HomeMy WebLinkAboutSUB202100011 Plan - Approved 2023-01-25SOUTHWOOD PHASE 1 -BLOCKS 9, 10, & 11
SITE INFORMATION
TAX MAP PARCEL, ZONING, AND OWNER INFO:
LIMITS OF DISTURBANCE: 7.97 ACRES
OVERLAY DISTRICT: ENTRANCE CORRIDOR
MAGISTERIAL DISTRICT: SCOTTSVILLE
SOURCE OF BOUNDARY AND TOPOGRAPHY:
BOUNDARY
WILLIAM S ROUDABUSH, JR. 1974
ROUDABUSH, GALE, & ASSOCIATES, INC 2003
ROUDABUSH, GALE, & ASSOCIATES, INC 2015
BENCHMARKS
(SPOT ELEVATION) AT THE INTX
OF HICKORY & BITTERNUT ELEV=451.0
09000-00-00-001AO
PARCEL AREA: 8.83 ACRES
DB 3375 PG. 063
ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD)
090A1-00-00-001 EO
PARCEL AREA: 22.92
DB 4773 PG. 328
ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD)
090A1-00-00-001 DO
PARCEL AREA: 86.80
DB 3375 PG. 063
ZONING: R2 RESIDENTIAL
OWNERSHIP OF ALL PARCELS:
SOUTHWOOD CHARLOTTESVILLE LLC
919 WEST MAIN STREET
CHARLOTTESVILLE, VIRGINIA 22903
ZONING: REFER TO ZMA 2018-003
TOPOGRAPHY SUPPLEMENTAL TOPO
LOUISA AERIAL SURVEYS, INC. TIMMONS GROUP
P.O. BOX 340 28 IMPERIAL DRIVE
MINERAL, VA 23117 STAUNTON, VA 24401
DATE OF PHOTOGRAPHY: 03/23/04 TELEPHONE: 540.885.0920
DATE OF COMPILATION: 02/02/07 CONTACT: PAUL HUBER, L.S.
PAUL.HUBER@TIMMONS.COM
SURVEY CONDUCTED: MARCH 2O19
HORIZONTAL: NAD83(NA2011) VIRGINIA STATE SOUTH GRID
VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS
DRAINAGE DISTRICT: MOORES CREEK
WETLAND IMPACTS: NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT.
TOTAL IMPERVIOUS AREA = 4.63 AC
BURIAL SITES: NO CEMETERIES FOUND ON SITE.
BUILDING HEIGHTS: MINIMUM BUILDING HEIGHT PROPOSED IS 2 STORIES (25' REVEALED ON HIGH SIDE OF TUCK UNDER TOWNS) AND MAXIMUM
BUILDING HEIGHT PROPOSED IS THREE STORIES (36).
STORMWATER: WATER QUALITY REQUIREMENTS AND FLOW ATTENUATION WILL BE ACHIEVED THROUGH THE USE OF A STORMTECH ISOLATOR ROW,
A STORAGE PIPE, AND A CONTECH JELLYFISH FILTER.
AGRICULTURAUFOREST DISTRICT: NONE
SPECIAL FLOOD HAZARD INFORMATION:
SPECIAL FLOOD HAZARD AREA (FLOODPLAIN)
YES[] NO[X]
ALL NFPA REGULATIONS REGARDING PLACEMENT AND SETBACKS OF UNDERGROUND PROPANE TANKS SHALL BE ADHERED TO.
NOTES:
1. THE STREAM BUFFER(S) HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE.
2. A PORTION OF BUILDING UNITS SHOWN ON THIS PLAN ARE AFFORDABLE UNITS (16 IN TOTAL).
3. SIGNS IDENTIFYING THE NAME OF EACH STREET WITHIN THE SUBDIVISION SHALL BE INSTALLED AND MAINTAINED AS PROVIDED IN CHAPTER 7
OF THE CODE.
4. ALL WATER AND SEWER FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY.
CUMULATIVE SITE PLAN TRIP GENERATION
WEEKDAY
LAND USE
ITE
AMOUNT
UNITS
ADT
AM PEAK HOUR
PM PEAK HOUR
CODE
IN
OUT
TOTAL
IN
OUT
TOTAL
APARTMENTS/
220
46
D.U.
341
5
17
22
16
10
26
TOWNHOMES
SINGLE
210
34
D.U.
