 501 SHEET NO. 26 \ ' - `\ \ ' \ \ \ �\ \ \ \ \ \ \\ \ V vvv V� VA \ �- \ `�� -,� \ \ \ \ \ \ \ \ \ \ I� / �/ \ / \ \ -v Av \ \ 1 _, "- \ \ \ vA \ \ \ \1 / / / /� / // I 11 �I \ pI / / / \ _ � ?' �o m \\ \ \ \ \� \ \ \ \ \ \ `, \\1 1 \ \ 1 \ \ \ \ \ \ \ \\ 1 III I / I III / I i / I I / III ✓ / / / - / / / \l / _ - _ - - = - �a - - \ / - II I \ \ \ \ \ \ - \ - - - - - \ ;, \ / / \ _ - - _ - -_ _ - YARD DRAINAGE DESCRIPTIONS \/_ _ \ \ �.� r?- l-\_L�\ \-jssc,-� -_ - - �/� = '/ ^ �' - \ l l l l l / �j PIPE INFORMATION INLET INFORMATION \ \ \l I / / //j//�'" 1 F� �� - - '/'/' / I /'� / \ - \\\ I I / \ / / / / ^^jj \ \ \ - ' / _ / '�%�/ - - \ \\ J I I I / / // STIR. NO. CIA. LENGTH' INVERT INVERT RIM / - )\ \ \� \ �'- - - �' / / - _ / / \ \ \ I / / SLOPE (%) MATERIAL INLETTYPE \ / , .F �• . - -'F \ �_ _ si- _/ / / - y \\ \\ / I III / j ( (in.) (ft.) IN OUT ELEVATION \\ \ A �/ �� ./ - _ \ \ I YD-1L 12in Yard Inlet 452.00 \\� \ / / < l:':� I L s _ _ 7z SIZED TO ACCOMMODATE \ / / ° / !•:•:•:':' - - T z--'-'.-s: / STR- I 1 12 67.00 4.85 /° 449.00 445.75 HDPE - - r FUTURE BLOCK i8 DRAINAGE \ \ \ \ 1 \ \ 1 YD-1K 12in Yard Inlet 449.75 - I 1\ / \` I ''� - / f '"- i �� T , ' j �// / / / - - -. - \\\\ \ / I 12 81.50 11.96% 445.75 436.00 HDPE ' \ V A % �� .- �\ `� " ✓✓ :� �- ' / // / A VA\ v X I I YD-1J 12in Yard Inlet 439.00 �- / / V : / / / \ vv v v / ) \ , �' -e /� ' y f` " �,. =" - _ / _ A // 12 59.25 6.75% 436.00 432.00 HDPE A / / / �/ "� / �"�/ '� -." •' - -��.' -..>� / / / / v A VAv A / //� YD-11 12in Yard Inlet 436.00 / / -/' :1L / '� f / / /'� ✓" - `• - / / / / A v A -� // / 12 72.00 3.93% 432.00 429.17 HDPE i / --'- ^�` . - / rW- r / / / / -- \ \\ // / / (/ / YD-1H 12in Yard Inlet 433.17 .: �- - ' \� / -+ y6: --. .` - -�'` I / / / / �� -� \\ / / 1 I I V /_. / /. f /, "•.` / _ _ - _ 12 109.50 4.49% 429.17 424.25 HDPE / \.� 1 /:. .-" y /• i " ., r -_ �YD-1G 12in Yard Inlet 427.25 1 \ . `".`- ` _ - - - - '� ! j _/ - \\ �� J w" 12 68.25 7.69% 424.25 419.00 HDPE \ _ _ _ _ - / \ - , / _ _ _ __ _ \ \ -*v ' � \ ® r ---` � - ' - - -� 7�-� � // / / r - - - \ vv vD-tF 12in YaM Inlet azz.00 ®:. r r I. _ \ / - / �;:,. \ / / i / / _ _ \` ,. 12 80.00 8.75% 419.00 412.00 HDPE . - / F _ _ \ _ , - r r.z / / / \ "� "" a�"`{ �, r ,' , / / ' / _ -- --- .,�' YD-tE 12in Yard Inlet 415.00 � - �r Y - / % \ . - o ^. ^^, rr ft� SWM r -� • --I"'xc 12 63.25 5.53/° 412.00 408.50 HDPE \ '� ,r �� i r FACILITY ,J / , +-` - _- : � - / � / / / �-- -- -- �\ \ \ _ - �., �..1•.•:' YDAD 12in Yard Inlet 411.50 `, :•: 1 - , ', - 746 \ - ° 1-:1: " �" -- f --- 12 76.25 1.31 /° 408.50 407.50 HDPE '�,� � `- " MP ' / � \ I .. , 5 R,EE _ � � � v YD-1C 12in Yard Inlet 412.00 \ \ �r - _ - - / \ -� - 12 68.00 3.68°h 407.50 405.00 HDPE 1 I \ I �� a � Ili i �� - ! � `` 68 76$ _ C / / ROPOSED DRAINAGE DIVIDE (TYPJ- � - - \ 1 p YD-1B 12in Yard Inlet 408.00 � I /; 11 I 66 , - 6oB 6z -, ! I YD-6 ,I - I- - _ ➢_ / - 12 g1.00 6.17% 405.00 400.00 HDPE I \ �'I \ rr I \ _ 1° \ '-, �- 64 I 1 I ROOFi1 I YD D m➢r / ^ " ,� YD-1A 12in Yard Inlet 403.00 1 I i l,, \ \ 1 1 - ' I I , - \ c we- - 4 ° - m �I I I I _ , 1 12 87.50 5.71 /0 400.00 395.00 HDPE Ij \� ` J._ _'I ' I � I 1 ' "{ t / k " I \ I I ' I ��, _ I I I ' 'i ' 1 I 4 f / 1 4 / - / / / / YD-1 12in Yard Inlet 399.00 l / / I I 11 .0 Y i 4 YD € 1 // / / 12 58.25 11.59°/ 394.00 387.25 HDPE I, I / i I i 1 � ( r v Y 1 \ / � I 1 V A � � I� f, D I 78B ROOFio � r • � I I � � � / l I _ _ \ ;. YD-2 18in Yard Inlet 398.50 __ - ROO Fib v�I i � / � \.. \I� <' _ y+ ti. -- F "'' ] / I I I' \ 12 16.33 c 395.33 395.00 HDPE m , I i / \ / I I\ _� \: (/ -1 / -� \ /� r I '� 1 I I I / - _ YD-3F 12in Yard Inlet 438.00 - I - {- • _ ,^ \ _ __ / / `_ % / -� J '. \ ` J -_ YD, \ I I YD-3E 12in Yard Inlet 430.00 - �r j� 1 / / / A A 1 1 \ �\ `O' / , �... ` r 5C i / i ' 12 65.00 6.15% 427.00 423.00 HDPE / �� \ j' �� '� I I I � / % - - -I I �- ',� / YD-3D 12in Yard Inlet 426.00 �'/ /®' /�s� r' / 7o t _ ff� �� A�, A _ �/ - III ( 1 I 1 / i /� �' - ✓ { �. I I - -_ i ' 12 100.75 1- 1. 423.00 415.33 HDPE /® > "' , ` �' (. ,'-- A / - ✓ / / / / / J' ," I ,` r% ... r 1 r ',' s I \\ \ -" / / / / / YD-3C ° 12in Yard Inlet 418.33 b :. -� � .� � \ " �� 12 71.00 7.97 /° 415.33 409.67 HDPE / ----- 1 I / g I r ,". 1 / / / ( V A / a \� YD- D - ' ' /' J �/ YD-3B 12in Yana Inlet 412.67 / Ca PROPOSED DRAINAGE DIVIDE (TYP.) „�-, k ' �/ / -\(I(// / I \ -' / / 2 72.so 3.68% 4oss7 4m.00 HDPE /Inlet 410.00 \ - / 12 98.50 3.05/° 407.00 404.00 HDPE ' � � � / / \ j i ij z5B / /,// // I \ /l\"� \\� f / c - - / J \ / J \ \ \ - - - � � � / / YID-3 12in Yard In 408.00 I J \, / \ CoO " / // r lJl \ _ \ / - /� \` // 12 23.50 7.11% 404.00 402.33 HDPE \ / - - % / zyg STR-24 SIZED TO ACCOMMODATE - FUTURE / ✓ // \ / f �� BLOCK i8 DRAINAGE �/ / / / / YD�G 12in Ya d Inlet 449.87 1 \ \ - / / � O � / / � / _. \ \ ( \, �/ / / `'•� ` / ' /'�.J / i / �4 l 1I ` ( \ \ \ ` _ i j' // / / j 12 61.50 5.97% 446.67 443.00 HDPE _ \ I \ , ,., r % ( r / d zz .� / 1 \ \ \ \ ✓ / / / / YD-0F 12in Yana Inlet 446.00 , / \ r, - \ \ ' / J D 1J 1 1 I \ - ` - - -'/ ✓ ✓ /✓ // 12 76.50 4.58% 443.00 439.50 HDPE , \ J ; , ' - - I ( \ \ - / / / i ®/ // tr V < �� J J / / V v ,� `- - - - / / �// // j / YD-0E 12in Yard Inlet 442.50 10 \ - I -- r 1 / YD 3F ROOFq ' / - III ( \ - - - - ' // / // / / 12 54.00 4.02% 439.50 437.33 HDPE - '' r "' I 1 ' n J YD it ' I I \ -' - // ' ✓ / YDI 12in Yana Inlet 440.33 �� s46 RooFa 1 \ \`-----/-/ ° ll I �v --// �i /✓ YD-0C 12 72.50 0.91 / 437.33 436.67 HDPE 12in Yard Inlet 439.67 6 �, \ \ ' -- - - - - ' / ✓ i �/ / 12 22.25 53% 436.67 436.33 HDPE <' j , ;: / ' i r - ". - _ , , - YD iH ! zo f I \ \ �i / _- - - - =� "= j /// - . YD-4B ° 12in Cleanout 442.00 .'� 12 47.75 1.05 /° 436.33 435.83 HDPE © \ - 1 I YD-0A 12in Cleanout 441.00 c aa6 Y_3D�\ \ _ = _ / // / \.� r p _ \ ( - _ i i i / / ✓ 12 13.75 6.04% 435.83 435.00 HDPE •� /o �, - � i / ' o � V A � �/ � � /� '' YD-0 12in Cleanout 440 00 t 5zg PvYu� - r,/� \ _ i ✓ / - �, i 12 19.50 6.00% 435.50 434.33 HDPE / ,f / _ _ �/ / QO �, Y©-3C o2 i %' _ - _i O � � 12in Yard Inlet 426.00 _ w -r- � � � � �� r- � I -�- r r � �r ' i YD-1F � � � � / UVv _ / r' � � 12 90.00 1.11% 423.00 422.00 HDPE cJ `^ 11; rr r "r r ,,, _- - /" ��\ \\'2'\\ J/ // �i% YD-5C 12in Yard Inlet 426.00 '4: r ROOFB- _ f ,0. )\' \ \ -'✓/ "i %�� _ 12 83.75 1.19% 422.00 421.00 HDPE /�i / "!'/ .VA v � So6 ,! - i / / / \ - - YD-5B 12in Yard Inlet 424.00 � � � � - � � � /r/ � � � � ' - - ,Y iE -y%' A ` � � ' � � � 12 66.50 2.51% 421.00 419.33 HDPE / J 40�� ' - ROOF4 28 - - �� f / e � ' .y, 30 / � _ \ � � _ --_� / � YID-5A 12in Yard Inlet 422.33 o 12 81.25 1. 419.33 418.00 HDPE _°° YD 5 12in Yard Inlet 421.00 I 12 66.00 1.5E/° 418.00 417.00 HDPE � ,I � _ y86 r r r _ r< / � j'/�� v _/�� _ v / as t - �/ // \ , - J`%- 4g ROOF•z � ; ; : ' � � \ � \ YD-6B 12in Yana Inlet 383.50 1 \ ,� � / �/r j // / / / / /l r / \ \\ 12 119.75 2.51% 380.50 377.50 HDPE / YD-6A 12in Yard Inlet 380.50 y - e =YD l/ l I 1 I I \ \ \ ` _ {�� rl l\� I I 1 I I 1 / �\ \ 12 96.50 3.63% 377.50 374.00 HDPE J l - YID-6 12in Yana Inlet 378.00 / `; ' '� .� i6 r - / l �V� V I I \ 1 /� 12 26.75 15.59% 374.00 369.83 HDPE / I. _ ' i � / / ' ;`` / YD iA �" '\ \\ \ \ \\ \ \\\ \\)�/ // 4/f � /� j / , �� ys � '' ' �6g /I �\ \\ \ \\ \� \>/ // // /// \ DRAINAGE DESCRIPTIONS `/ t' 1 `' / I >/ // PIPE INFORMATION INLET INFORMATION ;� / /// / / \ // I - /! i // /////j// // / \ \ STIR. NO. DIA. LENGTH' SLOPE INVERT INVERT Curb SLOT RIM COMMENTS I I ., ,%' / / / In ° MATERIAL INLET TYPE Type I .. / Bz_ / : %. /l//// i i/ / ' \� //// // �/ / / / \ ( ) (ft.) (/o) IN OUT T LENGTH ELEVATION ,.'.// // / �/ //// // / 4B DI-3B CG-6 10 357.67 VDOT STD. IS-1 REQ'D I % e - qg ' , // r / / / / / / // S / 0 , /// _ / 4A 15 40.24 0.57 /0 350.33 350.10 RCP 1 / " �.' p2 \� �� ,�'�?,y�0 �', I J j //// //// // ///// %////// // /l 4 DI-3B CG-6 10 357.33 VDOTSTD. IS-1REQ'D I l r� /�^^ r �^^ 6 y'� / �/ Try / / >,'// 0 ^ �� i4 / //i /////' /-/�// / RAP.HI-�� //•// // 3 15 125.91 3.89/ 350.00 345.10 RCP (I 1 I t V r \ i^ • '' % if �r'a% / �/� / // \ I I76 lj/ / /`'/ / /// / /// / // /// / \ b 1�� ^^ '' f / // / //// / / //% r/ / / Cc I t 11': - / / % / / / //l / / / / / / // / / C r !\ r, l '/ / / /// / / r / / / 266 DI-3B CG-6 12 442.9E VDOT STD. IS-1 REQ'D /' n\ \ -a / / / / / /// / // / ✓ 28A 15 39.69 1.00% 435.9E 435.5E RCP ^ / /,/// / l / / 11 // ` / / / / / I / % / - / / { / F // / /// / ////// / / // / T'1�i P' // /�' / / / / 26 DI-3B CG-6 10 442.92 VDOT STD. IS-1 REQ'D / •`�:.: ,,' T \ F r / fC� /l // r / / /� ( i' l // / / / / / 0 i i f / l //// // / / 25 15 35.73 1.18 /0 435.4E 435.00 RCP ^ r --'1\� ✓ 1 / / r '� �// // / / /// / �/ / / /\ / / / / // 24B MH CGS - 440.67 VDOTSTD. IS-1 REQ'D 24A 15 35.01 1.20% 433.67 433.25 RCP I j/ r'z 9" / // / r // /�,! // 24 MH CG-6 - 440.58 VDOT STD. III REQ'D 1 I \ r r ' f / / // / / / // / / / / / l / / ///X� /// 23 30 38.72 1.IJI 431.58 431.17 RCP \`.' �II111 �I' by v, =� if ;-"/ ,/.1 �11111 / li/ /// l / l // / / / / i !