HomeMy WebLinkAboutSUB202000082 Plan - Other (not approved) 2021-10-15BROOKHILL -BLOCKS 9, 10, & 11
GENERAL NOTES
OWNERS:
TMPo4600-oo-oo-olgB4
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-o19134
D.B. Sou, PG. i7o
162-75 ACRES
ZONING:
NEIGHBORHOOD MODEL DEVELOPMENT DISTRICT (ZMA2o18000ii WITH
PROFFERS - APPROVED BY THE BOARD OF SUPERVISORS ON JULY 17, 2019)
THE CODE OF DEVELOPMENT AND AND APPLICATION PLAN FROM ZMA203500007
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 g, 2o16 BY BOIS WITH CONDITIONS.
TOTAL PROJECT AREA:
04600-oo-oo-o19B4-162-75 AC. (PORTION OF)
BLOCK 9 -1o.99 AC
1 1
BLOCK 10-9.66AC
j
BLOCK 11-13.91 AC
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TOTAL = 34.56 AC
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PROPOSED USE:
65 TOWNHOUSE (VILLA) UNITS
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ALLOWABLE DENSITY:
BLOCK 9: 1g UNITS (MIN.) TO 57 UNITS (MAX.)
BLOCK 1o: 9 UNITS (MIN.) TO 27 UNITS (MAX.)
BLOCK 21: 11 UNITS (MIN.) TO 53 UNITS (MAX.)
II
PROPOSED DENSITY:
BLOCK 9: 32 UNITS
BLOCK 20: 25 UNITS
BLOCK 11: 28 UNITS
REQUIRED SPACE:
Bg
B10
611
OPEN SPACE PROVIDED:
Bg
B10
B31
CIVIC/PARK
1 GREENWAY
10PEN SPACE
BUFFERS
1 TOTAL GREEN SPACE
o
1 i.8ACRE5
1 o
1 2.8ACRE5
I 6ACRES
o
1 3.6ACRES
I i.o ACRES
I o.i ACRES
1 7 ACRES
1.2ACRES
I 8.2ACRES
I 1.3ACRE5
1 0
11o.7 ACRES
CIVIC(PARK
1 GREENWAY
OPEN SPACE
BUFFERS
1 TOTAL GREEN SPACE
0
1 2. ACRES
I 1.2ACRES
I z. ACRES
I 6.2ACRE5
0
1 3.94 ACRES
I o.66 ACRES
I 0.3o ACRES
1 4go ACRES
1.1O ACRES
1 8.66 ACRE5
1 0.54 ACRES
1 0
1 10.3o ACRES
BUILDING HEIGHTS:
NO MINIMUM HEIGHT REQUIREMENT.
MAXIMUM - 3 STORIES 14o FEET
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SETBACKS:
NEIGHBORHOOD DENSITY RESIDENTIAL- BLOCK 5 TO BLOCK 3.9
1
FRONT SETBACK: 8' MIN. & 25' MAX.
PORCH SETBACK: 5MIN & 25' MAX
SIDE SETBACK: 5' MIN & NO MAX.
_I
SIDE, CORNER LOT SETBACK: 5' MIN. & NO MAX.
REAR SETBACK: 1o' MIN. & NO MAX.
II�Y
GARAGE SETBACKS: 18' MIN.
SUBDIVISION STREETS:
CURB & GUTTER
W
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WATERSHED:
SOUTH FORK RIVANNA RIVER
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AGRICULTURAL/FORESTAL
DISTRICT: NONE
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TOPOGRAPHY & SURVEY:
TOPOGRAPHY WAS COMPILED FROM SURVEY BY LINCOLN
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SURVEYING AND BELL LAND SURVEYS, JANUARY 2015.
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Cr)m
BOUNDARY INFORMATION WASCOMPILED BY LINCOLN
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SURVEYING ON MARCH 7, 2015. FIELD VERIFIED BY COLLINS
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ENGINEERING IN NOVEMBER OF 2019.
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DATUM:
NAVD 1988
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EXISTING VEGETATION:
MOSTLY WOODED.
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L/7
PRESERVED/MANAGED SLOPES: PRESERVED AND MANAGED STEEP SLOPES ARE SHOWN WITHIN THE LIMITS
OF THE PROPERTY. SEE EXISTING CONDITIONS SHEET FOR LOCATIONS.
11
LIGHTING:
NO LIGHTING IS PROPOSED.
II
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PHASING:
THESE BLOCKS SHALL BE DEVELOPED EITHER AS ONE (E.) PHASE OR ATOTAL OF
(3) SEPARATE PHASES.
j
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RECREATION:
UPLAND PARK (CIVIC SPACE #2)
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i. OUTDOOR PLAZA AND MEETING AREA
z. TOT LOT PLAYGROUND AREA
3. OPEN RECREATIONAL AREA
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4. HARD SURFACE PLAY COURT SUCH AS A BASKETBALL COURT,
TENNIS COURT, OR SPORT COURT
5. MINIMUM 5 SPACES FOR PARKING
6. TRAIL CONNECTION TO THE GREENWAY TRAILS
PARKING:
TWO (2) OFFSTREET PARKING SPACES ARE PROVIDED PER TOWNHOUSE UNIT.
ONE (1) ON STREET PARKING SPACE PER EVERY 4 UNITS IS REQUIRED.
85 UNITS 14 = zz PARKING SPACES REQUIRED
1
zz ON STREET PARKING SPACES PROVIDED
II
BUILDING SITES:
EACH LOT CONTAINS A BUILDING SITE THAT COMPLIES WITH THE REQUIREMENTS
OF SECTION 4.2.10F THE ALBEMARLE COUNTY ZONING ORDINANCE.
BURIAL SITES:
NO CEMETERIES WERE FOUND DURING FIELD INVESTIGATION OF THESE (3) BLOCK
I
I
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AREAS.
FLOODPLAIN:
THERE IS A FLOODPLAIN LOCATED ON THIS SITE. FEMA MAP ID 51003CO280D
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DATED FEBRUARY 4, 2005. 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.
1 I
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LANDSCAPING:
A LANDSCAPING PLAN IS 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 STREETTREES
ALONG THE ROADWAYS.
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LAND AREAS:
OPEN SPACE: 22.43 ACRES (62.0%)
LOTS: 7.43 ACRES (21.5%)
ROW DEDICATION: 5.7oACRES (z6.5%)
II
PROPOSED IMPERVIOUS AREAS:
ROADS&SIDEWALK: 158,632SF
BUILDINGS, PATIOS/DECKS: 16o,65o SF
DRIVEWAYS: 37,918 SF
AMENITIES: 11,62o SF
TOTAL IMPERVIOUS AREAS: 368,820SF (8.47ACRES)
RETAININGWALLS:
RETAINING WALLSARE PROPOSED WITH THIS PROJECT. SEE GRADING &
DRAINAGE ARO
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TRASH:
EACH LOT SHALL HAVE AN INDIVIDUALTRASH CONTAINER.
UTILITIES:
ALBEMARLE COUNTY WATER &SEWER
AFFORDABLE HOUSING:
AFFORDABLE HOUSING TO BE PROVIDED IN ACCORDANCE WITH THEAPPROVED
BROOKHILL PROFFERS. SEESHEETE.6.
TOTAL PROPOSED UNITS: 85
TOTAL PROPOSED AFFORDABLE UNITS: 13 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.
FINAL ROAD PLAN
SUB202000082
RIVANNA MAGISTERIAL DISTRICT
ALBEMARLE COUNTY, VIRGINIA
!L I1�' J �� mil- �'��� LEGEND
EDGE OF PAVEMENT
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CURB lip 14
�L \ PROPOSED ASPHALT PAVEMENT
\ ✓ \\ \ - - �k� -- \r-� -------------------------------------------------------------- --- ----- -- --- - -- -- - - r _ EXISTING VEGETATIVE/LANDSCAPE BUFFER
------------ GREENWAY BUFFER
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------------ PROPOSED EASEMENT
vv DROP INLET &STRUCTURE NO.
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PRO PDSEUROUTE L, BUFFER ® DRAINAGE PIPE
oo"WIDE BUFFER /Ip \ I
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/ 3o'PLANTEDIREFORE4ED BUFFER)
BENCH MARK
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OPEN SPACE V ➢
�� i PROPOSED HANDICAP PARKING SPACE
K PROPOSED ASPHALT STRIPING
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PROPOSED SPOT ELEVA7ON
EXTENSION OF ARCHER AVENUE TOASHWOOD `\ ) 50s.21 EP TBC DENOTES TOP/BACK OF CURB
BOULEVARDTOBECOMPLETED (UNDERA
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SEPARATE SET OF PLANS) IN ACCORDANCE T/B DEN07ES TOP OF BOX•
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WITH THE APPROVED BROOKHILL PROFFERS � \ \ PROPOSED SPOT ELEVATION '_ 506.27 BW TW DEN07ES TOP OF WALL
I' LOT LOT LOT LOT \ \ \....����• \ \\\ BW DEN07ES BOTTOM OF WALL
PRESERVED STEEP SLOPES
PROPOSED GREE
NWAY, �
OPEN SPACE
MANAGED STEEP SLOPES
I LOT 5
_ 77 �
5 i -\ ri .� PEDESTRIAN AND VEHICLE ACCESS
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\ OT \ LOT Lor Lor L bT LOT „r' \ \ :1 \ \ • \ \ PROPOSED CONCRETE
PROPOSED & EXISTING GUARDRAIL
-- or ( _ LOT � I PROPOSED FENCE
LOT ' I '•• fl 1 __ - - 'vi 38 LOT
32 I; ` 1... - 39 Lor , �\ FUTURE ROAD EXTENSION"\, \ \\ 00 0 00 O0 100 YR. FLOODPLAIN
UnLLor q _ a �PLa7FAL7N OT (UNDER DIFFERENT SET OF PLANS)\
3 _ .I , as'vUBAn LOT
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SHEET LAYOUT
SCALE: 1" = 100'
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VICINITY MAP:
SCALE: 1" = 2000'
Sheet List Table
Sheet Number
Sheet Title
i
iA
COVER
PROFFERS
iB
PROFFERS
2
OVERALL MASTER PLAN
3
OVERALL BLOCK PLAN
4
EXISTING CONDITIONS
5
LAYOUT PLAN
5A
LAYOUT PLAN
6
UTILITY PLAN
6A
UTILITY PLAN
7
LAYOUT & UTILITY PLAN
8
LAYOUT & UTILITY PLAN
9
GRADING & DRAINAGE PLAN
20
GRADING & DRAINAGE PLAN
11
GRADING & DRAINAGE PLAN
12
GRADING & DRAINAGE PLAN
13
NOTES & DETAILS
14
NOTES & DETAILS
15
ROAD & WATERLINE PROFILES
16
ROAD & WATERLINE PROFILES
17
ROAD & WATERLINE PROFILES
18
SANITARY SEWER PROFILES
29
SANITARY SEWER PROFILES
20
STORM SEWER PROFILES
21
STORM SEWER PROFILES
22
STORM SEWER PROFILES
z3
DRAINAGE MAP
24
DRAINAGE CALCULATIONS
25
DRAINAGE CALCULATIONS
26
SIGHT DISTANCE PROFILES
27
SIGHT DISTANCE PROFILES
28
LANDSCAPING PLAN
29
LANDSCAPING PLAN
30
BOX CULVERT PLAN
31
BOX CULVERT DETAILS
35 TOTAL SHEETS
ROAD CROSS SECTION NOTES
1. ARCHER AVENUE WILL BE DESIGNED TO THE "CONNECTOR ROADS -
PUBLIC VDOT ROADS" CROSS-SECTION AND STANDARDS SPECIFIED IN
SECTION 2.8 OF THE ZMA202500007 CODE OF DEVELOPMENT. ARCHER
AVENUE WILL BE DESIGNED TO THE CROSS-SECTION SHOWN ON PAGE
25 OFTHE COD TITLED "FIGURE 1o: CONNECTOR ROAD AND MAIN
STREET CROSS SECTION" AND AS SHOWN ON THE DETAIL SHEET 13
FOR THE PROPOSED ARCHER AVENUE ROAD CROSS-SECTION.
2. EUSTIS AVENUE WILL BE DESIGNED TO THE "CONNECTOR ROADS -
PUBLIC VDOT ROADS" CROSS-SECTION AND STANDARDS SPECIFIED IN
SECTION 2.8 OFTHE ZMA202500007 CODE OF DEVELOPMENT. EUSTIS
AVENUE WILL BE DESIGNED TO THE CROSS-SECTION SHOWN ON PAGE
25 OFTHE COD TITLED "FIGURE 9: CONNECTOR ROAD CROSS
SECTION" AND AS SHOWN ON THE DETAIL SHEET 13 FOR THE
PROPOSED EUSTIS AVENUE ROAD CROSS-SECTION.
3
FLORA LANE AND KOCH COURT WILL BE DESIGNED TO THE
"NEIGHBORHOOD STREETS - PUBLIC VDOT ROADS" CROSS-SECTION
AND STANDARDS SPECIFIED IN SECTION 2.8 OF THE ZMA201500007
CODE OF DEVELOPMENTAND AS SHOWN ON THE DETAIL SHEET 13
FOR THE PROPOSED FLORA LANE AND KOCH COURT ROAD
CROSS -SECTIONS.
4
FLORA COURT WILL BE DESIGNED TO THE "NEIGHBORHOOD STREETS -
PUBLIC VDOT ROADS" CROSS-SECTION AND STANDARDS SPECIFIED IN
SECTION 2.8OFTHE ZMA201500007 CODE OF DEVELOPMENT AND AS
SHOWN ON THE DETAIL SHEET 13 FOR THE PROPOSED FLORA COURT
CROSS-SECTION.
Lie. No. 035791/11
;, 10/14/21 114
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JOB NO.
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SCALE
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SHEET NO.
1
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 refered 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 cress -
section of Polo Grounds Road ( Improvements").
"Polo Grounds Road Ira ") . 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
( ) g
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" dwelling unit 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 safe libraries arks and transportation. For the
P safety, , P P
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 trty ($ ) g Y
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
P g Y g
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
( , ), g
or a For Rent Affordable HousingUnit within the Project qualifying as such under Proffer 4. The
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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 satin this Proffer
1 ftY ( ) q q P satisfy
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) day period shall commence upon written notice from the Owner that the
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 (P) 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
P Y gur , ( g )
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
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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 an interest in the For -Rent Affordable
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Housing Units during the Affordable Term shall contain language reciting that such unit is
subject to the terms ofparagraph 4B. In addition all contracts pertaining to a conveyance
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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
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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
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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 in lieu of Constructin�Affordable Dwellin�Dwellin�.
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
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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 In -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
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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
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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
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Contribution"). The In -Kind Contribution amount shall be 28 336 662.00. The Itr-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
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
the date of issuance of the first (1st) CO for a single-family dwelling within the Project, the County
has not so requested, (or VDOT has not approved the traffic signal within that time period) the
Owner shall be relieved of any obligation to install a traffic signal.
2. Trails, Parks and Civic Spaces. The Owner shall provide the following improvements within the
property:
A. Trail Network. A primitive trail network (the "Trail Network"), consistent with the County's
design standards for a Class B- type 1 primitive nature trail, shall be established within the
Greenway as described within the Code of Development. The general location of the Trail Network
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
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
maintenance. Each subdivision plat shall depict the Greenway area to be dedicated and shall bear
a notation that the Greenway area is dedicated for public use. If, at the time the County requests
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
for Parks and Civic Spaces as described in the Code of Development and generally shown on the
Application Plan. Each Park or Civic Space shall be substantially completed prior to the issuance
Page 4 of 11
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.
Within one year 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 high school, and/or
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
or warranty as to suitability.
9. Historic Resources.
A. National Register of Historic Places Eligibility. The existing Brookhill dwelling is eligible for the
National Register of Historic Places. Owner shall address an adverse impact to this designation
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as part of the Section 106 Review under the National Historic Preservation Act of 1966 (NHPA),
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
the site plan or subdivision plat for the area to be developed which contains such cemetery or
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.
C. Greenway Area Woodlands Camp. There shall be no land disturbance by Owner or by any of its
licensees, or successors of the Woodlands Camp located in the Greenway Area and identified in
the Phase I Historic Resources Study for the Project.
This Proffer Statement may be executed in any number of counterparts, each of which shall be an original
and all of which together shall constitute but one and the same instrument.
[Signature Pages to Follow]
Page 8 of 11
SCOTT/R. CULLINSZ
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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: -r"isQY..cIUl •*.sux. lYV-OLW .�
IZABETH ANN OGL BY�H IJGR �
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OWNERS of Tax Map Parcel 04600-00-00-01800:
By: ,
CHARLES R. HAUG�USTFE
By: C
DOUGLAS B.0 BY, TRUSTEE
Date: 5- W—/q
OWNER of Tax Map Parcel 04600-00-00-019B4, 04600-00-00-019B3,
04600-00-00-019A1, 04600-00-001
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
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FINAL DESIGNAND LANE CONFIGUMTIO
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APPROVED TRAFFIC IMPACT ANALYSIS AI
CONSTRUCTION PLANS FOR THE ROADW
PROPOSED SALAMANDER
CROSSING (3 TOTAL)
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FIGURE B: POLO GROUNDS ROAD SALAMANDER CROSSING EXHIBIT
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FIGURE E:
BROOKHILL SCHOOL
OWNER of Tax Map Parcel 04600-00-00-018BO:
HORNE LAND CORPORATION, a Virginia corporation
By: QJAAi C9 zd64449, /— AA-LdQI
AnnO. Haugh,' Its President
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Date: «y V., '.2,019
OWNER of Tax Map Panel 04600-00-00-018DO:
CRAFTON CORPORATION, a Virginia corporation
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, 04600-00-00-019B1, 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, 04600-00-001 04600-00-00-019B 1,
04600-00-001 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
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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 b the Board of Supervisors of the County of Albemarle Virginia, that upon
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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-
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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. Tay or, is President
Date: �rW 1q
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
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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;
and
WHEREAS the public comments received b the Virginia Department of Transportation
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supported the proposed alignment of the new connector road.
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NOW THEREFORE BE IT RESOLVED that the Albemarle Count Board of Supervisors
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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. (71 L- S o
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rl BLOCK 19 1 BLOCK 6
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1 I ♦� BLOCK 7
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7 C 201 00054 A
INITIAL SITE PLAN
APPROVED - 09/07/2018 / \
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+blot. t; t I PROPOSED RESIDENTIAL & COMMERCIAL DEVELOPMENT
ull _
- • • (APPROVED INITIAL SITE PLANS)
• ........
-- PROPOSED RESIDENTIAL & COMMERCIAL DEVELOPMENT
(APPROVED FINAL SITE PLANS)
200
GRAPHIC SCALE
( IN FEET )
1 inch = 200 ft.
Block
Land Use District
Area Per
Brookldll
COD (AC)
Proposed
Area (AC)
Development
Area (Roads,
Lots Buildings,
Parking lots) Per
COD (AC)
Proposed
Development
Area (AC)
Greenspace/Amenities (ac)
Civic /
Parks
Required
Civic /
Parks
Proposed
Greemray
Required
Greennuy
Proposed
Open
Space
Required
Open
Space
Provided
Buffers
Require
Butlers
Provided
Total
Greenspace
Required
Total
Greenspace
Proposed
1
Neighborhood Service Center
12
12
0
0
0
0
0
2
Urban Density
6.3
5.1
1.2
0
0
0
1.2
3
Urban Density
5.8
5.1
5.8
0
0
0
0
0
3A
Urban Density
3.3
3B
Urban Density
1.8
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
4A
Urban Density
9.98
1
7.17
0.86
0
0
1.43
2.29
413
Urban Density
11.39
6.83
0.52
1.09
0.44
1.54
3.07
4C
Urban Density
6.58
-
2.31
1.46
0.85
5
Neighborhood Density
6.6
5.1
0
5.7
1.5
0
7.2
6
Neighborhood Density
7.2
0
7
0
0
0.2
7.2
7
Neighborhood Density
17.7
11.9
0
1
2.9
4.7
1.1
8.7
8
Neighborhood Density
25.8
25.91
12.7
12.92
0
0
5.1
4.58
4
4.56
4
3.82
1 13.1
12.96
8A
Neighborhood Density
8.55
5.52
0
0.54
1.80
1.64
3.98
8B
Neighborhood Density
17.36
1
7.4
0
4.04
2.76
2.18
8.98
9
Neighborhood Density
9.6
6.8
0
0
1.8
2.47
0
0.95
2.8
2.49
4.6
5.91
10
Neighborhood Density
4.6
3.4
0
0
3.6
3.94
1
0.92
0.1
0.3
4.7
5.16
11
Neighborhood Density
5.7
3.2
1.2
1.1
8.2
8.66
1.3
0.54
0
0
10.7
10.3
12
Neighborhood Density
6.7
5.7
0
3.2
1
1
0
4.2
13
Neighborhood Density
11.7
9.7
1
0
1.4
1.1
0.9
3.4
14
Neighborhood Density
5.4
4.1
0
4.7
1.3
0
6
15
Neighborhood Density
16.9
13.6
0
4.1
2.1
1.2
7.4
16
Neighborhood Density
9.7
8.4
0
1.8
1.3
0
3.1
17
NeighborhoodDensdy
15.8
11.8
0
3.3
3.8
0.2
7.3
18
NeighborhoodDensity
34.4
27.3
0.7
4.4
3.8
2.6
11.5
19
Brookhill House Parcel
3.2
3.2
0
0
0
0
0
Total
223.9
168.8
10.3
53.6
28.8
16.0
108.7
O O O O
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JOB NO.
182150
SCALE
1 "=200'
SHEET NO.
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—— _ I ', I 'a ° � v� - <. \ � ,�- I \ 1. THERE IS A FLOODPLAIN LOCATED ON THIS SITE. FEMA MAP ID I V � O v I
v / � I I III 447 3� 39 v 1 �� ,V � =s v \ � ��v � /// // IIII 1 V A V \ ) < / v I I )/fVI � \\ \ v I I / --� �e wv �
e / I - `_* v. i - A -- V A A A �,� � // / / , I A \ / 51003CO280D DATED FEBRUARY 4, 2005. IN ADDITION, A DAM / n / I I I A \ \ V / / Q� w- v
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f - - _ \ \ 1 1 \ \ \ I \ 1 \\ \ \ \\\ \ _ _ - - // I \ � � I 3. BEFORE BEGINNING SITE WORK THE CONTRACTOR SHALL ) I JII + \ \ \ / I I I I I I I / / \ \ \ �\'�\ ~ \ \ o
r - - \ \ \ \ \ I I \ � . " - / EXISTING SANITARY SEWER AND INVESTIGATE AND VERIFY THE EXISTENCE AND LOCATION OF ' \ / - _\ i_l III \ \ \ \ \ \ / I I � I / / ) \ \ / / 1 J
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- - - \ I I I / / / / // / \ \ 1 \ \ AND OTHER CONSTRUCTION AFFECTING THE WORK. BEFORE ) I \ II � / 1 ` In CO
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— ll a\ 1 I 11 I / / / / / / - \" °863°E - - - -' / , I \ \ _ CONSTRUCTION THE CONTRACTOR SHALL VERIFY THE LOCATION I I __ \ I I 1II111 (\ \ l \ \ - / / l I I I I I I 0 Ln
° l\ ` \ \"\ \ a j°' - '\ I IIII / \ \\ BLOCK i3 AND INVERT ELEVATIONS AT POINTS OF CONNECTION OF SANITARY II \ IIIh ` 1 \ \ \ \ \\ \ \ / I b / \` O o
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I SEWER, STORM SEWER, AND WATER -SERVICE PIPING;
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\ I r o \ I - � - \ - ��\ �\ \ - �\ \- , �!, • ` �. . -t i k' \, r I 1 \ \ \ `- CONTRACTOR SHALL FURNISH LOCATION DATA FOR WORK RELATED \ �I I / \\ \ \ \ \\ \ \ \ \ - / / / / / / / \ ` VI
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e DEDICATED TO ALBEMARLE COUNTY - ! NOTE: VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM / T7 �
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STOP SIGN (TYP. 3 \ \ " LOT
42
PROPOSED CG iz
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PROPERTY BOUNDARY (TYP.) pf e \\\ \Xao 0
E / \ STREET SIGN(TYP.) 0 LOT /
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k - / 'h y 8 d / H - ry • x1�.. �i'\ ��� q '. / / E
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Lic. No. 035791,E
10/14/21 'Ad
AT TIME OF FINAL SUBDIVISION PLAT / / PROPOSED CG-ia ENTRANCE (TYP.) ti� '�\\�\\ j a® tea° �o LOT / o E E E. E.. E . F E p
FJ / PROPOSED 'CONCRETE SIDEWALK / \ .... C \ \\\� 0<>8° �' / i/ E �, E E E E "k r. / F F Q
PER PROFFER #z OF ZMAzoa8000u / 5 ROPOSED CG-u ENTRANCE (TYP.) LtEi i/ E . E . E a
h E E LOT a� ti o , e e. t k/ k
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LOT 2k�/ E AT TIME OF FINAL SUBDIVISION PLAT,.E E / /'' �~/� > i
E PROPOSED 6' PLANTING STRIP / \ s\ / / E E / r w f
PER PROFFER #z OF ZMAzoi8000ii / Vl �
/ \ ND OF EUSTIS AVENUE ROAD CONSTRUCTION E
PROPOSED PARKING SPACE (8'Wxzo'L o / \ \ Y F'I
F
PROPOSED TYPE III BARRICADE & END OF ROAD SIGNAGE F
PER VIRGINIAWORK AREA PROTECTION MANUAL �..� .�_ E' .�. - _ ,/. _ :� t _ ° "<. _ �. k k -. E. - / f
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E PROPOSED LOT LINE (TYP. Q. E E "
Q1/ m®�`� • R R' •` / / .' 8 iz�, 60
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E / ti� \ \ ®� o ti �a8'xzo' MIN.
(a) PROPOSED PARKING SPACE (8'Wxzo'L 9oxo6 / \/ \ . \ \ / / / E
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LOT AREA CHART FOR
BLOCKS 9, 10, & 11
LOT
AREA (sf)
BUILDABLE
AREA (sf)
LOT
NUMBER
LOT
AREA (sf)
4,994
3,682
44
3,124
3,379
2,847
45
3,122
3,250
2,725
46
3,106
6,630
5,002
47
4,278
6,319
4,527
48
5,089
3,457
2,620
49
3,230
3,369
2,524
50
4,341
5,323
3,539
51
5,500
3,996
2,605
52
3,300
3,425
2,541
53
3,496
3,363
2,519
54
5,852
3,453
2,608
55
4,960
3,532
2,682
56
3,080
4,576
2,958
57
4,617
4,245
3,106
58
4,486
3,D58
2,512
59
3,227
3,D26
2,531
60
3,222
3,744
2,679
61
3,285
3,957
2,903
62
3,679
2,975
2,451
63
3,555
5,793
4,303
64
3,036
5,618
4,210
65
2,779
3,379
2,851
66
2,650
4,232
3,072
67
3,238
4,134
2,982
68
4,135
3,243
2,702
69
3,203
3,133
2,591
70
5,048
4,061
2,903
71
4,864
3,704
2,608
72
3,251
2,970
2,429
73
3,159
2,945
2,403
74
3,033
3,617
2,516
75
3,437
4,956
3,636
76
3,453
3,060
2,516
77
3,021
3,124
2,582
78
3,130
3, 093
2,550
79
3,177
4,660
3,395
80
3,722
4,645
3,396
81
3,671
3,117
2,576
82
3,097
3,137
2,595
83
3,028
3,106
2,562
84
3,084
4.589
3.337
85
4.569
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AREA (sf)
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PROPOSED WALL LIMITS OF GREENWAY.
FUTURE PUBLIC GREENWAYTO BE
MAINTENANCE EASEMENT
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10/14/21w4
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GRAPHIC SCALE
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035791,E
1 > ; k / k k. k F
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10/14/21
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TOPOGRAPHIC INFORMATION (SEE: BROOKHILL - BLOCKS to & ii \ 70' UNDISTU Ep 29 TO SCR ROUTE ✓ / f
STEEP SLOPE SURVEY EXHIBIT, DATED 3./6/21) TO THE SATISFACTION OF OF ER / EEN THE DEVELOPMENTS a a I (gfmOTT
' _-_THE COUNTY ENGINEER AS PERMITTED UNDER SECTION 3o.7.y(b)h 47 ' PROPOSEWALL w °' A//YD- D (MAX. HT. R. LLINS ZSED �� � / / � // � ic. No. 035791
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00 _ . s - PROPOSED 20 PUBLIC a I I 449 BW �. HAVE BEEN DETERMINED TO BE LESS THAN 25% BASED ON NEW ( XISTING STREAM O Q o
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VA PROPOSED WALL STEEP SLOPE SURVEY EXHIBIT, DATED 1/6/21) TO THE SATISFACTION OF ; -i
r-IXISTING 100 STREAM BUFFER (TYP:) 70 \ \ 33 �` I (MAX. HT. = 6') \ E e Qr-I 3
\ LQT y§1.00 F < THE COUNTY ENGINEER, AS PERMITTED UNDER SECTION 30.7.4(b)h E ��
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GAL YD-5 o° DRAINAGE EASEMENT`p� �' GA 38 /- h / HAVE BEEN DETERMINED TO BE LESS THAN z5%BASED ON NEW E . s / ,! / w o
--
450.67 FFE / �" TOPOGRAPHIC INFORMATION (SEE: BROOKHILL -BLOCKS 9,1o, & 11 ' � � / ! � � ",
C G g Q o / STEEP SLOPE SURVEY EXHIBIT DATED 1/6/z1) TO THE SATISFACTION OF /
446.33
LOT THE COUNTY ENGINEER, AS PERMITTED UNDER SECTION 30.7.4(b)h / w
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(TYP.) PROPOSED 8 HDPE ROOF DRAIN SYSTEM 67 i s Q % /3� ® / / �AP41C �C AL� JOB NO.
58A, w/1o'PRIVATEEASEMENT(TYP.)_ 30 �O / G R / // E / o
FE: / / / /)e // �F e' { 30 0 5/ a sa 182150
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PROTECTION w/ GEOTEXTILE FILTERf pp I.. �. . I� f ...:,.- / ZRL
I I i `i I 4O1 FABRIC UNDERLAYMENT. FABRIC TO . s > -Oo GAR -a- 66 f ... :. w. /. .. -� L(. �T PROPOSED VAR. WIDTH yo ° BE KEYED INTO EX. GROUND 9" MIN. \.' r \ LOT 445 7% a0 s// .I ( 445.67 F�E / �/ EF1OAT ENDS &ALONG PERIMETER. . -. -.' � ::6 '. .� - .. .. DRAINAGE EASEMENT � ' : 5 n / /)-4-
14: o FABRIC TO OVERLAP A MIN. OF 9" 4g--../ - 8 0o G/ / / / k / // k SCOT
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/ / / l l l / I \ /\ ( 0 f.:: h \� / 8:67 FF£/
/ / / / / / / k 10', WI-6'I, W�-6', D-1 k I _ ----- - y < '9
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/ PROTECTION, WITH FILTER FABRIC UNDERLAYMENT. FILTER \ ;SEE VSMP PLAN FOR OUTFALL- - "� \ 4... \.. ' `'o // - / J�'' k k - - k/� ''G - 10/14/21 w4 .