389
8
22
30
23
14
37
FAMILY
VILLAGE 1 TOTAL
80
D.U.
730
13
39
52
39
24
63
APARTMENTS/
TOWNHOMES
220
86
D.U.
641
13
34
47
30
17
47
BLOCKS 9-11 TOTAL
86
D.U.
641
13
34
47
30
17
47
APARTMENTS/
220
121
D.U.
886
19
49
68
47
34
81
TOWNHOMES
BLOCKS 11 & 12 TOTAL
121
D.U.
886
19
49
68
47
34
81
APARTMENTS/
25
D.U.
185
3
9
12
9
5
14
TOWNHOMES
SINGLE FAMILY
22
D.U.
252
5
14
19
15
9
24
VILLAGE 2 TOTAL
47
D.U.
437
8
23
31
24
14
38
CUMULATIVE TOTAL
334
D.U.
2694
53
145
198
140
89
229
SUB202100011
ROAD PLAN AMENDMENT
COUNTY OF ALBEMARLE, VIRGINIA
09/20/2022
SITE
LOCATION
VICINITY MAP
111=10001
DEVELOPER:
HABITAT FOR HUMANITY OF GREATER CHARLOTTESVILLE
967 2ND ST SE
CHARLOTTESVILLE, VA 22902
OWNER:
SOUTHWOOD CHARLOTTESVILLE LLC
919 WEST MAIN STREET
CHARLOTTESVILLE, VA 22903
ENGINEER OF RECORD:
TIMMONS GROUP
608 PRESTON AVE. SUITE 200
CHARLOTTESVILLE, VA 22903
CONTACT: BRYAN CICHOCKI, P.E.
TELEPHONE: (434) 327-5380
SITE PLAN AMENDMENT #1 SUMMARY
CODE OF DEVELOPMENT TABLES:
1. PARKING TABLE, OPEN SPACE TABLE, DEVELOPMENT
CHART, AND HOUSING MIXTURE PLAN HAVE BEEN UPDATED
FOR THE NEW CONDOITOWNHOUSE LAYOUT IN BLOCK 10.
EROSION & SEDIMENT CONTROL PLAN:
1. SEDIMENT TRAP 1 HAS BEEN CONVERTED AND EXPANDED
TO A SEDIMENT BASIN (SEDIMENT BASIN 2) & VOLUME OF
SEDIMENT BASIN 1 HAS BEEN FURTHER EXPANDED PER
FIELD DIRECTION AGREED UPON WITH SITE INSPECTOR.
3. ADDITIONAL CLEAN WATER DIVERSIONS AND DIVERSION
DITCHES HAVE BEEN ADDED PER FIELD DIRECTION AGREED
UPON WITH SITE INSPECTOR.
4. INTERIM E&S SHEETS HAVE BEEN ADDED TO THE SET.
LAYOUT & UTILITIES PLAN:
1. SEWER TIE-INS FOR THE CONDO UNIT IN BLOCK 10 HAVE
BEEN UPDATED.
2. STORM SEWER LAYOUT HAS BEEN UPDATED FOR THE
TOWNHOUSE AND CONDO UNIT UPDATES IN BLOCK 10.
3. FIRELINE AND DOMESTIC LINE TO THE BLOCK 10 CONDO
BUILDING HAVE BEEN UPDATED.
OVERALL HOUSING & DENSITY PLAN
1. THE TOTAL NUMBER OF ADU UNITS DID NOT CHANGE.
EIGHT (8) PROPOSED ADU UNITS THAT WERE CONDO UNITS
ARE NOW TOWNHOUSE UNITS.
OPEN SPACE PLAN:
1. AMENITY AREA HAS BEEN UPDATED FROM 23,650 SF TO
22,742 SF (22,700 SF REQUIREMENT).
LOT AND EASEMENT PLAN:
1. DRAINAGE EASEMENTS HAVE BEEN UPDATED FOR STORM
SEWER UPDATES
2. ACSA WATER EASEMENTS HAVE BEEN UPDATED FOR THE
UPDATED CONDO DOMESTIC LINE.
GRADING & DRAINAGE PLAN:
1. GRADING HAS BEEN UPDATED FOR THE NEW
TOWNHOUSE/CONDO LAYOUT IN BLOCK 10.