�'-'-'- II \1\ ��,g' if /[ ' g / l/ // / / / \ / / l / / �c / l / l ////// // / 22 DI-3B CG-6 6 437.67 VDOT STD. IS-1 REQ'D /// 21 30 150.24 1.33% 425.42 423.42 RCP -' •-/ -. z8 1 r \,� / /`: 20 DI-3B CG-6 6 428.4E VDOT STD. IS-1 REQ'D '/ (/III it < / // //// /, l/// / / l / /r/ / ` /� /i/ j// / J' :�// l�-I / / // / l l / / / // �/ // // /� / 19 30 284.77 1.32% 417.08 413.33 RCP � / // /// /// l I l l /// //' ////// Y// /� 4 / / 18B DI-3B CG-6 8 418.33 VDOT STD. IS-1 REQ'D f-� O OS /` V-'-�//l / /// //////// I // /// I ) / ✓ / / / ///�' //% /%/ %� ^ // / 18A 30 39.67 1.26% 410.00 409.50 RCP �1 SWM X ///�� it /�//// // // / / I - 7/ `7� // //%/// FACILITY - / / / /l // / / / / / I / / / / / // /// X / // / / // 18 DI-3B CG-6 10 418.33 VDOT STD. IS-1 REQ'D V I I I I rfl///// 17 30 243.67 1.26% 406.50 403.4E RCP r, / ( / /// // // / // // /( 16 DI-3B CG-6 10 408.4E VDOT STD. IS-1 REQ'DO //'I-� / / \\ I ii%/%/Ill/ll////Ill/// 111 /l j 11 I I I 1 \ /(`_- //i/j /// / 6% / / /r ° i \ I ` / � f / r // // / / / // // 15 30 161.9E 1.24/ 392.25 390.25 RCP \\\\) .. 4 /r% // /! l / / /Ill 111 111 II I I l i/ I I \ \ ( ' / / /// /�//%/// // / //C \ 14 DI-3B CG6 10 395.25 VDOT STD. IS-1 REQ'D _, , / // I III I All 1 1 1 I I I \ \ \ \ \\ _ - / / /// // /xi // ir0//r l' l//// / • I / c \\ \ / r ✓ e -� • y 13 30 37.14 1.13% 386.25 385.83 RCP _ y ;. , (I Ill I l� \l \ \ \�� /i ////�// /////llll// III / /\ X i ✓ / /// 12B DI-3C CGE 8 391.33 V DOT STD. IS-1 REQ'D III I I10/01 1] VAAv vv vv� ///// l r ° " / � / / - I / 1 \ \ \\ \ \ \ \ \ \ \ \ j // // / / / //// / 1 / 12A 30 32.79 0.98 /° 383.00 382.68 RCP ,, ' ✓ / r/ I,i I ` ; \ \ \\ \ �\ \ \ \ \ \ "/ " // / /� / / //�\ r / \ / 12 DI-3B CG-6 10 391.25 VDOT STD. IS-1 REQ'D - r. %\\\1 \ \\\ \I \_ /' v/// / // \\\ /// // - U r l I 1 \ \ \ \ // / 11 30 26.61 0.94% 382.58 382.33 RCP _ -- �, _ / r '_J/' -;-;:; \ 111 II I I I I I I I I I \ 1 \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ` - i i/ / / / / l/j \\ \/ \ / /�/ �// 108 MH CG-6 - 388.67 VDOT STD. IS-1 REQ'D // -_,, ;-�- / ! l� . 3iii}}};F: I III I III 1 \ \ \ \ \ \\\\\� \ \ \ \ _ - _ - / / `� ///// j j \Y\ //�/�/�// 10A 30 76.23 1.09% 377.25 376.42 RCP \\ \\\ \ \ \\ - // - --' 1' - �'. / J / I I I I \ \ \ \ 1 \ \ - -\\\ \ \ \ \ \ - - - - / / ' / / /// // / %) \ \ / //// / 10 DI-3B CG-6 10 381.42 VDOTSTD. IS-1 REQ'D _ T= G, ..fir_ \ \ \ d� \ \ \ ` _` _ _ _ ✓ / / // / -- t- ..w \\\ \\ \ \ \ % / / / \ � /// / /( I 9 30 90.21 1.11% 368.33 367.33 RCP POLO GROUNDS ROAD//// 2 ---- / / \ \\III I 1 \ \ \ \ \`\ \ ` \ ` \ ` \ - / / / ( I I 8 DI-3B CG-6 8 372.33 VDOT STD. IS-1 REQ'D _.--a _....� ///// /// 1 1 11 7 38 18.75 0.80% 364.25 384.10 RCP -- - - - - \ \ \ \ \ \ \ \ \ /L \� \ \ \ \`�` \ \ \ \ / - / '�� i/%� % / / /� l/ I/ (I I 1 I I I 6B MH CG-6 - 373.00 V DOT STD. IS-1 REQ'D \ r 4_ " -' -- - -_- s ``, \�� " \ \ \\\ ll f \ \ \ \ \� \ \ \ i i %//� %/%//k0l, �> \\\\ \ \ \\I\ '\ j -- l I o \ �� /L " �� \\\ _-� ` \ \\ \\ \ \ \ \�� / % '� -6A 36 140.91 0.76 /0 364.00 362.93 RCP I III 6 MH CG-6 - 370.00 VDOTSTD. IS-1 REQD \ \ \ \ 5 \\.-_�` \ ` \�\ \ \ \ \ i i/ �\ / I I 111 f}\\ \\ \\� / / I I I (1 I I 5 36 15.39 0.52% 362.83 362.75 RCP \ I / �- -\ \ \ \\ \ \ / \\ \ \ / ///q l� �\� � � \ �, �_ - \\�\\\\ �\\\\\\ � �l 11111 it\11\\\I\I\\\\IIII11 8B DI-3B CGE 12 372.33 V DOT STD. IS REQ -1 'D 8A 15 39.72 0.83% 365.33 365.00 RCP 's°\\ \�� \�`�- \ / \ \ \ \\\\\\ \ \ \ \\ \ \ \\\\ i _ - / \ \ \ / / v _ - - _ --- - / \ rT+ ` j 1H Q v Q SCOTT R. LLINSZ O U Lic. No. 035791 � 0. 6 2 �t / /21 SV Co. �`Yp'I Structure Area (Acres) Cw t� rn'I111.) STIR. NO. PIPE INFORMATION INLET INFORMATION COMMENTS DIA. (in.) LENGTH' (ft.) SLOPE (%) INVERT IN INVERT OUT MATERIAL INLETTYPEVVV"` Curb Type SLOT LENGTH RIM ELEVATION 4 4B 8 8B 10 12 12B 14 14B I6 16B 18 18B 20 2QB 22 24 24B 26 26B 2$ 30 32 32B 36 36B 38 40 40B 42 44 44B 46 46B 48 48B 50 50B 52 52B 54 54B 58 60B 62 62B 64 64B 64D 66 68 68B 70 72 72B 74 74B 76 76B 78 78B YD-1 YD-lA YD-1B YD-IC YD-1D YD-1F YD-IF YDAG YD-1H YD-II YD-I.1 YD-1K YD-IL YD-2 YD-3A YD-3B YD-3C YD-3D YD-3E YD-3F YD-4C YD-4D YD_4B YD-4F YD-4G YD-$ YD-5A YD-$B YD-$�+ YD-SD YD-6A YD_6B ROOF1 ROOF2 ROOF3 ROOF4 ROOFS ROOF6 ROOF7 ROOF8 ROOF9 ROOF10 ROOF11 ROOF12 ROOF13 0.34 0.23 0.09 0.19 0.11 0.27 0.30 0.16 0.11 0.23 0.16 0.44 0.21 0.10 0.27 0.06 7.80 0.15 0.23 0.29 Q.23 0.6$ 0.1T 0.04 0.20 0.20 0.1E 0.16 0.29 0.18 0.34 0.50 0.20 0.14 0.16 0.16 0.16 0.17 0.15 0.20 0.29 0.26 0.29 0.58 0.14 0.33 0.17 0.45 0.36 0.07 0.07 0.11 0.16 0.25 0.45 0.29 0.16 0.3$ 0.16 0.2E 0.19 0.12 0.13 0.09 0.08 0.1E Q.11 o.Q7 0.08 Q.Q$ 0.07 0.08 0.07 0.07 0.47 0.22 0.27 0.22 0.13 0.33 0.19 Q.12 0.10 Q,]3 0.09 0.11 0.19 o.18 0.18 0•19 0.26 0.15 Q,L1 Q.Q6 0.0$ 0.09 0.05 0.09 0.05 0.09 0.07 0.09 0.06 0.09 0.11 0.18 O.SO 0.60 0.60 0.70 0.70 0.75 0.60 0.60 0.70 0.60 0.70 0.50 0.70 0.70 0.60 0.80 0.60 0.75 0.65 0.60 0.35 0.70 0.75 0.75 0.75 0.55 0.75 0.75 0.75 0.7$ 0.75 0.70 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.50 0.70 0.75 0.7$ 0.75 0.70 0.70 0.75 0.75 0.75 0.75 0.75 0.75 0.60 0.70 0.75 0.75 0.75 0.75 0.60 0.60 0.60 0.60 0.60 Q.6Q 0.60 0.50 Q.6Q 0.60 0.50 0.60 0.60 0.30 0.50 0.50 0.50 Q.60 0.40 0.50 Q.60 0.60 Q•$Q 0.60 0.50 0.60 0.$0 0.60 0•$Q 0.45 0.40 Q•$Q 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 6.O 6.0 5.0 5.0 5.0 6.0 6.0 6.0 5.0 6.0 5.0 7.0 6.0 5.0 6.0 5.0 12.0 5.0 6.0 6.Q 7.Q 6.0 6.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 $.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.Q 6.0 6.0 6.0 6.0 7.0 7.0 5.0 5.0 6.0 6.0 6.0 7.0- 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.Q 6.0 6.0 6.0 6.O 6.0 6.0 6.0 10.0 6.0 6.0 6.0 6.0 7.0 6.0 6.0 6.0 6,Q 6.0.��/ 6.0 6.0%l////// 6.0 6.0 6,Q 6.0 6.0 6,Q $.Q 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 S.Q 5.0 5.0 14g DI-3B CG-6 10 395.33 VDOT STD. IS-1 REQ'D 14A 15 39.68 1.26% 388.33 387.83 RCP 16B DI-3B CGE 10 408.4E VDOT STD. IS-1 REQ'D 16A 15 39.70 ° 1.26 /0 401.33 400.83 RCP 20B DI CGfi 12 428.67 VDOT STD. IS-1 REQ'D 20A 15 39.96 1.05% 421.42 421.00 RCP � � `7 / I W Z O a CC � U UI wp Z O LU rY J Q �_ co pp 7) � P Z '" F- F Z W f f o U ~ O > dj Q U Q ' Z O w Q f Q OC d p LU VI > LU a' 446 DI-3B CG-6 16 424.75 VDOT STD. IS-1 REQ'D 44A 15 33.2E 1.51% 418.25 417.75 RCP 44 DI-3B CG-6 14 424.4E VDOT STD. IS-1 REQ'D 43 15 98.30 ° 2.88 /0 416.00 413.17 RCP 42 DI-3B CG-6 10 418.83 VDOT STD. IS-1 REQ'D 41 15 99.43 2.94°/ 410.42 407.50 RCP 40 DI-3B CG-6 10 413.25 VDOT STD. IS-1 REQ'D 39 15 99 50 2 93°/ 404 75 401 83 RCP 3a DI-3B CGE 8 407.67 VDOT STD. IS-1 REQ'D 37 15 115.19 ° 2.90% 398.67 395.33 RCP DI-3B CGE 10 401.17 VDOT STD. IS-1 REQ'D 35 15 54.41 2.76% 392.50 391.00 RCP 34 MH CG-6 - 397.75 VDOT STD. IS-1 REQ'D 33 24 75.13 1.33% 390.17 389.17 RCP 32B DI-3B CGE 6 396.08 VDOT STD. IS-1 REQ'D 32A 24 35.51 1.41% 388.08 387.58 RCP 32 DI-3B CG-6 8 395.4E VDOT STD. IS-1 REQ'D 31 24 134.86 1.48% 386.50 384.50 RCP 30 DI-3B CGE 12 392.17 VDOT STD. IS-1 REQ'D 29 30 43.37 1.15/0 380.67 380.17 RCP 28D MH CGE - 386.00 VDOT STD. IS-1 REQ'D 28C 30 76.24 ° 1.31 /0 373.50 372.50 RCP 28B MH CGE - 378.00 VDOT STD. IS-1 REQ'D 28A 30 65.50 ° 1.15% 369.00 368.25 RCP 28 DI-1 CG-6 - 373.83 VDOTSTD. IS-1 REQ'D 27 30 10.31 0.78% 364.00 363.92 RCP r - �•�B r _ 366 DI-3B CO-6 10 401.50 VDOT STD_ IS-1 REQ'D 36A 15 33.13 ° 0.75 /0 394.75 394.50 RCP LU Q N CN ry N N 40B DI-3B CG-6 12 413.50 VDOT STD. IS-1 REQ'D 40A 15 33.06 o 1.51 /° 406.83 406.33 RCP 546 DI-3B CGE 12 442.ud VDOT STD. IS-1 REQ'D 54A 15 32.78 ° 1.0E/° 435.33 435.00 RCP 54 DI-3B CG-6 12 442.00 VDOTSTD. IS-1 REQ'D 53 15 169.27 3.64% 430.50 424.00 RCP T co � N M t (V N ^ LLJ _ > U) LJJ O L9 J Q_ U 1 w � LLI w w w Q � p N 1 J O LL- A ' \ TI J 1� ``,, i O J ~� LL m O a CL w , I� v Q z Q 0 w w to to 52 DI-3B CG-6 10 429.83 VDOT STD. IS-1 REQ'D 51 15 143.45 2.96% 416.58 412.33 RCP 50 DI-3B CG-6 10 418.00 VDOT STD. IS-1 REQ'D 49 15 150.6E 2.21% 404.33 401.00 RCP DI-3B CG-6 10 405.75 VDOT STD. IS-1 REQ'D 47 18 153.08 2.12% 396.00 392.75 RCP 46 DI-3B CGE 8 399.Oa VDOT STD. IS-1 REQ'D 45 24 59.0E 1.10% 390.9E 390.27 RCP 46A DI-3C CG-6 6 399.08 VDOT STD. IS-1 REQ'D 46A 15 32 70 1 o1°r°392.33® 392 00 RCP 48B DI-3B CGE 10 406.33 VDOT STD. IS-1 REQ'D 48A 15 33.58 0.98% 399.00 398.67 RCP 50B DI-3B CG-6 12 418.00 VDOTSTD. IS-1 REQ'D 50A 15 32.67 1.29% 411.25 410.83 RCP DI-3B CG-6 12 43008 VDOT STD IS-1 REQ'D 52A 15 32.77 1.00% 423.00 422.67 RCP 74B DI-3B CGS 10 445.67 VDOT STD. IS-1 REQ'D 74A 15 39.70 ° 1.06 /° 438.67 438.25 RCP 74 DI-3B CG$ 10 445.s7 VDOT STD. IS-1 REQ'D 73 15 37.06 1.08% 438.67 436.27 RCP 72B MH CG-6 - 443.75 VDOT STD. IS-1 REQ'D 72A 15 32.71 1.22% 436.17 43577 RCP 72 MH CGE - 443.75 VDOTSTD. IS-1 REQ'D 71 15 211.51 1.26% 435.67 433.00 RCP 70 DI-3B CG-6 10 439.08 VDOTSTD. IS-1 REQ'D 69 18 106.93 2.03% 425.50 423.33 RCP 68B DI-3B CG-6 10 429.17 VDOT STD. IS-1 REQ'D 68A 18 32.62 2.05% 422.50 421.83 RCP 68 DI-3B CG-6 8 429.00 VDOT STD. IS-1 REQ'D 67 18 90.89 2.01% 417.50 415.67 RCP 66 DI-3B CGE 8 421.50 VDOTSTD. IS-1 REQ'D 65 24 35.87 1.62% 414.33 413.75 RCP 64 DI-3C CG-6 6 419.25 VDOT STD. IS-1 REQ'D 63 24 86.19 1.54% 411.50 410.17 RCP 62 DI-3B CG-6 8 416.58 VDOT STD. IS-1 REQ'D 61 24 57.56 1,44% 409.50 408.67 RCP 60 MH CG-6 - 414.92 VDOTSTD. IS-1 REQ'D 59 24 100.51 1.4E /0 404.67 403.25 RCP 586 MH CG-6 - 408.75 VDOT STD. IS-1 REQ'D 58A 24 62.1E 1.48% 397.9E 397.00 RCP 58 DI-1 CGS 402.50 VDOT STD. IS-1 REQ'D 57 24 62.11 ° 1.47 /° 386.83 385.9E RCP MH CG$ - 391.25 VDOT STD. IS-1 REQ'D 56A 24 62.11 1.47°/ 374.58 373.67 RCP 56 MH CG-6 - 379.00 VDOT STD. IS-1 REQ'D 55 24 17.69 1.41% 366.25 366.00 RCP 60B DI-3C CGS 10 414.17 VDOT STD. IS-1 REQ'D 60A 15 61.01 1.23% 408.25 407.50 RCP 62B DI-3B CGS 12 416.50 VDOTSTD. S-1 REQ'D 62A 15 32.69 1.22% 410.00 409.60 RCP �D DI-3B CGS 12 420.4E VDOT STD. IS-1 REQ'D 64C 15 32.70 0.98% 413.67 413.35 RCP �B DI-3B CGS 14 420.4E VDOT STD. IS-1 REQ'D 64A 15 46.14 ° 1.08 /0 413.25 412.75 RCP - o �- JOB NO. 182150 78B DI-3B CG-6 12 444.25 VDOT STD. IS-1 REQ'D 78A 15 32.80 1. 