FABRIC TO BE KEYED INTO THE EXISTING GROUND A MINIMUM \ DESIGN INFORMATION Ik / \ - \ 64 - o - �' \ �`� //. - .�k./- k / /- - k I I -/�- 0'f' 1 z
OF 9" AT THE ENDS AND ALONG THE PERIMETER, AND THE (WPOzoz00004) -� . _ x \ / P ... / '• / '..\ \ ¢ / C / / k k / ./ _ k E. -/ . - k IONAL E w
/STRIPS OF FABRIC SHALL OVERLAP A MINIMUM OF 12". ENERGY _ E l- I , '_ \`r0 �/ \ .-.-.'..' !L" ,' \S' " i /PROPOSED WALL/ / -� / k k_ �-
DISSIPATER DIMENSIONS: 16' LONG, 15' WIDE AT THE / / - - - _ _ _ - 'k \ \ \ \ / �,P��,\.. o.' r / -/ k . k I z
X \ i GAR (MAX. HT. - 4) C / / / / k z
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/ t k t �k / k > ul o
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STREAM k' / \ p 54q / \ o \ / HAVE BEEN DETERMINED TO BE LESS THAN 25%BASED ON NEW k k E / o
6 G / 1 / TOPOGRAPHIC INFORMATION (SEE: BROOKH ILL -BLOCKS g, io, & iL k �' �� . t ; ` �. t
4 43 , 436 �� kSTEEP SLOPE SURVEY EXHIBIT, DATED_/6/z1) TO THE SATISFACTION OF k
Ft 1 54 ' \ �k
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/� 5 LOT,, / / k/j/�k / m ACC "���
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HAVE BEEN DETERMINED TO BE LESS THAN 25% BASED ON NEW k / / j k j / L / (\ / 436 o GA y / / �pGs k/ / k/k�/ / k, k k / '
TOPOGRAPHIC INFORMATION (SEE: BROOKHILL - BLOCKS g, io, & 11 / 7 // 9 AR o / `43 67 FFEy / / /I \ .Ff S / k k k / E
8 0 ° .r . / a ,//
STEEP SLOPE SURVEY EXHIBIT, DATED 1/6/21) TO THE SATISFACTION OF k k/" / oa 430.0o FFE/ \ y� ; / / \ 9 ,y / k / k k k /k /k / /�
THE COUNTY ENGINEER, AS PERMITTED UNDER SECTION 30.7.4(b)h 43 1 , / L T / / / p G '/ k ♦� / / _-' o
421.17 BSMT/ s k GAR d O
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l / 70/ /� /@1 dd w/ io' PRIVATE EASEMENT (TYP.) �s�p\/ k k k k / �/ -
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! / / LaT oxh 4z5��FE dd / j / // TOPOGRAPHIC INFORMATION (SEE: BROOKHILL- BLOCKS g, io, & ii / / / / / / J T� Q
k . k / 8� 1 3 pd 64 / / k / jSTEEP SLOPE SURVEY EXHIBIT, DATED i/6/zi) TO THE SATISFACTION OF
k k / / 74 dJ.$ / / / °�% d/ / / . / /�/. THE COUNTY ENGINEER, AS PERMITTED UNDER SECTION 30.7.4(b)h k / / / / i d
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/ k k, k. � IN FEET I / a
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F PROTECTION w/GEOTEXTI LE FILTER FABRIC UN DERLAYM ENT.
FABRIC TO BE KEYED INTO EX. GROUND 9" MIN. AT ENDS &
ALONG PERIMETER. FABRIC TO OVERLAP A MIN. OF 9' I
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E 6''. /D =18" MINI I .) / LITYPROPOSESW CI
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BASED ON NEW \ �/, �, v �/ / ��y� — —\ \ V O�
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( IN FEET )
1 inch = 30 ft.
PROPOSED VDOT CL. AI RIPRAP LINED UPSTREAM ENERGY
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— — — — — / FABRIC TO BE KEYED INTO THE EXISTING GROUND A MINIMUM k
/ OF 9" AT THE ENDS AND ALONG THE PERIMETER, AND THE
STRIPS OF FABRIC SHALL OVERLAP A MINIMUM OF 12". ENERGY/
-
DISSIPATER DIMENSIONS: 10' LONG, 10' WIDE AT THE
CULVERT AND, 1$' WID ATHE EN . STOjJE THICKNESS=1�"
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401 PROTECTION w/ GEOTEXTILE FILTER
PROPOSED VAR. WIDTH 40° / FABRIC UNDERLAYMENT. FABRIC TO
\ l
/ \ DRAINAGE EASEMENT I I / I ( EBE KEYED INTO EX. GROUND 9" MIN.
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PRO�OSED VDOT CL Al RI RAP LINED OO NSTREAM OUTLEY o FABRIC TO OVERLAP A MIN. OF 9"
PROTECTION, WITH FILTER FABRIC UNDERLAYMENT. FILTER ., // (L 10', W1=6', / W2`6', D=18" MIN.; FABRIC TO BE KEYED INTO THE EXISTING GROUND A MINIMUM \ / ��/- d I I
/ OF 9" AT THE ENDS AND ALONG THE PERIMETER, AND THE I \ :SEE VSMP PLAN FOR OUTFALLTRIPS OF FABRIC SHALL OVERLAP A MINIMUM OF 12". ENERGY/ \ I ESIGN INFORMATION _E
/ DISSIPATER DIMENSIONS: 16' LONG, 15' WIDE AT THE (WP020200004)
/ CULVERTAND 21' WIDE ATTHE END. STONET,HICKNFSS=18" / , J „ i_ J, :�i i - ,� A_
Lic. No. 035791,E
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NOTE: MANDATORY INSPECTIONS AT THE FOLLOWING PHASES ARE REQUIRED FOR ROADS THAT ARE
PROPOSED TO BE STATE MAINTAINED:
i. INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED.
ii. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE BEING COVERED.
iii. CONSTRUCTION OF THE CUTS AND FILLS, INCLUDING FIELD DENSITY TESTS, BEFORE PLACEMENT OF ROADBED BASE
MATERIALS.
iv. A FINAL PAVEMENT DESIGN, BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED TESTS, SHALL BE COMPLETED AND
APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED.
v. PLACEMENT OF BASE MATERIALS INCLUDING STONE DEPTHS CONSISTENT WITH THE APPROVED PAVEMENT DESIGN
PRIOR TO PLACEMENT OF THE PAVING COURSE OR COURSES, FOLLOWED BY FIELD DENSITY AND MOISTURE TESTS AND THE
PLACEMENT OF PAVING COURSE AS SOON AS POSSIBLE.
A. CONSTRUCTION OF PAVEMENT, INCLUDING DEPTH AND DENSITY, UPON COMPLETION AS PART OF THE FINAL INSPECTION.
vii. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING VDOTA MINIMUM OF ONE WEEK PRIOR TO EACH OF THE ABOVE
PHASES OF CONSTRUCTION TO SCHEDULE AN INSPECTION.
viii. FAILURE OF THE CONTRACTOR TO SCHEDULE THESE INSPECTIONS WILL REQUIRE ADDITIONAL TESTING OF THE ROADS AT
THE DISCRETION OF VDOT OR MAY LEAD TO THE ROADS NOT BEING ELIGIBLE FOR STATE MAINTENANCE.
GENERAL CONSTRUCTION NOTES FOR STREETS
1. CONSTRUC77ON INSPECT70N OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE
MADE BY THE COUNTY. THE CONTRACTOR MUST N077FY 774E DEPARTMENT OF COMMUNITY
DEVELOPMENT 296-5832 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION.
2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF 77-IE 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 WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL GI 2A
DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL
WATERCOURSE.
4. GUARDRAIL LOCATONS ARE APPROXIMA7E EXACT LENGTH, LOCATION AND APPROPRIATE END
TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCRON. ADDITIONAL GUARDRAIL
MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY B'-3" 6'-s r-v: 3-Ti" 3-1'r 3�vr'
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 X "
GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. » FtlAY
5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDEN77AL DRIVEWAY ENTRANCES
SHALL CONFORM TO VDOT CG-9(A, B OR C). J J IJ J J IJ J J
6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDEN77AL DRIVEWAY ENTRANCES
SHALL CONFORM TO VDOT STANDARD PE-1.
7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS GR-2 GR-2A
S 3" POST SPACING) CP-1%i' POST SPACING)
SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. JIM DYNAMIC DEFLECTION - 3' MAX DYNAMIC DEFLECTION - 2'
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 NOTES:
GUARDRAIL LOCATIONS SHOWN ON PLANS ME APPROXIMATE
PROPERTY NUMBERING ORDINANCE AND MANUAL. ((([y�II��� 1YE'111�E1111111
ONLY AND CM BE ADJUSTED DIAUD CONSTRUCTION IF AND J�L
10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY M DIRECTED BY THE ENOREER.
THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE FOR DETAILS OF POST AND BLOCKWTS SEE SHEET NO. 501.05. X OPTIMAL M-2A METHOD • OPTIMAL M-2A METHOD
MING NESTED RAE USING ADDITIONA.
FOR DETAILS OF RAIL ELEMENT RAIL SPLICE JONi AND FAILON BACK OF POST
DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS ASSOCIATED HARDWARESEE SHEET NOS. 501.01 AND 501.02.
11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN RAL ELEMENTS ME FURNSHEM SHOP CAVED FOR EACH • WHEN NESTED RML OR PACIADDITNG WI RAIL 5 PLACED ON BACK OF POST
FOR NEST THE POST SPACING WILL E PLACED
SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. BETWEEN s FEET HD ISO FEET.
j
12. VOOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE NOT BE gi WITH A VARIATIONEOFEMOW THAN/T•'' FaoT
SUBBASE MATERIAL AT ALL CUT AND FILL 1RANSlT70NS AND GRADE SAG POINTS AS SHOWN ROM VERTICAL. W-BEM. ALTERATS. ION
O POSTS Sre&L RE
SET AND 05 OF WITHOUT ALTERATION OR FORCE,AR PER
ON THE ROAD PROFILES. secnoN sos a THE sPEDRcpnare.
ALL GT O N7 4 MIN RAL SHALL BE 4NMNND AT A
HEIGHT M 27 " MIN - UL " SHALL
AS MEASURED PER
13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE STANDARD GR-N5.
DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS THE VIDEO INSPECTION SHALL BE ALL W-BEAM RATS SMALL BE LAPPED IN THE DIRECTION OF
VENCULM TRAVEL FOR THE FINISHED ROADWAY.
CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPEC77ON PROCEDURE AND WITH A THE OPTIONAL M-2A METHODS OF NESTING TIE RAE DR USE
VDOT OR COUNTY INSPECTOR PRESENT. SSTANDDAAN D GI NkSRwLLOBE PPROVED°BYTTHE°EMIGEST FER
PRIOR TO INSTALLATION.
ROAD NOTES
GRADING
ROM AND DC3r OA®s
1. THE LATEST EDITION OF THE ROAD I' BRIDGE SPECIFlCA 170NS, 7HE ROAD &BRIDGE STANDARDS SHEET 1 OF 2 REVISION GATE
OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS SHALL GOVERN THE MATERIAL 501.D4 Ana
AND CONSTRUC770N METHODS OF 7HIS 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 WITH SUITABLE
MATERIAL TO 7HE SA77SFAC77ON OF THE ENGINEER.
J. ALL GROWTH OF TREES AND VEGETA77ON SHALL BE CLEARED AND GRUBBED FOR THE ENTIRE
EASEMENT. 07HER TREES AND VEGETA77ON WHICH OBSTRUCT SIGHT DISTANCES AT ROAD
INTERSECTIONS SHALL BE REMOVED.
4. ALL VEGETA77ON AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER PRIOR TO THE
CONSTRUC77ON OF 774E 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 COND177ONS INDICATE.
3. 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
W7H 7HE VIRGINIA DEPARTMENT OF 7RANSPORTAION SPECIFICATONS UNLESS OTHERWISE NOTED
ON PLANS.
4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SA77SFAC77ON OF 7HE
ENGINEER. DRAINAGE EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NATURAL WATER
COURSE.
PAVEMENT
1. AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO 7HE PLACEMENT OF THE
AGGREGATE BASE MATERIAL. IF 774E SSV VALUES ARE LESS 774AN 10, 774E DEVELOPER WILL BE
REQUIRED TO SUBMIT FOR ENGINEERS APPROVAL THE PROPOSED METHOD OF CORRECTION.
2. SUBGRADE MUST BE APPROVED BY 7HE ENGINEER FOR GRADE, TEMPLATE AND COMPAC77ON
BEFORE BASE IS PLACED.
J. TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWING THE MATERIAL MEETS
REQUIRED GRADATION FOR TYPE 1, /1, OR 111 PRIOR TO PLACING AGGREGATE BASE.
4. 7HE REQUIREMENTS TO PUGMILL AGGREGATE BASE WILL BE WAIVED IN THE EVENT 7HAT THE
SURFACE COURSE IS BEGINNING AT THE COMPLE77ON OF THE INSTALLA77ON OF THE AGGREGATE
BASE. IN THE EVENT THAT THE SURFACE COURSE IS APPLIED PRIOR TO 60 DA Y5, 774E PUGMILL
REQUIREMENT WILL APPLY.
5. 7HE 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.
7. PRIME COAT MUST BE APPLIED TO BASE MA7ERIAL PRIOR TO PLACEMENT OF ASPHALT (PRIME
COAT RC-250 ID 0.3 GAL./SQ. YD.).
8. BITUMINOUS SURFACE TO BE APPLIED IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF
TRANSPORTA7ON SPECIFICATIONS.
9 ENCROACHMENT POSTS WALLS SIGNS OR SIMILAR ORNAMENTAL STRUCTURES 7HAT DO NOT
ENHANCE A ROADWAYS CAPACITY OR TRAFFIC SAFETY, SHALL NOT BE PERMITTED WITHIN THE
RIGHT OF WAY. ONLY THOSE STRUCTURES SPECIFICALLY AUTHORIZED BY PERMIT ISSUED BY
VIRGINIA DEPARTMENT OF 7RANSPORTATION MAY BE LOCATED WITHIN THE STREETS RIGHT OF
WAY.
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 TRANSPORTATION (VDOT). THIS PLAN AS
DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT
WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL
GOVERN.
2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT
SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED.
J. 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 3: 1 OR BETTER ARE TO BE
ACHIEVED.
6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN
IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED
NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL.
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR
UNIFORM TRAFFIC CONTROL DEVICES.
8. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPE SHALL BE REINFORCED
CONCRETE PIPE -CLASS W.
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH
OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926).
CG-12
NOTE: COMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWING:
CG-12
NOTE: COMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWING:
HYGWUIC CEMENT SDEWA.K (DEPTH IN INCHES. AREA IN SQUARE YARDS)
HYDR&LIC CEMENT SIBI [DEPTH IN INEWS.OREA IN SQUIRE YARDS)
GENERAL NOTES:
CURB WHEN REQUIRED LOG-2 OR CG-3 IN LINEAR FEET)
DETECTABLE WARNING SURFACE (AREA IN SQUARE YARDS)
GENERAL NOTES:
CURB WHEN REWIRED WG-2 OR CG-3 IN LINEAR FEET)
DETECTABLE WARNING SURFACE (MEA IN SQUAE YARDS)
I. THE DETECTIBLE WARNING SHALL BE PEROXIDED BY TRUNCATED DOMES.
EACH OF THE ABOVE ITEMS 15 A SEPARATE PAY ITEM MD SHOULD
1. THE DETECTIBLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES.
EACH OF THE ABOVE ITEMS 15 A SEPARATE PAY ITEM MD SHOULD
I. DETECTABLE WARNING SHRL BE FROM THE APPALLED LIST FOR
BE SLIMMING FOR EACH CURB CUT RAMP.
2. DETECTABLE WARNING STALL BE FROM THE APPROVED FOR
BE SUMMARIZED FOR EACH CURB CUT RAF.
NOT
OfTELTMLE WARNING SUIACES. PRODUCTS NOT LISTED SMALL YffT
L
OF THE SPECIAL PMITTED
FOR CG-12 OTDS
SIDENALI DAMP IYt MM
40:1 MMTXE
NOT M T
pETEtTARLF WARNING SUFACfS. PRODUCTS HOT LISTED SMALL MEET
THEWARNINGREQ FOR CG-12 DETECTIBLE
REWWEMACE OF THE SPEOML PMOVILD
SIpEWALN
48:1 MMTARMAC
INGREQUIREMENTS PROVISI TO TIE STµDETE5 AMD
SURFACE MD SHALL BE T AND
T
SUIFACE MO SHALL BE SUBMITTED TO TIE STMDAROS MD
SPECIAL DESIGN SECTION FOR AREA .
\
SPECIAL NEIGH SECTION FOR APPROVAL.3.
SLORNO 90Es CF CURB RAMP MAY BE PgIRED MOMOUTHKAIY WITH RkRP
4'
3. SLOPING SIDES OF OEM RAMP MAY BE POURED MOMOUTHGkLY WITH RAMP
MR"112:11THE
yFLO(PR
OR BT USINO PERMISSIBLE CONSTRUCTION JONT WITH REQUIRED BMs.
0
FLOOR OR BY USING PERMSSBLE LCNSTRIN:TION JOINT WITH RECORDED BARS.
84.
�
li RAMP FLOOR S PRECAST XCLES MUST BE PROVIDED Fdt DOWEL BARS 50
ADJONING FLARED SIDES CAN BE CAST IN PEACE AFTER PLACEMENT OF
10:1 MI•%
4. IF RAMP FLOOR 5 PRECAST MOLES WSi ROVIOED Fdt DOWEL BARS 50THAT
THAT ACJCNING FLARED SEES CAN BE CAST N RACE AFTER PLACEMENT OF
MAX
PRECAST RAMP FLOOR, PRECAST CONCRETE SHALL BE CLASS A-4.
PRECAST RAIJP FLOOD. PRECAST CONCRETE SMALL BE CLASS A-4.
TYPE A
TYPE A
5. AG RED BARS ME TO BE ME.5 X B" PLACER 1'CENTER i0 CENTER ALONG
PERPENDICULAR
5. REQUIRED BARS ARE TO BE NO.5 X B" PLACER 1-CENTER i0 CENTER &ONG
PERPENDICULAR
BOTH SIDES OF THE RNIP FLOOR NO -DEPTH OF RAMP FLOOR. MINIMUMBORN
CONCRETE COVER 1'/r". �
ETE5 OF THE RAMP FLOOR, MD-CEPTH OF RAMP FLOUR. MMHIL
LONOTfTf COVER 1%".RM_t
6. CURB I CURB AMID WTTER SLOPE TRASITONS ADJACENT TO CUB RAMPS
N .X5 n,
6. CURB I CURB MD CUTTER SLOPE TRANSITIONS ADJACENT TO GARB FARMNE
INCLUDED IN PAYMENT FOR CUM I CURB AND GUTTER.
M1 51"R5'MN
ARE INCLUDED IN PAYMENT FOR CURB I CURB AND GUTTER.
y5'MN
7. OUR R ARS ME TO BE LOCATED AS SHOWN ON TIE PLANS OR AS DIRECTED
!_'M
\-T
T. GORIER RAMPS µNE TO BE LOCATED AS SHOWN UH TIRE Rµ6 Ot AS DIRECTED
T
BY THE EHGNEER. THEY ARE i0 BE PROVIDED AT NTERSECTgNS WHEREVER
M CESBIBLE ROUTE WITHIN TIE EIGHT AY A HIGHWAY FACILITY
AC OF AL EIS
I2;1 M l
BY TIRE ENCNEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER
IH ACCESSIBLE BOVINE WITHIN THE Rglli OF WAY Ci p HIGHWAY FACILITY
II I WAX
CROSSES COMB OF WHETHER IS EXISTING, PROPOSER,
CROSSES IS COMB OF WHETHER IS EXISTING.
THEY MUST PN
OR NOIEXISTENi. THEY MUST RE LOCATED MITXIN PEDESTgAN CRDSSWALNS
I WITHIN
ASSHOWN W FILMS OR AS DIRECTED BY THE ENGINEER, AND SHOULD NOT
TYPE B
THEY MUST WITHIN PN CROSSWALKS
OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEOESTRANN CROBSWKKB
/5 SHOWN CN RMS OR AS pREtTED BY THE ENGINEER, AND BIpULO NOT
TYPE B
BE LOCATED BEHIND VEHCLE STOP LINES, EXISTING LIGHT DOES, FINE
PARALLEL
BE LOCATED BEANO VEHICLE STOP LABS. EXISTING LIGHT P0.E5. FINE
D BE LINES. , FINE
PARALLEL
OR S 0 0 LE ROUTES 0 CIE TI WW
HY MT DROP INLETS ETC ACCESSB i PROVIDE A CONTINUOUS
INOBSTNILTEO BTMLE FIRM AND SLP RAT CAN PATH CONNECTING ALL
ACCESSIBLE ELEMENTS OF A FACILITY THECM BE APPROAOIED ENTEFdI
n'�
5 /
^v. A n
VA V � 'tip , �,
V
HYMµAT
INLETS ETC. TOP
ROUTES PROVIDE A s
ACCESSIBLE EL STABLE FIRM ND TY RESISTANT PATH OACHE DING ALL
' F FACILITY T
ACCESSIBLE ELCNENTB 0 A ACILI THAT CAN BE APPROpLHEO EN EFdO
r,• r P"vZ
A A,
AND USED BY FEDESigIMs.
V' "A "AL � VK A
N ,fir
Y''�f YA2•A(„
MD USED BY 1{DESTNMS.
.V 7
D�C�yCA DA k
N. RAMPS MAY BE BLARED RMIIT TANGENTIAL SECTIONS THAT
"CAS
OhJi Z'15`�n�
121 MA{
B. RAMPS MAY BE ON RADIAL TANGENTS SECTIONS THAT
1gd'vKe�C�r
I2.1 MAX
THEIN
TIR P WITHIN T rt T SSWE"D
A
OPENING S LACER W N IRE LIMITS OF THE CROSSWALK AND
THAT TIE SLOPE AT THE CMXECTIM OF THE CURB OPENING 5
�-
MA%
TI :2� ��
Ti'
IN
THE CURB OPENING N PLACED WITHIN THE L14R5 OF THE CROSSWALK AND
NG IS CROSSWALK
THAT"THE SiOFE AT THE CONNECTION OF THE CURB OPENING IS
�l
:I MA% `_
T, +� k
cuN \Y �
PERPENDICULAR i0 THE B. .W. IN
5 M M
PERPENDICULAR To THE cue0. 5
\S �
MN M•
TYPICAL CONCRETE W N 4" THICK. WHEN THE ENTRANCE R II i
9 C& CONIC E E SIDE & S C E E E ONCE AC CMNO
9. TYNCAL CONCRETE SDEWALN THICK. WHEN THE ENTRANCE RADIICCK
ACCOMMODATE THE TURNING REQUIREMENTSOMM OF ANTICIPATED HEAVY TRUCK
E IR HEAVY iRINX
ACCOMMODATE THE TURNING REQUIREMENTS 01
4'NN
TRAFFIC. WEER TO STANDARD CC-13,CWAERLIAL ENTRANCE (HEAW
4'WN
AT X . 2" HIGHER THAN
LANTICIPATEDENTRANCE
TRAFFIC. REFER TO STANDARD CC-13. COMMERCIAL ENTRMLE (HEAVY
X .2" TXAN
TRUIX TRAFICI FOR CONCRETE 0EPTH.
T EDGE OF PAVEMENT
TRUCK TRAFFCI FOR CONCRETE DEPTH.
-T EDGE OF PAVEXENi
6 PAVEMENT
10. WHEN CAB RAMPS ME USED IN CCNJUNOTION WITH A SHARED USE PATH.
\
\ AT XX . SAME AS TOP OF CURB
D. WHEN CURB RAMPS ME USED N CONJUNCTION WITH A SHARED USE PATH.
\\ AT XX , SAME AS TOP OF CURB
THEWIDTH H i WIDTH THE H PATH.
MNWY WD SHALL BE ND WIO a E SHARED USE
THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH.
I. Y P P F T
NHEN OW_ ME CURB RAM 5 PROVED OR (D ACDINk).
TYPE G
11 WHEN ONLY ONE LURE RAMP N PROWLER FOR Two CROSSINGS (pIACON&)
TYPE G
AN UVER AGS
APR 4'LCDINC AREA SHALL BE BROWNED TO MANEUVER R A
PARALLEL &PERPENDICULAR
V v SHALL BE TO R A
PARALLEL &PERPENDICULAR
INTO ME WITHOUT GOING INTO THE TRAVELWAY. THUS 1' a 4'
THUS 4' 4'
THE 4' x 4'
I ALK
HE CROSSWALK
INTO THE INTO RAWI
GDINO INTO THE TRAVELWAY. THIS 4' x 4'
GOING
AREA
AN N AR A MAY N THE ii R PAN.
WAY INCLUDE
L DIG E CLUOE E W E
AREA MAY IN LUDEWITHOUTTHE
AREA MAY INCLUDE THE BETTER PM.
OF
Q. ALL CAPS WHERE CURB RAPS INTERSECT OA RADIAL SECTIONDETECTABLE
CUD AT ENTRANCES OR STREET CONNECTIONS THE OTECTIBLE
TRUNCATED DOME
.B -2.4' C-C a
&L CA
I2. ALL CASES WHERE CURB RNFS INTERSECT A RADIAL SECTION OF
CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE
TRUNCATED CONE
.6"-2A' G-C G
WARNING SLAfACE SHALL HAVE A FACTORY SMILE OR BE FIELD
-MODIFIED AS RECOMMENDED BY THE NANUFACTUMER TO MATCH
O O O O O =
WARNING SURFACE WAI HAVE A FACTORY RADIUS OR BE FIELD
-MODIFIED AS RECOMMENDED BY THE MANUFACTURER TO MATCH
O O O O O z
THE BACK OF CMB.
A G O O D D O D O D O D
ME BACK OF CURB.
A O O O O 0 0 0 0 0 0 0 333
D Q Q Q Q Q Q Q D D D D T
O g D D Q D D D D D D D D 7
LNONC RAMP
0 00 00 00 0 0 0 000 00 la
LARDING RAP '
L, 000000000000000 to
+
00000 00000D0000
ry,
0 TO 0000000000000
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1R 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
u O o O D O O O D O D O 0 O O O
X- F OF BASE
DIMETER
DIAMETER
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
%- X F
TOP DIIMBTB
ETER
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
DETECTABLE WARNING O
DETECTABLE CORNING o
AT BALK OF CURB 9"-1.4••
SEE NOTE 12. BAY MANETER
I _VNbABLE FELL WIDTH OF RAMP FLOdt _ I
PAY LIMITS
AT BARK Of CURB 0.9"-1.4"
BEE NOTE V. BASE OIANETER
L VARIABLE FUEL WIDTH OF RNP ROM _I
PAT LIMITS
TRUNCATEDTRUNCATED
DETECTABLE WARNING DOME
DETECTABLE WARNING DOME
DETAIL
DETECTABLE WARNING
INSTALLED ON A RADIUS DETAIL
DETECTABLE WARNING
INSTALLED ON A RPORIS
DETAIL
DETAIL
�VD�
CG-12 DETECTABLE
WARNING SURFACE
SPECIFICATION
REFERENCE
Poor
CG-12 DETECTABLE
WARNING SURFACE
SPECIFICATION
REFEPENLE
ROAD AND BWDGE sTMO/fd)s
(GENERAL NOTES)
VIRGINIA DEPARTMENT OF TRANSPORTATION
ROAD AND 4tgGE STANDARDS
(GENERAL NOTES)
VIRGINIA DEPARTMENT OF TRANSFORMATION
105
502
Nos
5D2
SHEET IOF 5
REVISION DATE
07/15
SHEET 1OF 5
REVNION DATE
07A15
203.05
20.5.Os
X 27Y4" MIN - 28%" MAX RAIL HEIGHT
PLANE RATES
OLSO•I
SFEED
INSIDE
SHY LINE
BEYOND
SHY LINE
MET
IINE
LB
FLARE
RATE
FLARE
RATE
70
9'
30:1
154 A
60
B'
46:1
14:1
W
5.5
21:1
11:1 f
40
5'
15:1
SIT
XI
Y
1 131
7:1 f
*PUGGL5I LET MANI PLANE HAIL
FOR SEM-N= EARNER SYSTEMS
A COPY OF THE ORIGIN& SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE.
STANDARD BLOCKED -OUT W-BEAM GUARDRAIL
(STRONG POST SYSTEM)
VIRGINIA DEPARTMENT OF TRANSPORTATION
,-I
)11H OF ENTRANCE
e,
EXPANSION JOINI
g5
O
�4
W
CURB INCLUDED I
~
-ENTRANCE BETTE re
N
X W
u A� FLOW LINE I $
x¢
W ENTRANCE WIDTH
®S EXPANSION JOMi DESIRABLE MINIMUM W'
ABSOLUTE MINIMUM 12'
HALF PLAN A
SIDEWALK
SECTION A -A
rJ
TOP
CURB
I
I
UAOAMS TO BE AS
A-1 AN STREET APPROACH SAME SURFACING
AS M UNEE ROADWAY (SEE NOTE B)
GENERAL NOTES
SHOWN ON PLAND
C C
1. WHEN CO-1115 USED FOR STREET CONNECTIONS, WE
- - - - - - - -
1
CONNECTION MUST DE DESIGNED IN ACCORDANCE WIN
{RADIUS TO BE AS
AAMTO POLICY AND THE MMICABLE RECURETENTS
RADIALL COMBINATION SHOWN W MOMS)
OF THE VDOT ROAD DESIGN ANNUAL. INCLUDING SOHT
CURB AND WTTER
DISTANCE REQUIREMENTS.
/
CG-51 LSE[[[ NOTE 7)
2. WHEN THE ENTRANCE RIDI CANNOT ACCOMMWATE THE
----�1
I�
TINNING REQUIREMENTS OF ANTICIPATED HEAW TRUCK
TRAFFIC. WE DOWN FOR ROEWAK M CURB RAMPS
SE I
I
WEAN THE LIMITS OF THE RAIIISHOULD BE
NOTE
ISEE NOTED
9'
OPIOWIM. B"
INCREASED TO 7".
I FLOW UK
3. WHEN USED N CONJINCTON WITH STARDOM CC-3
.���
---
I
OR CC-7, TIE CURB FILE ON THIS STANDARD N TO
CRIMSON
EXPANSION
BE ADJUSTED TO MATCH WE MOUNTABLE CURB
JOINT
'6 JOINT
CONIGURAT1OL
611H
W
4, SEE SrAMDMD CC-% FOR ORB RAF DESIGN TO BE
NOTE: 'W" 2N-OW OR AS WIEDE ROMJWAY
SHOWN ON TYPICAL SECTOR. A�
USED WIN THIS STANDARD.