2. ROADS HAVE BEEN RAISED BY 1-2 FT TO ACCOUNT FOR
ADDITIONAL ON -SITE FILL. GRADES THROUGH THE BLOCKS
HAVE BEEN UPDATED ACCORDINGLY.
STORMWATER MANAGEMENT PLAN & CALCULATIONS:
1. IMPERVIOUS AREA FOR "POST -DEVELOPED DRAINAGE
AREA TO ANALYSIS POINT 1 (1-ON-2, ONSITE, UNDETAINED)
HAS BEEN REDUCED BY 0.03 AC.
PIPE & INLET CALCULATIONS:
1. PIPE AND INLET CALCS HAVE BEEN UPDATED FOR PIPES
NO. 101, 103, 103A, 105, 109, 111, 113,123, 125, 125A, 127, 129,
131 & ASSOCIATED INLETS/MANHOLES.
UNDERGROUND DETENTION DETAILS:
1. SWM-B AND ASSOCIATED TIE-IN STRUCTURES HAVE BEEN
RAISED BY 0.9 FT.
STORM PROFILES:
1. PROFILES HAVE BEEN UPDATED FOR NO. 101, 103, 103A,
105, 109, 111, 113,123, 125, 125A, 127, 129, 131.
SANITARY PROFILES:
1. MANHOLE RIM ELEVATIONS HAVE BEEN UPDATED WITH
GRADING
2. CLEANOUT LOCATIONS IN BLOCK 10 HAVE BEEN UPDATED
WATER PROFILES:
1. FIRELINE AND DOMESTIC LINE IN BLOCK 10 HAVE BEEN
UPDATED.
ROAD PROFILES:
1. ROAD PROFILES HAVE BEEN RAISED BY 1-2 FT TO
ACCOUNT FOR ADDITIONAL ONSITE FILL.
LANDSCAPING PLANS:
1. LANDSCAPING PLANTING AND CALCULATIONS HAVE BEEN
UPDATED FOR THE BLOCK 10 TOWNHOUSE AND CONDO
UPDATES.
PHOTOMETRIC PLANS:
1. PHOTOMETRICS HAVE BEEN UPDATED FOR THE NEW
PARKING LAYOUT ASSOCIATED WITH THE BLOCK 10 CONDO.
Sheet List Table
Sheet Number
Sheet Title
CO.0
COVER
COA
CODE OF DEVELOPMENT TABLES
CO.2
CODE OF DEVELOPMENT TABLES
C1.0
NOTES & DETAILS
C1.1
NOTES & DETAILS
C1.2
NOTES & DETAILS
C1.3
NOTES & DETAILS
C1.4
NOTES & DETAILS
C1.5
FIRE FLOW DATA
C1.6
FIRE FLOW DATA
C1.7
BUILDING ELEVATIONS - TOWNHOMES
C1.8
BUILDING ELEVATIONS - APARTMENTS
C2.0
EXISTING CONDITIONS & DEMOLITION PLAN
C2.1
BLOCKS & OVERALL PLAN
C2.2
OVERALL PHASING PLAN
C4.0
LAYOUT & UTILITIES PLAN
C4.1
LAYOUT & UTILITIES PLAN
C4.2
LAYOUT & UTILITIES PLAN
C4.3
ROAD PLAN
C4.4
ROAD PLAN
C4.5
ROAD PLAN
C4.9
LOT & EASEMENT PLAN
C4.10
LOT & EASEMENT PLAN
C4.11
LOT & EASEMENT PLAN
C5.0
GRADING & DRAINAGE PLAN
C5.1
GRADING & DRAINAGE PLAN
C5.2
GRADING & DRAINAGE PLAN
C5.3
DETAILED GRADING PLAN
C5.4
DETAILED GRADING PLAN
C5.5
DETAILED GRADING PLAN
C5.6
CURB RAMP ELEVATIONS
C6.4
PIPE & INLET CALCULATIONS
C6.5
PIPE & INLET CALCULATIONS
C7.0
STORM PROFILES
C7.1
STORM PROFILES