04% 437.17 436.83 RCP 78 DI-3B CG-6 12 444.00 VDOT STD. IS-1 REQ'D 77 15 145.13 o'Lsy%// 2.76 /0 436.00 432.00 RCP SCALE y rr_ r J• -100 76 DI-3C CG-6 8 438.33 VDOT STD. IS-1 REQ'D 75 18 53.33 1.09% 431.00 430.4E RCP SHEET NO. 27 76B DI-3B CG-6 8 438.42 VDOTSTD. IS-1 REQ'D 76A 15 33.58 1.19% 431.50 431.10 RCP INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, n is 0.013 Inlet Hydrology Curb and Gutter Inlet t rn _ z- c °, Q 9i F o 0. > -I . 1° 2 .a '�' 't m o �' > ; w U o N C C � t 'm .9 19 3 id o Q o U CJ O O 2 3 E n ° 4 m m m o ,Y '0 o ° a v m c ° m N '. m a E o c o o *6 ° U 3 N N 'r a c >u % m o co 0 3 41 � ° F W `_. n v w m i n 3 0, a ,° N m v n t. o i° >. n w m U 2 C % W o c ry 3 . 3 £ m v o 8 m N N d C T j E 3 `� v1 v A ° E 3 m - cy m m to N N J J W O O U M 4 3B 10.0 0.34 0.50 0.170 0.68 0.00 0.68 1 0.0482 0.0200 2.0 1 0.0833 1 4.1650 1 4.30 0.93 3.5192 0.1466 0.1564 7.90 1.27 1.00 0.68 0.00 4B 313 10.0 0.23 0.60 0.138 0.55 0.00 0.55 0.0482 0.0200 2.0 0.0833 4.1650 3.97 0.95 3.5192 0.1466 0.1593 7.16 1.40 1.00 0.55 0.00 8 3B 8.0 0.09 0.60 0.054 0.22 0.00 0.22 0.1000 0.0200 2.0 0.0833 4.1650 2.44 1.00 3.5192 0.1466 0.1666 5.85 1.37 1.00 0.22 0.00 8B 3B 12.0 0.19 0.70 0.133 0.53 0.00 0.53 0.1000 0.0200 2.0 0.D833 4.1650 3.42 0.98 3.5192 0.1466 0.1637 8.64 1.39 1.00 0.53 0.00 10 313 10.0 0.11 0.70 0.077 0.31 0.00 0.31 0.1000 0.0200 2.0 0.0833 4.1650 2.78 0.99 3.5192 0.1466 0.1652 6.83 1.46 1.00 0.31 0.00 12 3B 10.0 0.27 0.75 0.203 0.81 0.00 0.81 0.0200 0.0200 2.0 0.0833 4.1650 5.41 0.86 3.5192 0.1466 0.1461 6.81 1.47 1.00 0.81 0.00 14 3B 10.0 0.16 0.60 0.096 0.38 0.00 0.38 0.0974 0.0200 2.0 0.0833 4.1650 3.04 0.99 3,5192 0.1466 0,1652 7.43 1.35 1.00 0.38 0.00 14B 313 10.0 0.11 0.70 0.077 0.31 0.00 0.31 0.0974 0.0200 2.0 0.0833 4.1650 2.80 0.99 3.5192 0.1466 0.1652 6.77 1.48 1.00 0.31 0.00 16 3B 10.0 0.23 0.60 1 0.138 0.55 0.D0 0.55 0.0649 0.0200 2.0 0.0833 4.1650 3.76 1 0.96 3.5192 0.1466 0.1608 7.79 1 1.28 1.00 0.55 0.00 1613 313 10.0 0.16 0.70 0.112 0.45 0.00 0.45 0.0649 0.0200 2.0 0.0833 4.1650 3.48 0.98 3.5192 0.1466 0.1637 7.06 1.42 1.00 0.45 0.00 18 3B 10.0 0.44 0.50 0.220 0.88 0.00 0.88 0.0199 0.0200 2.0 0.0833 4.1650 5.69 0.85 3.5192 0.1466 0.1446 7.08 1.41 1.00 0.88 0.00 18B 3B 8.0 0.21 0.70 0.147 0.59 0.00 0.59 0.0199 0.0200 2.0 0.D833 4.1650 4.80 0.88 3.5192 0.1466 0.1490 5.87 1.36 1.00 0.59 0.00 20 313 8.0 0.10 0.70 0.070 0.28 0.00 0.28 0.0596 0.0200 2.0 0.0833 4.1650 2.96 0.99 3.5192 0.1466 0.1652 5.62 1.42 1.00 0.28 0.00 20B 3B 12.0 0.27 0.60 0.162 0.66 0.00 0.65 0.0596 0.0200 2.0 0.0833 4.1650 4.06 0.95 3.5192 0.1466 0.1593 8.16 1.47 1.00 0.65 0.00 22 3B 6.0 0.06 0.80 0.048 0.19 0.00 0.19 0.0635 0.0200 2.0 0.0833 4.1650 2.54 0.99 3,5192 0.1466 0,1652 4.89 1.23 1.00 0.19 0.00 26 3B 10.0 0.23 0.65 0.150 0.60 0.00 0.60 0.0567 0.0200 2.0 0.0833 4.1650 3.97 0.95 3.5192 0.1466 0.1593 7.78 1.29 1.00 0.60 0.00 26B 3B 12.0 0.29 0.60 0.174 0.70 0.00 0.70 0.0567 0.0200 2.0 0.0833 4.1650 4.20 0.94 3.5192 0.1466 0.1578 8.33 1.44 1.00 0.70 0.00 32 313 8.0 0.11 0.75 1 0.083 0.33 0.00 0.33 0.0462 1 0.0200 1 2.0 1 0.0833 4.1650 1 3.30 1 0.98 3.5192 0.1466 0.1637 5.60 1.43 1.00 0.33 0.00 32B 3B 6.0 0.04 0.75 0.030 0.12 0.00 0.12 0.0462 0.0200 2.0 0.0833 4.1850 2.26 1.00 3.5192 0.1466 0.1666 3.63 1.65 1.00 0.12 0.00 36 3B 10.0 0.20 0.75 0.150 0.60 0.00 0.60 0.0585 0.0200 2.0 0.0833 4.1650 3.95 0.95 3.5192 0.1466 0.1593 7.86 1.27 1.00 0.60 0.00 36B 313 10.0 0.20 0.55 0.110 0.44 0.00 0.44 0.0585 0.0200 2.0 0.0833 4.1650 3.52 0.97 3.5192 0.1466 0.1622 6.83 1.47 1.00 0.44 0.00 38 3B 8.0 0.12 0.75 0.090 0.36 0.00 0.36 0.0585 0.0200 2.0 0.0833 4.1650 3.26 0.98 3.5192 0.1466 0.1637 6.24 1.28 1.00 0.36 0.00 40 313 10.0 0.16 0.75 0.120 0.48 0.00 0.48 0.0585 0.0200 2.0 0.0833 4.1650 3.64 0.97 3.5192 0.1466 0.1622 7.08 1.41 1.00 0.48 0.00 40B 3B 12.0 0.29 0.75 0.218 0.87 0.00 0.87 0.0585 0.0200 2.0 0.0833 4.1650 4.65 0.91 3.5192 0.1466 0.1534 9.40 1.28 1.00 0.87 0.00 42 3B 10.0 0.18 0.75 0.135 0.54 0.00 0.54 0.0585 0.0200 2.0 0.0833 4.1650 3.80 0.96 3,5192 1 0.1466 1 0,1608 7.48 1.34 1.00 0.54 0.00 44 313 14.0 0.34 0.75 0.255 1.02 1 0.00 1 1.02 0.0585 0.0200 2.0 0.0833 4.1650 4.82 0.89 3.5192 0.1466 0.1505 10.16 1.38 1.00 1.02 1 0.00 44B 3B 16.0 1 0.50 1 0.70 1 0.350 1.40 0.00 1.40 0.0585 0.0200 2.0 0.0833 4.1650 5A3 0.86 3.5192 0.1466 0.1461 11.82 1.35 1.00 1.40 0.00 46 313 8.0 0.20 0.75 0.150 0.60 0.00 0.60 0.0200 0.0200 2.0 0.0833 4.1650 4.84 0.88 3.5192 0.1466 0.1490 5.93 1.35 1.00 0.60 0.00 48 3B 10.0 0.16 0.75 0.120 0.48 0.00 0.48 0.0743 0.0200 2.0 0.0833 4.1650 3.48 0.97 3.5192 0.1466 0.1622 7.61 1.31 1.00 0.48 0.00 48B 3B 10.0 0.16 0.75 0.120 0.48 0.00 0.48 0.0743 0.0200 2.0 0.D833 4.1650 3.48 0.97 3.5192 0.1466 0.1622 7.61 1.31 1.00 0.48 0.00 50 313 10.0 0.16 0.75 0.120 0.48 0.00 0.48 0.0825 0.0200 2.0 0.0833 4.1650 3.41 0.98 3.5192 0.1466 0.1637 7.81 1.28 1.00 0.48 0.00 50B 3B 12.0 0.17 0.75 0.128 0.51 0.00 0.51 0.0825 0.0200 2.0 0.0833 4.1650 3.49 0.97 3.5192 0.1466 0.1622 8.05 1.49 1.00 0.51 0.00 52 3B 10.0 0.15 0.75 0.113 0.45 0.00 0.45 0.0825 0.0200 2.0 0.0833 4.1650 3.33 0.98 3,5192 0.1466 0,1637 7.60 1.32 1.00 0.45 0.00 52B 313 12.0 0.20 0.75 0.150 0.60 0.00 0.60 0.0825 0.0200 2.0 0.0833 4.1650 3.71 0.97 3.5192 0.1466 0.1622 8.62 1.39 1.00 0.60 0.00 54 3B 12.0 0.29 0.75 0.218 0.87 1 0.00 1 0.87 0.0507 0.0200 2.0 0.0833 4.1650 4.67 0.90 3.5192 0.1466 0.1520 9.05 1.33 1 1.00 1 0.87 0.00 54B 3B 12.0 0.26 0.75 0.195 0.78 0.00 0.78 0.0507 0.0200 2.0 0.0833 4.1650 4.48 0.92 3.5192 0.1466 0.1549 8.55 1.40 1.00 0.78 0.00 62 3B 8.0 0.14 0.75 0.105 0.42 0.00 0.42 0.0288 0.0200 2.0 0.0833 4.1650 3.95 0.95 3.5192 0.1466 0.1593 5.47 1.46 1.00 0.42 0.00 62B 3B 12.0 0.33 0.75 0.248 0.99 0.00 0.99 0.0288 0.0200 2.0 0.0833 4.1650 5.45 0.86 3.5192 0.1466 0.1461 8.26 1.45 1.00 0.99 0.00 64B 3B 14.0 0.45 0.70 0.315 1.26 0.00 1.26 0.0327 0.0200 2.0 0.0833 4.1650 5.82 0.83 3.5192 0.1466 0.1417 9.67 1.45 1.00 1.26 0.00 64D 3B 12.0 0.36 0.70 0.252 1.01 0.00 1.01 0.0327 0.0200 2.0 0.0833 4.1650 5.36 0.86 3.5192 0.1486 0.1461 8.85 1.39 1.00 1.01 0.00 66 3B 8.0 0.07 0.75 0.053 0.21 0.00 0.21 0.0680 0.0200 2.0 0.0833 4.1650 2.59 0.99 3,5192 0.1466 0.1652 5.18 1.55 1.00 0.21 0.00 68 3B 8.0 0.07 0.75 0.053 0.21 0.00 0.21 0.1000 0.0200 2.0 0.0833 4.1650 2.41 0.99 3.5192 0.1466 0.1652 5.81 1.38 1.00 0.21 0.00 68B 3B 10.0 0.11 0.75 0.083 0.33 0.00 0.33 0.1000 0.0200 2.0 0.0833 4.1650 2.86 0.99 3.5192 0.1466 0.1652 7.03 1.42 1.00 0.33 0.00 70 313 10.0 0.16 0.75 0.120 I 0.48 I 0.00 I 0.48 0.0652 0.0200 2.0 0.0833 4.1650 3.56 1 0.97 1 3.5192 1 0.1466 1 0.1622 1 7.31 1.37 1 1.00 1 0.48 1 0.00 74 3B 10.0 0.29 0.60 0.174 0.70 0.00 0.70 0.0453 0.0200 2.0 0.0833 4.1650 4.38 1 0.93 1 3.5192 1 0.1468 1 0.1564 1 7.84 1.28 1 1.00 1 0.70 1 0.00 74B 3B 10.0 0.16 0.70 0.112 0.45 0.00 0.45 0.0453 0.0200 2.0 0.0833 4.1650 3.72 0.96 3.5192 0.1466 0.1606 6.40 1.56 1.00 0.45 0.00 76B 3B 8.0 0.16 0.75 0.120 0.48 0.00 0.48 0.0200 0.0200 2.0 0.0833 4.1650 4.45 0.92 3.5192 0.1466 0.1549 5.27 1.52 1.00 0.48 0.00 78 3B 12.0 0.22 0.75 0.165 0.66 0.00 0.66 0.0680 0.0200 2.0 0.0833 4,1650 3.98 0.95 3.5192 0.1466 0.1593 8.56 1.40 1.00 0.66 0.00 78B 3B 12.0 0.19 0.75 0.143 0.57 0.00 0.57 0.0680 0.0200 2.0 1 0.0833 1 4.1650 1 3.77 1 0.96 1 3.5192 1 0.1466 1 0.1606 1 8.00 1 1.50 1 1.00 1 0.57 1 0.00 4 413 8 86 10 12 14 14B 16 1613 18 1813 20 2013 22 26 26B 32 32B 36 36B 38 40 40B 42 44 44B 46 48 48B 50 50B 52 52B 54 54B 62 US 64B 64D 66 68 68B 70 74 74B 76B 78 78B 6.50 (Intensity is 4 inthr for spread, and 6.5 in/hr for capacity and depth) ant. n is 0.013 C p U C _ 3 i -9 ° O L p rL y 0 g d 'gO m i O 5 c � m $u 0 Y - U 9 m > O 42 U OI ° . n O C O 5 T ,o � - Q c 1 ,aa C U U 3 d a A 2 c = ° a n� Vr W 2 0 W i S .m'o ( d W Tn o K c dC q 3V > Oit 3 m ic -7 p N 11 09 15 o . c i m N r� E J W O O o 3B 10.0 0.34 0.50 0.170 1.11 0.00 1.11 0,0482 0.0200 2.0 0.0833 4.1650 5.16 0.88 3.5192 0.1466 0.1490 9.98 1.00 1.00 1.11 0.00 313 10.0 0.23 0.60 0.138 0.90 0.00 0.90 0.0482 0.0200 2.0 0.0833 4.1650 4.77 0.90 3.5192 0.1466 0.1520 9.03 1.11 1.00 0.90 0.00 3B 8.0 0.09 0.60 0.054 0.35 0.00 0.35 0.1000 0.0200 2.0 0.0833 4.1650 2.92 0.99 1 3.5192 0.1466 0.1652 7.21 1.11 1.00 0.35 0.00 313 12.0 0.19 0.70 0.133 0.86 0.00 0.86 0.1000 0.0200 2.0 0.0833 4.1650 4.10 0.94 3.5192 0.1466 0.1578 10.82 1.11 1.00 0.86 0.00 3B 10.0 0.11 0.70 0.077 0.50 0.00 0.50 0.1000 0.0200 2.0 0.0833 4.1650 3.34 0.98 3.5192 0.1466 0.1637 8.42 1.19 1.00 0.50 0.00 3B 10.0 0.27 0.75 0.203 1.32 0.00 1.32 0.0200 0.0200 2.0 0.0833 4,1650 6.49 0.78 3.5192 0.1466 0.1344 8.78 1.14 1.00 1.32 0.00 313 10.0 0.16 0.60 0.096 0.62 0.00 0.62 0,0974 0.0200 2.0 0.0833 4.1650 3.65 0.97 3.5192 0.1466 0.1622 9.21 1.09 1.00 