5. OPTIONAL FLOWLBE MAY REWIRE TIMING OF A
PLAN VIEW
PORTION OF COTTER TO PRECLUDE PONDNG OF WATER.
ENTRANCE NOTES
IMMUNE ROADWAY SLOPE
S. PLANS ME TO INDICATE WHEN CONSTRUCTION OF A ROW
10PADIBCLIC CURVE
LINE 15 REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS
MEDLARHEOM
EONK SHOULDER
8 %MAY.
SLCPE CXMCE ® - _ TD.
V
TIE ENTRANCE.
T. NOW UN PAYMENT Sy SUBGRADE BE STACTED TD TIE
RICO AMYAMMMESTMILICAN
MANUU; IROJDMAY
- _ _ _ _
REODEO FOR PAVENNi WHICH CM BE
RED FOR IM B
BX MM. D
ENTRANCE.)
RATTED N TIE ENTRANCE.)
-
SLOPE CXMGE ® -
B. RAML CURB OR -NO-- CURB ND DOTTER
D
SHALL. HOT IE CONSTRUCTED DEMON) WE RAW NNE
EXCEPT FOR REPLACEMENT PURPOSES.
20'NNMIN FOR
9. THE DESIRABLE AND MAXIMUM ORDNANCE GRADE CHANGES
5'MNU
COMMERCIAL ENTRANCE
D' ME LISTED N TIE NLOWIBLE ENTRANCE GRACE
TABLE. THESE VALUES IRE NOT APPLICABLE TO STREET
® CONSTRICT
GRIDS CHANCES WITH A PARABOLIC CURVE.
CONNECTIONS.
SECTION A - A
ALLOWABLE ENTRANCE GRADE CHANGES
ENHANCE vOLwE
GRADE CHANCE
'D'
DWR/BLE MMIWM
NON
MOTE iIUN I500 WD
01
3X
MEDIUM
50D-1300 WD
53%
B%
LOW
LESS THAN SOO WD
58X
B%
'�• '•' •�' NOTED ALLOWABLE ENTRANCE GRADE TABLE S NOT
NE.S]AR 9i •i, .M, .`.' .:. .:. • APPLICABLE TO STREET COWNEC`FCS
WNOEIE •l'•• •@.
SECTION C-C
ERENTHOLER METHOD OF TREATMENT -
EN FOR STREET INTERSECTIONS
CA
321 BIDS
Ds AND COMMERCIAL ENTRANCES
VIRGINIA DEPARTMENT OF TRANSPORTATION
WOTI OF
LINTS O PEDESTRIAN® ®
LIMITS OF PEDESTRIAN
-- _W_
ASqESS ROTE
ACCESS ROUTE
UWAVEO SPACE NON -TRAVERSABLE
UNPAVED SPACE
WIDTH OFF
IMPPZ�
--- A
aRI NON -TRAVERSABLE
CE55 ROUTE
SLOPE
LIMITS OF PEDESTR N
LESS ROUTE
PEDESTRIAN ACCESS ROUTE DETAILS WITH &
WITHOUT UPAVED SPACE
ODI IONAL RIGHT-OF-WAY IS REo ED IF THE LIMITS
DF PEOESTPoAN ACCESS ROUTE EXTEND BEYOND EXISTINGY-3^
M PROPOSER VOOi RIMY -OF W
I�5"•X
® STTAABLEE,FIRM
UNOBSTRRUCTEO ANDDVSLIPARESIISTIµT
e• p�
PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A
�+
FTHAT CAN BE APPROACHED, ENTERED AND
I
-e. ->. •>.
VPEDESTRIANS.
• PEDESTRIAN ACCESS ROUTER @ ME BEING voee�e eve
IF
PROVIDED,A MINIMUM 4'TRAVER LE WIDTH IS SECTION0-8REWCRIME
RED WITH A MM. 2X CS SLOPE.
WHEN USED IN CONJUNCTION WITH STANDARD
OR LGd. THE CURB FACE ON THIS STAIN 2"B"
STANDARD IS 70 BE RB EC TO MATCH 'I^y
PARABOLIC THE MOUNTABLE CLRB CONFIWRATIDN.
CURVE •'A. M
® zz •a.
WD%ITO 10%CHACE ue ese ore.
�WAss As LLEs.I CONC.SECTIONO C-C
��
®PoINT OF (RARE CHANGE
:. P.
x s 12 X MAXIMUMINCREASE IN ROPE AT MINIMUM 10' INTERVALS
% K %3 X MAXIMUM DECREASE IN SLOPE FOR FIRST 10' INTERVAL AND
B X AMMON DECREASE FOR SUCCEEDING MINIMUM UP INTERVALS
SECTION D-D
STANDARD ENTRANCE GUTTER REFEPD
502
VIRGINIA DEPARTMENT OF TRANSPORTATION
R
,..
y4 •-
-1' 1 6' 2.
STANDARD CG-6 STONE#57,BASE UNDER CURB &
CURB &GUTTER CHECKED BY VDOT PRIOR TO
NO SCALE PAVING AND/OR BACKn UNG.
(5' MIN.)
4" CONC.
3000 psi MIN.
4" 21-A STONE BASE
CONCRETE SIDEWALK
NO SCALE
CG-S
NOTES:
I. THIS TOM MAY BE PRECAST OR CAST IN PEACE
2. CONCRETE TO BE GLASS AS IF CAST N PLACE,
MOOD P9 IF FORECAST.
3. COMBINATION CURB Y GUTTER HAVING A PAOIM
OF WO FEET OR LESS (ALONG FACE OF CAR)
SHALL BE PAD FOR AS RADIAL COORDINATION
CURB E GUTTER.
4. FOR USE WITH STABILIZED OPEN-MINDED MANAGE
LAYER. THE BOTTOM OF THE CURB E GUTTER
SUAI BE CONSTRUCTED PARALLEL TO TIE SLOPE
OF BEWARE COURSES AND TO WE DEPTH OF
THE PAVEMENT.
5. ALLOWABLE CRITERIA FOR WE USE OF CC-6
S BASED ON ROADWAY CLASSIFICATION AND
DESIGN SPEED AS SHOWN N APPENDIX A OF
R THE ROM DESIGN MANUAL N THE SECTION
ON GS UBAN STANDARDS.
D,
' M
• Na
A .
s'A :D :D :•D • ;
• P.
BE A. D-----
GECONCE
T COONNTTRACTdt
COMBINATION 6" CURB AND GUTTER
SUN
Box I N IRA OEPAMRIQIT OF TRADPOTTATILN
NOTES:
1. THIS YEN NAY BE PRECAST OR CAST IN PLACE
2. CONCRETE TO BE CLASS M F CAST N RARE.
QOO PSI F PRECAST.
S. (ALONG FACEE OFRCORED WILL BE FAD FFOORLESS
AS
RADIAL CURS.
4. TIE DEPTH OF CURB NAY BE REDUCED AS MUpI
AS 3' (M DEPTH) OR INCREASED AS MUCH AS
3' (21" BUFFER IN ODOR THAT THE BOTTOM
OCURB LLEPAA COURSE OF ME SUBSTRUCTURE.
OTHERWISE AXE DEPTH S TO BE TO" AS SOWN.
NO Ad!MWW IN ME PRICE MD IS TO BE MADE
FOR A DECREASE OR AN INCREASE N DEPTH.
CO-2 IS TO BE USED ON ROADWAYS MEETING
THE REOlFE4ENT4 FOR C3-6 AS SHOWN N
ARPLNDIX A OF THE VDOT ROAD DESIGN MANUAL,
IN WE SECTION ON CS URBAN STANDARDS.
ACCEPTABLE ALTFRNATNE
IF CURB IS EXTRUDED
ERENLf STANDARD 6" CURB
OS
SO2 VRCRN DEPARTMENT M TRANSPoRTATOM
A
ROAD AND Mm STANDARDS
msm DATE 9HEET 1 OF
ROAN
REVISION DATE 1 MEET 1 OF 1
IN
C
c®
1
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TRIP GENERATION
\� ::✓
TRIP GENERATION CALCULATIONS
TRIP GENERATION BASED ON ITE TRIP GENERATION
MANUAL(8TH EDITION)
85 TOWNHOUSE UNITS (CODE 230)
ADT: VPD z ENTER 2 EXIT
494 47 47
AM PEAK: VPH 6 ENTER i EXIT
37 ( / 3 )
PM PEAK: 44 VPH (29 ENTER/ 15 EXIT)
I
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Lic. No. 035791
10/14/21 �4�1
U
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F
Pavement Design
RF= 1.0
Location
ADT
HCV
Design
ADT
CBR
SSV
Dr
Surface h a
Intermediate h a
Base b a
Sub base h a
Dp
Archer Avenue
3851
2
3871
4
4
19.47
SM-9.5
1.5
2.25
IM-19.OA
1.5
1.67
BM-25
5
2.25
21A
5
0.6
20.13
Eustis Avenue
2665
2
2685
4
4
18.19
SM-9.5
1.5
2.25
n/a
BM-25
5
2.25
21A
6
0.6
18.23
Koch Court
192
2
212
4
4
9.36
SM-9.5
2
1.67
na
BM-25
1
1.6
21A
8
0.6
9.74
Flora Lane
192
2
212
4
4
9.36
SM-9.5
2
1.67
n7a
BM-25
1
1.6
21A
8
0.6
9.74
Flora Court
58
2
78
4
4
5.88
ISM-9.5
2
1.67
na
BM-25
1
1.6
21A
8
0.6
9.74
BEVELED UNITS n. IONIM xI�A,nn
MFO0.CEMENi
TO WIlHM3 MCHE60i TNELOWER9LOCKEACE
10^ MIUM,
�� Ancho N-DiBmope
/ R \ C147`ORCEMEM CONNECTION
WX ONOTTOSCALEO ^""s.""n•'••""`
7
101
Ar
NFOMC PA ENT LEN" S
I
vrcrxEncRExPD%cO.aN _ I
ERSI II�L
a "OF�o6,1T�HEUPREINPXRDEMENT
W.
ADchorENI DiMEREAT s
/ X \1a EXCAVATIONOVERSIZJNG
WX /(SCALE: 3/e^=E-0^) ,-•-•••°•••""••"a"•"`
ADcIT TN DO
RI
TYPICAL BASE PREPARATION
WX(NOTTOSCALE) ,~,••'�"N•..n•.ni".
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.
SM-9.5A
SURFACE COURSE
BM-25
INTERMEDIATE COURSE -
COMPACTED AGGREGATE
BASE COURSE, VDOT II21 A
ASPHALT PAVING - ROADS
NO SCALE
33" (TYR.)
SEEPAVEMENT CHART
FOR DEPTH OF EACH
PAVEMENT COURSE
TYPICAL STREET SECTION - PAR. XZOTH PUBLIC ROAD R/F
(AWH COURT & FLORA LANE)
25 MPH DESIGN SPEED NOTE PARKING TO BE PROVIDED
(MOT TO SCALE) MIN BUMPOUTS ALONG ROADWAY.
TYPICAL STREET SECTION - PAR. XFIDJTH PUBLIC ROAD R/IP
(FLORA COURT)
20 MPH DESIGN SPEED NOTE PARKING TO BE PROVIDED
(MOT TO SCALE/ WITH BUMPWTS ALONG ROADWAY.
6"WHITE I LANE
STFI G I-El"T_,
U4i
6"WHITELANE
STRIPING
PY
Imavi.u,q
UPPC-FTC
TYPICAL STREET SECTION - 61' PUBLIC ROAIJ R%fY
(EUSTIS APEMlE) NOTE NO PARKING
25 MPH DESIGN SPEED ALONG ROADWAY
(NOT TO SCALE)
6. STRIPING
TYPICAL STREET SECTION - PAR- WITTH PUBLIC ROAD R/XF
(ARCHER AVENUE)
25 MPH DESIGN SPEED NOTE: PARKING TO BE PROVIDED BETWEEN BIKE
(NOT TO SCALE) LONE AND CURB WITH BUMPOVTS ALONG ROADWAY.
TYPICAL STREET SECTION - PAR. XFIDJTH PUBLIC ROAD R/XF
(ARCHER APEMlE w/ On-Steet Parking)
25 MPH DESIGN SPEED NOTE PARKING TO BE PROVIDED BETWEEN BIKE
(NOT TO SCALE) LANE AND CURB WITH BUMPOUTS ALONG ROADWAY.
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JOB NO.
182150
SCALE
i SHOWN
SHEET NO.
13
All GENERAL WATER & SEWER CONDITIONS (June 27, 2019)
i. 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.
1o. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO- LEAD REGULATION
REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH
AMENDS THE SAFE DRINKING WATER ACT).
3.2. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE.
THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO
SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL
STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS
DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT
WHICH MUST BE OBTAINED BYTHE CONTRACTOR.
13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE
PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE
WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION
SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE
CONTRACTOR.
14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL
INSPECTION AND TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE
VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS
INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE
OBTAINED BY THE CONTRACTOR.
iS. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY
THE ACSA.
SECTION 2-2
PIPE
DEGREE
BEND DIMENSIONS
VOL.
THE AND PLUGS
VOL.
SIZE
OF
(FEET)
CU.YD.
(FEET)
CU.YD.
BEND
L
H
T
L
H
T
90
250
250
3.01
024
4" & 6"
45
22 1/2
2.00
1.50
2.25
2A0
2.60
2.52
0.15
U.10
200
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
6.
45
2.66
2.66
2.77
0.26
22 1/2
1.66
2.16
2.69
0.13
3.16
291
2.66
0.32
11 1/4
1.66
2.16
2.67
0.13
90
4.83
3.83
3.42
01
^
10" & 12
45
3.33
3.58
2.95
0.43
3.83
4.00
2.83
0.52
1 /2
2.33
2.58
2.84
0.1
11 1/4
I
1.83
2.33
2.84
0.18
I. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPEUNE : CHANGES DIRECTION CHANGES
SIZE, DEAD ENDS AND AT VALVES.
2. USE 25M 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
FlG. W-3
IFEI
JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC.
SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY.
VARIES
-10'f� -101,
5' -10, 5'
WATER SEWER
rc C
LOCATION OF OTHER UTILITIES
(GAS, ELECTRIC, TELEPHONE, CABLE, ETC.)
EASEMENT WIDTHS- WATER OR SEWER ONLY - 20' MINIMUM
WATER 6 SEWER 30' MINIMUM
• SEE PART 3, PARAGRAPH DI SEPARATION OF WATER B SEWER SYSTEMS.
UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT
90' TO THE RIGHT OF WAY.
UTILITY LOCATIONS & EASEMENT WIDTHS
PLACE 5' GALVANIZED ' WITNESS POST WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
o AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
TO IT DEPARTMENT APPROVAL.
FINISHED GRADE
II -ADJUSTABLE VALVE BOX W/ LID
II
U
M.J. GATE VALVE
WATER LINE
d
A b
1 1
I_ _I
250D P.S.I.
CONCRETE 8 A 2'X 2' BEARING AREA,
THRUST BLOCK d -.
a
A d A
A
< c
NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE.
TYPICAL GATE VALVE
TD-9
151/2" E.31 W. 194 CAST IRON CLEANOUFF FRAME AND LID
10 1/4" INSTALLED FLUSH WITH FINISHED SURFACE
CONCRETE COLLAR POURED
7 1/2" SEE PAVEMENT
AROUND CLEANCUFF COVER
EXISRNG GRADE REPLACEMENT
(3500 PSI)
REQUIREMENTS
]
PVCFEMALECLEM0UFEADAPTER
WITH INVERTED NUT SCREW CAP OR
FLAT SLOTTED SCREW CAP
KOR-N-SEAL No. Sill AWS<
" WITH 10 1/4" BAND
PVC PIPE SEE BACKFlLL AND
BEDDING
4S- BEND REQUIREMENTS
PVC PIPE EWER LATERAL
FUTURE
SANITARY LATERAL VIYE
---
TI L
(Y
BOTTOM OF TRENCH SECTION'A-A'
SEWER
CUSTOMER'S PROPERTY
EASEMENT OR RIGHi-OFWAVPROPERTY EASEMENT OR RIGHT-OFWAV
��
FUTURE
v
SANITARY LATERAL
(WHEN INUNE LAYOUT REQ'0)
CAST IRON CLEMOUT
FRAME AND LIC
-
- f �1
I I
LLL (1
i i
IL�5141%I�S�
AI
�LL
77"',7..
WyE
A
A
CONCRETE 95° BEND I
COLLAR
PLAN VIEW
- - - -
STANDARD SANITARY CLEANOUT
IN PAVED AREAS
12"
NTS
FIG. W-1
TD-1
GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
624' IN B. INITIAL BACKFlLL 624 INN
MIN MIN. MIN. MIN.
\ - 6" BEDDING
t „^- #68 STONE
STABLE SOIL ROCK
< SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL
STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND
THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF
#68 STONE.
FOUNDATION IN POOR SOIL UNDER -CUT CONDITION
4 MI INITIAL BACKFlLL 4 MI
UNSTABLE e" B' e' e"
SOIL\ MI MIN _ MIN MIN. #68 STONE
"GRANULAR FILL AS
APPROVED BY ACSA /!NNN
STA L OIL O CK L STABLE SOIL OR ROCK
NOTE
1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES.
2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED
ABOVE THE INITIAL 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
V ODUM OM a 3/1 MALE PIPE COUPLING
AN APPImWa EDUAT
Q
' TYPE "K
w COPPER
FOR USE ON ATTACHED 9NGLE DAILY
NEGR NPL S CEN OR DUAL RESIDENTAL
AND IRNCANOIA SERVICES.
...... T
NOTE
nO SWARD mU
i R.
j�
DUAL SERVICE
IE
V CWPREMON a 3/1 MALE PIPE CWPLIN6
OR APPSOSEO EQUAL
1• T,PE nc•
SOFT comEx
OFOR
Use ON MLACHm SNDIe FAMILY
REMDINIIAL SENNCE WERE AN IRRIGATION
MIERE IS N07 P WOM
SINGLE SERVICE
NOTE
1) SADDLES s AIL OE USED ON PVc RE.
eAST IRax uO
FlNSHOD GRNu
„,LOCKtY-IS-
c III
R
NALL
BALL
VG E
eoz
11E1)
0DO A
.16' Yx.
CCPHERSETER
I e eexo earuxe
1
S I
I
Y R
cy CCIdVM' A�ICN BR ,
6dCK A ,
S A
x
TYPICAL SERVICE
LATERAL INSTALLATION
(5/8"
& 1" METERS)
NTS
FIG. W-6A
TD-10
3000 PSI CONC. BASE
BENCH SLOPED TO FLOW
CHANNEL 1/4" : 1' MIN
BRANCH
FLEXIBLE CONNECTION NOTE:
WITH STAINLESS STEEL ALL CONNECTIONS TO
BAND EXISTING MANHOLES SHALL
BE CORED AND A FLEXIBLE
w CONNECTION BOOT "
=o INSTALLED
TYPICAL MANHOLE PLAN
SHOWING BRANCH TIE - IN
NTS
FIG. S-1-B
TD-27
TD-2
9
Top View
6" MINIMUM
NOTE: RESTRAINED JOINT FITTINGS
/ e
4' MINIMUM
4 Q,
4" MINIMUM
d?
r
\4.a
!!K- - Slde View42" Minimum pA O, of 95% Cnqulntl 4 W a A,nized Steel Beam, <X 14 (min. 912e)4etration into undisturbed a roved b thea PP Y
COVER LIFT NOTCH
12 3/8"
WATER
CAST IRON LID
NOTES:
(1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS.
TYPICAL METER BOXES
(5/8"-1" METERS)
NTS
FIG. W-7
TD-13
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N N
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NE
O
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TYPICAL
MANHOLE FRAME &COVER
N.T.5
FIG S I
TD-1
45'
TYPICAL THRUST BLOCK IN FILL AREA
NTS
FIG. VI
TD-5
FINISHED GRADE
---IT ---I -TIT-ITT 7fT-TlT-ITI-7Ff -
TRENCH
REDUCER
r2500 P.S.I. CONCRETE THRUST BLOCK
------- '-�--------------
UNDISTURBED SOIL E _f ir MN
PROFILE VIEW}
UNDISTURBED SOIL -EDGE :•
24" MN
--- OF TRENCH 4 -i-----
REDUCER {
f B MN
y �<
2500 P.S.I. CONCRETE THRUST BLOCK • g MN
- - - - - - - - - - - - - - - - -4-----------
UNDISTURBED SOIL - EDGE 4
OF TRENCH •' 24' MN
NOTES: PLAN MEW
NOT TO 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
NOTO MIN. 60- DIAMETER MANHOLE
0
REQUIRED.
CYu. DORI
Ima DROP MUNI HOLE PVC omu
\a USE APPROVED FLEXIBLE RUBBER'
o BOOT
e
•' GASKETED
• STOP COUPLING
27•
'',h". UROP PIPE
PIPE STRAPS -
(STAINLESS STEM)
p SPACVED EVERY
IMA 2' ERTICALLY
90• RESTRAINED BEND
�SE"Ex
IAFLELT
] 1 � •l1IM -PE
�: "•,� x, SLREf
RIPE
PLAN
PROFILE
MIN. 6' BEDDING WITH NO. 68 STONE
L HEIGHT OFTHE VERTICl1L DROP MPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN TWO
(2) FEET.
2. VERTICAL DROP PIPE SHALL BE STIR 26 P.V-L, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO
THE DROP FTING WITH STANDARD GASKETJOINT.
3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE POINTS. STRAPS SHALL BE MADE OF
STAINLESS STEEL
4. SHAPE INVE RT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT
TO SPRING UNE OF MANHOLE INVERT.
5. DROP CONNECTION DISCHARGE FITTING SMALL BE ORIENTED AT 45 DEGREES, IMTO THE FLOW.
6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS.
Z MINIMUM 72' DAMETER MANHOLE REQUIRED FOR A SINGLE 10" OR 12' DIAMETER DROP CONNECTION, OR
TWO 8' DIAMETER DROP CONNECTIONS.
STANDARD INTERNAL DROP CONNECTION
N.T.S.
FIG. 5-1-C2
TD-30
36"MINI
LARGER TEAMS" IN ANY
DIMENSION
24"MIIN
INTIAL BACKFlLL*
8"MIN
(6" LETS)
EMBEDMENT
M THOROUGHLY COMPACTED
SPRING LINE
BY HAND OR APPROVED
OF PIPE
O
MECHANICAL TAMPER
HAUNCHING
N0. 68 STONE
- _
BEDDING 6" max
4" min
FOUNDATION (SHALL BE
REQUIRED WHEN SOIL
CONDITIONS ARE UNSTABLE
NOTE
1. 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-34
TD-7
FINISHED GRADE
-111-ITI=III ,III, '. IL�,llI III -III -
AIR RELEASE VALVE
BRASS OR BRONZE PIPE BRONZE GATE
VALVE
RAIN TO GRADE
F POSSIBLE -
]I
BRICK SUPPORTS OR
SOLID CEMENT BLOCKS v
CRUSHED STONE
TYPE "K" SOFT
COPPER
CORPORATION STOP
NOTES:
1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC
AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL,
SHALL BE USED.
2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER
LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS.
3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN
ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT
THE MANHOLE CONE.
AIR RELEASE VALVE (ARV)
NTS
FIG. W-9
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 01 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 )
4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER
2' MIN
DIAMETER OF 4".
5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER
OF 3 FEET.
SALT
TREATED
2 x 4
FINISHED GROUND
MARKER
PLUG END OF
MAIN LINEN SECTION SERVICE LATERAL
IN LINE WYE-TEE
PLAN
VARIES
R
SEWER SERVICE LATERAL CONNECTION
N.T.S.
FIG. S-2
TD-33
TD-20
NOTE. HYDRANT MUST BE
EQUIPPED WITH CHARLOTTES-
VILLE THREADS WHICH IS
THE LOCAL STANDARD.
LENGTH OF BRANCH VARIES
6' MIN 2' TO 10'
(270')
18'-22" VALVE BOX
7 cu. FT.
08 STONE
42'MIN _ 6' GATE
•"y VALVE
TEE
BLOC PCONCRETE
BASE AND THRUST (�,. ' i '� •' \\\Vjl}
BLOCK AGAINST
AINST
UNDISTURBED STABLE
SOIL STEEL PILE
WHEN THE SOIL IS DISTURBED OR 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 E NOT ALLOWED IN THE DITCH.
FIRE HYDRANTS HALL E INSTALLED AT L ATI ERE P
5 R YD TS S D S D OC ONS WAN WEE
HOLES ARE ABOVE THE PREVAIU NG GROUNDWATER ELEVATION. IF
REQUIRED TO BE IN WET AREAS, THE WEEP POLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.S.
FlG W-4
TD-8
DIA 1/2" DA [38mm]
[699mm]
25 1/4M DIA 7„
LWIRFPE] [178mm]
24" DIA
F [BOBmm]
28 7/16" DIA 5/8"
[722mm] [16mm]
36" DIA 0 26'
[914mm] [660mm 1 1/2"
FRAME SECTION 13/16" [38mm]
[20mm]
•• '_. LETTERS
FLUSH)
3 1/B" 1/2" 'I
[79mm] 22 13/1613mm]
2 1/B" 3 13/16" [579mm]
[97mm]
[54mm 0 25'
1 3/8" [635mm]
6 / [35mm] 9/16" O.D. OF GKT GROOVE
[17mm] [14mm] SECTION VIEW I/4" (6mm) DIA
CAM BOLT NEOPRENE GASKET
SEE ASSEMBLY zzzzi
DETAIL (2) WSHR 1/I6 X 5/6 X 1 1/2
.1800" ROBBER PARTS 00981045
CORED 1 5/8" (2) BLT HEX 5/8-11X3 1/2 SS
)103W8 [5mm]2400" [41 mm PART/ 00981250
[6mm 1/2" .63 DIA. STAINLESS STEEL ROD (2) TREND 5/8 ID 1.50 00 SS
�29mm) DIA BOSS DISCOED PART/ 00981318
VLnN Weer
PICKBAR & LOCKLA)G HOLE DETAIL
NOTES: PART 00951284
2) NUT HX 5/9-11 ZN NYLK
1. ALL MANHOLES WITHIN 10D YEAR FLOODPLAIN OR LOCATED IN AREAS SUBJECT TO FLOODING SHALL HAVE WATERTIGHT FRAME & COVER. (2) NUT HX JAM 5/8-11 ZN
2. ALTERNATIVE DESIGN FOR WATERTIGHT COVERS MLL BE CONSIDERED. PART/ 0098122E
3. COVERS SHALL BE FIXED TO FRAMES WITH LOCKING LUGS OR SIMILAR ASSEMBLY.
(2) 1935R LOCK LUGTYPICAL WATERTIGHT (SHORT) PART# 00193585
MANHOLE FRAME & COVER LOCK LUG ASSEMBLY
N.T.S FIG S-I-E
TD-32
Lic. No. 035791,E
10/14/21 �w�1
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LL
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LOT 355ANITARY LATERAL
LOT 34 SANITARY LATERAL
00
LOT
WATER
1
43&44
SERVICE
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LVC: i5o.00
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1. 2'
\
LOT yS&y6
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PROPOSED FIRE HYDRANTJ
WATER SERVICE
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440
ASSEMBLY w/8"x6"TEE
-
440
PROPOSED 8" SANITARY
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SEWER CROSSING
PROPOSED
VDOT
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PROPOSED 8" CL. 5z DI WATERLINE
6 5'
STD. CD-2
LOT y7 WATER SERVICE
LOT 8y WATER
SERVICE
OT Sg WATER
SERVICE
>
>
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LOT 85 WATER SERVICE
ROPOSED
GRADE
(TYP.)
\
435
PROPOSED
8" SANITARY
2.8
WAT
R SERVICE
435
1 4,
N
PROPOSED STORM
SEWER CROSSING
LOT
6o WATER SERVICE
\
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SEWER CROSSING
LOT
82 & Sz WATER SERVICE
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62A
LOT 83
PROPOSED 8"x4"
TEE,
WATER SERVICE
j LOT 6z&6z
•�?�
v
430
(z) 8" G.V. & (1) 4"
G.V.
LOT 485ANITARY LATERAL
PROPOSED 12"x8" CROSS,
PROPOSED �.3'
8"x6" REDUCER
WATER SERVICE
LOT8ol
WATER SERVICE
\
¢
430
(2)12" G.V. & (2) 8" G.V.
& 6" G.V.
L
o
3.5'MIN.
LOT63WATERSERVICE
\
PROPOSED 8" CL. 52 DI WATERLINE
I
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OT 79 & 78 WATER SERVICE
4�5
LOT 85 SANITARY LATERAL
54C
LOT64&651WATERSERVICE
425
LOT 84 SANITARY LATERAL
Lu
LOT
77 WATER SERVICE
\
LOT
835ANITARY LATERAL
LOT 82 SANITARY LATERAL
OT 66 WATER SERVICE
\
LOT 81 SANITARY LATERAL-----,
LOT 76 WATER
SERVICE
50A
420
PROPOSED 6" CL. 52 DI
WATERLINE
I
420
1.50%
LOT So
SANITARY LATERAL
OT 75
WATER SERVICE
LOT 79 SANITARY LATERAL
LOT
67
PROPOSED FIRE HYDRANT
WATER
SERVICE L0T74&73
WATER SERVICE
ASSEMBLY w/ 6"x6" TEE
LOT 72 & 7i
WATER SERVICE
4�5
4�5
LOT78 SANITARY LATERAL
PROPOSED
2.0'
6"x4" REDUCER
PROPOSED
4" 22.5° E
& 4" G.V.
TYPE
A BLOW -OFF A
LOT 77'SANITARY LATERAL
!}ZO
LOT765ANITAIRYLATERAL
44/a
410
PROPOSED
4" CL.
53 DI WATERLINE
LOT 75 SANITARY LATERAL
LOT 74 SANITARY LATERAL
LOT73SANITARY
LATERAL
405
LOT7zSANIT
Y LATER
RiSANITARYLATERAL
405
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10+00 10+50 11+00 11+50 12+00 12+50 13+00
5
13+50 14+00 14+50 15+00 15+50 16+oo 16+5o 17+00
FLORA LANE PROFILE
(DESIGN SPEED=25 mph)
VERTICAL GRAPHIC SCALE
2.5 5 10
( IN FEET )
1 inch = 5 ft.
HORIZONTAL GRAPHIC SCALE
( IN FEET )
1 inch = 50 ft.
20
17+50 18+oo 18+5o 19+00 19+50 20+00 20+50 21+00 21+50 22+00
NOTE: ALL ROADWAY EMBANKMENT MATERIAL
SHALL CONSIST OF SOIL AND BE PLACED IN
SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8
INCHES IN THICKNESS BEFORE COMPACTION OVER
THE ENTIRE ROADBED AREA IN ACCORDANCE WITH
VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04
END TO
iSEMBLY
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 2S 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 1' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
SCOTT/R. Cb-LLINS'Z
Lic. No. 035791
10/14/21
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JOB NO.