C7.2
SANITARY SEWER PROFILES
C7.3
WATER LINE PROFILES
C7.4
WATER LINE PROFILES
C8.0
ROAD PROFILE - SWALLOWTAIL LANE
C8.1
ROAD PROFILE - FLORA VIEW DRIVE
C8.2
ROAD PROFILE - RENEWAL ROAD
C8.3
ROAD PROFILE - SWEETBAY STREET
C8.4
ROAD PROFILE - SWEETBAY STREET
C8.5
ROAD PROFILE - HONEY BEE WAY
C8.6
SIGHT DISTANCE PROFILES
C8.7
SIGHT DISTANCE PROFILES
C8.8
SIGHT DISTANCE PROFILES
C8.9
SIGHT DISTANCE PROFILES
C8.10
SIGHT DISTANCE PROFILES
C8.11
SIGHT DISTANCE PROFILES
C8.12
SIGHT DISTANCE PROFILES
C8.13
SIGHT DISTANCE PROFILES
1-1.0
OVERALL LANDSCAPE PLAN
APPROVED
by the Albemarle County
Community Development Department
Date 1 /y 5/23
11 11-3 111111111124 Ill w102 FeTiTeti fi
Amendment #1
ROAD PLAN TOTAL
NUMBER OF SHEETS = 53
ryan D. Cichochi
Lie. No. 53741
12/9/2022
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BLOCK SUMMARY
OPEN SPACE
OPEN SPACE
TRAIL &PATH
TRAIL &PATH
REC.AMENItt&
REC.AMENItt&
TOTAL GREEN
TOTAL GREEN
TOTALAMENItt
TOTALAMENItt
STEEP SLOPES
MINIMUM RECREATIONAL AMENITIES &CIVIC SPACE
BLOCK
ASSOCIATED PLAN(S)
REQUIRED
PROVIDED
AMENItt REQUIRED
AMENITY PROVIDED
CIVIL SPACES
CIVIL SPACES
RECREATIONAL AMENITIES&CIVIC SPACE PROVIDED
SPACE REQUIRED
SPACE PROVIDED
SPACE REQUIRED
SPACE PROVIDED
(ACRES)
REQUIRED
(ACRES)
(ACRES)
(ACRES)
(ACRES)
REQ. (ACRES)
PROV. (ACRES)
(ACRES)
(ACRES)
(SF)
(SF)
1
1.80
5.97
0.23
a00
2,000 LF CLASS 8 TYPE 1 PRIMITIVE TRAIL
8.00
30,000
SDP2020D0048
0.80
0.05
0.05
405 LF CLASS B TYPE 1 PRIMITIVE TRAIL
0.80
2025
SDP202100062
6.75
0.19
0.19
1691 LF CLASS B TYPE 1 PRIMITIVE TRAIL
6.75
8455
TOTAL
7.55
0.24
0.29
TOTAL: 2096 LF CLASS B TYPE 1 PRIMITIVE TRAIL
7.55
10,480
z
0.10
2.20
0.20
aao
LF CLASS B ttPE 2 PEDESTRIAN TRAILTNIS
1.40
a,7oo
SDP202000048
0.29
0.03
"003
297 LF C1A55 BTYPE 2 PEDESTRIAN TRAIL
0.29
14911,740
PLAN
0.810.171,493
LF CLASS BTYPE 2 PEDESTRIAN TRAIL
1.11895TOTAL
L300.20
TOTAL: 1,790 LF CLASS 8 TYPE 2 PEDESTRIAN TRAIL
1.40
10,441
3
0.00
0.00
0.00
Q00
0.00
0.00
SDP202000008
0.00
0.00
0.00
0.00
0.00
4
0.00
0.00
0.00
a00
0.00
0.00
SDP202000048
0.00
0.00
0.00
0.00
DEVELOPMENT CHART
RESIDENTIAL
UNITS
MARKET RATE UNITS
AFFORDABLE UNITS
MAX. NON-
DENSITY
GROSS
TOTAL
AREA
BLOCK
NON-RESIDENTIAL
S.F.
S.F.