0.62 0.00 3B 10.0 0.11 0.70 0.077 0.50 0.00 0.50 0.0974 0.0200 2.0 0.0633 4.1650 3.36 0.98 3.5192 0.1466 0.1637 8.35 1.20 1.00 0.50 0.00 313 10.0 0.23 0.60 0.138 0.90 0.00 0.90 0,0649 0.0200 2.0 0.0833 4.1650 4.51 0.91 3.5192 0.1466 0.1534 9.82 1.02 1.00 0.90 0.00 3B 10.0 0.16 0.70 0.112 0.73 0.00 0.73 0,0649 0.0200 2.0 0.0833 1 4.1650 4.17 0.94 3.5192 0.1466 0.1578 8.84 1 1.13 1.00 0.73 0.00 3B 10.0 0.44 0.50 0.220 1.43 0.00 1.43 0.0199 0.0200 2.0 0.0833 4.1650 6.70 0.77 3.5192 0.1466 0.1329 9.13 1.09 1.00 1.43 0.00 313 8.0 0.21 0.70 0.147 0.96 0.00 0.96 0.0199 0.0200 2.0 0.0833 4.1650 5.76 0.84 3.5192 0.1466 0.1432 7.37 1.09 1.00 0.96 0.00 3B 8.0 0A0 0.70 0.070 OAS 0.00 OAS 0,0596 0.0200 2.0 0.0833 4.1650 3.55 0.97 3.5192 0.1466 0.1622 6.96 1.15 1.00 0.46 0.00 313 12.0 0.27 0.60 0.162 1.05 0.00 1.05 0.0596 0.0200 2.0 0.0833 4.1650 4.87 0.89 3.5192 0.1466 0.1505 10.36 1.16 1.00 1.05 0.00 3B 6.0 0.06 0.80 0.048 0.31 0.00 0.31 0.0635 0.0200 2.0 0.0833 4.1650 3.05 0.99 3.5192 0.1466 0.1652 6.99 1.00 1.00 0.31 0.00 3B 10.0 0.23 0.65 0.150 0.97 0.00 0.97 0,0567 0,0200 2.0 0,0833 4,1650 4.77 0.90 3.5192 0.1466 0,1520 9.81 1.02 1.00 0.97 0.00 313 12.0 0.29 0.60 0.174 1.13 0.00 1.13 0.0567 0.0200 2.0 0.0833 4.1650 5.04 0.88 3.5192 0.1466 0.1490 10.58 1.13 1.00 1.13 0.00 3B 8.0 0.11 0.75 0.083 0.54 0.00 0.54 0,0462 0.0200 1 2.0 0.0833 4.1650 3.96 0.95 3.5192 0.1466 0.1593 6.99 1.15 1 1.00 0.54 0.00 3B 6.0 0.04 0.75 0.030 0.20 0.00 0.20 0.0462 0.0200 2.0 0.0833 4.1650 2.71 0.98 3.5192 0.1466 0.1652 4.47 1.34 1.00 0.20 0.00 3B 10.0 0.20 0.75 0.150 0.98 0.00 0.98 0.0585 0.0200 2.0 0.0833 4.1650 4.74 0.90 3.5192 0.1466 0.1520 9.92 1.01 1.00 0.98 0.00 3B 10.0 0.20 0.55 0.110 0.72 0.00 0.72 0,0585 0.0200 2.0 0.0833 4.1650 4.22 0.93 3.5192 0.1466 0.1564 8.56 1.17 1.00 0.72 0.00 3B 8.0 0.12 0.75 0.090 0.59 0.00 0.59 0.0585 0.0200 2.0 0.0833 4.1650 3.92 0.95 3.5192 0.1466 0.1593 7.78 1.03 1.00 0.59 0.00 3B 10.0 OAS 0.75 0.120 0.78 0.00 0.78 0.0585 0.0200 2.0 0.0833 4.1650 4.36 0.92 3.5192 0.1466 0.1549 8.93 1.12 1.00 0.78 0.00 3B 12.0 0.29 0.75 0.218 1.41 0.00 1.41 0.0585 0.0200 2.0 0.0833 4,1650 5.45 0.86 3.5192 0.1466 0.1461 11.87 1.01 1.00 1.41 0.00 3B 10.0 0.18 0.75 0.135 0.88 0.00 0.88 0,0585 0.0200 2.0 0.0833 4.1650 4.56 0.91 3.5192 0.1466 0.1534 9.43 1.06 1.00 0.88 0.00 3B 14.0 0.34 0.75 0.255 1.66 0.00 1.66 0.0585 0.0200 2.0 0.0833 4.1650 5.79 0.84 3.5192 0.1466 0.1432 12.84 1.09 1.00 1.66 0.00 3B 16.0 0.50 0.70 0.350 2.28 0.00 2.28 0.0585 0.0200 2.0 0.0833 4.1650 6.52 0.78 3.5192 0.1466 0.1344 15.24 1.05 1.00 2.28 0.00 3B 8.0 0.20 0.75 0.150 0.98 0.00 0.98 0.0200 0.0200 2.0 0.0833 4.1650 5.80 0.84 3.5192 0.1466 0.1432 7.45 1.07 1.00 0.98 0.00 3B 10.0 0.16 0.75 0.120 0.78 0.00 0.78 0,0743 0.0200 2.0 0.0833 4.1650 4.17 0.94 3.5192 0.1466 0.1578 9.48 1.05 1.00 0.78 0.00 3B 10.0 0.16 0.75 0.120 0.78 0.00 0.78 0,0743 0.0200 2.0 0.0833 4.1650 4.17 0.94 3.5192 0.1466 0.1578 9.48 1.05 1.00 0.78 0.00 3B 10.0 0.16 0.75 0.120 0.78 0.00 0.78 0,0825 0.0200 2.0 0.0833 4,1650 4.09 0.94 3.5192 0.1466 0.1578 9.78 1.02 1.00 0.78 0.00 3B 12.0 0.17 0.75 0.128 ILK 0.00 0.83 0.0825 0.0200 2.0 0.0833 4.1650 4.18 0.93 3.5192 0.1466 0.1564 10.09 1.19 1.00 0.83 0.00 3B 10.0 0.15 0.75 0.113 0.73 0.00 0.73 0,0825 0.0200 2.0 0.0833 4.1650 3.99 0.95 3.5192 0.1466 0.1593 9.47 1.06 1.00 0.73 0.00 3B 12.0 0.20 0.75 0.150 0.98 0.00 0.98 0.0825 0.0200 2.0 0.0833 4.1650 4.45 0.92 3.5192 0.1466 0.1549 10.87 1.10 1.00 0.98 0.00 3B 12.0 0.29 0.75 0.218 1Al 0.00 1Al 0,0507 0.0200 2.0 0.0833 4.1650 5.60 0.85 3.5192 0.1466 0.1446 11.44 1.05 1.00 1.41 0.00 3B 12.0 0.26 0.75 0.195 1.27 0.00 1.27 0.0507 0.0200 2.0 0.0833 4.1650 5.38 0.86 3.5192 0.1466 0.1461 10.86 1.11 1.00 1.27 0.00 3B 8.0 0.14 0.75 0.105 0.68 0.00 0.68 0.0288 0.0200 2.0 0.0833 4.1650 4.74 0.90 3.5192 0.1466 0.1520 6.90 1.16 1.00 0.68 0.00 3B 12.0 0.33 0.75 0.248 1.61 0.00 1.61 0.0288 0.0200 2.0 0.0833 4.1650 6.54 0.78 3.5192 0.1466 0.1344 10.65 1.13 1.00 1.61 0.00 3B 14.0 0.45 0.70 0.315 2.05 0.00 2.05 0,0327 0.0200 2.0 0.0833 4.1650 6.99 0.75 3.5192 0.1466 0.1300 12.49 1.12 1.00 2.05 0.00 3B 12.0 0.36 0.70 0.252 1.64 0.00 1.64 0,0327 0.0200 2.0 0.0833 4.1650 6.43 0.78 3.5192 0.1466 0.1344 11.15 1.08 1.00 1.64 0.00 3B 8.0 0.07 0.75 0.053 0.34 0.00 0.34 0.0680 0.0200 2.0 0.0833 4.1650 3.11 0.99 3.5192 0.1466 0.1652 6.35 1.26 1.00 0.34 0.00 313 8.0 0.07 0.75 0.053 0.34 0.00 0.34 0,1000 0.0200 2.0 0.0833 4.1650 2.89 0.99 3.5192 0.1466 0.1652 7.13 1.12 1.00 0.34 0.00 3B 10.0 0.11 0.75 0.083 0.54 0.00 0.54 0.1000 0.0200 2.0 0.0833 4.1650 3.43 0.98 3.5192 0.1466 0.1637 8.66 1.15 1.00 0.54 0.00 313 10.0 0.16 0.75 0.120 0.78 0.00 0.78 0,0652 0.0200 2.0 0.0833 4.1650 4.27 0.93 3.5192 0.1466 0.1564 9.17 1.09 1.00 0.78 0.00 3B 10.0 0.29 0.60 0.174 1.13 0.00 1A3 0,0453 0.0200 2.0 0.0833 4.1650 5.26 0.87 3.5192 0.1466 0.1476 9.95 1.01 1.00 1.13 0.00 3B 10.0 0.16 0.70 0.112 0.73 0.00 0.73 0.0453 0.0200 2.0 0.0833 4.1650 4.46 0.92 3.5192 0.IZ6 0.1549 8.03 1.25 1.00 0.73 0.00 3B 8.0 0.16 1 0.75 1 0.120 0.78 0.00 0.78 0.0200 0.0200 2.0 0.0833 4.1650 5.34 0.87 3.5192 0.1466 0.1 776 6.66 1.20 1.00 0.78 0.00 3B 12.0 0.22 1 0.75 1 0.165 1 1.07 0.00 1.07 0,0680 0.0200 2.0 0.0833 4.1850 4.78 0.90 3.5192 0.1486 0.1520 10.80 1.11 1.00 1.07 0.00 3B 12.0 0.19 0.75 0.143 0.93 0.00 0.93 0.0680 0.0200 2.0 0.0833 4.1650 4.52 0.91 3.5192 0.1466 0.1534 10.09 1.19 1.00 0.93 0.00 Design Storm Year= 10 INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, n is 0.013 Inlet Hydrology Curb and Gutter Inlet 9 N r N N 2 O Y ti N u N e o ° " E s N a x 9 ° . n C a c 2� N 8 3C - p U N L s S p . 0 -a O U N N c a v a cm 1 a a 1 do T > t -j � ,If i U U O O O rd. _ N 3 N m H o c a r a F Ep 2 left 0.06 0.60 0.036 0.14 0.00 0.14 0.0200 D.0200 1.0 0.0200 1.0000 2.83 right 0.24 0.60 0.144 0.58 0.00 0.58 0.0200 0.0200 2.0 1 0.0200 1 1.0000 4.76 12B I 3C I 8.0 combined flow 0.7 0.09 1 0.196 1 4.50 left 1 0.18 1 0.70 10.1261 0.50 1 0.00 0.50 0.0200 1 0.0200 1 2.0 1 0.0200 1 1.0000 I 4.53 right 0.47 0.70 0.329 L32 0.00 1.32 0.0200 0.0200 2.0 0.0200 1.0000 6.49 30 1 3C 1 12.0 combined flow 1.6 0.14 0.298 6.85 left 1 0.12 0.75 0.090 0.36 0.00 0.36 0.0200 0.0200 2.0 0.0200 1.0000 3.99 right 0.02 0.75 0,015 0.06 1 0.00 0.06 0,0200 1 0,0200 1 2.0 li 0.0200 1 1,0000 1 2.04 46B I 3C I 6.0 combined flow 0.4 1 0.07 1 0.155 1 3.56 left 1 0.35 10.70 0.245 0.98 0.00 0.98 0.0150 D.0200 2.0 0.0833 4.1650 6.13 right 0.23 0.70 0.161 O.fi4 0.00 0.64 0.0150 0.0200 2.0 0.0833 4.1650 5.24 BOB I 3C I 10.0 combined flow 1.6 0.14 1 0.304 1 6.96 left 0.11 0.75 0.083 0.33 0.00 0.33 0.0200 0.0200 2.0 0.0833 4.16501 3.86 right 1 0.06 1 0.75 10.0451 0.18 1 0.00 0.18 0.0200 1 0.0200 1 2.0 1 0.0833 1 4.1650 1 3.08 64 3C 1 6.0 combined flow 0.5 0.08 1 0.177 1 4.06 left 0.21 0.75 0.158 0.63 0.00 0.63 0.0200 0.0200 2.0 0.0833 4.1650 4.92 right 0.14 0.75 0.105 0.42 0.00 0.42 0.0200 0.0200 2.0 0.0833 4.1650 4.23 76 3C 8.0 combined flow I 1.1 1 5.79 INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, n is 0.013 Inlet Hydrology Curb and Gutter Inlet � C to IN N N O w w m m n m z NE c � `e ' . S o °- m 0 U C . i -V o A r o y - 4 yl m c `o O A R O ° 3 U .o i c .E j° q p H A o C '2 O u 10 ti y`1 y -Op 3 6 2 0. Y w O E O� .. 'm m m a N n a c = c, E TL > -1 d ci U o o d ui . (` 3 9 (>n � a a � of left 0.06 0.60 0.036 1.11 0.00 1.23 0.0200 D.0200 2.0 0.0833 4,1650 3.40 right 0.24 0.60 0.144 0.94 0.00 0.94 0.0200 0.0200 2.0 0.0833 4.1650 5.71 12B I 3C I 8.0 combined flow 1.2 0.12 1 0.271 1 6.22 left 1 0.18 i 0.70 10.1261 0.82 1 0.00 0.82 0.0150 1 0.0200 1 2.0 1 0.0833 1 4.1650 15.73 right 0.47 0.70 0.329 2.14 0.00 2.14 0.0150 0.0200 2.0 0.0833 4.1650 8.22 30 1 3C 1 12.0 combined flow 3.0 0.18 0.413 9.47 left 0.12 0.75 0.090 0.59 0.00 0.59 0.0200 0.0200 2.0 0.0833 4.16501 4.79 right 1 0.02 1 0.75 10.0151 0.10 I 0.00 0.10 0,0200 1 0.0200 1 2.0 1 0.0833 1 4,1650 1 2.45 468 3C I 6.0 combined flow 0.7 0.10 1 0.215 1 4.92 left 0.35 0.70 0.245 1.59 0.00 1.59 0.0150 D.0200 2.0 0.0833 4.1650 7.38 right 0.23 0.70 0.161 1.05 0.00 1.05 0.0150 E0200 2.0 0.0833 4AE0 6.29 60B 3C 10.0 combined flow 2.6 0A9 1 0.420 1 9.62 left 0.11 0.75 10.0831 0.54 1 0.00 0.54 0.0200 1 0.0200 1 2.0 1 0.0833 1 4.1650 1 4.64 right 0.06 0.75 0.045 0.29 0.00 0.29 0.0200 0.0200 2.0 0.0833 4.1650 3.69 64 3C 6.0 combined flow 0.6 0.11 0.245 5.61 left 1 0.21 0.75 10.158 1 1.02 1 0.00 1.02 0.0200 1 0.0200 1 2.0 1 0.0833 1 4.1650 1 5.91 right 0.14 0.75 1 0.105 1 0.68 1 0.00 0.68 0.0200 1 0.0200 1 2.0 1 0.0833 1 4.1650 1 5.07 76 3C 8.0 combined flow 1.7 1 0.16 1 0.349 1 8.00 STRUCTURE DRAINAGE D (IN) FLOW TYPE INLET TYPE AREA (FT 2) PERIMETER (FT) A (ACRES) C I (iNMR) Q (CPS) 28 DI-1 2.33 10.00 0.23 0.35 4.00 0.32 0.6 WEIR FLOW 28 DI-1 2.33 10.00 0.23 0.35 6.50 0.52 0.8 WEIRFLOW 28 DI-1 - 50% clogged 1.17 5.00 1 0.23 0.35 4.00 0.32 1 0.9 WEIRFLOW 28 DI-1 - 50% clogged 1.17 5.00 0.23 0.35 6.50 0.52 1.3 WEIR FLOW 58 DI-1 2.33 10.00 0.29 0.50 4.00 0.58 0.9 WEIRFLOW 58 DI-1 2.33 10.00 0.29 0.50 6.50 0.94 1.2 WEIRFLOW 58 DI-1 - 50% clogged 1.17 5.00 0.29 0.50 4.00 0.58 1.4 WEIRFLOW 58 DI-1 - 50% clogged 1.17 5.00 0.29 0.50 6.50 0.94 1.9 WEIR FLOW x d K POINT DOWNSTREAM STRUCTURE DRAIN AREA RUNOFF COEFF. CA INLET TIME RAIN FALL RUNOFF Q INVERT ELEVATIONS