182150
SCALE
111 _ 501
SHEET NO.
16
PROPOSED 12
470
PVI STA: i1+go.00
470
PVI
TA:1o+i5.00
0-74
PVI
ELEV: 442-74
K: 11.1
K:2.5
O
LVC:58. o O
VC:10.00
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O in
465 LOW P
.STA:1o+15.0
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465
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PVI STA: 11+03- LL
PVI EL V: 444�51 OLn
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PROPOSED 8"x4" TEE,
m m
w 2..°°°/
(z) 8„ GV. & (1) 4" G.V.
�+
450
i
LOT Sy WATER SERVICE
450
PROPOSED GRADE (TYP. LOT 55LOTT6&ERVICE
w
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WATER SERVICE
Lu
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ZZ
PROPOSED 8" SANITARY
7'2O�
v
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1 2.2' SEWER CROSSING
5
445
�
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5' MI
445
Lu
Z0i
2,00%
LOTSi&5z ROPOSED4"zz.5°BEND
WATER SERVICE LOT 55 SANITARY LATERAL
�'5'
LOT48WATER SERVICE
OT 54 SANITARY LATERAL
-2.00%
LOT 49&50
LOT 53 WATER SERVICE
440
WATER SERVICE
LOT 53SANITARY LATERAL 2L�
440
;ED VDOT
1'S' ROPOSED 4" 22.50 BEND
STD. CD-2
1.
OT 5, SANITARY LATERAL
PROPOSED 4" CL. 53 DI WATERLINE
67
LOT 51 SANITARY LATERAL
435
ROPOSED 4" 22.5° BEND
435
LOT 5o SANITARY LATERAL -
7L
LOT 49 SANITARY LATERAL
430 r(2)
8" G.V &(i) 4" G.V.
430
l0 N a rl 00 a 'i
a a a s a It
10+00 10+50 11+00 11+50 12+00 12+50
FLORA COURT PROFILE
(DESIGN SPEED=20mph)
PVI STA:13+40.00
PVI ELEV: 441.97
K:1g.8o
LVC 17c_oo
13+00
+°o
u
N HIGH PT. STA: 1z+92.o7 u
m
N
c
6 HIGH PT ELEV: 440.63. N ry
m
Q
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00 F >
U
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PVI STA: 11+50.0o m
N
Ln . w
>
O1 PVI ELEV: 438.17
+ + z
450
K:41.z6
a °
450
H
5.o0
W
to H 7
n
m
LOW PT. SI
A: 11+50.03
Ln
L=L,
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LOW PT EL
EV: 438.99
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MPROPOSED
m
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LuH
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L
w
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GRADE
(TYP.)
-
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Ln
Z
Ca
PROPOSED
VDOT
L
440
2.°°�
STD. CD-2
00
0
440
PROPOSED
VDOT
",
STD.
CD-i
3-5'
MIN.
TIE-IN
TO EXISTING G
435
684
435
\
'x12" TEE
1 2'\
3.8'
1
)z" G.V.
g�
58A
55
5.6'
430
430
PROPOSED
12" CL.
52 DI WATERLINE
FILL
TO BE LAC D
AT
PROPOSED 12"x8" CROSS,
95% COMPACTION
(TYP.)
\
(z) 12" G.V. & (2) 8" G.V.
4�5
\
PROPOSED
FUTURE ROAD
GRADE
4�5
SEWER CROSSING
PROPOSED FIRE HYDRANT
\
ASSEMBLY W/ 12"x6" TEE
\
PROPOSED 12" CAPPED G.V.
420
XISTING
GRADE (TYP.)
420
415
4 5
1p
M O
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M I�
c^i O
� Ol
rl
w O
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6ci
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M
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l6
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a
s a
s a
s a
s a
s a
s a
s a
s a
s a
s a
s
10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50
EUSTIS AVENUE PROFILE
(DESIGN SPEED=30 mph)
14+00 14+50 15+00
BADE
I
TYF
490
490
485
485
EXISTING GRADE
(TYP.)
48o
PVI STA:
O+49.00
48o
a
+
K: z
.18
LVC:
o.00
N
\
d
a
o
PROPOSED
GRADE (TYP.)
475
+
o
kn
a
475
1+47.00
Lu
> / 6i >
PVI STA:
o
00 > w
PVI ELEV
463-34
+
Lu
LVC:
0.00
z
470Ln
O o
O °,
470
H
PROPOSED 6" CL. 52
N
Luw
00
N
N
Q
DI WATERLINE
+
a
+ a
/
N
Lu
Lu LJ
>
U
m
U
> w
LL
PROPOSED
A.R.V.
465
LOT z6&z7
00
°'
ar
465
WATER SERVICE
°
PROPOSED
4" G.V.
LOT 31& 32 WATER SERVICE
PROPOSED
BLOW -OFF ASSEMBLY
/
V
LOTH&izWATER SERVICE
LOT8WATERSERVICE
Z
LOTii&zo LOT7&6
/
PROPOSED
6%
WATER SERVICE 3.5'MIN. LOT29&30 WATER SERVICE
m
6"x4"REDUCER 5.
LOT 28 WATER SERVICE
46o
& 4" G.V
WATER SERVICE
1'
46o
LOT z & 3 WATER SERVICE
1'
LOT 25 WATER
SERVICE
LOT 9 LOT i WATER SERVICE
1.7' WATER SERVICE `B'
16A LOT WATER SERVICE
p0%
20
LOT WATER SERVICE
WATER
LOT 24
SERVICE
LOT 29 SANITARY
LATERAL PROPOSED 4" CL.
53 DI WATERLINE
455
WATER SERVICE
�'3'
LOT30SANITARY LOT 3zSANITARY LATERAL
LATERAL- PROPOSED
455
1'
9,
LOT 28 SANITARY LATERAL 6"x4" REDUCER
LOT 27 SANITARY LATERAL
LOT 23 SANITARY
LATERAL
z.z'
20A
LOT z6iANITARY
LATERAL PROPOSED FIRE HYDRANT
ASSEMBLY w/ 6"x6" TEE
PROPOSED
FIRE HYDRANT 1
450
ASSEMBLY
w/ 6"x6" TEE LOT 3i SANITARY LATERAL
450
LOTi4
PROPOSED 8"x6" TEE
23
WATER
SERVICE
LOT 25 SANITARY
LATERAL
&(2)6"G.V.
'ROPOSED 4" 451
BEND TO
PROPOSED
4" CL.
53 DI WATERLINE
13
E A BLOW -OFF
ASSEMBLY
PROPOSEDSTORM
445
LOT 24 SANITARY
LATERAL -SEWER
CROSSING
445
I�-
01
tp
n 1p
O1
N W
W M
m 1.
00 a
00
10
I sI
It 'ts
It
9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50
KOCH COURT PROFILE
(DESIGN SPEED=25 MPH)
VERTICAL GRAPHIC SCALE
5 n 2.5 5 10 20
( IN FEET )
1 inch = 5 ft.
HORIZONTAL GRAPHIC SCALE 50 200
( IN FEET )
1 inch = 50 ft.
14+00 14+50 15+00
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 9S%COMPACTION.
2. 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.
NOTE: ALL ROADWAY EMBANKMENT MATERIAL
SHALL CONSIST OF SOIL AND BE PLACED IN
SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8
INCHES IN THICKNESS BEFORE COMPACTION OVER
THE ENTIRE ROADBED AREA IN ACCORDANCE WITH
VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04
SCOTT/R. Cb-LLINS'Z
Lic. No. 035791
p 10/14/21 c1
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JOB NO.
182150
SCALE
111 _ 501
SHEET NO.
17
PR
43 SANIT/
470
470
i
465
465
Q
EXISTING
GRADE (TYP.)
�\
/
y
46o
0
46o
rn S
� O 't
� o F
/
ca + Ln
cc 0
/ °°
2 >
52 Z
—
455 N a:OPLn
455
MOD 2:2 0O
PROPOSED
2 O 1--
GRADE
O 0
o
OF 0' N O V1 d
O O ry c.j O M
450 O � � M � �, 't
450
N o't Z Z 0 g Ln Z z
PROPOSED 4"
= F g > > >
WATERLINE
g V1 a� Z z z
CROSSING
.6'
445
445
8" SDR-26 PVC LOT 57 SANITARY Lj
i69.53 LF @a 6.96% LOT 56 SANITARY LATERAL
40
440
LOT 55 SANITARY TERAL 44Q
LOT 54 SANITARY LATERAL
OP 8"
OPOS D 8"
A" STEEL CASING PIPE REQUIRED ON
VATECROSSING
6'S
PORTION OF SANITARY SEWER UNDER
OPEN SPACE PAVEMENT/PAVERS
435
LOT 53 SANITARY LATERAL
435
LOT 52 SANITARY LATERAL
LOT 51 SANITARY LATERAL
ARV LATERAL
OTS 49 & 5o SANITARY LATERALS
8"
DIP
430
1 57.22
LF @a 3.44% 430
m
m N
Cq N
„^, a
d
S
S
S d
I S
It
0+00 0+50
1+00
1+50 2+00 2+50
MH-8B
- MH-8
PROFILE
FM STAINLESS, LLC, OR EQUIVALENT
STAINLESS STEEL STANCHION SADDLE SUPPORT (ITEM #59 C-8)
MATERIAL 3o4/3i6 STAINLESS STEEL (SUPPORT PIPE LOW TO GROUND)
PIPE SIZE:
VERTICAL ADJUSTMENT(F) 6"
THREAD DIAMETER (A) .5"
1
iff C
PIPE DIAMETER (B) 3"
BASE(C) J"XgXgin.
e HOLE DIAMETER (D) 46'
-w�U-BOLT(E)
,
.:„." ��- ................... STOCK SIZE (G) 4X3"
o
STAINLESS STEEL STANCHION
SADDLE SUPPORT A
Not to Scale
Approx. Existin -�
THE MAJORITY OF TH BANK SIDE OF THE
PIER SHALL BE BURIED w/THE TOP 1-2'OF
THE PIER EXPOSED TO ELEVATE THE SEWER
.(PIER FOOTER/FOUNDATION SHALL BE
COMPLETELY BURIED TO ANCHOR PIER & /
STABILIZE SEWER. /
Unclassified
Excavation
8" San. S'wer
1"Chamfer
#4 Ties
3" Clr. Typ.
#4 Ti( @ 12" Max.
Spaci ig
Permi:;sible Construction Joint
Roughen Surface.
t�6 (14 Total)
Equally SAaced
Top and Bottom
Typ'
2'-011 '- "
8 0 — #6 (20 Total)
(Min.) (MIN.) Equally Spaced
Top and Bottom
PIER ELEVATION
(NTS)
1-18" 0.
kTERAL
STREAM
GABION O
— #6 Eqqually Spaced
(6 Tofal)
COLUMN SECTION (NTS)
Backfill with VDOT Erosion Control RiAArap up to
top of footing and VDOT Class I and Al mix above
as necessary for dense creek bed, per 2007 VDOT
Road and Bridge Specifications, Section 414.
Stable Competent Bedrock,
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0
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W N lD 't
x
—�0
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to 't?O
x
440
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Z Z 440
2
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+ N H
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= a > >
0
g~n�zz
435
O
435
PROPOSED
GRADE (TYP.
It 0 � a
/
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OT58SANITARY
` w -t?O
EXISTING
GRADE (TYP.)
Q'
xai»
g V) E z z
Ln x
430
-_ 0
430
PROPOSED
8" ROOF
N
0 °o
DRAIN
CROSSING
.t x
x
/
O o6
W W 0
LOT 61 SANITARY LATERAL
OT845ANITARY
O
00 O OIt
+° N a
\Q 's°I°
425
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425
0,
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LOT 83 SANITARY
LATERAL
M ^'t- 0
2 > >
LOT 63
SANITARY LATERAL----'
ATERAL
LOT Sq SANITARY�LATERAL
420
M=
_
_2
Z
LOT 82SANITARYLATERAL
420
LOT 6o SANITARY
LATERAL
O
LOT7g SANITARY LATERAL-
81 SANITARY LATERAL
1-LOT
/
LOT 8o SANITARY LATERAL
OM,
LOT 67
SANITARY LATERAL
s"DIP
415
m m� /
+ 0 S
55.42 LF Qa 5.05%2
1
4 5
> O>PROPOSEDSTORM5(Ao
Z Z
SEWER
CROSSING
abor
iOT 625ANITARY LATERAL
1�6`LOT
nLOT
785ANITARY LATERAL
LOT 755ANITARY
LATERAL
410
4 SANITARY LATERAL/+1Q
44A
77 ITARY
LATERAL
3 O'
LOT 65 SANITARY LATERAL
8"DIP 0
0/0
I F Z' 3
rLOT74ANITARY
LOT
LATERALANITARY
66 SANITARY LATERAL
LATERAL
/
L�T
405
405
LOT 685ANITARY LATERAL
LOT 72 SANITARY
LOT 73 SANITARY
LATERAL
LATERAL
0T72 SANITARY LATERAL
/
LOT 70 SANITARY LATERAL
400
x �
�QJC'O°
y�
Q
LOT 69 SANITARY LATERAL
400
W
0
�•
w
0 41
H 0
O
395
N N
395
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V
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o="
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,-
390 °
�� �p
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390
0 O m M F
o Z Z Z
CONCRETE ANCHOR—
/V'0
— —
REQUIRED
W�ww?w 385
385
CONCRETEANCHOR
I
REQUIRED
II
\
38Q
WATERTIGHT
MANHOLE
REQUIRED
38o
II
II
II
II
/
STREAM BANK
REINFORCEMENT
WITH
GABION OR
GRADE 2 RIP
RAP REQUIRED
375
375
8" DIP
139.22 LF @a 4.04%
I
PIPE SUPPORTS FOR AERIAL CROSSING SHALL BE
ITEM #59C-8, STAINLESS STEEL STANCHION
BANK REINFORCEMENT WITH
SADDLE SUPPORT BY FM STAINLESS, LLC.
R GRADE 2 RIP RAP REQUIRED
PIER DESIGN SHALL BE CERTIFIED BY A STRUCTUAL
370
ENGINEER. PIERS TO BE CIRCULAR COLUMNS.
370
STREAM CROSSIN
NOTE: LONG SPAN
PIPE SHALL
BE
REQUIRED FOR
THE AERIAL CROSSING
365
365
vl
O
lD
rn
Hri
o 0H,
M 0,+y
to O
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It
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r
ry
ry
M
M
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0+00 o+So 1+00 1+So 2+00 2+So 3+00 3+So 4+00 4+So 5+oo
MH-6 - EX-MH PROFILE
NOTE: PIER DESIGN MUST BE CERTIFIED BY A STRUCTURAL
ENGINEER. THE PROPOSED PIERS WILL BE CIRCULAR COLUMNS
TO MINIMIZE ANY DEBRIS FROM BEING CAUGHT BYTHE PIER.
18" 0 Concrete Column
3/4" S.S. Allthread Rod
-0 7VEmbedded 12" w/ S.S.
Washer and Double Nuts.
Locate Rods inside #4 ties.
(Typ• 4)
o I o
3/8"x9"x9" S.S. Saddle Base
PIPE SADDLE MOUNTING DETAIL (NTS)
VERTICAL GRAPHIC SCALE
5 0 2.5 5 10 20
( IN FEET )
1 inch = 5 11.
HORIZONTAL GRAPHIC SCALE
50 0 25 50 100 200
( IN FEET )
1 inch = 50 11.
5+50 6+oo 5+5o 7+00 7+50 8+oo
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 3.' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND 3..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.
LATERAL
LATERAL
SCOTT/R. Cb-LLINS'Z
Lic. No. 035791
p 10/14/21 14
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JOB NO.
182150
SCALE
ill _501
SHEET NO.
18
LOT 58
LOTS
MH-13
48o STA:8+94-84 480
RI M:466.25
/ INV IN: 453 7o TO MH-14
INV OUT: 453-5o TO MH-12
x
475 / _ 0 475
/° x x o
N 22 O00
a
O
2 0 N N N M Lp F
470 =_ / o o ; N N M-t o 470
220
°o �In In � =F2>
_ 00 0.? / ItONa ��a??p n �EZ
6 PROPOSED GRADE (TYP. H a Z 0 2 Z 4 5
4 5 EXISTING GRADE (TYP.) Q — 6
HE » >
2 In HE Z Z Z
0o PROPOSED 8" ROOF
/ °� DRAIN CROSSING
460 0 1- 460
~ O PROPOSED 12"
°^
0
LO^ M WATERLINE
ID o Cq M F CROSSING
/ + v1 7 LOTS 4 & 5 SANITARY LATERALS
n/ Q Z LOT 8 SANITARY LATERAL
455 Q = � Z Z PROPOSED 8" 455
0 00 = n — — WATERLINE
LOT 3z SANITARY LATERAL 8" DIP
_ = CROSSING LF @
2 2 0 PROPOSED 8" 1.06
8" DIP 1z2.43
�00 °v WATERLINE 87.99LF@0.91�0 LOTSi&zSANITARY L
/ O ri N �CRQSSING OT35ANITARY LATERAL
450 Q °D = ry 0 3 H LOT33SANITARY LATERAL LOT6SANITARYLATERAL 450
^ _ a0 n Z Z 28A LOT75ANITARYLATERAL $" DIP
_ O M� / ZZZ LOT3zSANITARY LATERAL 8.2LF o.8%
O M M n F--- 3 3 C 7
0 PROPOSED STORM 8" DIP
°0 00 M of a SEWER CROSSING So" DIA. INTERNAL DROP._/
ioz.37 LF Qa o.g8%
445 ° N o o o t MANHOLE REQUIRED 10.9' 445
O N L0 a + a Z PROPOSED 8" ROOF
+ � s D = Q 2 j DRAIN CROSSING 18" STEEL CASING PIPE REQUIRED ON PORTION
° � 0 / In OF SANITARY SEWER UNDER ARCHER AVENUE
= Q � >
In E Z Z
LOT 38 SANITARY LATERAL B., DIP 440 i59.38 LF C 1.600 440
PROPOSED 8" ROOF LOT 3y SANITARY LATERAL
PROPOSED 12" DRAIN CROSSING a' V P a�% ET355ANITAEYLATERAL 5
WATERLINE Z
435 CROSSING LOT 435ANITARY LATERAL 112.91LFC LOT 365ANITARY LATERAL
435
T37 $ANITARV LATERAL
SANITARYLATERAL a„0\P ° LOT 39 SANITARY LATERAL
PROPOSED STORM
8 91LF @ z.5° Po f LOT 40 SANITARY LATERAL SEWER CROSSING
5' z y1 LOT 44 SANITARY LATERAL LOT 41II SANITARY LATERAL
430 LOT 45 SANITARY LATERAL LOT yz SANITARY LATERAL 430
LOT 48 SANITARY LATERAL
.OT 85 SANITARY LATERAL OT46 SANITARY LATERAL
LOT 475ANITARY LATERAL
4 SANITARY LATERAL $" DIP
102.85 LF Qa 3.04%
425 425
'1 00 00 O Ol Ln N `+ M 'i .} r. O tp ci n N n 0) O 0) .t U) r. '� Ln 0) '0 0) T 0) ri In
O r. Ol �t N N O M r. LO I\ l0 0) M Il .t Ln 00 O
0+00 0+5o 1+00 1+5o 2+00 2+50 3+00
3+50 4+00 4+50 5+00 5+50 6+oo
MH-14 - MH-6 PROFILE
VERTICAL GRAPHIC SCALE
0 2.5 5 10
IN FEET )
1 inch = 5 ft.
HORIZONTAL GRAPHIC SCALE
50 0 25 50 100
( IN FEET )
1 inch = 50 ft.
200
6+5o 7+00 7+50 8+oo 8+5o 9+00
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 1' 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 2113, 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.
4TERALS
9+50
O
00 =
470 m = 0
�000
oo0 o 0
V ~
F 0 co I t
O °O n O Mrl H
0 0 0 O d N I F
465 °oLn�� �0 ?o
O i
r2»>
�F- ZZ Z
46o
455
450
445
440
435
LOT 31
ED GRADE (TYP
485
48o EXISTING GRADE (TYP.) \
475 M N
xx
220
00 0
O O 0N
N N In
't r N N 't
470 � t t t F-
N r --t 0
gzzz
465
N
N
g O
N
0
x
°
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2
N In
N N M It
0
F
O M `t -
N N 'tZ 0
LD �
ff) 00 It
2 Ln E ?
ri
.0+ � D
2>
2InFxZ
L-PROPOSED GRADE (TYP.)
46o LOTS io & z
8 SA
455
450
445
PROPOSED 8"
WATERLINE
CROSSING
8" DIP
99 87 LF @ 0.80%
LOT 29 SANITARY LATE
2 8, LOT 9 SANITARY LATERAL
LOT 30 SANITARY LATERAL
13
PROPOSED STORM
SEWER CROSSING
57.5o LF @a o.66%
485
475
470
465
46o
455
OTS i2,13, & 25 SANITARY LATERALS
LOT z65ANITARY LATERAL
_OT ii SANITARY LATERAL
LOT 27 SANITARY LATERAL 450
r.
p Ln
M °
p M
W
3 0
d 00
3
N
3
d
It
0+00 0+50 1+00 1+50 2+00
MH-16 - MH-Zz PROFILE
445
EXISTING
GRADE (TYP.)
H- 21 - M H -10 P R
F I L E
470
N
\
x �
\
i 0
o
N°
o
465
0
0
f ^�
Ln
N m -:4-Z � O
0
O N c 0
d
= F Z Z \ N�
N ° H
ry°SF N
2InE ��
N?a0
\
460
°,° N a-0 �OF
0
_�l
» °m
\2InC?
In 0' Z Z W
"t
M ul
03 � 3
455
O a z
PROPOSED 4"
O
»
WATERLINE
2 E Z Z
iROSSING PROPOSEDSTORM
SEWER CROSSING
LOT iy SANITARY LATERAL
�
450
PROPOSED 12"
WATERLINE
CROSSING
8" DIP
165.19 LF Qa 0.50%
2] 18"DIP
I�49.8o LF @a 0.54%
PROPOSED STORM
SEWER CROSSING
N
0 r ^ m
s r,
0+00 0+5o 1+00
8" DIP
33-54 LF Qa 0.54%
C
PROPOSED STORI
SEWER CROSSIN
O r
rl
s
1+5o 2+00
LOT 24 SANITARY LATERALS ' L j t '
8" DIP 513
80.82 LF @0.52%
6' 8" DIP 445
103.54 LF t?a 0.53%
2.2' 1 ) LOT 15 SANITARY LATERAL
LOT 16 SANITARY LATERA
18" STEEL CASING PIPE RE
SANITARY SEWER WITHIN
r N N 0
0
It
�s
LOTS ig, 20, & zl SANITARY LA
I i
LOT zz SANITARY LATERAL
LOT 185ANITARY LATERAL
LOT i7 SANITARY LATERAL 440
z3 S LOT ANITARY LATERAL
ON PORTION OF
-,APE EASEMENT
435
SCOTT/R. Cb-LLINS'Z
Lic. No. 035791,E
p 10/14/21
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JOB NO.
182150
SCALE
111 _ 501
SHEET NO.
19
EXI STI N
STR:20 VDOT S
INV I
INV IN: 4!
INV IN
INV OU
485
48o \
\ EXISTING GRADE (TYP.)
47500
_
u
0 m o
m
PROPOSED GRADE (TYP.)
V) 0co
470 o m
0 ry F
o Naar
-0O°o
a Lp D
F o L 06
na
or� ii
�zz0
F 0- »>
p
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11
nFzzz
p
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oZZ�
O�NF
m
465
a-_0
F a z z z
an I-��00
F °m � �°'
m
N
enF---
C)
't
�06 mN't
>O 0 6
0-N}�
F 0
U) t
LOT 28 WATERIIISERVICE
CROSSING
\ 0 K,
LOTS zq & 30 WATER
SERVICE CROSSING
F [1
Ln F Z Z Z Z
----
\ O> o 't SH
III
zQ
46o
ISz
475
LOTS 26 & 27
LOT 28 SANITARY LATE
455 LOT 275.
LOT 30 SANITARY LATERAL
LOT 29 SANITARY LATERAL
450
F a>>>
CECROSSING�ti 01 E-Z ZZ
LOTS
zo & zi
LOT z5 WATER SERVICE CROSSING
!RAL- LOT 24 WAI I,K 51EKVICECROSSING-
7 LOTS zz & 23 WATER
JITARY LATERAL ----I LOT:
LOT 25 SIANITARY LATERAL LOT 23 SANI
LOT 24 SANITARY LATI
°I 1 m
v M
v LL p N
m
0 ON4 0
6 F
w O O
0 N � OLn
- 00 O-O-L°n
O M S
Oo oo� >mH
p O o.ia
> o t Ln
a0
n z z H z
F a>>> /
In F Z ZZ
ERVICECROSSING
I
SERVICE CROSSING
485
475
470
465
46o
18" RCP 15" RCP
24' RCP g9,o5 LF �a o.55% Sl.lo LF Qa o.78%
'Ezz133-4o LF Qa 0.55% 53'
445 24" RCP is " RCP 445
66.81 LF @o.6o% 85.52 LF @ 0.56%
LOT z5 SANITARY LATERAL
PROPOSED 8" SANITARY
440 SEWER CROSSING 440
I�
N
1 00
m Ln
N
^ lJl
V1
S O1
O
00
It
It
00
M
CO
d d
n'1 1�
d
H
06 S
S
0)
k6 Ln
S
01
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50
475
470
470
m L
ri
G GRADE TYP.
(
O N
O
w
Ln O
465
0 1--
n, 465
>
TD. DI-313 (L=8')
TP=458 75
0 ��
z
V: 448.93 TO 22
O
?
3-75 TO ROOF4
F z z
: 45175 TO zoB
460
T: 448-83 TO 18
FPROPOSED GRADE(TY
455
455
PROPOSED 4"
WATERLINE
CROSSING
450
450
LJ
15" RCP
33.90 LF @1.zy%
445
445
�
N
N
a
0+00 0+50
D.)
STR:12 VDOT S
INV In
INV I
INV O
STR-2oB - STR-20 PROFILE
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.
PROPO`-
STR-26 - STR-14 PROFILE
EXISTING
GRADE (TYP.;
475
475
J
m
m
6 N
470
0 0
470
F �
O
TD. DI-3B (L=6')
> N
f
TP=462.00
n
+ wp
45433 TO 12B
� r z
465
V: 446.85 TO ly
JT: 446.75 TO 6
46o
46o
iED GRADE (TYP.)
PROPOSED
8"
WATERLINE
CROSSING
455
455
15" RCP
27.75 LF Qa 1.51%
450
450
445
445
La
It
00
s
0+00 0+50
470
GRADE (TYP.)
470
PROPC
WI
IP
470
EXISTING
GRADE
(TYP.)
\
470
am:
n O
\
/0
0N+
000N
\
Lq
465
F o L O m
oM°^�
\
465
�O
0r T-ZZ0
II
2 L00
\
OF 9 /
,F„ z z z z PROPOSED
GRADE
(TYP.)
46o
00 M mI
>
° 0
46o
..
a Z0 /
0 O ry
� F
Lr > >
G Nzz
/
°�
6
0 moo't
o M ..
\
M
> M �~
/
co
\
455
x
It >- O0 01
/
a >z >z
^F--
455
\
v
m
Ln o
PROPOSED 8" WATERLINE CROSSIN
C] m
O
't
\
450
O o a 0)
O O M M ..
��
I- 00
1n
45 O
>
N ZZp
F L>,
O a
CL
T
> mF
�FZZZ_
o It
PROPOSED 8" SANITARY
r! It
O>
SEWER CROSSING
Ln z
445
3.0.9'
445
/
SED VDOT STD.
ES-1
/
\
TH RIPRAP OUTFALL
440
-
440
V. OUT= 434 o0
:;4
1 '
5' RCP
15" RCP
205.54 LF @o.5z%
RCP:7
176.7o
LF 0.51°
435
435
171.74 LF
0•770
24" RCP
zy" RCP 214.67 LF @a i.oi%
62.87 LF Qa 1.1g%
PROPOSED VDOT STD. CLASS Al RIPRAP OUTFALL
w/ GEOTEXTILE FILTER FABRIC UNDERLAYMENT
430
(L=16', W1=7.5', W2=i8.5', D=i.S' MIN.)
430
�t
O
O O
H
d Ln
W
ei n
00
•i N
N
d V1
O
O ci
.i
'1 m
Q1
Lo
00 O
1�
.t N
00
N d
00
00
l0
m O
00
O °
O
lt1
'i
S
N ci
t
m
d
O
Ln
.t
V1
f O
lO
W l0
ID
14
n
.t
n
O v1
n
♦i
n
'6 n
ko
,y1 ci
w
S
V1
^ W
1
ul N
S
M
M
1
1
d
r .T
t0 �t
.t
.t
S
S
S
It
It .t
d
d d
S
S
485
475
0+00 0+50 1+00 2+50 2+00 2+50 3+00 3+50 `IVI
4n+/00� q 4+50 5+00
EXISTING G RADE (TYP. STR-Zo - S VV PROFILE
/ 485
z
USED GRADE
i�
m
465
465
470
m H
o
o
O O
STR:28 VDOT STD. DI- 3B (L=8')
STR:28B VDOT STD. DI-3B (L=12')
V)
^
TP=454-75
F
`^m
INV IN: 447 67 TO z8B
INV IN: 449-75 TO ROOF?
STR:6 VDOT STD. MH
o It W a
INV IN: 439.5zT030
INV OUT: 448.0o TO 28
TP=y61.33
N
z
INV OUT: 439-42 TO 6
460
INV IN: 438.So TO z8
w
z p
INV IN TO
I »>
STR-12B - STR-12 PROFILE
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.
455
455
iED GRADE (TYP.
PROPOSED
8" W!
4A
450
0'4
445
15" RCP
27.72 LF Qa 1.1g%
440
440
LJ
435
435
W
00
m
N
m
't
.t
d
0+00 0+50
437-52 E- a
INV IN: yy6.58 TO 12 Z
INV OUT: 437-42 TO 4
46o
,TERLINE CROSSING 1455
STR-z8B - STR-28 PROFILE
1
450
STR:16 VDOT STD. DI-313 (L=6')
480
TP=465.17
INV IN: 458.18 TO 16B
50
INV OUT: 458.05 TO 14
CIO
N
w 0
475
o
00
2 H
F
O
o o6
0 l N0
> ^wl �
470
o � M?
a
0
d»
0 N'tv^
> .t .tF
F
v1 1--
a'D D
N �zzp
LI) F-zzz
LOTS 31& 32WATER SERVI
LOT 31 SANITARY LATERAL
PROPOSED
6" WATERLINE
CROSSING
8" SANITARY
:R CROSSING
24" RCP
445 121.62 LF Qa 0.530A
24" RCP
29.3-5 LF Qa o.58%
440
435
465
PROPOSED
y" WATERLINE
CROSSING
1.2' 46o
l.o25" RCP
27.66 LF Qa 1.16%
455
LOT 32 SANITARY LATERAL CROSSING
15" RCP
67.59 LF Qa 1.o6% 450
S R-i0- STR 6 PR FILE
OD
Ol
00) W
m . I'l
ry .