LENGTH SLOPE DIA CAPA- CITY VEL FLOW TIME INCR ACCUM ACRES C MIN MIN C.F.S. UPPER LOWER FEET FT./FT. INCHES C.F.S. F.P.S. SEC YD-1L 0.07 0.60 0.04 0.04 6.00 6.35 0.3 YD-1K 449.00 445.75 67.00 0.0485 12 8.5 4.9 13.8 YD-1K 0.07 0.60 0.04 0.08 6.23 6.28 0.5 YD-1J 445.75 436.00 81.50 0.1196 12 13.3 8.0 10.1 YD-IJ 0.08 0.50 0.04 0.12 6.40 6.24 0.8 YD-1I 436.00 432.00 59.25 0.0675 12 10.0 7.4 8.0 YD-II 0.07 0.60 0.04 0.17 6.53 6.20 1.0 YD-111 1 432.00 429.17 1 72.00 0.0393 12 7.7 6.7 10.7 YD-111 0.08 0.60 0.05 0.21 6.71 6.15 1.3 YD-1G 429.17 424.25 109.50 0.0449 12 9.2 7.6 14.4 YD-1G 0.08 0.50 0.04 0.25 6.95 6.08 1.5 YD-IF 424.25 419.00 68.25 0.0769 12 10.7 9.6 7.1 YD-1F 0.07 0.60 0.04 0.30 7.07 6.05 1.8 YD-IE 419.00 412.00 80.00 0.0875 12 11.4 10.4 7.7 YD-1E 0.11 0.60 0.07 0.36 7.20 6.02 2.2 YD-1D 412.00 408.50 63.25 0.0553 12 9.1 9.4 6.7 YD-ID 0.12 0.60 0.07 0.43 7.31 5.99 2.6 YD-IC 408.50 407.50 76.25 0.0131 12 4.4 5.8 13.0 YD-1C 0.08 0.60 0.05 0.48 7.53 5.93 2.9 YD-IB 407.50 405.00 68.00 0.0368 12 7.4 8.8 7.7 YD-1B 0.09 0.60 0.05 0.54 7.65 5.90 3.2 YD-1A 405.00 400.00 81.00 0.0617 12 9.6 10.9 7.4 YD-IA 0.13 0.60 0.08 0.61 7.79 5.87 3.6 YD-1 400.00 395.00 87.50 0.0571 12 9.2 11.0 8.0 YD-1 1 0.12 1 0.60 0.07 0.69 1 7.91 5.83 1 4.0 12B 394.00 387.25 58.25 0.1159 12 13.1 14.5 4.0 YD-2 0.47 0.30 0.14 0.14 10.00 5.37 0.8 46B 395.33 395.00 16.33 0.0202 12 5.5 4.9 3.3 YD-3F 0.19 0.50 0.10 0.10 6.00 6.35 0.6 YD-3E 435.00 427.00 76.25 0.1049 12 12.5 7.9 9.7 YD-3E 0.33 0.40 0.13 0.23 7.00 6.07 1.4 YD-31) 427.00 423.00 65.00 0.0615 12 9.6 8.5 7.6 YD-313 0.13 0.60 0.08 0.31 7.13 6.03 1.8 YD-3C 423.00 415.33 100.75 0.0761 12 10.6 10.1 9.9 YD-3C 0.22 0.50 0.11 0.42 7.29 5.99 2.5 YD-313 415.33 409.67 71.00 0.0797 12 10.9 11.2 6.4 YD-3B 0.27 0.50 0.14 0.55 7.40 5.96 3.3 YD-3A 409.67 407.00 72.50 0.0368 12 7.4 9.1 8.0 YD-3A 0.22 0.50 0.11 0.66 7.53 5.93 3.9 YD-3 407.00 404.00 98.50 0.0305 12 6.7 8.9 11.1 YD-3 0.00 0.90 0.00 0.74 1 7.72 5.88 4.4 48B 404.00 402.33 23.50 0.0711 12 10.3 12.5 1.9 YD-4G 0.11 0.50 0.06 0.06 6.00 6.35 0.3 YD4F 446.67 443.00 61.50 0.0597 1 12 1 9.4 5.7 10.8 YD-417 0.09 0.60 0.05 0.11 6.18 6.30 0.7 YD-4E 443.00 439.50 76.50 0.0458 12 8.3 6.3 12.2 YD-4E 0.13 0.50 0.07 0.17 6.39 6.24 1.1 YD-4D 1 439.50 437.33 54.00 0.0402 12 7.7 I 6.9 I 7.8 YD-41) 0.10 0.60 0.06 0.23 6.51 6.20 1.5 YD-4C 437.33 436.67 72.50 0.0091 12 3.7 4.4 16.5 YD-4C 0.12 0.60 0.07 0.31 6.79 1 6.13 1.9 YD-413 1 436.67 436.33 22.25 0.0153 12 4.8 5.7 3.9 YD-4B 0.00 0.90 0.00 0.31 6.86 6.11 1.9 YD-4A 436.33 435.83 47.75 0.0105 12 3.9 4.9 9.7 YD-4A 0.00 0.90 0.00 0.31 7.02 6.06 1.9 YD-4 435.83 435.00 13.75 0.0604 12 9.5 9.4 1.5 YD-4 0.00 0.90 0.00 0.36 7.04 6.06 2.2 76 435.50 434.33 19.50 0.0600 12 9.5 9.7 2.0 YD-51) 0.26 0.45 0.12 0.12 6.00 6.35 0.7 YD-5C 423.00 1 422.00 90.00 I 0.0111 12 4.1 3.9 23.3 YD-5C 1 0.19 0.50 0.10 0.21 6.39 6.24 1.3 YD-5B 422.00 421.00 83.75 0.0119 12 4.2 4.7 17.7 YD-513 0.18 0.60 0.11 0.32 6.68 6.16 2.0 YD-5A 421.00 419.33 66.50 0.0251 12 1 6.1 6.9 1 9.6 YD-5A 0.18 0.50 0.09 0.41 6.84 6.11 2.5 YD-5 I 1 419.33 419.00 81.25 0.0164 12 4.9 6.3 12.9 YD-5 0.19 0.60 0.11 0.52 1 7.06 1 6.05 3.2 66 1 418.00 417.00 66.00 0.0152 12 4.8 6.5 10.2 YD-613 0.21 0.50 0.11 0.11 6.00 6.35 0.7 YD-6A 380.50 377.50 119.75 0.0251 12 6.1 5.1 23.7 YD6A 0.15 0.40 0.06 0.17 6.39 6.24 1.0 6 YD 377.50 374.00 96.50 0.0363 i 12 1 7.4 1 6.6 1 14.7 YD-6 I 0.00 1 0.90 1 0.00 0.17 6.64 6.17 1.0 28 1 374.00 369.83 26.75 0.1559 1 12 1 15.2 1 10.8 1 2.5 STRUCTURE DRAINAGE D (IN) FLOW TYPE INLET TYPE AREA (FT 2) PFRA ETER (FT) A (ACRES) C I (INMR) Q (CPS) YD-1 12" Nybplast Yard Inlet 0.43 11.19 0.12 0.60 4.00 0.288 0.50 WEIRFLOW YD-1 12" Nybplast Yard Inlet 0.43 11.19 0.12 0.60 6.50 0.468 0.70 WEIRFLOW YD-1 12" NybplastYard Inlet-50%clogged 0.22 5.60 0.12 0.60 4.00 0.288 0.80 WEIRFLOW YD-1 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.12 0.60 6.50 0.468 1.97 WEIRFLOW YD-1A 12" Nybplast Yard Inlet 0.43 11.19 0.13 0.60 4.00 0.312 0.53 WEIRFLOW YD-IA 12" Nybplast Yard Inlet 0.43 11.19 0.13 0.60 6.50 0.507 0.73 WEIRFLOW YD-1A 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.13 0.60 4.00 0.312 0.87 WEIRFLOW YD-IA 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.13 0.60 6.50 0.507 2.31 WEIRFLOW YD-1B 12"Nybplast Yard In let 0.43 11.19 0.09 0.60 4.00 0.216 0.42 WEIRFLOW YD-1B 12" Nybplast Yard Inlet 0.43 11.19 0.09 0.60 6.50 0.351 0.57 WEIR FLOW YD-1B 1 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.09 0.60 4.00 0.216 1 0.66 WEIRFLOW YD-1B 12" NybplastYard Inlet-50%clogged 0.22 5.60 0.09 0.60 6.50 0.351 1.11 WEIRFLOW YD-1C 12"Nybplast Yard Inlet 0.43 11.19 0.08 0.60 4.00 0.192 0.38 WEIR FLOW YD-1C 12" Nybplast Yard Inlet 0.43 11.19 0.08 0.60 6.50 0.312 0.53 WEIRFLOW YD-1C 12" NybplastYard InIct-50%clogged 0.22 5.60 0.08 0.60 4.00 0.192 0.61 WEIRFLOW YD-1C 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.08 0.60 6.50 0.312 0.87 WEIR FLOW YD-1D 12" Nybplast Yard Inlet 0.43 11.19 0.12 0.60 4.00 0.288 0.50 WEIR FLOW YD-1D 12"Nybplast Yard Inlet 0.43 11.19 0.12 0.60 6.50 0.468 0.70 WIIR FLOW YD-ID 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.12 0.60 4.00 0.288 0.80 WEIRFLOW YD-11) 12" NybplastYard Inlet-50%clogged 0.22 5.60 0.12 0.60 6.50 0.468 1.97 WEIR FLOW YD-IE 12" Nybplast Yard Inlet 0.43 11.19 0.11 0.60 4.00 0.264 0.47 WEIRFLOW YD-IE 12" Nybplast Yard Inlet 0.43 11.19 0.11 0.60 6.50 0.429 0.66 WEIR FLOW YD-IE 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.11 0.60 4.00 0.264 0.75 WEIR FLOW Y61E 12"NybplastYard Inlet-50%clogged 0.22 5.60 0.11 0.60 6.50 0.429 1.65 WIIR FLOW YD-IF 1211 Nybplast Yard Inlet 0.43 11.19 0.07 0.60 4.00 0.168 0.35 WEIRFLOW YD-IF 12" Nybplast Yard Inlet 0.43 11.19 0.07 0.60 6.50 0.273 0.49 WEIRFLOW YD-IF 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.07 0.60 4.00 0.168 0.56 WEIR FLOW YD-IF 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.07 0.60 6.50 0.273 0.77 WEIRFLOW YD-1G 12" Nyloplast Yard Inlet 0.43 11.19 0.08 0.50 4.00 0.160 0.34 WEIRFLOW YD-1G 12" Nyloplast Yard Inlet 0.43 11.19 0.08 0.50 6.50 0.260 0.47 WEIRFLOW YD-1G 12" Nybplast Yard Inlet -50%clogged 0.22 5.60 0.08 0.50 4.00 0.160 0.54 WEIR FLOW YD-1G 12" NybplastYard Inlct-50%clogged 0.22 5.60 0.08 0.50 6.50 0.260 0.75 WEIRFLOW YD-1H 12" Nybplast Yard Inlet 0.43 11.19 0.08 0.60 4.00 0.192 0.38 WEIR FLOW YD-111 12" Nybplast Yard Inlet 0.43 11.19 0.08 0.60 6.50 0.312 0.53 WEIRFLOW YD-111 12" NyloplastYard Inlet -50%clogged 0.22 5.60 0.08 0.60 4.00 0.192 0.61 WEIR FLOW YD-1H 12" NyloplastYard Inlet -50%clogged 0.22 5.60 0.08 0.60 6.50 0.312 0.87 WIIR FLOW YD-lI 12"Nybplast Yard Inle[ 0.43 11.19 0.07 0.60 4.00 O.168 0.35 WIIR FLOW YD-11 12" Nybplast Yard Inlet 0.43 11.19 0.07 0.60 6.50 0.273 0.49 WEIRFLOW YD-11 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.07 0.60 4.00 0.168 0.56 WEIR FLOW YD-11 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.07 0.60 6.50 0.273 0.77 WEIR FLOW YD-IJ 12" Nyloplast Yard Isle[ 0.43 11.19 0.08 0.50 4.00 0.160 0.34 WEIRFLOW YD-1J 12" Nyloplast Yard Inle[ 0.43 11.19 0.08 0.50 6.50 0.260 0.47 WEIR FLOW YD-1J 12" Nyloplast Yard Inlet -50%clogged 0.22 5.60 0.08 0.50 4.00 0.160 0.54 WEIRFLOW YD-1J 12" NyloplastYard Inlet -50%clogged 0.22 5.60 0.08 0.50 6.50 0.260 0.75 WEIR FLOW YD-1K 12" Nybplast Yard Inlet 0.43 11.19 0.07 0.60 4.00 0.168 0.35 WEIR FLOW YD-1K 12" Nybplast Yard Inlet 0.43 11.19 0.07 0.60 6.50 0.273 0.49 WEIRFLOW YD-1K 12" NybplastYard Inlet-50%clogged 0.22 5.60 0.07 0.60 4.00 0.168 0.56 WEIRFLOW YD-1K 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.07 0.60 6.50 0.273 0.77 WEIRFLOW YDAL 12" Nybplast Yard Inlet 0.43 11.19 0.07 0.60 4.00 0.168 0.35 WEIR FLOW YD-IL 12"Nybplast Yard Inlet 0.43 11.19 0.07 0.60 6.50 0.273 0.49 WEIRFLOW YD-U, 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.07 0.60 4.00 0.168 0.56 WEIRFLOW YD-IL 12" NybplastYard Inlet -50%clogged 0.22 1 5.60 0.07 0.60 6.50 0.273 0.77 WEIR FLOW YD-2 12"Nybplast Yard Inlet 0.43 11.19 0.47 0.30 4.00 0.564 0.79 WEIR FLOW YD-2 12" Nybplast Yard Inlet 0.43 11.19 0.47 0.30 6.50 0.917 1.89 WEIRFLOW YD-2 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.47 0.30 4.00 0.564 2.86 WEIR FLOW YD-2 12" Nybplast Yard Inlet -50%clogged 0.22 5.60 0.47 0.30 6.50 0.917 7.54 ORIFICEFLOW YD-3A 18" Nybplast Yard Inlet 0.64 5.40 0.22 0.50 4.00 0.440 1.08 WEIRFLOW YD-3A 18" Nybplast Yard Inlet 0.64 5.40 0.22 0.50 6.50 0.715 1.50 WEIRFLOW YD-3A 18" NybplastYard Inlet -50%clogged 0.32 2.70 0.22 0.50 4.00 0.440 1.72 WEIR FLOW YD-3A 18" Nybplast Yard Inlet-50%clogged 0.32 2.70 0.22 0.50 6.50 0.715 2.38 WEIRFLOW YD-313 12" Nybplast Yard Idiot 0.43 11.19 0.27 0.50 4.00 0.540 0.76 WEIRFLOW YD-3B 12" Nybplast Yard Inlet 0.43 11.19 0.27 0.50 6.50 0.878 1.73 WEIR FLOW YD-313 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.27 0.50 4.00 0.540 2.62 WEIRFLOW YD-3B 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.27 0.50 6.50 0.878 1 6.91 ORIFICE FLOW YD-3C 12" Nybplast Yard Inle[ 0.43 11.19 0.22 0.50 4.00 0.440 0.67 WEIR FLOW YD-3C 12" Nybplast Yard Inlet 0.43 11.19 0.22 0.50 6.50 0.715 1.15 WEIRFLOW YD-3C 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.22 0.50 4.00 0.440 1.74 WEIRFLOW YD-3C 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.22 0.50 6.50 0.715 4.59 ORIFICE FLOW YD-3D 12" Nybplast Yard Inlet 0.43 11.19 0.13 0.60 4.00 0.312 0.53 WEIR FLOW YD-3D 12" Nybplast Yard Inlet 0.43 11.19 0.13 0.60 6.50 0.507 0.73 WEIR FLOW YD-3D 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.13 0.60 4.00 1 0.312 1 0.87 WEIRFLOW YD-31) 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.13 1 0.60 6.50 1 0.507 1 2.31 WEIR FLOW YD-3E 12" Nybplast Yard Inlet 0.43 11.19 0.33 0.40 4.00 0.528 0.75 WEIR FLOW YD-3E 12" Nybplast Yard Inlet 0.43 11.19 0.33 0.40 6.50 0.858 1.65 WEIRFLOW YD-3E 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.33 0.40 4.00 0.528 2.50 WEIR FLOW YD-3E 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.33 0.40 6.50 0.858 6.61 ORIFICE FLOW YD-3F 12"Nybplast Yard Inlet 0.43 11.19 0.19 0.50 4.00 0.380 0.60 WEIRFLOW YD-317 12" Nybplast Yard Inlet 0.43 11.19 0.19 0.50 6.50 0.618 0.86 WEIRFLOW YD-317 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.19 0.50 4.00 0.380 1.30 WEIRFLOW YD-317 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.19 0.50 6.50 0.618 3.42 WEIRFLOW YD-4C 12" Nybplast Yard Inlet 0.43 11.19 0.12 0.60 4.00 0.288 0.50 WEIRFLOW Y54C 12" Nybplast Yard Inlet 0.43 11.19 0.12 0.60 6.50 0.468 0.70 WEIRFLOW YD-4C 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.12 0.60 4.00 0.288 0.80 WEIR FLOW YD-4C 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.12 0.60 6.50 0.468 1.97 WEIR FLOW YD-41) 12" Nybplast Yard Inlet 0.43 11.19 0.10 0.60 1 4.00 0.240 1 0.45 WEIRFLOW YD-41) 1211 Nybplast Yard Inlet 0.43 1 11.19 0.10 0.60 6.50 0.390 0.62 WEIRFLOW YD-4D 12" Nybplast Yard Inlet -50%clogged 0.22 5.60 0.10 0.60 4.00 0.240 0.71 WEIR FLOW YD-4D 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.10 0.60 6.50 0.390 1.37 WEIRFLOW YD-4E 12" Nybplast Yard Inlet 0.43 11.19 0.13 0.50 4.00 0.260 0.47 WEIR FLOW YD-4E 12" Nybplast Yard Inlet 0.43 11.19 0.13 0.50 6.50 0.423 0.65 WEIR FLOW YD-413 12" NybplastYard Inlet-50%clogged 0.22 5.60 1 0.13 0.50 4.00 0.260 0.75 WEIR FLOW YD-4E 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.13 0.50 6.50 0.423 1.60 WEIRFLOW YD-4F 12" Nybplast Yard Inlet 0.43 11.19 0.09 0.60 4.00 0.216 0.42 WEIR FLOW YD-4F 12" Nybplast Yard Inlet 0.43 11.19 0.09 0.60 6.50 0.351 0.57 WEIRFLOW YD-417 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.09 0.60 4.00 0.216 0.66 WEIRFLOW YD-417 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.09 0.60 6.50 0.351 1.11 WEIR FLOW YD-4G 12" Nybplast Yard Inlet 0.43 11.19 0.11 0.50 4.00 0.220 0.42 WEIR FLOW YD-4G 12" Nybplast Yard Inlet 0.43 11.19 0.11 0.50 6.50 0.358 0.58 WEIRFLOW YD-4G 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.11 0.50 4.00 0.220 0.67 WEIR FLOW YD-4G 12"Nybplast Yard Inlet-50%clogged 0.22 5.60 0.11 0.50 6.50 0.358 1.15 WEIRFLOW YD-5C 12" Nybplast Yard Inlet 0.43 11.19 0.19 0.50 4.00 0.380 0.60 WEIRFLOW YD-5C 12" Nybplast Yard Inlet 0.43 11.19 0.19 0.50 6.50 0.618 0.86 WEIR FLOW YD-5C 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.19 0.50 4.00 0.380 1.30 WEIRFLOW YD-5C 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.19 0.50 6.50 0.618 3.42 WEIR FLOW YD-51) 12" Nybplast Yard Inlet 0.43 11.19 0.26 0.45 4.00 0.468 1 0.70 WEIRFLOW YD-51) 12" Nybplast Yard Inlet 0.43 11.19 0.26 0.45 6.50 0.761 1.30 WEIR FLOW YD-5D 12" NybplastYard Inlet -50%clogged 0.22 1 5.60 0.26 0.45 4.00 0.468 1.97 WEIRFLOW YD-5D 12" NybplastYard Inlet-50%clogged 0.22 5.60 0.26 0.45 6.50 0.761 5.19 ORIFICE FLOW YD-6A 12" Nybplast Yard Inlet 0.43 11.19 0.15 0.40 4.00 0.240 0.45 WEIRFLOW YD-6A 12" Nybplast Yard Inlet 0.43 11.19 0.15 0.40 6.50 0.390 0.62 WIIR FLOW YD-6A 12" NybplastYard Inlet -50%clogged 0.22 5.60 0.15 0.40 4.00 0.240 0.71 WEIRFLOW YD-6A 12" NyloplastYard Inlet -50%clogged 0.22 5.60 0.15 0.40 6.50 0.390 1.37 WEIR FLOW YD-6B 12" Nybplast Yard Inlet 0.43 11.19 0.21 0.50 4.00 0.420 0.65 WIIR FLOW YD-6B 12" Nybplast Yard Inlet 0.43 11.19 0.21 0.50 6.50 0.683 1.05 WIIR FLOW YD-6B 12"NybplastYard Inlet- 50% clogged 1 0.22 5.60 0.21 0.50 4.00 0.420 1.58 WIIR FLOW YD-6B 12"NybplastYard Inlet- 50% clogged 1 0.22 5.60 0.21 0.50 6.50 0.683 4.18 ORIFICE FLOW SCOTT/R. Cl?LLINSZ Lic. No. 035791 11h, P 6/2/21 ,,O� Z O d V) Z U w co 0 z J O Q L H � Z 0J H NW ce '- r Lu C',N O O N N Q Z � I N t 11 w w z z w Ul z J J 0 U 7- M M (N M 1 N C) N N Q W J ``J^^ VJ LU Q U 1 LU CO LU NW QL CO N- LU QL Q (D C) C) N z J 0- ,/0 0. J 1-� V) LL O 1 1-4 g � ,--I U _6 J �J Q � U r(n V (n z U � 0 0 co J J 1-� = ` i 0 0 0� W w I 1-- JOB NO. 182150 SCALE N/A SHEET NO. 28 ,TH OFF Design Storm Year = 10 O SCOTT R. LLINSZ Design Storm Year= 10 Design Year: 10 Project: Brookhill Blocks 16 & 17 Job#: 182150 Prepared by: AML,PE U Lic. No. 035791� %, 6/2/21 o��`SSIONAL V, F z w f f O O J ¢ ¢ to vi Z w 7) Z Ln � O z O O z .. f H m rr W w d Lu w w ti ti w N N O O N N ¢ rq n N N t0 M z N M N Q Design Year: 10 Project: Brookhi0 Blocks 16 & 17 Job #: 182150 Prepared by: AML, PE O O N w z J I� � J LL- Z w O g ,--I U _6 J Q ICJ Q = U U Lu (n z_ Q C Ln O W co J C H� J w i J Q o OO N u w w O w a to JOB NO. 182150 SCALE N/A SHEET NO. 29 POINT DOWNSTREAM DRAIN RUNOFF CA INLET RAIN RUNOFF INVERT STRUCTURE AREA COEFF. LENGTH SLOPE DIA CAPA- VEL FLAW POINT DOWNSTREAM STRUCTURE DRAIN AREA RUNOFF COEFF. CA INLET TIME RAIN FALL RUNOFF Q INVERT ELEVATIONS LENGTH SLOPE DIA CAPA- CITY VEL FLOW TIME -NCR ACCCIM ACRES C MIN MIN C.F.S. UPPER LOWER FEET FT./FT. INCHES C.F.S. F.P.S. SEC 74B 0.16 0.70 0.11 0.11 6.00 6.35 0.7 74 438.67 438.25 39.70 0.0106 15 6.7 3.5 11.3 74 0.29 0.60 0.17 0.29 6.19 6.30 1.8 72B 438.67 436.27 3206 0.0108 15 6.7 4.6 8.0 72B 0.45 0.75 0.34 0.62 7.00 6.07 3.8 72 436.17 435.77 32.71 0.0122 15 Zl 5.9 5.6 72 0.25 0.75 0.19 0.81 7.09 6.04 4.9 70 435.67 433.00 211.51 0.0126 15 7.3 6.3 33.4 70 0.16 0.75 O.12 2.32 7.65 5.90 13.7 68B 425.50 423.33 ]06.93 0.0203 18 15.0 9.6 11.1 68B O.11 0.75 0.08 2.41 7.83 5.85 14.1 68 422.50 421.83 32.62 0.0205 18 15.0 9.7 3.4 68 0.07 0.75 0.05 2.46 7.89 5.84 14.4 66 417.50 415.67 90.89 0.0201 18 14.9 9.6 9.5 66 0.07 0.75 0.05 3.03 8.05 5.80 17.6 64 414.33 413.75 35.87 0.0162 24 28.8 9.6 3.7 64 0.17 0.75 0.13 3.73 8.11 5.78 21.6 62 411.50 410.17 86.19 0.0154 24 28.1 9.8 8.8 62 0.14 0.75 0.11 4.08 8.26 5.75 23.5 60 409.50 408.67 57.56 0.0144 24 27.1 9.7 5.9 60 0.00 0.90 0.00 4.49 8.36 5.73 25.7 58B 404.67 403.25 ]00.51 0.0142 24 27.0 9.8 ]0.3 58B 0.00 0.90 0.00 4.49 8.53 5.69 25.7 58 397.92 397.00 62.12 0.0148 24 27.5 9.9 6.2 58 0.29 0.50 0.15 4.63 8.63 5.66 26.2 56B 386.83 385.92 62.11 0.0147 24 27.4 9.9 6.3 56B 0.00 0.90 0.00 4.63 8.74 5.64 26.2 56 374.58 373.67 62.11 0.0147 24 27.4 9.9 6.3 56 0.00 0.90 0.00 4.63 8.84 5.62 26.2 SWM'A' 366.25 366.00 17.69 0.0141 24 26.9 9.7 1.8 60B 0.58 0.70 0.41 0.41 6.00 635 2.6 60 408.25 407.50 61.01 0.0123 15 7.2 5.3 11.4 62B 0.33 0.75 0.25 0.25 6.00 6.35 L6 62 410.00 409.60 32.69 0.0122 15 7.1 4.6 7.1 64D 0.36 0.70 0.25 0.25 7.00 6.07 1.5 64B 413.67 413.35 32.70 0.0098 l5 6.4 4.3 7.7 64B 0.45 0.70 0.32 0.57 7.13 6.03 3.4 64 413.25 412.75 46.14 0.0108 15 6.7 5.5 8.4 78B 0.19 0.75 0.14 0.30 6.00 6.35 1.9 78 437.17 436.83 32.80 0.0104 15 6.6 4.7 7.0 78 0.22 0.75 0.17 0.57 6.12 6.32 3.6 76 436.00 432.00 145.13 0.0276 15 I0.7 7.8 18.6 76 0.35 0.75 0.26 1.39 7.07 6.05 8.4 70 431.00 430.42 53.33 0.0109 18 11.0 6.8 7.8 INLET OUTLET WATER to Do Q. S6i He JUNCTION LOSS F INLET STATION OUTLET WATER SURFACE ELEV L. Do Q. ZW S6> Hr JUNCTION LOSS FINAL H INLET WATER SURFACE ELEV. RIM ELEV Vo Ho Qw Vw Qi*Vi VZ/2g Hi ANGLE Ho Ht 1.3Ht .SFL 432.26 33.58 15 1.28 0.000 0.01 1.0 0.0 76B 0.00 0 0 0.00 NA 0.00 0.02 432.28 435.42 431.62 53.33 18 8.42 0.006 0.34 4.8 0.1 76 2.2 9.7 21.09 LS 0.51 0 0 0.60 NA 0.30 0.64 432.26 438.33 433.00 145.13 15 3.59 0.003 0.45 2.9 0.0 78 1.9 1.6 3.046 0.0 0.01 0 0 0.05 NA 0.02 0.47 433.47 444.00 437.83 32.80 l5 1.93 0.001 0.03 1.6 0.0 78B 0.00 0 0 0.01 NA 0.00 0.03 437.86 444.25 413.75 46.14 15 3.42 0.003 0.13 2.8 0.0 64B 1.5 1.2 1.904 0.0 0.01 0 0 0.04 NA 0.02 0.15 413.90 420.42 414.35 32.70 15 1.53 0.001 0.02 1.2 0.0 64D 0.00 0 0 0.01 NA 0.00 0.02 41437 420.42 4] 1.13 32.69 15 1.57 0.001 0.02 1.3 0.0 62B 0.00 0 0 0.01 NA 0.00 0.02 411.15 4165U 408.50 61.01 15 2.58 0.002 0.10 2.1 0.0 60B 0.00 0 0 0.02 NA 0.01 0.11 408.61 414.17 36Z60 17.69 24 26.24 0.013 0.24 8.4 0.3 56 26.2 8.4 219.2 Ll 0.38 0 0 0.65 N/A 0.33 0.73 36833 379.00 375.27 62.11 24 26.24 0.013 0.84 8.4 0.3 56B 26.2 8.4 219.2 1.1 0.38 0 0 0.65 N/A 0.33 1.16 376.43 391.25 387.52 62.11 24 26.24 0.013 0.84 8.4 0.3 58 25.7 8.2 210.3 1.0 0.36 0 0 0.63 NA 0.32 1.15 388.67 402.50 398.60 62.12 24 25.71 0.013 0.80 8.2 0.3 58B 25.7 8.2 210.3 LO 0.36 0 0 0.62 N/A 0.31 1.11 399.71 405.75 404.85 100.51 24 25.71 0.013 1.30 8.2 0.3 60 23.5 7.5 175.4 0.9 0.30 0 0 0.56 N/A 0.28 1.58 406.43 414.92 410.27 57.56 24 23.47 0.011 0.62 7.5 0.2 62 21.6 6.9 148.1 0.7 0.26 0 0 0.47 NA 0.24 0.86 411.13 416.58 411.77 86.19 24 21.57 0.009 0.78 6.9 0.2 64 17.6 5.6 98.58 0.5 0.17 0 0 0.35 NA 0.18 0.96 412.73 419.25 415.35 35.87 24 1Z60 0.006 0.22 5.6 0.1 66 14.4 8.1 116.5 1.0 0.36 0 0 0.48 NA 0.24 0.46 415.81 421.50 416.87 90.89 18 14.35 0.019 1.70 8.1 0.3 68 14.1 8.0 112.2 LO 0.34 0 0 0.60 NA 0.30 2.00 413.87 429.00 423.03 32.62 18 14.08 0.018 0.59 8.0 0.2 68B 13.7 7.8 106.3 0.9 0.33 0 0 