T
N
F
00
m 00
OD
It
a't
a
s a
s
0+00 0+50 1+00 1+50 2+00
2+50
445
440
435
5+50 6+oo 6+5o 7+00 7+50 8+oo
VERTICAL GRAPHIC SCALE
5 0 2.5 5 10
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 1' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
470
( IN FEET )
1 inch = 5 ft.
HORIZONTAL GRAPHIC SCALE
IN FEET )
I inch = 50 ft.
470
SCOTT/R. CI INS'Z
Lic. No. 035791
p 10/14/21
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CROSSING
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y" WATERLINE
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445
9'
1
1'
440
440
15" RCP
15" RCP
156.27
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15" RCP
Lt
181.70 LF @
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28.15 LF Qa 0.53%
435
435
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STR-3o6 - STR-6 PROFILE
A J
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JOB NO.
182150
SCALE
111- 501
SHEET NO.
20
450
445
440
) GRADE
435
STR:62 VDOT STD. DI-3C (L=6')
TP=439.92
INV IN: 432.6o TO 62 B
INV IN: 435.00 TO 64
INV OUT: 432.5o TO 56
XISTING GRADE (TYP.)
`° II 450
d
m
M LL
Ej 0�O
x0
Ln 0 0 445
-0-0
> m
m o aF
N O D
It Z O
440
PROPOSED
8" WATERLINE
CROSSING
435
L15" RCP
430 27.86 LF Qa 1.44% 430
M
S �
0+00 0+50
STR-62B - STR-62 PROFILE
00
I I
445 m 445
EXISTING GRADE (TYP.) w
o 0
STR:54 VDOT STD. MH H .
TP=435-17 00 °N°
INV IN: 428.00 TO 54D > 440
INV IN: 4z8.o8T054B mj
INV OUT: 426.33 TO 52
v~i H
435 435
PROPOSED
8" WATERLINE
PROPOSED GRADE (TYP.) CROSSING
430 11 1.2' 430
L15" RCP
425 1 J 41.56 LF 1 1.20% 4�5
N ,y
m �
M 0.,
0+00 0+50
STR-54D - STR-54 PROFILE
NOTES:
i. 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 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.
46o
EXISTING GRADE (TYP.)
STR:56 VDOT STD. MH
TP=439.67
INV IN: 429-93 TO 58
455
INV IN: 432.00 TO 62
INV OUT: 429.83 TO 54B
0
1
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STR:66 VDOT STD. DI-36 (L=1o')
TP=443-50
INV IN: 436.77 TO 68
INV OUT: 436.67TO 64
455
STR:68 VDOT STD. DI-3C (L=8')
rTP=444-00
I INV OUT: 438. oo TO 66
I 450
445
4" WATERLINE
440
cRosswG 440
GRADE (TYP.)
1 1.4'
15" RCP
l o' 45-54 LF Qa 2.70%
PROPOSED
III
LOT 48 WATER
SERVICE CROSSING
1.0,
435
l.o'
435
LOT 5o SANITARY LATER/
15" RCP
LOT 49 SANITARY LATERAL
23.15LFQa
2.16%
OT 48 SANITARY LATERAL
15" RCP
52.04 LF Qa o.61%
15" RCP
430
63.77 LF Qa 1.96%
430
.t
co l0
I o
�O al
m
0+00 0+50 1+00 1+50 2+00
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: ALL DRAINAGE STRUCTURES WITH A DEPTH NOTE: HDPE CAN BE USED AS AN ACCEPTABLE
OF 12' OR GREATER SHALL HAVE SAFETY SLABS IN SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES.
ACCORDANCE WITH STANDARD SL-i AS FOUND IN SEE DETAIL ON SHEET 17 FOR HDPE PIPE
THE 2oo8 ROAD AND BRIDGE STANDARDS. BEDDING INFORMATION.
405
400
395
t••
STR:38 VDOT STD. MH
TP=380.00
INV IN: 373.6o TO 40
385 INV OUT: 373.So TO
375 PROPOSED /DOT STD. ES-1
WITH RIPRAP OUTFALL
l 1�
370
Rce /o
INV. 0UT=368.00 2 ttF @y
163'39
PROPOSED VDOT STD. CLASS II RIPRAP OUTFALL
w/ GEOTEXTILE FILTER FABRIC UNDERLAYMENT
(L=24', Wi=6', W2=12', D=2.5' MIN.)
N
a 00
,fir, M M M
0+00 0+50 1+00 1+50
STR-68 - STR-56 PROFILE
PROPOSED GRADE (TYP.)-
STR:4oB VDOT STD. DI-1
TP=399-00
INV IN: 395.00 TO YD-7 /
INV IN: 392.5oTO42 /
INV IN: 394.00 TO 4oD
INV OUT: 390.00 TO 40
EXISTING GRADE (TYP.)
STR:40 VDOT STD. DI-1 /
TP=396.00 /
INV IN: 386.00 TO 4oB /
INV OUT: 379.75 TO 38
�
RCY 33gMo
LF �
'01'2°
24" RCP
170.13 LF @ 3.62%
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5
50
STR:54 VDOT STD. MH
TP=435.17
INV IN: 428.00 TO 54D
INV IN: 428.o8 TO 54B
INV OUT: 426.33 TO 52
J
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STR:46 VDOT STD. DI-3B (L=1o')
^ ry ry o
TP=421.o8
00 00
INV IN: 414.5o TO 48
m T
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INV IN: 416.00 TO ROOF13
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INV OUT: 413.00TO44B
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0 2.5 5 10
( IN FEET )
1 inch = 5 1t.
HORIZONTAL GRAPHIC SCALE
0 25 50 100
( IN FEET )
1 inch = 50 It
20
200
SCOTT/R. Cb-LLINS'Z
Lic. No. 035791,E
p 10/14/21 14
00
J
450
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CROSSING
LOT 85 WATER SERVICE
ICI
CROSSING
[
435
LOT83 WATER
SERVICE CROSSING
PROPOSED
i
z 'WATERLINE
81 WATER SERVICE
ICE CROSSING
CROSSING
-LOT 82 WATER
SERVICE CROSSING
0 Ci C) H ? Hz?0 LOT79WATER SERVICE CROSSING
> a aH F a > > > X L24" RCP
.. V) F Z Z Z LOT78 WATER SERVICE CROSSING 41.49 LF Qa i.o1%
Ia> >> 2'8' 1.5' LOT 82 SANITARY LATE
a >
to �ZZZ z "RCP -
LOT 76 WATER SERVICE CROSSING
LOT75WATER SERVICE CROSSING 4�
1.
LOTS 73& 74 WATER SERVICE CROSSING
PROPOSED .3
4" WATERLINE 1 9l
CROSSING
1.3'
.7
01
24" RCP
85.53 LF dal 1.93%
1651
PROPOSED 8" SANITARY
SED 8" SAN
CROSSING
SLOT 73 SANITARY
LOT 72 SANITARY LATERAL
24" RCP
1oo.81 LF Qa 1.14%
4
52.04 LF Qa 1.75%
LOT 81 SANITARY LATERAL
LOT 8o SANITARY LATERAL
24" RCP
49.17 LF Qa 2.54%
LOT 79 SANITARY LATERAL
LOT 78 SANITARY LATERAL
24" RCP
84.18 LF Qa 2.38%
LOT 77 SANITARY LATERAL
24" RCP
29.64 LF @a 1.69%
T76 SANITARY LATERAL
.OT 79 SANITARY LATERAL
STR-56 - OUT PROFILE
430
5 \-24" RCP
\ 118.47 LF Qa 1.04%
`LOT 85 SANITARY LATERAL
34 SANITARY LATERAL 425
LATERAL
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7+50
8+oo
8+5o
9+00
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10+00 10+50
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12+00
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N r4 r4 N - .--1 -
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365 JOB NO.
182150
SCALE
ill _ 501
SHEET NO.
21
PROPOSED GRADE (TYP.
450 450
PROPOSE
WITH
IN'
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH EXISTIN
OF 12' OR GREATER SHALL HAVE SAFETY SLABS IN
ACCORDANCE WITH STANDARD SL-iAS 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.
D
STR:7o VDO
VDOT STD. ES-i TP=444.58
RIPRAP OUTFALL INV OUT: 44
445 445
/. OUT=440.00
440 440
15" RCP
45.86 LF Qa o.55%
435 435
PROPOSED VDOT STD.
W/ GEOTEXTILE FILTER
G GRADE (TYP.) (L=8', W2=3 75', W2=9.2
430 430
.. 0 ? kD
T STD. DI-313 (L=12')
0.25 TO
CLASS II RIPRAP OUTFALL
FABRIC UNDERLAYMENT
5', D=1.5' MIN.)
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH 0+00 o+5o
OF ACCORDANCE
ANCEWITHSTAGREATER HAVE STEPS IN STR-7o -OUT PROFILE
ACCORDANCE WITH STANDARD ST-1 AS FOUND IN
THE 2oo8 ROAD AND BRIDGE STANDARDS.
iD
74
J
450 m 450
m M w0
ko o om� 0 0
-�O d codo0
pp, Ln 00 F n
Ln co 0
Ln
m M >
p O M >oo445 0 M 445
m xi mt
in
> m T T H > rn p T. H O O Z)
� Z Z 0 � Z Z O a 0
Q
ra»> F �FZ
Ln ZZZ ,n HZZZ
440 440
PROPOSED GRADE (TYP.) PROPOSED
12" WATERLINE
CROSSING
435 1.0' 435
Lis" RCP
430 So.86 LF Qa 1.28% 430
15" RCP
5575 LF Qa 0.56%
425 425
N N ID
01 01 S N N
I 0 0 0
0+00 0+50 1+00 1+50
STR-8oB - STR-72 PROFILE
STR:4oB VDOT STD. DI-i
TP=399.00
INV IN: 395.00 TO YD-7
INV IN: 392.5o TO 42
^PROPOSED GRADE (TYP.)
INV IN: 394.00 TO 4oD
INV OUT: 390.00 TO 401 rEXISTING GRADE (TYP.) 410
4 3
TP=4o5- 3
INV OUT: 399.33 TO 4oB
405 405
400 400
9v 59�°
395 tiSF�� 395
0
1� 1
390 390
385 385
t 0 00 0
0 0 0 0
m
STR: oD VDOT STD. DI- C
0+00 0+50 1+00
STR-4oD - STR-4oB PROFILE
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR z1B, 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.
455
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 i.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
iv
N N
d
m
m M
m p °^
� OO 0 O
Ln H Ln
0 Lon
o �'t o
o I > M 't 455
m ^ It 00 15
-� �0 � t0
d m 0 Wo^0 / �F?? ��H?
450 m J 00 o o w o ^o 0 0 0 450
V rO 0 ^w0 000 p S SM
OD LO Vl Lll S
0No J M p� 00� m oN'aa� /
H Ln ni m -
Ln 0 000000 M w0 O LD M 0 MMMd °u1 Mgt C IfZ ZO
OCl O N1 m Vl ,n 0^ N Mgt >- .t �tH S 0 �� In F Z Z Z
445 > N M.- o Ln o ^� 0 0 � It zo 't�0
> �� N "R�?o m II >> 445
L : ~ O m o M � II _ _ > > > Ln ~ - - PROPOSE[
in'tZZ0 \ �^ M6 >om Fw» ijFZZZ ZZ
d 00 rr Ln
r Z Z Z pLn o m z 0 ROPOSED GRADE (TYP.) z" WATER
\ 00 aF u »
o° � F o / CROSSING
v 'Zp ,nrzz
440 Ln � Z Z 440
- - / 15" RCP
PROPOSED RCP 55.g8 LF �a o.57%
435 PROPOSED GRADE (TYP. CROSS NG 2 WATERLINE z91 �5LF @ 435
11' 18' RCP /
131.63 LF C 0.87%
18" RCP 18" RCP /
4301$" RCP 7z.56 LF @ 1.02% 59.07 LF Qa 0.95%
�31.3z C 1.00 430
LF
z4" RCP 4,6'
167.33 LF Qa 0.54% ✓ \ /
�4" RCP 4Og
425 39.66 LF @o.61°r6 /
425
\ XISTING GRADE (TYP.)
420 VERTICA GRAPH C SCALE 420
2.s 5 10 20\
( IN FEET )
415 1 inch = 5 R. 4�5
ORIZONT L GRAP IC SCALE /
25 0 ° 2 0
410 410
( IN FEET
1 inch = 50 f .
405 / 405
5'xS' BOX CULVERT PROPOSED /
WITH BLOCKS 9, io, & ii VSMP PLAN
400 / 400
00 In LD 00 LD IXI M •i �t N O N 00 'i O 0t LD 01
S 00 L!1 ^ ^ O1 rl 'i 'i ^ O ,y O W lD N l6 M O1 •i m Q1 00 ^ O Ln O 00 ri O M O M O1 M It
L!1 O ^ lD O! O O M l6 O C) Ol C) <D O M rl l6 V1 M O M L6 S ^ S ^ M 06
�t M It It M M M M M M M M N M ♦i 't ci It m S O S N I M 't 't Lrl L!1 1 V1 It V1 It Ln
.t S d S I d I 3 It S S S S S M d It .t I S .t 't .t 1 It It .t It .t It It It
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+
i�
d
V
m ^
0�00 om00 O
O O ~ EXISTING GRADE
,00
Mnrn; O a
o M � M't 425 0 & 0 425
445 0� 445 o m
00 sZ Z p 5TR:44 VDOT STD. DI-3C (L=8') O o M
a11 > > > STR:8oD VDOT STD. DI-3B (L=6') TP- 1 8 0 � ~
n H z z z TP=440-So 4 7 3 > m
INV IN:41o.83TO44D o s�
INV OUT: 436.00 TO 8o t
INV IN: 41o.1oT0446 a HZ0
440 440 INV OUT: 4 TO 4z F- H Z Z 420
PROPOSED GRADE
435
430
425
435
15" RCP
42.04 LF Qa 1.59%
430
N ,M
t O
O d
� d
0+00 0+50
425
STR-8oD - STR-8o PROFILE
415 415
PROPOSED GRADE (TYP.
410 410
1-iS" RCP
42-44 LF Qa 1.18%
405 405
0+00 0+50
STR-4c,D - STR-44 PROFILE
STR:48
INV 1
INV IN
INV OU
4+00 4+50 5+00 5+50 6+oo 6+5o
STR-78B - STR-56 PROFILE
i5 4:
00
J
430 0 -0 430
✓DOT STD. MH kD
TP=422.50 O v
a
J: 416.67 TO 50 N
: 415.33 TO 48B00
m N
f:41S.00TO46 a0 425
Lr a >
Ln
420 420
PROPOSED 6"
1 z' WATERLINE
CROSSING
415 415
L15" RCP
41.74 LF @a o.82%
410 410
0+00 0+50
STR-486 - STR-48 PROFILE
7+00 7+50 8+oo 8+50 9+00 9+50
EXISTING GRADE (TYP.
440 440
zo
J
m N
0 O
435 0 ° 0 435
n O 0
STR:5o VDOT STD. MH O N A
TP=428.00 �j Ln M a
INV IN: 4z1.00TO5oB m tF
INV IN: 4z1.75TO5z ° Nzo
INV OUT:418.67T048 F a» 430
O,FZz
425 425
PROPOSED GRADE (TYP. PROPOSED
1.0' 8" WATERLINE
CROSSING
420 420
z.6
15" RCP
41.21 LF @ 1.21%
LOT 795ANITARY LATE
415 43.5
Pl O1
CD
� S
o+00 0+50
STR-5oB - STR-So PROFILE
ION
iv
N J
J m
m
450 o m o kp
0 450
LINE
O O -- F p0
M
p m ^a
o 0ia H T MS
445? ? o a ° 445
F o »> in F Z
„rzzz
440 440
)SED GRADE( YP.)
PROPOSED
z" WATERLINE
CROSSING
435 435
STING GRADE (TYP. 69. RCP
69�95 LF Qa o.81%
430 430
r It
O OD O
S S
0+00 0+50 1+00
STR-766 - STR-76 PROFILE
SCOTT/R. Cb-LLINS'Z
Lic. No. 035791
p 10/14/21 IJ
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182150
SCALE
111 _ 501
SHEET NO.
22
T STD. DI-313 (L=12')
0.25 TO
CLASS II RIPRAP OUTFALL
FABRIC UNDERLAYMENT
5', D=1.5' MIN.)
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH 0+00 o+5o
OF ACCORDANCE
ANCEWITHSTAGREATER HAVE STEPS IN STR-7o -OUT PROFILE
ACCORDANCE WITH STANDARD ST-1 AS FOUND IN
THE 2oo8 ROAD AND BRIDGE STANDARDS.
iD
74
J
450 m 450
m M w0
ko o om� 0 0
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Ln ZZZ ,n HZZZ
440 440
PROPOSED GRADE (TYP.) PROPOSED
12" WATERLINE
CROSSING
435 1.0' 435
Lis" RCP
430 So.86 LF Qa 1.28% 430
15" RCP
5575 LF Qa 0.56%
425 425
N N ID
01 01 S N N
I 0 0 0
0+00 0+50 1+00 1+50
STR-8oB - STR-72 PROFILE
STR:4oB VDOT STD. DI-i
TP=399.00
INV IN: 395.00 TO YD-7
INV IN: 392.5o TO 42
^PROPOSED GRADE (TYP.)
INV IN: 394.00 TO 4oD
INV OUT: 390.00 TO 401 rEXISTING GRADE (TYP.) 410
4 3
TP=4o5- 3
INV OUT: 399.33 TO 4oB
405 405
400 400
9v 59�°
395 tiSF�� 395
0
1� 1
390 390
385 385
t 0 00 0
0 0 0 0
m
STR: oD VDOT STD. DI- C
0+00 0+50 1+00
STR-4oD - STR-4oB PROFILE
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR z1B, 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.
455
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 i.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
iv
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m ^ It 00 15
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450 m J 00 o o w o ^o 0 0 0 450
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0No J M p� 00� m oN'aa� /
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Ln 0 000000 M w0 O LD M 0 MMMd °u1 Mgt C IfZ ZO
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\ 00 aF u »
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PROPOSED RCP 55.g8 LF �a o.57%
435 PROPOSED GRADE (TYP. CROSS NG 2 WATERLINE z91 �5LF @ 435
11' 18' RCP /
131.63 LF C 0.87%
18" RCP 18" RCP /
4301$" RCP 7z.56 LF @ 1.02% 59.07 LF Qa 0.95%
�31.3z C 1.00 430
LF
z4" RCP 4,6'
167.33 LF Qa 0.54% ✓ \ /
�4" RCP 4Og
425 39.66 LF @o.61°r6 /
425
\ XISTING GRADE (TYP.)
420 VERTICA GRAPH C SCALE 420
2.s 5 10 20\
( IN FEET )
415 1 inch = 5 R. 4�5
ORIZONT L GRAP IC SCALE /
25 0 ° 2 0
410 410
( IN FEET
1 inch = 50 f .
405 / 405
5'xS' BOX CULVERT PROPOSED /
WITH BLOCKS 9, io, & ii VSMP PLAN
400 / 400
00 In LD 00 LD IXI M •i �t N O N 00 'i O 0t LD 01
S 00 L!1 ^ ^ O1 rl 'i 'i ^ O ,y O W lD N l6 M O1 •i m Q1 00 ^ O Ln O 00 ri O M O M O1 M It
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0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+
i�
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0�00 om00 O
O O ~ EXISTING GRADE
,00
Mnrn; O a
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445 0� 445 o m
00 sZ Z p 5TR:44 VDOT STD. DI-3C (L=8') O o M
a11 > > > STR:8oD VDOT STD. DI-3B (L=6') TP- 1 8 0 � ~
n H z z z TP=440-So 4 7 3 > m
INV IN:41o.83TO44D o s�
INV OUT: 436.00 TO 8o t
INV IN: 41o.1oT0446 a HZ0
440 440 INV OUT: 4 TO 4z F- H Z Z 420
PROPOSED GRADE
435
430
425
435
15" RCP
42.04 LF Qa 1.59%
430
N ,M
t O
O d
� d
0+00 0+50
425
STR-8oD - STR-8o PROFILE
415 415
PROPOSED GRADE (TYP.
410 410
1-iS" RCP
42-44 LF Qa 1.18%
405 405
0+00 0+50
STR-4c,D - STR-44 PROFILE
STR:48
INV 1
INV IN
INV OU
4+00 4+50 5+00 5+50 6+oo 6+5o
STR-78B - STR-56 PROFILE
i5 4:
00
J
430 0 -0 430
✓DOT STD. MH kD
TP=422.50 O v
a
J: 416.67 TO 50 N
: 415.33 TO 48B00
m N
f:41S.00TO46 a0 425
Lr a >
Ln
420 420
PROPOSED 6"
1 z' WATERLINE
CROSSING
415 415
L15" RCP
41.74 LF @a o.82%
410 410
0+00 0+50
STR-486 - STR-48 PROFILE
7+00 7+50 8+oo 8+50 9+00 9+50
EXISTING GRADE (TYP.
440 440
zo
J
m N
0 O
435 0 ° 0 435
n O 0
STR:5o VDOT STD. MH O N A
TP=428.00 �j Ln M a
INV IN: 4z1.00TO5oB m tF
INV IN: 4z1.75TO5z ° Nzo
INV OUT:418.67T048 F a» 430
O,FZz
425 425
PROPOSED GRADE (TYP. PROPOSED
1.0' 8" WATERLINE
CROSSING
420 420
z.6
15" RCP
41.21 LF @ 1.21%
LOT 795ANITARY LATE
415 43.5
Pl O1
CD
� S
o+00 0+50
STR-5oB - STR-So PROFILE
ION
iv
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450 o m o kp
0 450
LINE
O O -- F p0
M
p m ^a
o 0ia H T MS
445? ? o a ° 445
F o »> in F Z
„rzzz
440 440
)SED GRADE( YP.)
PROPOSED
z" WATERLINE
CROSSING
435 435
STING GRADE (TYP. 69. RCP
69�95 LF Qa o.81%
430 430
r It
O OD O
S S
0+00 0+50 1+00
STR-766 - STR-76 PROFILE
SCOTT/R. Cb-LLINS'Z
Lic. No. 035791
p 10/14/21 IJ
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JOB NO.
182150
SCALE
111 _ 501
SHEET NO.
22
Lis" RCP
430 So.86 LF Qa 1.28% 430
15" RCP
5575 LF Qa 0.56%
425 425
N N ID
01 01 S N N
I 0 0 0
0+00 0+50 1+00 1+50
STR-8oB - STR-72 PROFILE
STR:4oB VDOT STD. DI-i
TP=399.00
INV IN: 395.00 TO YD-7
INV IN: 392.5o TO 42
^PROPOSED GRADE (TYP.)
INV IN: 394.00 TO 4oD
INV OUT: 390.00 TO 401 rEXISTING GRADE (TYP.) 410
4 3
TP=4o5- 3
INV OUT: 399.33 TO 4oB
405 405
400 400
9v 59�°
395 tiSF�� 395
0
1� 1
390 390
385 385
t 0 00 0
0 0 0 0
m
STR: oD VDOT STD. DI- C
0+00 0+50 1+00
STR-4oD - STR-4oB PROFILE
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR z1B, 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.
455
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 i.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
iv
N N
d
m
m M
m p °^
� OO 0 O
Ln H Ln
0 Lon
o �'t o
o I > M 't 455
m ^ It 00 15
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d m 0 Wo^0 / �F?? ��H?
450 m J 00 o o w o ^o 0 0 0 450
V rO 0 ^w0 000 p S SM
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in'tZZ0 \ �^ M6 >om Fw» ijFZZZ ZZ
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\ 00 aF u »
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v 'Zp ,nrzz
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PROPOSED RCP 55.g8 LF �a o.57%
435 PROPOSED GRADE (TYP. CROSS NG 2 WATERLINE z91 �5LF @ 435
11' 18' RCP /
131.63 LF C 0.87%
18" RCP 18" RCP /
4301$" RCP 7z.56 LF @ 1.02% 59.07 LF Qa 0.95%
�31.3z C 1.00 430
LF
z4" RCP 4,6'
167.33 LF Qa 0.54% ✓ \ /
�4" RCP 4Og
425 39.66 LF @o.61°r6 /
425
\ XISTING GRADE (TYP.)
420 VERTICA GRAPH C SCALE 420
2.s 5 10 20\
( IN FEET )
415 1 inch = 5 R. 4�5
ORIZONT L GRAP IC SCALE /
25 0 ° 2 0
410 410
( IN FEET
1 inch = 50 f .
405 / 405
5'xS' BOX CULVERT PROPOSED /
WITH BLOCKS 9, io, & ii VSMP PLAN
400 / 400
00 In LD 00 LD IXI M •i �t N O N 00 'i O 0t LD 01
S 00 L!1 ^ ^ O1 rl 'i 'i ^ O ,y O W lD N l6 M O1 •i m Q1 00 ^ O Ln O 00 ri O M O M O1 M It
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.t S d S I d I 3 It S S S S S M d It .t I S .t 't .t 1 It It .t It .t It It It
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+
i�
d
V
m ^
0�00 om00 O
O O ~ EXISTING GRADE
,00
Mnrn; O a
o M � M't 425 0 & 0 425
445 0� 445 o m
00 sZ Z p 5TR:44 VDOT STD. DI-3C (L=8') O o M
a11 > > > STR:8oD VDOT STD. DI-3B (L=6') TP- 1 8 0 � ~
n H z z z TP=440-So 4 7 3 > m
INV IN:41o.83TO44D o s�
INV OUT: 436.00 TO 8o t
INV IN: 41o.1oT0446 a HZ0
440 440 INV OUT: 4 TO 4z F- H Z Z 420
PROPOSED GRADE
435
430
425
435
15" RCP
42.04 LF Qa 1.59%
430
N ,M
t O
O d
� d
0+00 0+50
425
STR-8oD - STR-8o PROFILE
415 415
PROPOSED GRADE (TYP.
410 410
1-iS" RCP
42-44 LF Qa 1.18%
405 405
0+00 0+50
STR-4c,D - STR-44 PROFILE
STR:48
INV 1
INV IN
INV OU
4+00 4+50 5+00 5+50 6+oo 6+5o
STR-78B - STR-56 PROFILE
i5 4:
00
J
430 0 -0 430
✓DOT STD. MH kD
TP=422.50 O v
a
J: 416.67 TO 50 N
: 415.33 TO 48B00
m N
f:41S.00TO46 a0 425
Lr a >
Ln
420 420
PROPOSED 6"
1 z' WATERLINE
CROSSING
415 415
L15" RCP
41.74 LF @a o.82%
410 410
0+00 0+50
STR-486 - STR-48 PROFILE
7+00 7+50 8+oo 8+50 9+00 9+50
EXISTING GRADE (TYP.
440 440
zo
J
m N
0 O
435 0 ° 0 435
n O 0
STR:5o VDOT STD. MH O N A
TP=428.00 �j Ln M a
INV IN: 4z1.00TO5oB m tF
INV IN: 4z1.75TO5z ° Nzo
INV OUT:418.67T048 F a» 430
O,FZz
425 425
PROPOSED GRADE (TYP. PROPOSED
1.0' 8" WATERLINE
CROSSING
420 420
z.6
15" RCP
41.21 LF @ 1.21%
LOT 795ANITARY LATE
415 43.5
Pl O1
CD
� S
o+00 0+50
STR-5oB - STR-So PROFILE
ION
iv
N J
J m
m
450 o m o kp
0 450
LINE
O O -- F p0
M
p m ^a
o 0ia H T MS
445? ? o a ° 445
F o »> in F Z
„rzzz
440 440
)SED GRADE( YP.)
PROPOSED
z" WATERLINE
CROSSING
435 435
STING GRADE (TYP. 69. RCP
69�95 LF Qa o.81%
430 430
r It
O OD O
S S
0+00 0+50 1+00
STR-766 - STR-76 PROFILE
SCOTT/R. Cb-LLINS'Z
Lic. No. 035791
p 10/14/21 IJ
z F
o J
r � °
� F
Z Lu
o � �
O Z J L
Q
,w W z L
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L
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N N N N '--i .--i N
CD CD CD CD
Lu w
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JOB NO.
182150
SCALE
111 _ 501
SHEET NO.
22
STR: oD VDOT STD. DI- C
0+00 0+50 1+00
STR-4oD - STR-4oB PROFILE
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR z1B, 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.
455
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 i.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
iv
N N
d
m
m M
m p °^
� OO 0 O
Ln H Ln
0 Lon
o �'t o
o I > M 't 455
m ^ It 00 15
-� �0 � t0
d m 0 Wo^0 / �F?? ��H?
450 m J 00 o o w o ^o 0 0 0 450
V rO 0 ^w0 000 p S SM
OD LO Vl Lll S
0No J M p� 00� m oN'aa� /
H Ln ni m -
Ln 0 000000 M w0 O LD M 0 MMMd °u1 Mgt C IfZ ZO
OCl O N1 m Vl ,n 0^ N Mgt >- .t �tH S 0 �� In F Z Z Z
445 > N M.- o Ln o ^� 0 0 � It zo 't�0
> �� N "R�?o m II >> 445
L : ~ O m o M � II _ _ > > > Ln ~ - - PROPOSE[
in'tZZ0 \ �^ M6 >om Fw» ijFZZZ ZZ
d 00 rr Ln
r Z Z Z pLn o m z 0 ROPOSED GRADE (TYP.) z" WATER
\ 00 aF u »
o° � F o / CROSSING
v 'Zp ,nrzz
440 Ln � Z Z 440
- - / 15" RCP
PROPOSED RCP 55.g8 LF �a o.57%
435 PROPOSED GRADE (TYP. CROSS NG 2 WATERLINE z91 �5LF @ 435
11' 18' RCP /
131.63 LF C 0.87%
18" RCP 18" RCP /
4301$" RCP 7z.56 LF @ 1.02% 59.07 LF Qa 0.95%
�31.3z C 1.00 430
LF
z4" RCP 4,6'
167.33 LF Qa 0.54% ✓ \ /
�4" RCP 4Og
425 39.66 LF @o.61°r6 /
425
\ XISTING GRADE (TYP.)
420 VERTICA GRAPH C SCALE 420
2.s 5 10 20\
( IN FEET )
415 1 inch = 5 R. 4�5
ORIZONT L GRAP IC SCALE /
25 0 ° 2 0
410 410
( IN FEET
1 inch = 50 f .
405 / 405
5'xS' BOX CULVERT PROPOSED /
WITH BLOCKS 9, io, & ii VSMP PLAN
400 / 400
00 In LD 00 LD IXI M •i �t N O N 00 'i O 0t LD 01
S 00 L!1 ^ ^ O1 rl 'i 'i ^ O ,y O W lD N l6 M O1 •i m Q1 00 ^ O Ln O 00 ri O M O M O1 M It
L!1 O ^ lD O! O O M l6 O C) Ol C) <D O M rl l6 V1 M O M L6 S ^ S ^ M 06
�t M It It M M M M M M M M N M ♦i 't ci It m S O S N I M 't 't Lrl L!1 1 V1 It V1 It Ln
.t S d S I d I 3 It S S S S S M d It .t I S .t 't .t 1 It It .t It .t It It It
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+
i�
d
V
m ^
0�00 om00 O
O O ~ EXISTING GRADE
,00
Mnrn; O a
o M � M't 425 0 & 0 425
445 0� 445 o m
00 sZ Z p 5TR:44 VDOT STD. DI-3C (L=8') O o M
a11 > > > STR:8oD VDOT STD. DI-3B (L=6') TP- 1 8 0 � ~
n H z z z TP=440-So 4 7 3 > m
INV IN:41o.83TO44D o s�
INV OUT: 436.00 TO 8o t
INV IN: 41o.1oT0446 a HZ0
440 440 INV OUT: 4 TO 4z F- H Z Z 420
PROPOSED GRADE
435
430
425
435
15" RCP
42.04 LF Qa 1.59%
430
N ,M
t O
O d
� d
0+00 0+50
425
STR-8oD - STR-8o PROFILE
415 415
PROPOSED GRADE (TYP.
410 410
1-iS" RCP
42-44 LF Qa 1.18%
405 405
0+00 0+50
STR-4c,D - STR-44 PROFILE
STR:48
INV 1
INV IN
INV OU
4+00 4+50 5+00 5+50 6+oo 6+5o
STR-78B - STR-56 PROFILE
i5 4:
00
J
430 0 -0 430
✓DOT STD. MH kD
TP=422.50 O v
a
J: 416.67 TO 50 N
: 415.33 TO 48B00
m N
f:41S.00TO46 a0 425
Lr a >
Ln
420 420
PROPOSED 6"
1 z' WATERLINE
CROSSING
415 415
L15" RCP
41.74 LF @a o.82%
410 410
0+00 0+50
STR-486 - STR-48 PROFILE
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EXISTING GRADE (TYP.
440 440
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PROPOSED GRADE (TYP. PROPOSED
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41.21 LF @ 1.21%
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131.63 LF C 0.87%
18" RCP 18" RCP /
4301$" RCP 7z.56 LF @ 1.02% 59.07 LF Qa 0.95%
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( IN FEET )
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410 410
( IN FEET
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PROPOSED GRADE
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PROPOSED GRADE (TYP.
410 410
1-iS" RCP
42-44 LF Qa 1.18%
405 405
0+00 0+50
STR-4c,D - STR-44 PROFILE
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STR-486 - STR-48 PROFILE
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EXISTING GRADE (TYP.
440 440
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PROPOSED GRADE (TYP. PROPOSED
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420 420
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PROPOSED GRADE (TYP.
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1-iS" RCP
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STR-4c,D - STR-44 PROFILE
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PROPOSED GRADE (TYP. PROPOSED
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PROPOSED 6"
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PROPOSED GRADE (TYP. PROPOSED
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[411\ \ \ \ I \ \ \ - - \ - -- ` - - _ / - - - - - - - - ` �' l _ DRAINAGE DESCRIF
PIPE INFORMATION
STIR. NO. DIA. LENGTH" SLOPE INVERT INVERT MATER
an.i e.> % IN Our
/Y\
a 15 205.54 0.52% 439.58 438.52 RCP
/ 7 15 176.70 0.51% 438.42 437.52 RCP
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- ��� _/// / ..` I -• ,/ </ 5 24 171.74 0.77% 437.42 436.10 RCP
4
A / //� d 2
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/ or ----- ---
\<� � �a<( � �L
k I� I i I \I -
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l 16A 15 27.86 1.16% 458.50 458.18 RCP
III I IIII II i /�\ \ \ \ 1 \�\\1�\ \\�\ \\ \I\\\ I `� I k `'1 ) I� I I .. ( z2L ----_ ---•-- 16 i r_ ��r 51- J /,:. < I
1, 15 15 67.59 1.06 % 458.08 457.33 RCP
14
13 24 121.62 0.53% 447.50 446.85 RCP
I I a�l� �' I \\ \ \ \\ \ ,.. � ,. \ ` \ \`\ �<I `I \ � I �- 1 ^_�-__ •-i66 .. ��_ ��. 4' 11 24 29.15 0.58% 448.75 448.5a RCP
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_-
`I 21 18 89.05 0.55% 1 449.42 448.93 1 RCP
k 20a
-� t `..✓ , r . /< _.ti. ` I < 19 24 130.40 0.55% 448.83 448.10 RCP
-
:"I 1e
PROPOSED GREENVAY (TYP.) Rc J' / n 24 66.e1 osa% 448.06 447.60 RCP
ITT
-
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\ / / PROPOSED CULVERT- r YD-5B -- �33 zoA s 33so za% asz.n as1.7s RCP
SHEETS
-- E
/EXISTINGS RE_M
DESIGNNFORMA34 � PROPOSED GREENWAY (TYP.), /; -` _ 30B
- - _ - - - _ _ - I/ /I / 1 % - \ Lo� ri-oT , �• , I j „ I , - - T - 30A 15 28.15 0.53% 440.58 440.43 RCP
30
_� ♦. _ A - 2$ / // / -I- 29 15 156.27 0.52% 440.33 439.52 RCP
---- - r♦ ROLOF7 /EXISTING WETLANDS (TYP.)/ 28
---- - < / / �T 27 15 181.70 0.51% 439.42 438.50 RCP
SoB 4
10,
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28A 15 27.72 1.19% 448.00 447.67 RCP
// / - - - - __ �'\, I>F ` -- ROOFio / :. • , / 3s `' 7.- -.,-...AGE (VIDE (TYP.) /
- 55 24 118.47 1.04% 429.83 428.60 1 RCP
/ ; .. / '�� \ ` \ _ L9T' I`$.. ' 06 / 'LOT 39 /// / /k� //< ✓ -0 / �/ / / / / 5✓ �/ 1 54B
54A 24 41.49 1.01 % 428.50 428.0800
RCP
54
' r �' \ \ ♦ �\ 1 \\ \/ / r� **LOT / !' ' / 53 24 52.04 1.75% 426.33 425.42 RCP
Ir-
/ % < .I< I / C / LOT / / / - 1 - 51 24 49.17 2,54% 423.00 421.75 RCP
64 //%'� /i'� 4 ` / ` k I / ( / / / I / / / J;bfil� \ 49 24 84.18 2.36 % 418.67 416.67 RCP
/\ / i/ �//<// /k/l< I
RAINAGE DIVIDE (TYP.) k \` ' `/ /�/ ✓ ` �� ' as
47 24 29.64 1.69% 415.00 414.50 RCP
46
er 45 24 85.53 1.93% 413.00 411.35 RCP
PROPERTYBOUNDARY(TYP.) 1 _-/ J j .fir/ /. /�< \ \
/ // r /, r Lor r- v (ROOF os///✓j/-('E��i<y / / \ \ V \ V 1�
l< <` %� 44A 24 100.81 1.14% 411.25 410.10 RCP
IeTi / / / /, // `/ . r.o r .�' L� ce ��/y,</< j jk ✓ ��4`kk/ I �� ` �1\\I \ \ \ \ \ \ \ \ \ \ 44
43 24 145.11 4.13% 410.00 404.00 RCP
' / l .'r i' f <� •-t • k \ \ _ 41 24 123.03 2.84 % 396.00 392.50 1 RCP
a
-`/ //// /'. /�/'/'� ! /'/ LOT ! / 4� y /j<%`�< j� ✓� t� ; < '<` /\\\�� \ \\\ \ ` 40A 24 107.W 3.73% MOM 386.00 RCP
EXISTING STREAM
Q/ s < '// 4 o // / k / ,�- -yCi � -l', J+�' \ \ I 39 24 170.13 3.62% 379.75 373.60 RCP
Lar 54D / ,.,�1 �se /7 , Y "�S< \ J� �I 38
/ y✓ / ,�, ` / , O .EXISTING STREAM - -1 I 37 24 163.39 3.37% 373.50 368.00 RCP
/
��
< <
yIUIIp _ l
// / I / k /� //[/`/�' <. VD-7F ' i �°T /. j j�% /✓ /� �-� �. /--� `_ �Jl I � 40D
40C 15 70.20 7.59% 399.33 394.00 RCP
//771
/l. \ /✓� �%`%r YD-7D LOT / for I•� j/ /`/75
fo
i
for
es PROPOSED GREENWAY (TYP.)
\' J/ / / / .�\ `- /// // I .. Lor "� ss k �Y</�//`/✓i"/1/ </,//� ,1::'// ry'% / l l / / / / / //
I y/// ✓i✓t / <) r.. l
f Lor ✓/%%Y;//.�/`�.I �` /ki.r' - /� l l \ �� / / / - � \B' / / � / / %/ ' / / %/ ' / <\. k I </ /` .:'/(/ � /./` 7 L ROOFiS ' 446 / ` 3j ROOF14 ;� % J ,%` /✓% /" r` < i ;.' </ � � / f; / / / / / / / //// / / I )
II I v IIrv�/ / // Iv/ ��� --'/ / / <1'�� f f</. I' „/, � � , ��%</�,�'i✓yi��: �<r�<t ,T�,! ` y //'� // / l � // / l
IIIII �`�II \ � ll///I \\\� \ �� ��// /ll `_,E I<`I`k ,jL`/,� I</<I Ili �' � `ik!`� ✓%✓i/✓-.///�� `��`��` / .,/� '/j/�'/ / / l // / l / / /
II I \ � l - \\ / ///.` `�l 9/k/7 1<` � ✓' 4aD �'`ii�r>/<����*��,-, /� �l� // / � /�/ / / /
IIII \ \\`_ I \ / /r /< !< l h w %r//✓/� I / / /// / // / /
I Ilr. �\\ I �� III II\ �\ �_-, /�//,I/ <<<�//Yk, k1/1°I<,j�J`llllfi \ ', t�i/,j�%,�/i,j ��/''`�_l✓.� ///// /l // / //// / / /
I I11\1\ \ \ l I - \�- ///// Lf`✓`k/,rll Y�`I<`1 I 444 .//< /<�/
I 1 \\ II\\ \/ III I III - �- \ � � -_ �' // J��/ _\�� k <Y k 4 ,`I• l�<I` m t,� �/<//! //i/, IF
Y k I I
`�`t,i•j..`•�.:k�i~,;�/.<.//// /// ///// �/ //// / // / / �/ / /
PROPERTY BOUNDARY (TYP.)
YD-767 k< /`�`,,.
/•� < «<:::111 k/ XISTING WETLANDS (TYP.) // I l l / / -
�k` / , /
6a / /i/�✓/ //k< <<`I`/. <�/ // l/ l�/ // l/ I / / /
�DRAINAGE DIVIDE (TYP.)
< %`
i
•k< /` ✓ // / / / l \ \ _
`<l/
l` vo /<
///l�l//// /// I � �l � I / '� I I I IIII Ill /<' . �`) I`1`\` � � o ����/Y�/''%v<"•*�, <�<<Y�' / I I I � I I l I / �v I--_-�-���� v A\ v��/
tJ<t
\d,<l I. k<�`
/�< // _
k GRAPHIC, SIC
EXISTING STREA // / / / / / / \ \
/// /�//// / /� I< I / F /��✓<�� < / j <� ��/ / / // / / / -�
< 1`k `I • / ,a�,t}/��` ,\e;a I / /�. /k�' �// � // /'//' IN FEET--
/ I` o �`.. ✓ f < / / / / 1 inch - 8q ft. _ -
// ` PROPOSED GREENWAY (TYP.)
/�� /-
- F-EXISTING ioo-YEAR FLOODPLAIN (TYP.) �. , / / / '- - - - - - //
I-�//�<<<j`-----
I ok `Vk< !</<C �,
dz✓ III V I �� �j I/el` .�`./`:/%/<no�
YARD DRAINAGE DESCRIPTIONS
PIPE INFORMATION
INLET INFORMATION
STR. NO.
DIA.
(in.)
LENGTH*
(ft)
SLOPE (%)
INVERT
IN
INVERT
OUT
MATERIAL
INLET TYPE
RIM
ELEVATION
YD-1A
15" Yard Inlet
455.00
12
126.83
9.46%
452.00
440.00
HDPE
YD-1
15" Yard Inlet
444.00
12
11.00
4.55%
440.00
439.50
HDPE
YD3C
12" Yard Inlet
465.33
12
52.10
1.11%
462.33
461.75
HDPE
YD-36
12" Yard Inlet
465.33
12
45.92
1.09%
461JO
461.25
HDPE
YD-3A
12" Yard Inlet
465.00
12
84.50
1.48%
461.25
460.00
HDPE
YD3
12" Cleanout
464.67
12
16.75
1.49%
460.00
459.75
HDPE
YD4D
12" Yard Inlet
462.00
12
69.00
4.35%
458.00
455.00
HDPE
YD4C
12" Yard Inlet
459.00
12
56.30
3.55%
455.00
453.00
HDPE
YD46
12" Yard Inlet
456.00
12
51.10
1.14%
453.00
452.42
HDPE
YD4A
12" Yard Inlet
456.67
12
79.08
1.16%
452.42
451.50
HDPE
YD4
12" Yard Inlet
457.67
12
22.55
1.11%
451.50
451.25
HDPE
YD-56
15" Yard Inlet
449.00
12
101.30
0.99%
444.75
443.75
HDPE
VD-5A
15" Yard Inlet
446.67
12
106.20
3.22%
443.75
440.33
HDPE
YD-5
15" Yard Inlet
445.00
15
94.42
0.35%
440.33
440.00
HDPE
YD-7F
12" Yard Inlet
417.00
12
68.85
5.33%
414.00
410.33
HDPE
YD-7E
12" Cleanout
413.33
12
37.00
4.05%
410.33
408.83
HDPE
YD-70
12" Cleanout
411.83
12
110.55
4.37%
408.83
404.00
HDPE
YD-7C
12" Cleanout
407.00
12
111.58
1.05%
404.00
402.83
HDPE
YD-76
12" Cleanout
407.50
12
88.50
2.07%
402.83
401.00
HDPE
YD-7A
12" Cleanout
406.50
12
70.75
7.079/o
401.00
396.00
HDPE
YD-7
1
1
12" Cleanout
401.00
12
12.33
8.119/.
396.00
1 395.00
HDPE
I
44D
44C
15
42.44
1.18%
411.33
410.83
RCP
46B
48A
15
41.24
0.82%
415.67
415.33
RCP
SOB
SOA
15
1 41.21
1.21 %
421.50
421.00
RCP
54D
54C
15
41.56
1—
428.50
-8.00
RCP
68
67
15
45.54
2.70%
438.00
436.77
RCP
66
65
15
52.04
0.61 %
436.67
436.35
RCP
64
63
15
63.77
1.96%
436.25
435.00
RCP
62
61
15
23.15
2.16%
432.50
432.00
RCP
62B
62A
15
27.86
1.44%
433.00
432.60
RCP
70
69
15
45.86
0.55%
440.25
440.00
RCP
78B
78A
15
55.98
0.57%
441.50
441.18
RCP
7e
77
15
291.25
1.94%
441.08
435.43
RCP
76
75
18
131.63
0.87%
435.33
434.18
RCP
74
73
18
59.07
0.95%
434.08
433.52
RCP
72
71
18
72.56
1.02%
433.42
432.68
RCP
60
59
18
131.32
1.00%
432.58
431.27
RCP
58B
58A
24
39.66
0.61%
431.17
430.93
RCP
58
57
24
167.33
0.54%
430.83
429.93
RCP
76B
76A
15
69.95
0.01%
436.00
435.43
RCP
80B
80A
15
50.86
1,28%
434.58
433.93
RCP
80
79
15
W.75
0,56%
433.83
433.52
RCP
80D
80C
15
42.04
1 1.59%
1 436.00
435.33
RCP
IS
Structure
Area
Cw
tc
INLET INFORMATION
RIM
-
(Acres)
(Min.)
rat T
ETTYPE
Curb
SLOT
Type
LENGTH
ELEVATION
443.33
---
4
0.28
0.75
6.0�*
DIJB
CG6
12
8
0.35
0.70
6.0
DIJB
cG6
+4
453.33
10
0.41
0.65
6.0
0 SCOTT
R.
LLINS'Z
MH
CG6
-
461.33
12
0.10
0.75
5.0
U Lic.
NO.
035791,E
454.83
12B
0.11
0.75
5.0
°�
10/14/21
w4
MH
CG6
-
16
0.16
0.55
6.0
°
MH
CG6
-
444.00
16B
0.21
0.75
6.0
%Q NAL
E
w
18
0.13
0.75
5.0
Z
z
20
0.14
0.70
6.0
Z
w
DIJB
CG6
8
465.17
20B
0.16
0.70
5.0
z
DIJB
CG6
6
465.17
22
0.11
0.75
5.0
0
464.17
24
0.35
0.75
5.0
U
MH
cc6
0
26
0.11
0.70
5.0
DIJB
CG6
6
462.00
N
c
28
0.07
0.75
5.0
z
z
z
28B
0.20
0.75
6.0
f
Z
o
461.92
30
0.10
0.75
6.0
0
O
f
U
o
O
Z
DIJB
CG6
6
30B
0.25
0.70
6.0
0o
F
0o
p
40
0.12
0.50
6.0
o
>
f
In
a
>
456.83
40B
0.24
0.50
6.0
F
J
Q
'a
f
0-6Z
❑
DIJB
CG6
6
'w
a
k
o
r
r-D
f
x
DI-3C
CG6
8
456.00
--
40D
0.17
0.80
6.0
V
U
Q
5
U
r
42
0.04
0.90
5.0
Z
o
Uj
Q
N
DI-3B
CG6
6
457.00
44
0.32
0.80
6.0
U
LU
U
U�
W
O
o
w
_j
w
DI-38
CG6
8
458.75
44B
0.09
0.75
6.0
F„♦
m
Z
'3
44D
0.13
0.75
6.0
m
U
m
m
Ce
DI-36
cc6
6
463.75
L
vwi
N
y
46
0.18
0.75
5.0
w
d
48B
0.11
0.75
6.0
Ce
d
d
d
0
W
c
o
DI-3B
CG-6
8
458.75
50B
0.11
0.75
6.0
w
w
w
52
0.10
0.75
5.0
" 1
w
Ce
52B
0.11
0.70
5.0
li
❑
DIJB
cc6
m
447.42
54B
0.10
0.75
6.0
0
DIJB
CG6
a
447A2
54D
0.09
0.75
6.0
58
0.46
0.70
6.0
DIJB
CG6
8
454.83
6
58B
0.19
0.75
6.0
62
0.15
0.60
6.0
454.75
62B
0.21
0.75
6.0
O
DIJB
CG6
12
64
0.10
0.80
5.0
O
CD
CD
O
N
N
2
W
O
O
O
N
CSCSO
N
66
0.27
0.75
6.0
o
n
v
-
?
C
439.67
68
0.16
0.75
5.0
CD
.�-r
I j
CDU
MH
CG6
-
v
�
�
0
DIJB
CG6
8
437.50
70
0.31
0.75
6.0
72
0.13
0.75
5.0
MH
CG6
-
435.17
E
74
0.12
0.75
6.0
-
DIJB
CG6
8
431.42
76
0.64
0.50
7.0
428.00
76B
0.38
0.65
7.0
❑
MH
cc6
-
78
0.70
0.50
7.0
in
MH
CG6
-
422.50
78B
0.36
0.65
6.0
>
DIJB
CG6
10
421.08
80
0.10
0.75
5.0
M
80B
0.12
0.75
6.0
C'7
DIJB
CG6
6
419.67
�
80D
0.15
0.70
6.0
N
o
DIJC
CG6
8
417.83
J
®
v
DIJB
CG6
8
4o9.7s
YD-1
0.22
0.40
7.0
CY)
3
YD-lA
0.24
0.65
6.0
o
DI-1
CG6
-
399.00
YD-3A
0.06
0.50
6.0
t
n
a
5I-1
CG6
-
396.00
YD-3B
0.07
0.45
6.0
N
�
c
MH
CG6
-
380.00
YD-3C
0.11
0.45
6.0
m
o
O
YD-4B
0.12
0.50
6.0
OU
N
YD-4C
0.14
0.50
6.0
DI-3C
CG6
8
405.33
1\
YD-4D
0.14
0.50
6.0
Q
>
a
YD-5
0.28
0.50
5.0
o
YD-5A
0.15
0.60
5.0
LU
T-
DI-3B
CG6
6
418.33
YD-5B
0.27
0.50
5.0
a
m
YD-7A
0.05
0.90
5.0
o
422.42
YD-7C
0.07
0.90
5.0
♦>�
V)
/'��//�
W
DI-3B
CG6
8
YD-7D
0.05
0.60
6.0
-
d
a
`
YD-7E
0.07
0.60
6.0
O
DI-38
CG6
8
428.25
YD-7F
0.11
0.60
6.0
O
0
LL,
3
435.42
R00F1
0.13
0.90
5.0
Q
♦
Q
s
DIJB
cc6
a
ROM
0.18
0.90
5.0
ROOF3
0.09
0.90
5.0
C)
, ^
Q
o
DIJC
CG6
8
4.00
44
ROOF4
0.09
0.90
5.0
s
t
V J
v
ROOF5
0.09
0.90
5.0
DIJB
CG6
10
443.50
1
f
Y
a
ROOF6
0.15
0.90
5.0
0
DIJB
cc6
8
441.50
C
ROOF?
0.11
0.90
5.0
43 9.22
ROOF8
0.10
0.90
5.0
-
O
E
DIJC
CG6
6
ROOF9
0.11
0.90
5.0
J
ROOF10
0.22
0.90
5.0
0
DIJB
cc6
8
440.00
ROOF 11
0.11
0.90
5.0
LU
ROOF12
0.11
0.90
5.0
uJ
J
z
ROOF 13
0.11
0.90
5.0
z
DIJB
CG6
12
444.58
w
ROOF14
0.11
0.90
5.0
N
ROOF 15
0.17
0.90
5.0
o
`vZ'
U
DIJB
CG6
12
448.83
i
/
'�
O
0
DIJB
CG6
12
448.75
I
.'.
442.83
O
°
DIJB
CG6
12
n
440.58
I
I
\
f �'1
>
DIJB
CG6
6
\
V
I
I
Q
M
N
DI-3C
CG6
6
440.33
I
N
m
MH
CG6
-
440.25
I I
I
I I
I
s
439.08
I
I
�
DI-3C
CG6
6
-
DEW
CG6
12
439.08
r
w
E
w
U
U')DI-3B
CG6
12
443.00
JOB NO.
I
182150
0
m
DIJB
CG6
6
440.58
/
SCALE
m
°
440.33
1 11 _ 801
0
DIJC
CG6
6
1
c
�
0
�
SHEET NO.
n
1
/
DIJB
CG6
6
440.50
23
s
Z,TH OFF
SCOTT
R.
LLINSZ
O
U Lic.
No.
035791
�
°0
���`rSIONAL
10/14/21
w4
E�Ol
w
w
Z
Z
W
N
z
J
O
U
0
c
H
F
H
0
Z
Z
Z
c
w
w
WI
o
H
U
Z
Z
O
O
O
V
U
V
In
ail
_
O
F-
r
O
O
Q
>
Q
>
J
Q
ai$
g
co
0-6
Z
a
F
0
O
f
aXi
m
w
In
r
ZIn
O
U
O
O�
o
v=i
w
W
w
W
Q
0
OZ
J
O
,a-,
a'
w
ce
W
w
H
'-'
m
Z
3
Z
E
10
f
>
w
w
w
w
Ib
Vl
CO
Ib
W
>
Q
w
V]
Y
Q
Q
a
d
p
p
y
>
a
d
a
uwi
4
o
oo;
W
w
w
In
w
uI
to
uJ
`
Lu
�
�
o
U
`o
a
gutter longitudinal slope of
0.001 should
be used in a
sump
condition
0
o
grate inlets (DI-7) in open pavement areas will not have a curb
spread, but will have inlet spread and
depth
for inlets draining to stormwater
management facilities, the 6.5in/hr check storm will suffice for the 10yr
conveyance to the facilities
NOTE: Inlet size for structures determined by overland flow. Pipes have been sized to include overland flow as well as yard inlet and roof drain drainage areas.
C
0
0
0
0
2
O
O
O
N
N
W
O
O
~
N
N
1,
N
co
"-I
t\O
�+
t\O
ti
C
v
w
n
C2
Ln
o
U
for inlets draining
to stonmwater
management
facilities,
where
ovedand
flow
to facilities
is not
available,
100%
capture
is required
at 6.5in/hr
o
a
0
E
0
C
J
d
r
U
M
®
z
1\
>
°
CV
J
3
M
�F
V
N
m
0
r
a
N
G`
o
lO
v'
O
O
N
m
J
Q
W
o
c
J
`
O
L
w
a
O
`o
L9
U
�--1
0
-1
3
gutter longitudinal slope of
0.001 should
be used in a
sump
condition
=
V
U
grate inlets (DI-7) in open pavement areas will not have a curb
spread, but will have inlet spread and
depth
(�
LU
for inlets draining to stormwater
management facilities, the 6.5in/hr check storm will suffice for the 10yr
conveyance to the facilities
�
(�
v
NOTE: Inlet size for structures determined by overland
flow.
Pipes have been sized to include overland flow
as well
as yard inlet and roof drain drainage areas.
r
Q
N
z
a
w
U
<
c
�Q/
o
LL
J
V)
c
o
U_
z
w
Z
w
Nw
z
L 1_
___I
z
Z
for inlets draining to stormwater
management facilities,
where overland flow
to facilities is not
available, 100% capture
is required
at 6.5in/hr
��
N
r_
(n
Z
J
J
LNLJ
L 1_
0
T
�
<
0
d
O
1
I•��
V
>
O
O
Q
co
U
x
CN
s
W
�
U
J
ti
N
N
w
W
E
W
O
u)
O
a
V)
�
JOB NO.
182150
0
SCALE
°
N/A
o
0
SHEET NO.
a
24
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
Hyd
INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE)
Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 iNhr for capacity and depth)
efficient, n is 0.013
Mannings Coti
Inlet
Hydrology
Curb and Gutter
Inlet
3
�
d
a C
N p =
U �
^ T O d
U >i
X W O C U N C
a m
� � 3
a v io c
N > o
0
� o u
19
� C �' W W
�
c O
Z' E
a
ci d
of in ?i v3i v3i � w
m rn lu a d v �
8
3B
14.0
0.35
0.70
0.245
1.59
0.00
1.59
0.0718
0.0200
2.0
0.0833
4.1650
5.49
0.66
3.5192
0.1466
0.1461
13.27
1.06
1.00
1.59
0.00
10
3B
12.0
0.41
0.65
0.287
1.73
0.00
1.73
0.0330
0.0200
2.0
0.0833
4.1650
6.55
0.78
3.5192
0.1466
0.1344
11.44
1.05
1.00
1.73
0.00
12
3B
6.0
0.10
0.75
0.075
0.49
0.00
0.49
0.0200
0.0200
2.0
0.0833
4.1650
4.47
0.92
3.5192
0.1466
0.1549
5.31
1.13
1.00
0.49
0.00
12B
3B
6.0
0.11
0.75
0.083
0.54
0.00
0.54
0.0200
0.0200
2.0
0.0833
4.1650
4.64
0.90
3.5192
0.1466
0.1520
5.59
1.07
1.00
0.54
0.00
16
36
6.0
0.16
0.55
0.088
0.57
0.00
0.57
0.0100
0.0200
2.0
0.0833
4.1650
5.41
0.86
3.5192
0.1466
0.1461
4.78
1.26
1.00
0.57
0.00
166
36
8.0
0.21
0.75
0.158
1.02
0.00
1.02
0.0100
0.0200
2.0
0.0833
4.1650
6.73
0.77
3.5192
0.1466
0.1329
6.46
1.24
1.00
1.02
0.00
18
3B
6.0
0.13
0.75
0.098
0.63
0.00
0.63
0.0100
0.0200
2.0
0.0833
4.1650
5.62
0.85
3.5192
0.1466
0.1446
5.02
1.20
1.00
0.63
0.00
20
3B
8.0
0.14
0.70
0.098
0.64
0.00
0.64
0.0344
0.0200
2.0
0.0833
4.1650
4.47
0.92
3.5192
0.1466
0.1549
6.99
1.14
1.00
0.64
0.00
20B
3B
8.0
0.16
0.70
0.112
0.73
0.00
0.73
0.0344
0.0200
2.0
0.0833
4.1650
4.70
0.90
3.5192
0.1466
0.1520
7.48
1.07
1.00
0.73
0.00
22
3B
8.0
0.11
0.75
0.083
0.54
0.00
0.54
0.0200
0.0200
2.0
0.0833
4.1650
4.64
0.90
3.5192
0.1466
0.1520
5.59
1.07
1.00
0.54
0.00
26
3B
8.0
0.11
0.70
0.077
0.50
0.00
0.50
0.0150
0.0200
2.0
0.0833
4.1650
4.77
0.90
3.5192
0.1466
0.1520
4.98
1.20
1.00
0.50
0.00
28
3B
8.0
0.07
0.75
0.053
0.34
0.00
0.34
0.0823
0.0200
2.0
0.0833
4.1650
3.00
0.99
3.5192
0.1466
0.1652
6.72
1.19
1.00
0.34
0.00
28B
3B
12.0
0.20
0.75
0.150
0.98
0.00
0.98
0.0823
0.0200
2.0
0.0833
4.1650
4.45
0.92
3.5192
0.1466
0.1549
10.86
1.11
1.00
0.98
0.00
30
3B
8.0
0.10
0.75
0.075
0.49
0.00
0.49
0.0353
0.0200
2.0
0.0833
4.1650
4.02
0.95
3.5192
0.1466
0.1593
6.19
1.29
1.00
0.49
0.00
30B
3B
10.0
0.25
0.70
0.175
1.14
0.00
1.14
0.0353
0.0200
2.0
0.0833
4.1650
5.52
0.85
3.5192
0.1466
0.1446
9.36
1.07
1.00
1.14
0.00
42
3B
8.0
0.04
0.90
0.036
0.23
0.00
0.23
0.0756
0.0200
2.0
0.0200
1.0000
2.65
0.97
2.0000
0.0633
0.1008
7.52
1.06
1.00
0.23
0.00
44B
3B
6.0
0.09
0.75
0.088
0.44
0.00
0.44
0.0150
0.0200
2.0
0.0833
4.1650
4.54
0.91
3.5192
0.1466
0.1534
4.69
1.28
1.00
0.44
0.00
44D
3B
6.0
0.13
0.75
0.098
0.63
0.00
0.63
0.0150
0.0200
2.0
0.0833
4.1650
5.21
0.87
3.5192
0.1466
0.1476
5.60
1.07
1.00
0.63
0.00
46
3B
10.0
0.18
0.75
0.135
0.88
0.00
0.88
0.0356
0.0200
2.0
0.0833
4.1650
5.00
0.88
3.5192
0.1466
0.1490
8.27
1.21
1.00
0.88
0.00
486
3B
8.0
0.11
0.75
0.083
0.54
0.00
0.54
0.0476
0.0200
2.0
0.0833
4.1650
3.94
0.95
3.5192
0.1466
0.1593
7.05
1.13
1.00
0.54
0.00
50B
3B
8.0
0.11
0.75
0.083
0.54
0.00
0.54
0.0722
0.0200
2.0
0.0833
4.1650
3.64
0.97
3.5192
0.1466
0.1622
7.90
1.01
1.00
0.54
0.00
52
3B
8.0
0.10
0.75
0.075
0.49
0.00
0.49
0.0722
0.0200
2.0
0.0833
4.1650
3.52
0.96
3.5192
0.1466
0.1608
7.63
1.05
1.00
0.49
0.00
548
3B
8.0
0.10
0.75
0.075
0.49
0.00
0.49
0.0469
0.0200
2.0
0.0833
4.1650
3.81
0.95
3.5192
0.1466
0.1593
6.74
1.19
1.00
0.49
0.00
54D
3B
8.0
0.09
0.75
0.068
0.44
0.00
0.44
0.0722
0.0200
2.0
0.0833
4.1650
3.38
0.98
3.5192
0.1466
0.1637
7.22
1.11
1.00
0.44
0.00
62B
3B
8.0
0.21
0.75
0.158
1.02
0.00
1.02
0.0200
0.0200
2.0
0.0833
4.1650
5.91
0.83
3.5192
0.1466
0.1417
7.65
1.05
1.00
1.02
0.00
64
3B
8.0
0.10
0.80
0.080
0.52
0.00
0.52
0.0355
0.0200
2.0
0.0833
4.1650
4.12
0.94
3.5192
0.1466
0.1578
6.41
1.25
1.00
0.52
0.00
66
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
70
3B
12.0
0.31
0.75
0.233
1.51
0.00
1.51
0.0386
0.0200
2.0
0.0833
4.1650
6.04
0.81
3.5192
0.1466
0.1388
11.11
1.08
1.00
1.51
0.00
74
3B
6.0
0.12
0.75
0.090
0.59
0.00
0.59
0.0100
0.0200
2.0
0.0833
4.1650
5.45
0.86
3.5192
0.1466
0.1461
4.82
1.24
1.00
0.59
0.00
76
3B
12.0
0.64
0.50
0.320
2.08
0.00
2.08
0.0238
0.0200
2.0
0.0833
4.1650
7.46
0.72
3.5192
0.1466
0.1256
11.67
1.03
1.00
2.08
0.00
76B
3B
12.0
0.38
0.65
0.247
1.61
0.00
1.61
0.0238
0.0200
2.0
0.0833
4.1650
6.77
0.77
3.5192
0.1466
0.1329
10.12
1.19
1.00
1.61
0.00
78
3B
12.0
0.70
0.50
0.350
2.28
0.00
2.28
0.0110
0.0200
2.0
0.0833
4.1650
8.92
0.62
3.5192
0.1466
0.1109
10.36
1.16
1.00
2.28
0.00
78B
3B
10.0
0.36
0.65
0.234
1.52
0.00
1.52
0.0110
0.0200
2.0
0.0833
4.1650
7.67
0.70
3.5192
0.1466
0.1226
8.23
1.21
1.00
1.52
0.00
80B
3B
6.0
0.12
0.75
0.090
0.59
0.00
0.59
0.0092
0.0200
2.0
0.0833
4.1650
5.54
0.65
3.5192
0.1466
0.1446
4.73
1.27
1.00
0.59
0.00
BOD
3B
6.0
0.15
0.70
0.105
0.68
0.00
0.68
0.0079
0.0200
2.0
0.0833
4.1650
6.04
0.81
3a192
0.1466
0.1368
4.94
1.21
1.00
0.88
0.00
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
0
3
W Y @
u
0
o u
£ to
g
m c
o
rn a
o
m 4
�
H
0 � o
� 9 rn VI
'�
c t ,9
N p0 ."