0.57 NA 0.29 0.87 423.90 429.17 424.53 106.93 18 13.71 0.017 1.82 7.8 0.2 70 8.4 6.8 57.42 0.7 0.25 0 0 0.49 NA 0.24 2.06 426.59 439.08 434.00 211.51 15 4.90 0.006 1.22 4.0 0.1 72 3.8 3.1 1L66 0.1 0.05 0 0 0.11 N/A 0.06 1.27 435.27 443.75 436.77 32.71 15 3.78 0.003 0.11 3.1 0.0 726 1.8 1.5 2.642 0.0 0.01 0 0 0.05 N/A 0.02 0.14 436.91 443.75 437.27 37.06 15 1.80 0.001 0.03 1.5 0.0 74 0.7 0.6 0.412 0.0 0.00 0 0 0.01 NA 0.01 0.03 43730 445.67 439.25 39.70 l5 0.71 0.000 0.00 0.6 0.0 74B 0.00 0 0 0.00 NA 0.00 0.01 439.26 445.67 423.67 32.77 15 1.47 0.001 0.02 1.2 0.0 52B 0.00 0 0 0.01 NA 0.00 0.02 423.69 430.08 411.83 32.67 15 1.32 0.000 0.01 1.1 0.0 SOB 0.00 0 0 0.00 NA 0.00 0.02 411.85 418.00 399.67 33.58 l5 5.06 0.006 0.21 4.1 0.1 48B 4.4 12.5 54.5 2.4 0.85 0 0 0.92 NA 0.46 0.66 40033 406.33 393.00 32.70 15 1.32 0.000 0.01 1.1 0.0 46B 0.8 4.9 3.706 0.4 0.13 0 0 0.13 NA 0.07 0.08 393.08 399.08 391.87 59.02 24 14.90 0.004 0.26 4.7 0.1 46 13.7 7.8 106.5 0.9 0.33 0 0 0.41 NA 0.21 0.46 39233 399.OS 393.95 153.08 18 13.72 0.017 2.61 7.8 0.2 48 8.1 6.6 53.57 0.7 0.24 0 0 0.47 NA 0.24 2.85 396.80 405.75 402.00 150.62 l5 8.11 0.016 2.37 6.6 0.2 50 5.9 4.8 28.19 0.4 0.12 0 0 0.29 NA 0.15 2.52 404.52 415.00 413.33 143.45 15 5.88 0.008 1.19 4.8 0.1 52 3.5 2.9 10.06 0.1 0.04 0 0 0.13 NA 0.07 1.26 414.59 429.83 425.00 169.27 15 3.51 0.003 0.50 2.9 0.0 54 1.8 1.4 2.502 0.0 0.01 0 0 0.04 NA 0.02 0.52 425.52 442.00 436.00 32.78 l5 1.75 0.001 0.02 1.4 0.0 54B 0.00 0 0 0.01 NA 0.00 0.03 436.03 442.OS 407.33 33.06 15 1.38 0.000 0.02 1.1 0.0 40B 0.00 0 0 0.00 NA 0.00 0.02 40735 413.50 395.50 33.13 15 0.70 0.000 0.00 0.6 0.0 36B 0.00 0 0 0.00 NA 0.00 0.00 395.50 401.50 365.92 10.31 30 26.01 0.004 0.04 5.3 0.1 28 25.0 5.1 127.7 0.4 0.14 0 0 0.25 NA 0.13 0.29 366.21 373.83 370.25 65.50 30 25.04 0.004 0.24 5.1 0.1 28B 25.0 5.1 127.7 0.4 0.14 0 0 0.24 N/A 0.12 0.37 370.62 378.00 374.50 76.24 30 25.04 0.004 0.28 5.1 0.1 28D 25.0 5.1 127.7 0.4 0.14 0 0 0.24 N/A 0.12 0.41 374.91 386.00 382.17 43.37 30 25.04 0.004 0.16 5.1 0.1 30 22.8 7.3 166.2 0.8 0.29 0 0 0.39 NA 0.19 0.36 382.53 392.17 386.10 134.86 24 22.85 0.010 1.38 7.3 0.2 32 22.5 7.2 160.6 0.8 0.28 0 0 0.48 NA 0.24 1.62 387.72 395.42 389.18 35.51 24 22.46 0.010 0.35 7.2 0.2 32B 22.4 7.1 159.9 0.8 0.28 0 0 0.48 NA 0.24 0.59 389.77 396.08 390.77 75.13 24 22.42 0.010 0.74 7.1 0.2 34 14.9 8.0 118.6 LO 0.34 0 0 0.54 N/A 0.27 1.01 391.78 397.75 392.00 54.41 15 8.71 0.018 0.99 7.1 0.2 36 7.2 5.9 42.13 0.5 0.19 0 0 0.38 NA 0.19 1.18 393.18 401.17 396.33 115.19 15 7.19 0.012 1.43 5.9 0.1 38 6.7 5.5 36.47 0.5 0.16 0 0 0.29 NA 0.15 1.57 397.90 407.67 402.83 99.50 15 6.69 0.011 1.07 5.5 0.1 40 4.6 3.8 17.5 0.2 0.08 0 0 0.19 NA 0.10 1.16 403.99 413.25 408.50 99.43 15 4.63 0.005 0.51 3.8 0.1 42 3.8 3.1 11.92 0.2 0.05 0 0 0.11 NA 0.05 0.57 409.07 418.83 414.17 98.30 15 3.82 0.004 0.34 3.1 0.0 44 2.2 1.8 4.024 0.1 0.02 0 0 0.06 NA 0.03 0.37 414.54 424.42 478.75 33.22 15 2.22 0.001 0.04 1.8 0.0 44B 0.00 0 0 0.01 NA 0.01 0.05 418.80 424.75 DSCAPING NOTES: i LARGE STREET TREE PROVIDED PER EVERY 5o' OF STREET FRONTAGE. STREETTREES SHALL BE LOCATED 5' MIN. FROM DRAINAGE STRUCTURES AND id MIN. FROM WATERLINE AND SANITARY SEWER STRUCTURES. STREET TREES SHALL BE ALLOWED TO REACH, AND BE MAINTAINED AT, MATURE HEIGHT; THE TOPPING OF TREES IS PROHIBITED. STREET TREES SHALL BE PRUNED MINIMALLY AND ONLY TO SUPPORT THE OVERALL HEALTH OF THE PLANT. STREET TREES LOCATED WITHIN INTERSECTION SIGHT DISTANCE TRIANGLES SHALL BE PRUNED BETWEEN 2' AND 7' ABOVE GROUND AS A CLEAR ZONE TO PRESERVE SIGHT LINES AND ACCOMMODATE PEDESTRIANS. TOTAL STREET FRONTAGE = 9,420' REQUIRED STREET TREES: i90 PROPOSED STREET TREES:296 NOTE: 3,566' OF STREET FRONTAGE ALONG HALSEY AVENUE (PORTION OF) REQUIRED STREET TREES: 72 PROPOSED STREET TREES:76 NOTE: 1,gyi' OF STREET FRONTAGE ALONG SABLEWOOD TRAIL REQUIRED STREET TREES: 29 PROPOSED STREET TREES:30 NOTE: 2,897' OF STREET FRONTAGE ALONG LACONIA LANE REQUIRED STREET TREES: 58 PROPOSED STREET TREES:59 NOTE: 921' OF STREET FRONTAGE ALONG MARCELLA STREET REQUIRED STREET TREES:19 PROPOSED STREET TREES: 29 NOTE: 595' OF STREET FRONTAGE ALONG MARCELLA COURT REQUIRED STREET TREES: 12 PROPOSED STREET TREES: 22 10000, 1100, i SCOTTIR. CrTLLINSZ Lic. No. 035791,E 6/2/21 �v4 ';LSInNTAT. toas Z z 0 d w 0 z 0 J � I co =! < J I Q I O u ^� Ln F_ I z > W y I I W tie 0 VJ z cy) N cy) i N CD w N N N w i W Im J J U) w 0 � 0 J Q U w Y W H ul U) z Lu w cn J w J Q 0 0 0 N N u ]OB NO. 182150 SCALE 1 "=40' SHEET NO. 30 Tree Planting and Staking Detail Not To Scale / GRAPHIC SCALE DOUBLE STRAND#22 GAUGE WIRE I �.... - " 7I 40 o 20 4- Bo — WITH RUBBER HOSE & TURNBUCKLES . z"xz"HARDWOOD STAKE I �. _s —sMI ss� CUT& REMOVE BURLAP FROM TOP ��_,. Wes,. \ � `^� //, w w w w w I \ IN FEET ) / 213 OF BALL AS SHOWN I— \\\,s _s s s '. _ _ -\ y+ y - / w �v w w w w w w I \ 1 inch - 40 ft. / SCARIFY SUBSOIL TO 4" MIN. DEPTH s �.-�s.� \ W t4 _ w w w w w w w w \ 1 / jo �� w w w w w w w w w w 1 \ MULCH SAUCER :✓ :✓ .. :✓ :✓ .. m :✓ ." w :✓ :✓ w w w FINISHED GRADE - - - - - - ,� ) w w w w w w w w wPROPOSED LIMITS OF CLEARING (TYP..0010, TREES UP TO 4" CAL. SHALL BE STAKED - - - PROPERTY BOUNDARY (TYP.) ).0000 TREES 4" CAL. OR LARGER SHALL BE �1_- �- ,. �' "' V V \A��,� GUYED WITH 3 EQUALLY SPACED �!-T _ , . _ �;. �, w w w .. m w .� w w w .. w .. TWISTED, #22 GAUGE WIRE WITH HOSE AND TURNBUCKLES. LOOP HOSE AROUND TRUNK ABOVE BRANCHES ASSHOWN,FLAGWIRESWITH FUTURE PUBLIC GREENWAYTO BE COURVEYTAPE.REFERTOSPECS DEDICATED TO ALBEMARLE COUNTY FOR ADDITIONAL INFORMATION. - PROPOSED GREENWAY(TYP.) \ AT TIME OF FINAL SUBDIVISION PLAT, w w W W w w w w w \ AMENDEDSOILMIx .PER PROFFER#z OF ZMA201500011_.... COMPACTED SUBGRADE EXISTING PRESERVED \ STEEP SLOPES (TYP.) w \ .. 1 ✓ W,-, w W, W w -,w w w w, w w,- w � w -w w -, w w... Jw w w � �.. �� .✓ w. w w w w w W w -w w w w w w w w w w ww w w w .✓ w i \ V �.� , w.. PROPOSED GREENWAY (TYP.)w.... LOT \ \ 135 \ m w w w w w ✓ w w w w w w w w w w w �_ ( \ V A \ �, �, 5 v w ✓ w w- .✓ w i SOT .LOT LOT - L a 13a + �. I \ 1 - / \ \� I I I iz8 L \ LOT \ \ /NN 3TREETTREES HALSEYAVENUE UAP STREET TREES NG HALSEY AVENUE (TYP.) Evergreen Tree Planting Detail Not To Scale 1992 TREES UP TO 4" CAL. SHALL BE STAKED WITH 2-2"x2" HARDWOOD STAKES. TREES OF 4" CAL. OR LARGER SHALL BE GUYED WITH 3 EQUALLY SPACED, TWISTED, AND TURNBUCKLES. LOOP HOSE AROUND TRUNK. FLAG WIRES WITH COURVEY TAPE. REFER TO SPECIFICATIONS FOR FURTHER INFORMATION GUYWIRES WITH RUBBER HOSE AND TURNBUCKLES 2/3 UP TREE 2"x2" HARDWOOD STAKES, ALIGN TOP OF STAKES MULCH SAUCER AMENDED SOIL MIX CUTAND REMOVE BURLAP FROM TOP 1/3 OF BALL AS SHOWN SCARIFY SUBSOIL TO 4" MIN. DEPTH COMPACTED SUBGRADE ORING BCRFO FENCES IL M { ��' Oa.. � CORD FENCE 1.. FENCE CORRECT METHODS OF TREE FENCING 3.38 v SCOTT7R. Cr'LLINSZ Z Lic. No. 035791 i�1 l 6/2/21 po�stOAreT. E�Gti�' Z Z 0 d z J � I to J I Q I Ou Ln F I z i Vl 5 w i I I WI C -1-1 w N N Q N 0 On 1711 N s\O L z CY) N 1 N CD WCY) N N w i W 2 J J U) ■ 111 I- 0 /r L U W' Y W I— UlU' z /LU LU I..L ul J W �/ f' 1..1_ J Q 0 o O _ N n i p EXISTING PRESERVED / ) I -�� \ - f.. LOT t / + ` . ' // �� + 3 1.ALL TREES TO BE PRESERVED AND PROTECTED SHALL BE MARKED WITH PAINT OR RIBBON AT A HEIGHT CLEARLY VISIBLE TO PROPOSED LIMITS STEEP SLOPES (TYP.) EQUIPMENT OPERATORS. NO LAND DISTURBING ACTIVITY SHALL BEGIN UNTIL THE TREE MARKING HAS BEEN INSTALLED BY THE y( CONTRACTOR AND INSPECTED AND APPROVED BY THE COUNTY ENGINEERING DEPARTMENT. OF CLEARING (TYP.) / �_ / / /.. \ \ LOT I �� / 1\ /' / LOT 7 2. HEAVY EQUIPMENT, VEHICULAR TRAFFIC, AND THE STORAGE OF CONSTRUCTION MATERIALS AND SOIL SHALL NOT BE PERMITTED WITHIN THE OUTSIDE DRIPLINE OF TREES TO BE PRESERVED AND PROTECTED. 3. TEMPORARY EROSION CONTROL MEASURED AND/OR PERMANENT STORMWATER MANAGEMENT FACILITIES LOCATIONS SHALL BE /. / -✓ ° / -.% \ / COORDINATED SUCH THAT THEY SHALL NOT ADVERSELY AFFECT TREES TO BE PRESERVED AND PROTECTED. -I LOT ✓ LOT / -> 4. FIRES SHALL NOT BE PERMITTED WITHIN 100 FEET OF THE OUTSIDE DRIPLINE OF TREES TO BE PRESERVED AND PROTECTED. -✓ 43 % ,...,., -% LOT /.. / 5. TOXIC MATERIALS SHALL NOT BE STORED WITHIN 100 FEET OF THE OUTSIDE DRIPLINE OF TREES TO BE PRESERVED AND � ` `1 / LOT — 22 /MAtCHLINE - SEE SHEET 30 , / / i7 / / PROTECTED. -- I t \ \ / 6. NO LAND DISTURBING ACTIVITY SHALL BEGIN UNTIL THE TREE PROTECTIVE FENCING HAS BEEN INSTALLED BY THE CONTRACTOR /- / AND INSPECTED AND APPROVED BY THE COUNTY ENGINEERING DEPARTMENT. ?. / 7. WHEN TRENCHING FOR ANY KIND OF UNDERGROUND WATER, SEWER, ELECTRICAL, CABLE, TELEPHONE, OR OTHER UTILITY SERVICE LOT IS NECESSARY WITHIN THE LIMITS OF TREE PROTECTION OR BEYOND THE LIMITS OF CLEARING THE SEPARATION FROM THE � TRUNKS OF TREES SHALL BE MAXIMIZED TO THE FURTHEST EXTENT POSSIBLE. TUNNELING SHALL BE REQUIRED WHEN DEEMED, BY THE COUNTY ENGINEER, THAT TRENCHING WILL SIGNIFICANTLY DAMAGE FEEDER ROOTS OF TREES TO BE PRESERVED AND • I / / \ \ \ / / , \ \ / \ / / -/ PROTECTED. ' „/I:' / LOT / 3 8. ANY DAMAGE TO THE CROWN, TRUNK, OR ROOT SYSTEM OF ANY TREE TO BE PRESERVED AND PROTECTED SHALL BE REPAIRED OPEN 0 OPEN / \ \ LOT 75 \ + IMMEDIATELY, IN ACCORDANCE WITH THE PRACTICES IN THE EROSION AND SEDIMENT CONTROL HANDBOOK. CARE FOR SERIOUS \ a -� SPACE `. \ / / INJURIES SHALL BE PRESCRIBED BY A PROFESSIONAL FORESTER OR TREE SPECIALIST. I 3 / \ :./ \ 9. SOILS WHICH HAVE BEEN COMPACTED OVER THE ROOT ZONES OF TREES TO BE PRESERVED AND PROTECTED SHALL BE SPACE LOT �• • � \ ��• / i / °19 \ �, ��/ / / • .' • LOT AERATED BY PUNCHING HOLES WITH AN IRON BAR EVERY 18" OVER THE ROOT ZONE. THE BAR SHALL BE DRIVEN 12" DEEP / • _- --- V ��, A // 74 10.ATREE PROTECTIVE ND MOVED BACK AMEDASURES SHALL FORTH IN CBEHTHE LAST LE L OF O THE TEMIL IS PORARY EROSION CONTROL PLAN MEASURES REMOVED DURING THE FINAL CLEAN-UP. .r YG+ CORRECT TRUNK ARMORING TRIANGULAR BOARD FENCE Source: Va. DSWC III - 401 County of Albemarle Conservation Plan Checklist- To be placed on Landscape Plans (Handbook, pp III-284-111-297 for complete specifications) Plate 3.38-2 L The followine items shall be shown on Me plan: U Treotobeseved; ® Lirrdb ofdeazivg (orrtside dripnne of tines to be saved); ® Lonation ma type of prntecflya r ang; ® omae enangea reypirieg tree weva 0rwaua; � Purposed tramkng or tumelivg beyend Me limits of clearing. 