a > �
Q U U O O O
vi rn � to rn
N
III
0.19
0.75
0.143
0.57
0.00
0.57
0.0010
0.0200
2.0
0.0200
1.0000
8.32
right
0.16
0.75
0.120
0.48
0.00
0.48
0.0010
0.0200
2.0
0.0200
1.0000
7.80
24 3C 8.0
combined flow
1.1
0.12 0.252 5.79
left
0.09
0.80
0.072
0.29
0.00
0.29
0.0010
0.0200
2.0
0.0200
1.0000
6.44
right
0.08
0.80
0.064
0.26
0.00
0.26
0.0010
0.0200
2.0
0.0200
1.0000
6.16
40D 3C 8.0
combined flow
0.5
0.07 0.163 3.73
left
0.20
0.80
0.160
0.64
0.00
0.64
0.0010
0.0200
2.0
0.0833
4.1650
8.69
right
0.12
0.80
0.096
0.38
0.00
0.38
0.0010
0.0200
2.0
0.0833
4.1650
7.17
44 3C 8.0
combined flow
1.0
0.11 0.248 5.69
left
0.16
0.70
0.112
0.45
0.00
0.45
0.0010
0.0200
2.0
0.0833
4.1650
7.60
right
0.30
0.70
0.210
0.84
0.00
0.84
0.0010
0.0200
2.0
0.0833
4.1650
9.62
58 3C 12.0
combined flow
1.3
0.11 0.237 5.44
left
0.10
0.75
0.075
0.30
0.00
0.30
0.0010
0.0200
2.0
0.0833
4.1650
6.54
right
0.09
0.75
0.068
0.27
0.00
0.27
0.0010
0.0200
2.0
0.0833
4.1650
6.29
58B 3C 8.0
combined flow
0.6
0.09 0.191 4.37
left
0.09
0.60
o.osa
0.22
0.00
0.22
0.0010
0.0200
2.0
0.0833
4.1650
5.78
right
0.06
0.60
0.036
0.14
0.00
0.14
0.0010
0.0200
2.0
0.0833
4.1650
4.97
62 3C 6.0
combined flow
0.4
0.06 0.140 3.21
left
0.05
0.75
0.038
0.15
0.00
0.15
0.0010
0.0200
2.0
0.0833
4.1650
5.04
right
0.11
0.75
0.083
0.33
0.00
0.33
0.0010
0.0200
2.0
0.0833
4.1650
6.78
68 3C 8.0
combined flow
0.5
0.07 0.150 3.43
left
0.06
0.75
0.045
0.18
0.00
0.18
0.0010
0.0200
2.0
0.0833
4.1650
5.40
right
0.07
0.75
0.053
0.21
0.00
0.21
0.0010
0.0200
2.0
0.0833
4.1650
5.72
72 3C 6.0
combined flow
0.4
0.07 0.148 3.39
left
0.05
0.75
0.038
0.15
0.00
0.15
0.0010
0.0200
2.0
0.0833
4.1650
5.04
right
0.05
0.75
0.038
0.15
0.00
0.15
0.0010
0.0200
2.0
0.0833
4.1650
5.04
80 3C 6.0
combined flow
0.3
0.06 0.124 2.85
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
_
N
�,
D c
w 3
p
r
u 0
c o 3
g
m c
u
rn a
m �
o
o
S
a > �
a U U C! O d
vi
left
0.18
0.75
0.135
0.88
0.00
0.88
0.0010
0.0200
2.0
0.0833
4.1650
9.78
right
0.17
0.75
0.128
0.83
0.00
0.83
0.0010
0.0200
2.0
0.0833
4.1650
9.57
24 3C 8.0
combined flow
1.7
0.16 0.349 8.00
left
0.09
0.80
0.072
0.47
0.00
0.47
0.0010
0.0200
2.0
0.0833
4.1650
7.72
right
0.08
0.80
0.064
0.42
0.00
0.42
0.0010
0.0200
2.0
0.0833
4.1650
7.39
40D 3C 8.0
combined flow
0.9
0.10 0.225 5.16
left
0.20
0.80
0.160
1.04
0.00
1.04
0.0010
0.0200
2.0
0.0833
4.1650
10.42
right
0.12
0.80
0.096
0.62
0.00
0.62
0.0010
0.0200
2.0
0.0833
4.1650
8.60
44 3C 8.0
combined flow
1.7
0.16 0.343 7.86
left
0.16
0.70
0.112
0.73
0.00
0.73
0.0010
0.0200
2.0
0.0833
4.1650
9.12
right
0.30
0.70
0.210
1.37
0.00
1.37
0.0010
0.0200
2.0
0.0833
4.1650
11.54
58 3C 12.0
combined flow
2.1
0.15 0.328 7.52
left
0.10
0.75
0.075
0.49
0.00
0.49
0.0010
0.0200
2.0
0.0833
4.1650
7.84
right
0.09
0.75
0.068
0.44
0.00
0.44
0.0010
0.0200
2.0
0.0833
4.1650
7.54
58B 3C 8.0
combined flow
0.9
0.12 0.263 6.04
left
0.09
0.60
o.osa
0.35
0.00
0.35
0.0010
0.0200
2.0
0.0833
4.1650
6.93
right
0.06
0.60
0.036
0.23
0.00
0.23
0.0010
0.0200
2.0
0.0833
4.1650
5.96
62 3C 6.0
combined flow
0.6
0.09 0.194 4.44
left
0.05
0.75
0.038
0.24
0.00
0.24
0.0010
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STRUCTURE
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YD-1
15"Nybplast Yard In
Design Storm
Year=
10
Design Storm Year= 10
Design Year:
10
Project:
Brookhlll
Blocks
9, 10,
& 11
Job #:
182150
Prepared
by:
AML, PE
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SCOTT/R. Cb-LLINS'Z
Lic. No. 035791,E
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27
SEE NOTE, THIS SHEET. � " [ Y Y Y
/ v NOTE: SEE FINAL SITE PLAN FOR LANDSCAPING
/30PLANTED/REF61RESTED IN OPEN SPACE AND BUFFER AREAS. NOTE: 30' PORTION OF THE ROUTE 29 BUFFER MAY BE
/------- p BUFFER DISTURBED FOR GRADING WITHIN THE DEVELOPMENT,
y _ _ _ AND SHALL BE REPLANTED WITH A MIXTURE OF
_�- ----_ - - - - - - --- DECIDUOUS AND EVERGREEN SHRUBS AND TREES TO
BE APPROVED BY THE DIRECTOR OF PLANNING.
.l
lop ALONG FLORA LANE
FEW ALONG FLORA COURT;jfi*&A,4*#,,
k, N . 111. EXISTING STREAM j
lmp�-Ro — , iff& N6�
_ ATTIMEOFFINALSUB
DIVISIONPLAT, 43 / GRAPHIC SCALE
PER PROFFER #2 OF ZMA2oi8000ii Y LOT \ / QOSE�
/ x LOT
/ 85 44 ao 0 0 40 eo
Y BOUNDARY(TYP.),� LOT /
LOT G K / ( IN FEET )
A CHL E-5 H E45
84 2g LOT 1 inch = 40 ft.
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10/14/21 'Ad
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Conservation Plan Notes:
PROPERTY BOUNDARY(TYP. r ly�~ ` { �, LOT \ / PLANTSCHEDULE:
'KIK
1.ALL TREES TO BE PRESERVED AND PROTECTED SHALL BE MARKED WITH PAINT OR RIBBON / LOT ' A CH NE - S H E2 %� �'` 45 i SYMBOL BOTANICAL NAME COMMON NAME SIZE QUANTITY CANOPY TOTAL
AT A HEIGHT CLEARLY VISIBLE TO EQUIPMENT OPERATORS. NO LAND DISTURBING / 84 - - r \
ACTIVITY SHALL BEGIN UNTIL THE TREE MARKING HAS BEEN INSTALLED BY THE °� / ✓ / A °w LOT
CANOPYTREES
LOT
CONTRACTOR AND INSPECTED AND APPROVED BY THE COUNTY ENGINEERING DEPARTMENT. "/�\/
2. HEAVY EQUIPMENT, VEHICULAR TRAFFIC, AND THE STORAGE OF CONSTRUCTION _ - ' /.. / - ��>,.� y AR ACER RUBRUM RED MAPLE 2-1/2" cal. 31 452 14012
MATERIALS AND SOIL SHALL NOT BE PERMITTED WITHIN THE OUTSIDE DRIPLINE OF TREES 83 / s \ 9\ LOT / QP QUERCUS PHELLOS WILLOW OAK 2-1/2" Cal. 1 58 419 24302
TO BE PRESERVED AND PROTECTED. / �%` r / °A \ 47 ` CIS QUERCUS SHUMARDII ISHUMARDOAK 2-1/2" cal.1 33 372 12276
3. TEMPORARY EROSION CONTROL MEASURED AND/OR PERMANENT STORMWATER LOT ' r� O TOTAL 50590
MANAGEMENT FACILITIES LOCATIONS SHALL BE COORDINATED SUCH THAT THEY SHALL 82 NOT ADVERSELY AFFECT TREES TO BE PRESERVED AND PROTECTED. /
4. FIRES SHALL NOT BE PERMITTED WITHIN 100 FEET OF THE OUTSIDE DRIPLINE OF TREES / ,✓ X \ \ k
TO BE PRESERVED AND PROTECTED. i - `�� / _ \° . ,` LANDSCAPING NOTES
5. TOXIC MATERIALS SHALL NOT BE STORED WITHIN 100 FEET OF THE OUTSIDE DRIPLINE OF � ,' EXISTING STREAM V LOT ,;� V `� A � -- /� ,i. iLARGE STREET TREE PROVIDED EVERY So'OF STREET FRONTAGE.
_ ` . ` z. STREET TREES SHALL BE LOCATED M TREES TO BE PRESERVED AND PROTECTED. � � 5'MIN. FROM DRAINAGE STRUCTURES AND io' MIN.
FROM WATERLINE AND SANITARY SEWER STRUCTURES.
6. NO LAND DISTURBING ACTIVITY SHALL BEGIN UNTIL THE TREE PROTECTIVE FENCING HAS r \ i / i ' \ - �. `
BEEN INSTALLED BY THE CONTRACTOR AND INSPECTED AND APPROVED BY THE COUNTY A v \ �� l " \ f \ �� • 3 STREET TREES SHALL BE ALLOWED TO REACH, AND BE MAINTAINED AT, MATURE HEIGHT;
ENGINEERING DEPARTMENT. / V A / * LOT ` THE TOPPING OF TREES IS PROHIBITED. STREET TREES SHALL BE PRUNED MINIMALLY AND
\ 8 A . �� ONLY TO SUPPORT THE OVERALL HEALTH OF THE PLANT.
7. WHEN TRENCHING FOR ANY KIND OF UNDERGROUND WATER, SEWER, ELECTRICAL, CABLE, /� \ S
TELEPHONE, OR OTHER UTILITY SERVICE IS NECESSARY WITHIN THE LIMITS OF TREE � ti � LOT \ / j \ ; y. STREET LOCATED WITHIN INTERSECTION SIGHT DISTANCE TRIANGLES SHALL BE
PROTECTION OR BEYOND THE LIMITS OF CLEARING, THE SEPARATION FROM THE TRUNKS 8p �} / % \� / PRUNED BETWEEN z' AND T ABOVE GROUND AS A CLEAR ZONE TO PRESERVE SIGHT LINES
OF TREES SHALL BE MAXIMIZED TO THE FURTHEST EXTENT POSSIBLE. TUNNELING SHALL \ I f / \ ,I' AND ACCOMMODATE PEDESTRIANS.
BE REQUIRED WHEN DEEMED, BY THE COUNTY ENGINEER, THAT TRENCHING WILL .X' LOT j „�� 5. TOTAL STREET FRONTAGE = 5,493.'
SIGNIFICANTLY DAMAGE FEEDER ROOTS OF TREES TO BE PRESERVED AND PROTECTED. 14_ % j� \ I G,
LOT `e 59 / U, REQUIRED STREET TREES: 2uo (i TREE PER EVERY So' OF STREET FRONTAGE)
8. ANY DAMAGE TO THE CROWN, TRUNK, OR ROOT SYSTEM OF ANY TREE TO BE / i ` '' �S LIMITS OF GREENWAY. PROPOSED STREET TREES: 122
PRESERVED AND PROTECTED SHALL BE REPAIRED IMMEDIATELY, IN ACCORDANCE WITH q' 79 f f \ �09� FUTURE PUBLIC GREENWAY TO BE NOTE:i,96y'OFSTREETFRONTAGEALONGARCHERAVENUE(PORTIONOF)
THE PRACTICES IN THE EROSION AND SEDIMENT CONTROL HANDBOOK. CARE FOR SERIOUS / f / LOT \ FF
INJURIES SHALL BE PRESCRIBED BY A PROFESSIONAL FORESTER OR TREE SPECIALIST. y / \ +�2G EDICATEDTOALBEMARLECOUNTY REQUIRED STREET TREES: 40
50 .;/ / 2s6' AT TIME OF FINAL SUBDIVISION PLAT, s PROPOSED STREET TREES:46
9. SOILS WHICH HAVE BEEN COMPACTED, OVER THE ROOT ZONES OF TREES TO BE I / LOT ` ` \ \ '02 PER PROFFER #z OF ZMA2oi8000ii o NOTE: i,685' OF STREET FRONTAGE ALONG FLORA LANE
PRESERVED AND PROTECTED, SHALL BE AERATED BY PUNCHING HOLES WITH AN IRON / 78 / H REQUIRED STREET TREES:34
BAR EVERY 18" OVER THE ROOT ZONE. THE BAR SHALL BE DRIVEN 12" DEEP AND LIMITS O FGREENWAY. P", \
MOVED BACK AND FORTH IN EACH HOLE UNTIL SOIL IS LOOSENED. / f % LOT ,/ / \� / / �� PROPOSED STREET TREES: 36
FUTURE PUBLIC GREENWAY TO BE i j \
EDICATED TO ALBEMARLE COUNTY LOT ' / 6i / / \ \ NOTE: EQ48o'OF STREET FRONTAGE ALONG EUSTIS AVENUE (PORTION OF)
10. TREE PROTECTIVE MEASURES SHALL U THE LAST OF THE TEMPORARY EROSION �. \\ / REQUIRED STREET TREES: 1.o
CONTROL PLAN MEASURES REMOVED DURING THE FINAL CLEAN—UP. AT TIME OF FINAL SUBDIVISIONPLAT, / 77. ;'
PER PROFFER #z OF ZMA2oi8000ii /f / PROPOSED STREET TREES: E
�� LOT \ \ ,, NOTE: i,ioo' OF STREET FRONTAGE ALONG KOCH COURT
�.. LOT \`��r� \ 62 \ \ \\ }— REQUIRED STREET TREES:zz
v 76 �� A \ �� PROPOSED STREET TREES:zo
' ; / NOTE: z6Y OF STREET FRONTAGE ALONG FLORA COURT
8)QSSTREET TREES " �`�'��� -�, ��i�: \\AV / \\ \ REQUIRED STREET TREES: 6
IALONGFLORALANE PQ�P 1 \\ \\✓/ // \' / / / PROPOSED STREET TREES: 8
LOT LOT
75
I / \ 4 Q / 3
\ QP CC (�8)ARSTREETTREES
/ f ALONG FLORA LANE ` A
LOT /
y/ v LOT a 'l 64
74
/ / w '/
q ' "e
LOT 0 �=
LOT // 65 /
v 73 i!
,y
�\ ^T - _ �, / L 6T j/ /S / , PROPERTY BOUNDARY (TYPJ�, ' r;,. / 1992 3.38
C
1 \ \ LOT LIMITS OF GREENWAY //
o / 69 / FUTURE PUBLIC GREENWAY TO BE\--EXISTINGWETLANDS(TYP.)
DEDICATED TO ALBEMARLE COUNTY /
/ / \ LOT y' j / AT TIME OF FINAL SUBDIVISION PLAT,
/ \ 68 PER PROFFER #z OF ZMA20800022 /
5
Source: Va. DSWC Plate 338-2
/ Ill -401 .
S
\ PROPOSED 8" SANITARY SEWER (TYP.)
\ ./ \ / /• t k y /
\ GRAPHIC SCALE
I I 20 o 1
ao�\ /
\ S, " ( IN FEET )
\ / / 1 inch = 40 ft.
5 /
DOUBLE STRAND#12 GAUGE WIRE
EXISTING STREAM / \\� WITH RUBBER HOSE&TURNBUCKLES
/" 2"X2"HARDWOOD STAKE
CUT& REMOVE BURLAP FROM TOP
1/3 OF BALL AS SHOWN
SCARIFY SUBSOIL TO 4" MIN. DEPTH
MULCH SAUCER
l FINISHED GRADE
/ I TREES UP TO 4" CAL. SHALL BE STAKED.
/ TREES WITH OR EQUALLY
BE
LIMITS OF GREENWAY. / GUYED WITH 3 EQUALLY SPACED
FUTURE PUBLIC GREENWAY TO BE / TWISTED, #12 GAUGE WIRE WITH HOSE
a HT. FTREE AND TURNBUCKLES. LOOP HOSE
DEDICATED TOALBEMARLE COUNTY / 1 AROUND TRUNKABOVE BRANCHES
AT TIME OF FINAL SUBDIVISION PLAT, II= I — III— AS SHOWN, FLAG WIRES WITH
COURVEY TAPE. REFER TO SPECS
PER PROFFER #z OF ZMA208000u /—I ll FOR ADDITIONAL INFORMATION.
//c Y/ AMENDED SOIL MIX
/ / „ COMPACTED SUBGRADE
/ Evergreen Tree Planting Detail
/ Tree Planting and Staking Detail Not To Scale
i Not To Scale
County of Albemarle
Conservation Plan Checklist To he placed on Landscape Plans
(Handbook, pp III-284-111-297 for complete specifications)
I.
The to 11.ln, Items shall be shown on the plan:
91 Twsstabesaved,
LI LinUofcleanng(ouvsldeddphneoftreestobesaved);
® Location and type of protective fencing,
0 Grade changes requiring twowells orwalls;
Proposed trenching mlanne ing beyond the limits of elearing.
2.
Ministinnin
0 All trees to be saved shall be marked with poor or ribbon at a height cleady visible to equipment operators.
0 No grading shall begin anal the tree nursing has been inspected and approved by a County Inspector.
3.
PreLonstruction Conference:
ZI Tree preservation and protection messimme shall be reviewed with the connector on site.
4.
Eauloment Operation and Stomas:
TREES UP TO 4" CAL. SHALL BE STAKED
ICE Heavyequipmmt,ve}rculwnfficandstomgeofeo tmctionmataialsinel�dingsoilshallnotbeper,ittedwitM thedriphn®ofnees
WITH 2 z"xa" HARDWOOD STAKES.
to be saved.
TREES OF 4" CAL. OR LARGER SHALL BE
GUYED WITH 3 EQUALLY SPACED, TWISTED,
5.
Sold Erosion and Smrmwater DownBon Devices:
U Such devices shall not adversely atfea trees to W saved.
AND TURNBUCKLES LOOP HOSE AROUND
TRUNK FLAG WIRES WITH COURVEY TAPE.
6.
Preis:
U Fires arenotpomdtted within 100 feet ofthedripline oftrees to be saved.
REFER TO SPECIFICATIONS FOR
7.
Task Materials:
FURTHER INFORMATION
® Toxic materials shall not be storedwithm 100 feet ofthe dripline oftrees to be saved.
S.
Protective pension:
0 Trees to be retained within 40 feet of a proposedbuildrng or grading activity shall be protected by fencing
Q Fencing shall be in place and shall be inspected and approved by a Coanty Inspectorprim to grading or construction
GUYWIRES WITH RUBBER HOSE AND
9.
Tree Wells:
TU R N BUCK LES 213 U P TR EE
® When the ground level must be raised within the drhplme ofa two to be saved, anee well"I be provided and a construction detail
submitted for approval.
2"x2" HARDWOOD STAKES, ALIGN
TOP OF STAKES
10.
Tres Walls:
I➢ When the ground level most be lowered within the dripline a tree to be save], a nee wall shall be provided; and a construction detail
MULCH SAUCER
submitted for approval.
AMENDED SOIL MIX
11.
Trenebbot and Tunwilm:
0 When trenching is required within the limits of clang, it shall be done w far away from the dudes oftnew as possible. Tunneling
under a large tree shad be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots.
12.
CIe
Ll Protective fencing shall be the last items removed during the final cleanup.
CUT AND REMOVE BURLAP FROM TOP
13.
Dummied Trees:
113 OF BALL AS SHOWN
0 Domag trees shall botierandurmediatelybypourung,foRilioshon orotharmethodswommendedby atiespes ialist.
SCARIFY SUBSOIL TO 4" MIN. DEPTH
NOTE: I7IS HE DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION
REQUIREMENTS.
COMPACTED SUBGRADE
6/24/2020
OWNERSIG ATURE (DATE)
CONTRACT PURCHASER SIGNATURE (DATE)
5/1106 Page 1 of 1
Lic. No. 035791,E
10/14/21 'Ad
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JOB NO.
182150
SCALE
111=40'
SHEET NO.
29
I
BOX CULVERT DRAINAGE PLAN
SCALE 1 =200
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WATERSHED SUMMARY / _ -
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Area, 10-year Flow, 25-year Flow, 100-year Flow,
CN ac. cfs cfs cfs _%/// \ I ��///CAL-
L�
CUlVert#1 57 60.50 74.42 121.15 219.7\ %/ // l/ ( ///%rr"\ / 1 I I I I III
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/ - 60.000
A
PROPCOQSED"x\ \
--PRO-POSED YD6T STD. CONCRETE/ -
/ HEADWALL WITH 45° VI G-WALLS
_ --
0+00
\ ^
DO� CK p \
\ i LIMIT , \\
�10
--------PROS§EDVDOT CL AI-tt_IPRAP LINED UPSTREAM ENERGY \
- --- DISSIPATER, WITIt FILTER FABRIC UNDERLAYMENT, FILTER
FABRIC TO BE KEYED INTO THE EXISTING GIROUND-A- 2 \ \
MINIMUM OF 9" TITHE ENDS AND ALONG -THE PERIMETER, \
- - ---- -AND THE STRIPS OF FABRIC SHALL OVERLAP A
--- - - -NIMUM OF
DIMEQ3O�L1Z. ENERGY DISSIPATER
W- -
-WIDE-AT E ODCVERT-AND-IW WI�AT-THF`END. ST NE �
THICKNESS=18'
/
BOX CULVERT DETAIL
SCALEI'=30'
LIMITS9F - - PROPOSED VDOT-CC.-AI_RI/PRAP LINEDDOWNSTREAM-
GREENWAY, TYP -OUTLET PROTE-C IQ WITH FILTER FABRIC
ERLAYMENT. FILTER FABRIC r0 BE KEYED INTO THE-- _
- ST OUND A NIMMUM OF 9" T THE EN AND \
AL TE �TF[��AN� 1. STTRRGY DISSIPATER
_ �....... ...
� SHALL O INIM _ RGY DISSIPATER V \
/DIMENSIONS:-16' L , IDE A T ANDS
/ 06 21WIDE AS THE -EN .STON=1 -� -----
-- 3+16
02 ( \ -
i
-
3+00
's PROPOSED VDOT STD. CONCRETE
HEADWALL WIT\° WIN WALLS
� 1 /
-PROPOSED -CULVE it_T DIM ENSIQNS:
250.00-LF °C13_04%, INV.-IN-�'.10,
INV. OUT=395.50' \ -
_
/
\A /
PROPOSED VDOT
CONCRETE ENDV
WITH 450 WING V
PROPOSED VDOT CL. AI RIPR/
LINED UPSTREAM ENERGY
DISSIPATER, WITH FILTER FAB
UNDERLAYMENT. FILTER FABRIC
BE KEYED INTO THE EXISTING
GROUND A MINIMUM OF 9" AT'
ENDS AND ALONG THE PERIMEI
AND THE STRIPS OF FABRIC SH
OVERLAP A MINIMUM OF 12"
ENERGY DISSIPATER DIMENSIO
10' LONG, 10' WIDE AT THE
CULVERT AND 18' WIDE AT Th
END. STONE THICKNESS=18
CULVERT NOTES:
1. CONTRACTOR SHALL ENSURE THE PROPOSED CULVERT #1 IS COUNTERSUNK A MINIMUM OF
6" INTO THE STREAM WHEN IT IS INSTALLED, ON BOTH ENDS OF THE CULVERT.
2. INSTALLATION OF PROPOSED CULVERT #1 SHALL MEET ALL CURRENT VDOT STANDARDS
AND SPECIFICATIONS. SEE THE NEXT SHEET FOR DETAILS.
440
440
435
435
430
430
425
425
ROPOSED
GRADE
420
420
415
415
410
410
STD.
5'x5'
REINFO
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CO
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OX
PROP
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T STD.
IALLS
ULVER
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WALL
WITH
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405
405
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OU
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A MINIM
IM OF 9'
AT THE
ENDS AND
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ALL OVE
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IF 12'. ENERGY
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BOX CULVERT PROFILE
CULVERT NO. 1 SCALE I'=5'(V)
SCALE 1'=r5O'(H)
Project Brookhill Neighborhood Blocks 9-11
Plan Sheet No.
Designer FGM, PE
Sheet 1 of 1
Rev. Date
Date 2/7/20
STATION:
AHW Controls
CROSSING f11
HYDROLOGICAL DATA
100 yr. Flood plain elev.
D.A. = 60.5 aC., CN - 57, TC -0.32 hrs.
Design AHW depth elev.
Structures elev. freq. TWelev.
Shoulder =
elev. 440 _
CL elev. 440.4
DISCHARGES USED
RISK ASSESSIM ENT
ADT
Skew ° Cover `
Q 25 = 121.15 CFS
Detours Available
Length
Q Design= 135 CFS
Overtopping Stage
Q = CFS
Flood Plain Management
Inv. El. 403.10 So= 3.04% Inv. El. 395.50
Q = CFS
Criteria and Significant Impact
Orig. Gr. Elev. 403.6 L= 250 Orig. Gr. Elev. 396
Q = CFS
CULVERT TYPE & SIZE
Q
Q/B
HEADWATER COMPUTATIONS
CONT.
HW.
ELEV.
OUTLET
VELOCITY
End
Treat
COM MENTS
INLET CONT.
OUTLET CONTROL
HW/D
HW
Ke
do
(dc+D)/2
ho
H
LSo
HW
C.M.
Smooth
(1) - 5'x5' Box Culvertw/ 450 wingwalls
135
135
1
4.5
0.5
8.3
6.4
6.4
3.2
7.6
2.0
400.00
12.65
YES
InletControlled
Note: Design assumes lower 6" is submerged
Design Flood Exceed. Prob. Elev.
Overtop Flood Exceed. Prob. Elev.
SUMMARY&RECOMMENDATIONS:
Base Flood 1%Exceed. Prob. Elev.
%T
SCOTT/R. CiTLLINS'Z
Lic. No. 035791 .�,
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JOB NO.
182150
SCALE
AS
SHOWN
SHEET NO.
30
2016 ROAD & BRIDGE STANDARDS
2016 ROAD & BRIDGE STANDARDS
L
i
t5pan-8I/2 I
BLI- C Ea. Spa.- Dbol.
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BL1 - A S a. a
(Sran-B)/2 J lop one Dot.
TYPICAL SECTION
GENERAL NOTES:
Capacity: AASHTO HL-93 Loading
Specifications:
Construction: Virginia Department of Transportation Rood and Bridge SpeOflcotions.
Design: AASHTO LRFD Bridge Desigqnn Specifications. 51h Edition 2010; 2011 Interim
Specifications: and VGOT klodificotions.
All concrete shill be Class A4.
Deformed reinforcing bars shall conform to ASTM A615. Grade 60. All reinforcnGy dimensions o. o
Ihe Detailed drowiings ore, to centers of bars except where otherwise noted an 0 are subject to
ObnCol;on and Construcllgh tolerances,
ale ternBH3 With Construction joints shall be constructed and bonded in accordance with the current VDOT Rood
X1 11 ito hers and Bridge Specifications.
hen required Barrels more than 35'in length anal be poured in sections by providing vertical construction joints.
not exceeding 25' between joints nor more than 3D'from anUa of barrels.
LI al corners e4 Bars BHI and BH3 shall have a pin diwneter of 24 bar diometars.
Dimensions oa bar diagrams ore out -to -out of bars. Bws we st,6,ht unless otherwise show•
51110
--
The number of PLt and BL2 bars shown m the table is the number of Ion ludind bars snow.
the lypicol section and may not equal the total number of Race required. BLl and 81-2 bars snull
have.0 ton of 30 bow diameters at splices. At construction taints, first placed bars scroll project 30
bar diometers "(and the joint Ep I oted pUNlJLF shown for reinfprca etc9 does not include
the far tops of 13Land BL1 bars. The additional xeignl longituOle oa b shown a the
A
T3
quantity par
[able.
(WITH WING) (WING REMOVED)
DOWNSTREAM END) (UPSTREAM END)
The minionim cover of main reirif.,cing bars shot! be 2'/z1 from the face of the concrete for
Rtls
ap BH1
culverts. under 0 to 2 loot and It oil be 2" from the face of the concrete for all other
END ELEVATION
NI reinforcing, steel for culverts under 0 to 2 foot file shol be low carbon/chromium reinlo,emg
steel confornung to ASTM A1035.
At the Contractor's option BV1 bars may be spliced at the permissble conslrucl;on joint in order
to facilitate construction. ira additional compensation shall be for the increase n
UPSTREAM END -
provided
reinforcing steel quantity due to the splices.
Headwall quanl;lies shown assume w;ngwals are to be built at a 45° angle to the neadwal.
DOWNSTREAM BARREL LENGTH OUT -TO -OUT HEADWALL)
ENO
Permissible
The designs area
these to height and other condit;Ong indicated. My change in U"
FILL SLOPE 6"x6" FILLET
11" i0P OF TOP SLA13
construction
conditions invalidates
12"
joint lyp.
WingwDlls referenced by letter apply when the acceptable foundation level is the some for botr. fie
and wings. It foundation levels we different. the he;99hl of the vnr4wall shall be adjusted by select'm-
of anottler lettered myowdl of the appropriate helght. For w;ngwall details, rate, to standard series
BCW for the f0
-- -
opproprmta slope.
/
For details of extending existing bases, refer to etonawd BCE-01.
T1
HWI 1 �-
For modification of details for skewed culverts, see the skewed box details included in the road
plans.
/
This :tordold final be used with the BCS standard series.
12" R UPSTREAM
ENO (OPTIONAL AT
DOWNSTREAM END)
A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE.
�Voa r SINGLE BOX CULVERTS SREGFlEATIDN
REFERENCE
ROAD AND BRIDGE STANDARDS
SHEET l OF 2 REVISION DATE STANDARD DETAILS
1002.0f 07/12VIRGINIA DEPARTMENT OF TRANSPORTATION
2016 ROAD & BRIDGE STANDARDS
BCW-21
GE7FJtAL NOTES
Ic"Cl icotions:
M TO LRFD na s Owws S wwRcasvoro SM Ew¢on 20I02011 tnso-am Pwuwn and
55H{ gg 9 P
s
VDOT Mndif:catlon�
LmlTaof volloty for Standard Wln rall design
The standard wlnowol designs ore based on the following assumptions:
+ter!! Is no strucf,,ral connecflon between file wall one the box cdvart
r ffl Surcharge in I T a c au c o ge loading I. neglected.
Baakfnl
kfl ri material with t fri ton e' t Bac l Mnvl comb tie ranular meta d t an ernal ct an e a at least J2•.
9 M g
Cotealy Dackfl stall not be l sh011ee Cons n lion of the only. ll material within a distance of
6 D D c
one-half the neS Dint of the roll shall be b bond cam tors only. g Y Pod Y
n Oro a e
a
The contractor Shall provide The drainage system ;hwcdied m S MOT I .
h for n In m If I kfl r n n- I I in The car o t Ordinal system ndu orOu6 6 6" Gamete o r d ivD wM 99 G Y rig pea g 0
ether 1 ems re ulredl snal9 be Incitlen o ao Re co T Dld for Cocor e. q I TIT T s t
Concrete
All concrete shall be Class A4.
Hetnforcement
afor7a reinforcing bars null conform to ASTM A61 . ace o Al reinforcing Dar amen torus on
he dM lied wawtng6 we O $onTer6 of Cars exCep here hall.as noted Ono are 6Vbjett }0
fabrlcatton and construction tolerances.
Dimensions an oar diagrams we oul-to-out of bars. Bars are straight unless otherwise Shawn.
The concrete uucover to the outermost reinforcement bars shill be as follows:
Mall Dot ng (ll faces) mi 3• minimum Cover
/j' hull Ov r
t the Contractor's Option WV Series bars may De s Ilcad at i of the footling
1 order to
p p o0
A Y ^q
f n I n. i ri b h in nc with n h rn . N he O it. co atruct o Ice b i anal be ccorda e t T e C o t ua o
if 55pp g aasa
dltlonol cam nsOttOn dial De revl0ed �Or ins 4ncreas0 In reinfOrcl steel antic due To
ad pe p rig au Y
ins s Ode . p a
Mlscelonoous
e e hoe hot W placed e laws din feasible for free c wh awe from h wing.
ep I as I plea oT Tn STD T I Ta Fou
Qa Y g
WI for straight in k w and
two T re ar0 +o be used o Skew T wOas 6 and 1 e e Va to 2g'. Two Type Y has p
Mn it arm GG 4 4• I I two T Da II 1 w To De u6a o skews o 25' T 5 . For skate a ova 5 special d s Y Os kin,
wind s are re Wred. he rin wo aao De used far each c pvac to shown on she BC series she
9s.
9 q � g t ul t T T
Tne dpalwu Shown ore applicable for V 45• sires wlin the roadway aha ."or conditions
IMicated. Any change in these con4i-liona InvalidoTes these tlesigrns.
Quonfl+lee shown we for one wiry.
Wall Quantities
q,_
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End
gr_mr
kar
LawWING
Entl
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209
e.91
0.46
B
2A
245
IJB
8.46
C
3.2
273
121
0.49
D
4.0
306
IA9
0.52
E
4.4
346
1.49
0.52
F
4 9
7 76
J
0.52
G
5.6
434
1 .79
0.55
H
6.2
463
2.03
0. 55
1
7.1
552
2.10
0.6E
J
7.7
589
2.36
0.60
X
Bb
672
2.43
0.65
L
9.3
738
2.70
0.65
M
10.3
070
2.76
8J1
N
10.7
%a
3.05
WAS
0
IIJ
1014
3.10
1 0.85
P
13.2
1172
3.17
0.88
0
14.0
1337
3.45
0.88
R
1 15.3
1444
3.51
0.95
S
16.5
1591
3.58
0.95
T
17.5
9
I6 5
3. 86
1.03 3
U
18.8
2002
3.92
1.03
2&3
2238
3.99
1.11
W
21.7
2403
4.07
1.11
X
27.0
2884
4.28
1.27
T
31.7
3334
4.36
1.30
2
319
3578
4.46
1.39
AA
35.9
M76
4.56
1.39
BB
38.9
4522
4.56
1.48
CC
41.0
4747
4.66
1.48
DD
58.0
5689
4.99
1.71
EE
52.6
6313
5.10
1.71
A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING 15 ON FILE IN THE CENTRAL OFFICE
tVoor WING DETAIL SPECiICA ON
ROM AND BRIDGE STANDARDS REFERENCE
SHEET t OF B REVISION DATE 2: 1 FILL SLOPE - TYPE I
1007.01 07/12 VIRGINIA DEPARTMENT OF TRANSPORTATION
2016 ROAD & BRIDGE STANDARDS
2016 ROAD 8 BRIDGE STANDARDS
BCW-21
WF4
WFS
WF6
WING
SIZELENGTH
SIZE
a
FROM TO VARY BY
LENGTH
FROM TO VARY BY
SIZE
a
FROM TO VARY BY
LENGTH
FROM TO VARY BY
A
4
6'-2'
-
-
-
-
-
-
-
4
3'-4-
2'-6'
0'- 1%,
4'-9-
3'-I8'
a,- 1%,
C
ci
4
8'-7"
4
7-4'
2'-6'
0'- IIS
4'-9•
3'-10'
0'- 1H•
-
-
-
-
-
-
-
car
E
4
Hy-3-
4
7-10'
2•-6'
01- IV
5'-3'
3'-I8'
a,- 1%.
F
4
It'-3-
-
-
-
-
-
-
-
4
3•-10'
2'-6'
0'- Ih.
5• 7
T-M'
a,- 1L/2'
G
A
12'-3-
-
-
-
-
-
-
-
4
4'-4'
2•-6-
0•- IN'
5'-9'
3--le.
8•- Hp
H
4
13•-3"
-
-
-
-
-
-
4
4'-4•
2'-6'
er- IV
5'-9•
3'-10•
0'- 1%-
1
4
14•-4'
4
4'-IT
4'-2'
0'- ly4'
6'-7
51-6'
a'- 1'/2r
4
4•-10'
2'-6'
0'- 2•
fill-3'
3'-11-
0'- 2'
J
4
15'd•
4
4-ll'
4•-1•
a,- I%-
6'-7
5'-5•
8'- 1%'
4
4'-l0•
2'-6'
0•- IV
6'-3'
3'-IB'
a' 1%-
K
4
I6'-5'
4
5'-5'
4'-5•
a' IV2'
6'-9"
5'-10•
0'- 1V,
4
5'-4'
2'-6'
01- 2'
61-T
3'-11•
a,- 2'
L
4
IT-5'
4
5'-S
4•-5•
a'- IyM'
6--W
5'-9'
0'- Iy4'
4
5'-4r
2'-6'
01- 2'
6'-9'
3'-II'
0'- 2'
M
4
18--5'
5
5'-11•
4'-9•
0'- INN•
7'-2'
6'-V
0'- IV
4
5'-10•
2'-6'
0'- 2y6'
7'-2•
3'-11•
8'- 21S'
N
4
18•-5'
5
5' 11'
4'-9•
0'- I%-
T-2'
a,-1•
0'- i3§'
4
5'-10'
2-6'
a,- 2%.
T-2•
T-l1•
a' 2ya.
0
4
19'-6•
5
6'-4'
5'-2.
0'- IN,
7•-8•
61-6'
0-- IN'
4
6'-4•
2'-6'
0•- 2%.
7'-8'
3'-11•
a' 2V
P
4
28'-6'
6
6'-il"
5'-5'
0'- IN§•
8'-2'
6'-9'
0'- INN'
4
6'-10"
3•-0'
a,- 2%.
8'-2-
P-5•
B'- 21/�
0
4
21'-fir
6
6'-11'
5'-6.
a'- I%-
W-2'
6'-9.
0'- IV
4
6'-IB"
T-0'
a.- 2Y.
8'-2'
1'-5-
0'- 2%'
R
4
22'-T
5
6'-S
5'-1•
0'- 13A'
T-9'
61-5•
W- INi'
4
7'-4'
3-8'
a'- 21/•
8'-8•
1'-5-
W- 2'/A'
5
4
23'-7•
5
6'-II•
5'-6•
0'- IV
8'-2'
6'-IB•
0•- IV
4
7'-IW
3'-0•
0'- 2h'
9•-2•
4'-5'
0'- 2�'
T
4
24'-7'
6
6'-11•
5•-7'
0'- 1%'
8'-2'
6'-10'
0'- 1%-
4
7-101
3'-8'
0'- 2%.
9'-2•
4'-5'
0'- 2V
u
4
zs '-9
6
L_2r
5._qr
e ._ 1 .
%
g._Sr
7.-0r
B ._ I /e
4
8•-q'
3'-0'
B'- z yz
9'- '
e
4•- '
s
e •- 2 '
yz
V
1
26'-10'
6
T-T
5'-5'
0'- Y
8'-10'
6'-8'
0'- Y
a
8'-10'
T-1'
0'- 2 '
9f
10'-Y
1'-5•
B'- 2 '
4i
W
1
2 II
8' 0'
5' 9'
0' Y
9'-7
71-0'
0' Y
9
31-1'
0' 236'
10' 0•
4. 5'
a,-23."
X
4
29'-0'
6
8'-9
6'-4•
a-- 2%.
10'-6'
8'-2•
0'- 2%'
5
10'-4•
3'-7'
0'- 236-
12'-2'
5'-5•
0'- 2V
Y
4
30'-1'
6
9'-11'
W-9•
0'- I%'
12'-2'
9'-0'
0'- 11/r
5
I1-4r
4'-1"
01- 3.
13'-8'
6'-5r
a' 7
Z
4
3P-2'
6
10•-!'
6'-10'
a'- 2 '
12'-5'
9'-1'
a'- 2V
5
IV-10-
4'-1"
a-- 3'
14'-Y
61-5-
ell- 7
AA
4
32'-3'
7
10'-]•
]'-2'
0'- 2 N:
12'-9'
9'-5'
0'- 2 3<
S
12'-1•
1'-1"
B'- 3 /e
14'-8'
6'-5•
0' 3 1.
6
55
4
33'-6'
T
ll'-5'
T-9•
0'- 2y2'
13'-T
9'-11"
0'- 2y2'
5
13'-4.
1•-i"
a,- 3%"
15'-8'
6'-5"
0'- 336'
CC
4
34•-7'
7
11'-10'
8'-I'
01- 2N6'
f1•-I'
IB'-4•
8'- 216'
S
13'-I0'
4•-1"
0'- 3yi
IS-2.
6'-5'
0'- 3yx"
DO
5
75'-]'
7
11'-18'
8'-2•
0'- 2y2'
15•-P
11'-5"
8'- 2y2'
S
U'-4•
♦•-7'
0'- 3N§'
U'-8•
T-11'
0'- 3N1;•
EE
5
36'-B'
7
12'-0'
8' -3'
0'- 2%'
15'-3'
11'-6"
a'- 216'
S
14'-IW
4'-7-
0'- 3y2'
18'-Y
T-11'
0'- 3y2'
SECTION A -A
(WITH WING)
HWl
REINFORCING BAR DIAGRAMS
0
..
o
a
BHJ
a
BHI
6" A 36" PVC
DUABE L WATERSTOP
CONSTRUCTION
BCS-DT
6" x 6" FILLET
•6 Hr:I
L- CONSTRUCTION JOINT
SECTION B-B PART PLAN
(WITH WING) (WING REMOVED)
(DOWNSTREAM END) (UPSTREAM END)
REFERENCE RIDGE
SINGLE BOX CULVERTS ROAD A10 BRIDLE STANDARDS
STANDARD DETAILS REVISION DATE SHEET 2 OF 2
VIRGINIA DEPARTMENT OF TRANSPORTATION 07111 WroY OP
2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS
$w
w
U
3
c
a-0
o
sa
3"_
WF9-NN
aq. spa. 00
Wide 3"-
z
I �I
2016 ROAD & BRIDGE STANDARDS
WV2 - 0 Sao. 0 I-Y = R front face
9. 2"
WV4 - U a0 a. 0 6• = V WV 0 ack face bark
4 p
Deck as
3'-0' 6'-0' ivp. WH3
wF-series
0 sod. 0 12" = P
face
T
Front
Sea No
3"-
I
Is
WF6
Lu
12" END VIEW
FRONT ELEVATION
a >.
a TJ
BCW-2
drainage layer
Wv-series
12• batter for wince X - EE
weep hole formed
h non-rlgid tubing
m equ )red.
Perforated i 6' diameter
e donna Tea
Ag Dip.
to woin ape outbi ontl
M
WIFE - GG add. 0 12" " HH Cot.
WF JJ s a. 9' WFS-EE s a. 12"WF3-CC s D OD
@6"� KN
top 3
3
0 T= Y 00
FF 0
fop
WF4-INN eq. Spa.
Sid--
----=-00
WFII WFI TO WF3 WF5 TO WF7
WFI - spa. TABLE A TABLE B
MM Saw Fn
tap and Dot. Wtl1 Y Slze Mo. 2
R3 2hr 4"
z r-CC I'-3y7 #5 0.• 5"
WF2-AA 0 I2' WFB-INN Bo. coo. OD-EE I'-9'/j W6 4yx" till
= Be to, = 00 sine cw:, #7 S.A. 7"
and bot. WFIO-INN
WFII-NN 0a. spa. • 00 side
- Go soon Corner FOOTING PLAN #9 9"- 1tl/i
of fooHnq
A COPY OF THE ORIGINAL SEALED AM SIGNED DRAWING AND DESIGN STATEMENT 15 DN FILE IN THE CENTRAL OFFICE
SPECIFICATION
REFERENCE WING DETAIL
ROAD AND BRIDGE STANDARDS
2: 1 FILL SLOPE - TYPE I REVISION DATE SHEET 2 OF F
VIRGINIA DEPARTMENT OF TRANSPORTATION 07/16 1007.02
A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING 15 ON FILE IN THE CENTRAL OFFICE
XVDOT SPECIFIR NC
CATION
A 13 BRIDGE STANDARDS WING DETAILS
s HEET 5 DF B I REVISION DATE 2: 1 FILL SLOPE - TYPE 1
1007.05 07/12 VIRGINIA DEPARTMENT OF TRANSPORTATION
IHII
I
V_W
WVI WV3 WV4
2016 ROAD & BRIDGE STANDARDS
2016 ROAD & BRIDGE STANDARDS
TABLE C
BarSplice Length
Size
94 P_ 9•
#5 2'- 4"
#6 2'- 7-
at 7- 3-
me A'- 2"
W9 5'- A"
WING
WALL DIMENSIONS
Na
WEEP
HOLE$
FOOTING BAR SPACINGS
J
NI
K2
LI
L2
4
NI
N2
WFI
WF2
III
w 4.W ce
WFS
WF6
AFT
LL
MN
AA
BB
CC
DO
NN
00
EE
FF
GG
HH
JJ
KK
A
I'-6"
4'-0'
I'-6"
1'-0•
1'-0..
T.-Or
4-0.
3'-0•
-
3
2'-fir
-
-
6
6'-0•
1
0'-8•
-
-
6
6'-0•
-
C
1._6"
1._0.
1._1"
I._0.
11_0"
1.-0•
A'-0.
3'-0.
-
3
2'-till
a
g._O.
1
01-8.
-
-
8
8'-O.
-
-
E
1'-6"
6-0.
2'-0'
1'-0•
I'-0"
I I'-0"
4'-till
3'-0'
3
2'-till
-
-
10
10'-0'
I
0'-8•
-
-
ID
10'-0•
-
F
I.-G.
6 '-6°
-
2 0
1'- '
0
I'-0..
Q.-O..
4'- .
6
3'-0'
=
3
-
2' 6'
11
11'- '
0
1
0'- '
8
-
II
II'- '
0
-
_
G
P-6"
T'-0'
2'-3-
P-0'
I'-0"
I3'-0"
5•-0'
3'-0•
-
3
2'-6'
-
-
12
12'-0'
1
O.-B.
-
-
12
12'-0'
-
-
H
1 -6'
._ ._
6
2.-3..
I -0
I -0'
19 -Q
5'-0
3'-0
7
2'-6•
17
13 -0
I
O -B
-
17
I7 -0
-
_
1
I'-6"
8'-0'
21-6"
1'-0`
I'-0"
IC
5'-6'
3-0'
-
3
2-6•
1
V-0.
9
9-0'
1 I
o'-8'
6
4'-fir
14
14'- '
-
-
J
P-6"
8'-6'
2'-6"
1'-0.
P-O"
I6'-0"
1 13 -6'
3-0•
-
3
2•-69
1 1
1'-0'
9
9'-0.
1
0'-8.
7
5'-3"
15
15'-0'
-
-
K
1.-6..9.-0.
2 -9
I.-C.
I ll
T'- "
I Q
61-0
3' 0
3
2. 6
1
1" 0'
10
10--0-
I
O.-S.
5'-Y'
16
I6 -0
L
I
I -6"
4'-6'
I_ I
3 9
I
I 0"
I_ n
I B 0
6'-0 r
3' 0'
_
3
2. till
1
1' 0'
10
1
ID.-O.
I
1_ ,
O B
8
i_ n
6 0
I
i
IT.-O.
_
M
I'-6"
10'-0"
1'-0'
I.-G.
I'-O"
1910.-
6'-6'
3'-0'
-
3
2'-6•
2
2'-8'
11
II'-0'
I
O'-0'
8
6'-0"
18
18'-0'
-
-
N
P-6"
10'-6"
3'-6"
1'-0.
I'-0..
19'-0"
Ei
3'-0.
-
3
2•-6•
2
2'-8'
II
II'-0'
1
O'-8'
8
6'-0"
IB
I8'-0'
-
0
'-6"
II '-0"
3'-6"
I '-0•
'-0"
20'-0"
7'-0•
3'-0'
I
3
2'-6•
2
2'-0'
I 2
I 2'-0'
I
O'-8•
8
6'-0"
I 9
19--0-
-
Is
I'-6"
II'-fi-
3'-9"
1'-0.
1'-0..
21'-0"
7'-6-
31-6'
1
3
2'-till
3
3'-0'
12
12'-0'
I
0'-B'
10
7'-6'
20
20'-0"
-
-
0
I'-6"
12'-0"
7'-9'
1'-0.
I'-0"
22'-0'
7'-6-
3'-6'
I
3
2'-6'
3
3'-0'
13
13'-0'
1
O.-S.
10
7'-6'
2
21'-0'
-
-
R
1'-6"
12'-6•
4'-C.
1'-0.
I'-0..
23.-0..
B'-0•
3'-6•
1
3
2'-6•
3
3'-0•
10
10'-0'
1
O'-8•
9
6'-9'
22
22'-0'
8
4•-0'
5
I'-6"
I3'-0"
4'-a.
I'-0'
I'-O"
29'-0"
8'-6'
3'-6'
I
3
2'-till
A
1'-0'
II
II'-0'
I
O'-0'
9
6'-9'
23
27'-0'
8
4'-C•
T
1'-6"
13'-6•
e'-3.,
1'-0.
P-O"
25'-0"
8•-6'
3'-6•
2
3
2'-6'
4
4'-2•
12
12'-0'
1
0'-B'
9
6'-9'
24
24'-0'
8
4'-01
U
16
14'-0'
3
I ll
I ll
26 -0
0
3 6
2
3
2'-6'
0
12
12'-0'
I
O B
9
6 9
25
25'-0'
10
5 0'
y
I ._6..
I 4.-6,
A. - EIS
6
I ,-O.
I -On
2 y,-04
9'- '
6
-
3' 6'
7
3
2-6•
9
-
5' 0'
I O
1 0'-0'
I
O'- '
8
U
9'-9"
26
?6 '-0'
I 0
5'-0.
A
1 6
IS 0
6
I-0
I ll
28'-0"
Ill' 0
3' 6
2
3
5
5' 8
I I
I I 0
I
O B
I]
9-9
27
27 0
10
S C
X
I'-9"
15'-6-
A'-9"
1'-33'�
1'-1'/e
29'-0"
ll'-0'
4'-0•
2
4
3'-4'
5
5'-01
II
11'-0.
1
0'-1 1'
13
9'-9"
28
28'-0'
12
6'-C"
Y
2'-0"
16'-0"
4'-9"
I'-4•
I'-I'/e'
30'_0"
17.'-0.
4'-W
3
4
3'-4-
6
6'-0'
10
10'-0'
2
O'-7•
IT
12'-9•
29
29'-0'
10
5'_0'
2
-
2' 0"
-
I6' 6"
-
5' 0'
I i_q1 "
e
I' I
_
31' 0"
_
12' 6'
q._ .
6
}
q
_
3' 4'
7
Ti_ .
0
10
10'-0'
2
_
O' 7'
I 7
12'-9'
70
_
A0.
2' 0"
I 0
5' D'
_In
I' I
32. 0"
13'-0'
6
3
3
0
II
II' 0'
2
O
I7
12'-9'
71
71' 0'
12
6' G"
Be
2'-0"
IT' -till
5'-3"
I'-41/e"
I'-I'/4'
77'-0"
Ir-0'
a•-6`
3
4
3"-Y
B
8'-0'
12
12'-0'
7
O'-T•
IT
12'-9•
32
32'-0'
12
CC
2'-0"
IB'-0"
5'-3"
I' -A yz'
I' -I'/,-
34'-0"
14•-6'
4•-6'
}
4
3'-4'
9
9'-0'
I3
13'-0'
2
0'-7'
IT
12'-9'
JJ
J3'_Or
12
6'-0"
00
2'-6"
IB'-6'
S'-6"
I'-4s/1°
1'-I%'
35'-0"
15'-0'
5'-0'
4
5
4'-Y'
8
8'-ex
12
12'-0'
2
0'-10"
17
12'-9'
34
34'-0'
16
8'-C•
BE
2'-6"
19'-0'
5'-6"
I' -A 1'�
1'-13xS•
36'-0"
15•-6'
5-8'
4
5
4' 2'
9
9'-0'
12
12'-0'
2
0'-10"
I7
12'-9•
35
35'-0'
18
9'-C'
WF7
WF8
WFS
WFIO
WFII
WING
SIZE
LENGTH
SIZE
LENGTH
S1ZE
LENGTH
SIZE
LENGTH
SIZE
a
LENGTH4E.
FROM
70
VARY BY
FROM
va8r BY
p
_
_
_
_
_
_
_
4
612•
4
3'-Y
4
2'-I'
1
2'-Y
"2"
A
4
1'-
_
A
8'-2-
4
3'-2
4
2'-2'
4
2'-2'
41_2.
D
_
_
_
_
_
_
_
4
9'-2-
4
3-8'
4
2-2•
4
2'-2°
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32'-2"
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4'-2'
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2'-9"
514"
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STEM BAR SPACINGS
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WV2
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111
WXI
WH2
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LENGTH
LENGTH
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FROM
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FROM
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A
6
6'-0"
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1'-3'
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4'-11•
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8
8'-0'
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11'-0"
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13
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12'-6"
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3
3'-9"
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3'-e'
9
9'-0'
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13'-1.
6
A'-6"
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2
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3
3'-9"
4
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9
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3'-10"
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9
9'-0'
12
15'-0•
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5'-3"
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2
2'-0'
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3'-9"
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10
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12'-0"
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14'-1-
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20'5''10"0EE
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12'-0"
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35'-0'
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9'-0"
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5'-0'
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12'-I"
7'-7'
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20'-11'
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1.131
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1.134
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1.161
39.052
1.169
39.052
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6'-6"
1.235
39.052
1.242
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6'-6"
1.328
1 39.052
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6'-6"
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39.052
1.447
39.052
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5
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22.864
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81.426
7'-10•
6
T'-6"
1.259
45.060
1.269
45.G60
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5
4
5
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25.688
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95.374
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6
7'-6"
1.444
45.060
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45.060
F
5
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26.512
0.818
123.095
7'-10•
6
7'-6"
1.630
45.060
1.640
45.060
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6
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27,616
0.819
112.541
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81-6"
1.437
51.068
1.451
51.D68
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29.028
0. 860
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8'-10"
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B'-6"
1.530
51,068
1.544
51.068
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30.440
0.916
129.740
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6
81-6"
1.623
51.068
1.636
51.068
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31.852
0. 965
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8'-6"
1.715
51.068
1.729
51.068
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33.264
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8'i"
1.808
51.068
1.822
51.D68
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30.956
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143.621
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1.512
57.076
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57.016
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33.780
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9'-6"
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57.076
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36,604
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1,603
57,076
1.990
57,076
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39.428
1.453
266 363
9'-10'
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91-6"
2.032
57.076
2.049
57.076
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8
4
34.296
1.206
159.065
10'-10'
6
10'-6"
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63.084
1.611
63.084
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6
37.120
1.318
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1.773
63.064
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63.084
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39.944
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63.084
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10'-6"
2.107
63.084
2.127
63.084
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37.636
1.421
186. 129
11'-10'
6
11'-6•
1.642
69.092
1.666
69.092
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40.460
1.519
197.639
11'-10'
6
11'-6'
1.828
69.092
1.851
69.092
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9
8
43,284
1.615
230. 749
IP-10'
16
II'-6'
2.013
69.092
2.037
69.092
M
9
10
46.108
1.851
336 193
11'-10•
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11'-fill
2.162
69.092
2.185
69.092
0
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12
48.932
2.201
425.353
II'-10'
6
11'-6'
2.202
69.092
2.224
69,092
U
10
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40.9 %
1.621
231,746
12'-1 D'
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12'-6•
1.691
15,100
1.718
75.100
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10
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43.800
1.736
244.494
12'-10-
6
12'-6•
1.872
15.100
1.899
75.100
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10
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46.624
1.84E
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12'-10'
6
12'-6"
2.054
75.100
2.081
75.100
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10
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49.44E
2.081
395 781
12-10'
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12'-6'
2.194
75.100
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52.272
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12'-6'
2.236
75.100
2.262
75.100
U
12
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50.480
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324.329
14'-10'
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14'-6"
1.953
67.116
1.987
87.116
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53.304
2. 323
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14'-10'
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2.138
87.116
2.112
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N
12
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56.128
2. 523
431. 964
14'-10'
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I4'-6'
2.287
87.116
2.320
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R
12
12
58.952
2.942
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14'-10'
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I4'-6'
2.327
87.116
2.359
87.116
V
A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE
SINGLE BOX CULVERTS
30 TO 40 FT. FILLS
VIRGINIA DEPARTMENT OF TRANSPORTATION
ROAD AND BRIDGE STANDARDS
REVISION DATE SHEET 2 OF 2
07/11 IOD2.0
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WF2
WF3
WING
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FROM TO VARY BY
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35'-5'
30'-8'
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37'-3'
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8'-0'
4'-6'
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7'-10'
8'-3W
2016 ROAD & BRIDGE STANDARDS
SCOTT/R. CD'LUNS7
Lic. No. 035791,a
P 1/6/21
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SHEET NO.
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