2. Msrklum, 0 All tines tc be saved shall be nudI with pain[ or ribbon A a height doady visible to egrupment upemtore. 0 No grading shall begin=61 the to marline has been inspected and approved by a County Impactor. 1. PraConstrurilon Conference: ZI Tree presmaton and protecton memnres shall be reviewed with she contractor on site. 4. Ecodp s ent Osamu. and Stones: Heavy equipmenS velacular traffic and storage of econtradan materials including soil shall not be pemtitted within the driplino of trees to be saved. S. Sail Erosion and Stosameater Determus Deytcm: Ll Suchdavice shallnotadvemdya ecthemwbesav 6. Than � Fires ere not permitted within 1 W fe[ oftne dripline of taw W be saved. 7. Took Materials: ® Toxic materials shall ins be stored within 100 feet ofthe ddpline oftrms m be savN. S. Pirtective Famine: 0 Tremtobe Ma dwishin40feeetofapmposedbsdldingorgmdingactvityshallbepmtectedbyfmc g. � Fencing sfian behtplace mid elan be mapectal and approves bye Comty Inspector prior to g<uding or mratvctm. 9. Tree Wells: ZI When Megrowdlevelmustbersedw.tldn Medplineofatmetobaswed,atmwenshallbepmvidedmdaconst tradetail submitted for approval. 10. Tree Walls: Ll Whmn wgroundle 6=stbel�dwitl nihedriplimatotobesmv d atreewallshallbeprovided,mdacons fionde L submitted for approval. 11. Treseddramnd Tunneline: ZI When trenchipg is reTwad witninihe lur¢ts of cleetng, it aM1dl be done es fin away from the bwka oftaea ea possible. Tumeling unaat a large tree shall be conidered as An alternate. when it is ardicipated that nacrosary, hmchir:g will deshvy feeder roots. 12. Clete ® Protective Fencing mall be the lastitertu removed draing the fiml cleanup. 13. Da uss ed Tress, ® Damaged.- I be Heated immediately by pmrtng,festnastion or other methods recennnended by a tea specialist. NOTE:IT IS THE DE ELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION REQUIREMENTS. 2/5/2021 CONTRACT PURCHASER SIGNATURE (DATE) 511/06 Pale 1 of 1 1013 NO. 182150 f SCALE E SHEET N 31 450 450 445 \ - Cw 1 i H BJ 3 s 445 0 / 440 / \ 440 / HT. OF \ EYE=3.5' \ 435 / / \ \ 435 EXISTING GRADE (TYP.)� 43° Q5'� 430 SIGHT LINE 425 / / 425 ROPOSED GRADE (TYP.) 420 ooz/ 420 HT. OF / 013J.=3.5' 415 / 415 410 420 405 1 1 1 405 O 0) l0 p N rl O^ N N n 0) Ln � n co co co m .~t d It S mt S It It It It d S It .Mt It 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 LACONIA LANE & MARCELLA STREET INTERSECTION SIGHT DISTANCE 425 425 420 420 / H .OF OBJ.=3.5' 415 ------------ — /z< 415 EXISTING GRADE (TYP.) / 410 ��j 410 \ 405 ---- —' / 405 �� -SIGHT LINE / i i / HT. OF � EYE=3�5' ROPOSED GRADE (TYP.) 400 y13 400 ,- so- 395 395 HT. OF OBJ.=3.5' 390 1 390 00 00 ry l!1 ry tD NO . 00 M N M M 00 Ql 6 c6 6 N S ;, ul 0 6mr Ma M m 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 LACONIA LANE (EAST) & SABLEWOOD TRAIL INTERSECTION SIGHT DISTANCE VERTICAL GRAPHIC SCALE 5 0 2.5 5 i0 ( IN FEET ) 1 inch = 5 ft. HORIZONTAL GRAPHIC SCALE 50 0 25 50 100 ( IN FEET ) 1 inch = 50 ft. 46o HT. OF OBJ.=3.5' \ 4�5 4�5 \ ---- ---\si 410 410 <x -6 ys 405 \ \ \ EXISTING GRADE (TYP.) 405 PROPOSED GRADE(TYP. , 400 �` T.OF EYE= 400 .s' —�S/Gyp 395 395 T. OF OBJ.=3.5' 390 390 O) M M 00 l!t 00 �D O) N Q1 N �t V1 l!t (n N N It Ln .t 'i N l0 O M N M rl w '1 m d 0 S 't -t m m d d S S d d m 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 LACONIA LANE (WEST) & SABLEWOOD TRAIL INTERSECTION SIGHT DISTANCE 46o \ 455 \ 455 HT. OF �GHTDIST _ �NGE=335' \ \\ 45o OBJ.=3.5' 450 ROPOSED GRADE (TYP.) \ SIGHT LINE HT. OF 445 \ EYE=3.5' 445 440 \ \ SSG 440 \ \ 61S \ \F 3\ \\ EXISTING GRADE (TYP.� \ 435 \ 435 430 \ 430 \ HT. OF \ OBJ.=3. ' \ \ FUTURE ROAD GRADE 425 \ 425 420 \ 420 \ \ 415 \ 415 \ 410 410 \ 405 \ 405 400 I1 1 1 400 Vl I� O rl O O rl O O O O vl 'i l0 Dl ul 0) N CO H 00 N 00 M M m ^ O ^ I� ri ^ O. M a d D1 V Cl O lD O O l0 O O lD 6 L(1 Vl 00 .t 00 •i d cl .t m + n N ^ N N N 't H 00 Dl 00 n N ^ Ol 00 d) a't Ln a ID s a 10 It a � a a d s a 1 It 't' m N 't N It H It m 0) m m 00 m m 00 m 0+00 0+50 1+00 i+so 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo 6+50 MARCELLA STREET (EAST) & HALSEY AVENUE INTERSECTION SIGHT DISTANCE SCOTT/R. CaLLINSZ Lic. No. 035791 P 6/2/21 sv�� z O J V/ u Z w o v) O z J o a 1�1 F- > z w W ce L9 1� (D id w ul z J J 0 u ti M M O� N M N O CY) N N Lu J Lu H 0 Q U Lu Lu Lu Lu O O N z Q J Q 0 I..L Q z W J 1 LL' O �--I Lu 06 z Q rl U) ` ) i = U �? 0 U) m J J 1—I O O 0c 00 Lu F- JOB NO. 182150 SCALE 1 "=50' SHEET NO. 32 / 455 / 455 / E=33� HT. OF 45o SIGHT LINE / SIGHT p15� N OBJ.=3�5' 45 0 T / 445 �HHT. OF =3�5' 445 / / PROPOSED GRADE (TYP.) 440 440 435 435 430 430 i 425 HT. OF 4z5 OBJ.=3�5' UTURE ROAD GRADE / XISTING GRADE (TYP.) 4zo / 4zo 415 / 415 / 4io / 4io / 405 405 400 / 400 395 1 j 395 390 \ 390 \ J 385 385 M M M N �/1 1p � l0 ~ •i M n ~ l0 � M ~ S M � O M ~ O O ~ O O O O N Ol ry n W ^ rl Ol rl W O � pp � �t � Ol � l0 M � .} f � N ry Ol � O l0 O O lD O O O M � M M � M M � M S O S M S .t � �. � � � � � S � � .t � .t f ,TH OFF O SCOTT R. LLINSZ U Lic. No. 035791 %, 6/2/21 oIONAL E�Ol Ln z w f f VERTICAL GRAPHIC SCALE o 5 o 2.5 5 to 0 0 ( IN FEET) 'w ¢ Ln 1 inch = 5 ft. V/ U wco Z 7) Z HORIZONTAL GRAPHIC SCALE O o a e Lu 46o 460 50 0 �5 50 goo �"� > Z � � .. f F�1 m ( IN FEET) \ Q 1 inch = 50 ft. / Lu W w a Ix in m w 420 420 w N N 0 0 N Nrq N �0 ti M z N ® M N Q ��I o 0 W Cf7 N i Q ® J z (J) J �W J ILL. ® Lu O ur rl W J 06 Q � Q A U � � rl �, ' ^ Lu ul CO 0 W CD Lu J CO F--I Lu � J Q 0 O N U w �i ~ w O w JOB NO. 182150 SCALE 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo 6+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+So 4+00 4+50 5+00 5+50 6+oo 6+5o 111 = 50' MARCELLA STREET (WEST) & HALSEY AVENUE INTERSECTION SIGHT DISTANCE SABLEWOOD TRAIL & HALSEY AVENUE INTERSECTION SIGHT DISTANCE SHEET NO. 33 al HT. OF OBJ.=3.5' \ 415 \ 415 4io 4io 405 405 � SIGHT LINE 400 400 \ \ � XI STING GRADE (TYP.) 395 395 HT. OF EYE=3�5' � 390 � 390 385 385 380 380 PROPOSED GRADE (TYP.) s ems, 375 375 370 � 370 365 � 365 HT. OF oBJ.=3.s' 360 360 355 355 1p Ol � rl ri N �t �t � W �y Lll � M � rl O � t0 N M O 00 N N Mil 375 375 \ HT. OF OBJ.=3.5' \ \ \ 370 \ 370 \ ` \ \S/GyT \ ��STgNOF\ 365 \ 365 \ 00, SIGHT LINE \ \ 360 — 360 ` \ SIGHT DISTA CE oo'_ HT. OF 355 HT. OF — J 355 EYE= 3.5' PROPOSED GRADE (TYP.) J / / / 350 \ EXISTING GRADE (TYP.) — — — 350 \ / 3451 345 O O O Ol H c1 In 00 O O r\ 01 N n O n N O l0 O It �t M N O n 00 It 00 It 01 It O N In I� M M M M m M M M M M M M M M M M M M M M M 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo 6+50 7+00 7+50 8+oo HALSEY AVENUE &POLO GROUNDS ROAD INTERSECTION SIGHT DISTANCE 445 OF JOT BJ.=3.5' 440 440 / 435 / 435 430 EXISTING GRADE (TYP.) / 5 P� 430 / 46�G / / 425 SIGHT LINE / 425 / / PROPOSED GRADE (TYP.) 420 CEo18a` i HT. OF 420 SIG 51 GNTi i /EYE=3-5 415 HT. OF / 425 0131=3.5' 410 / 410 / / 405 / 405 / / 400 / 400 395 395 00 W 10 mH N n ^ M I�j O 0O n ^ 00 00 mry N ODM m S al0 d 1 It 3 It O 3 6 3 3 d l 1 'o S 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 MARCELLA COURT & MARCELLA STREET INTERSECTION SIGHT DISTANCE 46o 8+50 9+00 9+5o 10+00 VERTICAL GRAPHIC SCALE i 0 2.5 5 10 ( IN FEET ) 1 inch = 5 ft. HORIZONTAL GRAPHIC SCALE 50 0 1$ 50 100 ( IN FEET ) 1 inch = 50 ft. 46o / / / 455 / 455 / HT. OF / 5 450 450 \S�pNCE'3 / SSG i 445 445 SIGHT LINE / HT. OF / / EYE=3.5' 440 / 440 435 G��O\% // EXISTING GRADE (TYP.) 435 �ROPOSED / / GRADE (TYP.) 430 / _ _ 430 / 425 / 425 HT. OF 0131=3.5' — — — — - — i / 420 420 N S O O) O N 0 �n L!1 ~ 00 S M m In 0 00 In 111 S M 01 �t N lD It O �y m V1 In O O ry 00 m O N ly M N N S M N N 6 S N N .t N N fy 00 M N O M M M M H .t r\ It 6 M 1 Ln 00 00 Ln Ol d O 0 0 l0 O Ln SIt S It .t �t .t �} .t S S �t d S .t �t .t d 't 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo 6+5o FUTURE BLOCK 18 ENTRANCE & HALSEY AVE SIGHT DISTANCE PROFILE SCOTT/R. C>?LLINSZ Lic. No. 035791 .1, P 6/2/21 sv�� z O J V/ u Z w Cl v) O z J C1 ti H r > z w W ce L9 1� ul z Gn ti M O� N M i N O CY) N N Lu J Lu O __J Q U Lu Lu Lu C0 Lu Q O O N z Q J ,/0 0. J Q I—� W LL. J 1 LL' T� Lu 06 z i = U �? 0 W J J 1� 0 0 0c 00 w F_ JOB NO. 182150 SCALE 1 "=50' SHEET NO. 34