TOWN
CONDO/
DWELLING
TOTAL#
BLOCK
RESIDENTIAL
NUMBER Of LOTS
TOTAL
RANGE
RESIDENTIAL
%OF
(AC)
CLASSIFICATION
BUILDING (SF)
DETACHED
ATTACHED
HOUSE
APARTMENT
UNIT RANGE
MARKET
REQUIRED
FOR
FOR RENT
TOTAL
°�OF
BUILDING (SF)
PROVIDED
UNITS
REQUIRED
DENSITY
TOTAL
UNITS
UNITS
UNITS
UNITS
REQUIRED
RATE
AFFORDABLE
SALE
APARTMENTS
NUMBER
TOTAL
(DU/AC)
(DU/AC)
UNITS
UNITS
OF UNITS
UNITS
1
GREEN SPACE &
0
0
0
0
0
0
0
0
0
0
0.0
0
0°h
0
0
0
0
0'/0
8.00
BUFFER
2
1.30
0
0
0
0
0
0
0
0
0
0
0.0
0
0'h
0
0
0
0
0'/0
3
NEIGHBORHOOD
5000
0
8
6
2
0
0
412
8
3-6
5.7
5
63%
1
3
0
3
38%
1.40
DENSITY
4
1.50
5000
0
5
3
2
0
0
5-14
5
3-6
3.3
3
60°�
1
2
0
2
40°�
URBAN DENSITY
5
RESIDENTIAL
5000
0
35
4
4
26
20
60-127
54
6-18
7.6
10
19°,6
8
24
20
44
81%
7.10
VILLAGE
6
NEIGHBORHOOD
10000
0
0
0
0
0
0
0-31
0
0-28
0.0
0
0%
0
0
0
0
0°k
MIXED USE /
1.10
NEIGHBORHOOD
7
0'fi0
10000
0
7
7
0
0
0
0-12
7
0-18
11.7
7
100°h
1
0
0
0
0%
PLACES
8
1.00
10000
0
6
6
0
0
0
0-17
6
0-18
6.0
6
100°k
1
0
0
0
0°h
9
1.80
10000
0
15
0
0
15
0
0-61
15
0-34
8.3
15
100'h
2
0
0
0
0%
10
20000
0
26
0
0
18
8
11-62
26
6-34
14.4
10
38%
4
0
16
16
62%
1.80
URBAN DENSITY
11
5.40
MIXED USE
20000
0
46
0
0
45
51
20-182
96
6-34
17.8
45
47•�
14
0
51
51
53°�
12
rT
3.00
30000
0
1
0
0
0
70
13-102
70
6-34
23.3
0
096
11
0
70
70
100°k
OTAL
34.00
N/A
0
149
26
8
104
149
N/A
287
N/A
8.4
101
35%
43
29
157
186
65%
PROPOSED BUILDING HEIGHTS BY BLOCK
NEIGHBORHOOD CENTER SPECIAL AREA
BLOCKS 3-4
BLOCK 5
BLOCKS 6-9
BLOCKS 10-12
(115' MEASURED ON BOTH SIDES FROM
HICKORY STREET RIGHT-OF-WAY)
REQUIRED: NO MIN., 3 STORIES OR 35' MAX.
REQUIRED: NO MIN., 3 STORIES OR 40' MAX.
REQUIRED: NO MIN., 3 STORIES OR 45' MAX.
REQUIRED: 2 STORIES MIN., 4 STORIES OR 45' MAX.
REQUIRED: 2 STORIES MIN., 4 STORIES OR 50' MAX.
PROPOSED: 35' MAX.
PROPOSED: 40' MAX.
PROPOSED: 40' MAX.
PROPOSED: 37.6' MAX.
PROPOSED: 37.6' MAX.
PARKING REQUIREDANDPROVIDED
TOTAL PARKING
ASSOCIATEDPLAN(S)
LOTS
HOUSING TYPE
TOTAL PARKING SPACES
SPACES
PARKING SPACE LOCATION
REQUIRED
PROVIDED
lA-ID, 2A
2B, 3, 6A-
(2 SPACES / UNIT) X (26
(SO) ON -SITE, (2) ON CARDINAL
6E, 12, 24,
SINGLE FAMILY
UNITS) = 52 SPACES
52
HILL LANE
33, 34,
DETACHED
(2 SPACES /UNIT+ 1 GUEST
(16) ON -SITE, (1) ON HORIZON
SDP202000048/
4, 5, 8-11,
SPACE / 4 UNITS) X (8 UNITS)
18
ROAD, (1) ON WARDELL CREST
37, 38
DUPLEX
=185PACES
SDP202100019
MULTIFAMILY (2) 6-UNIT
(2SPACES/ UNIT) X (20
�(2ADA VAN)
(39) PARKING LOT, (1) ON
13
AND(2)4UNIT
UNITS)=40SPACES
CARDINAL HILL LANE
(2SPACES /UNIT+1 GUEST
(28) GARAGE, (24) ON -SITE, (2) ON
7A-7H, 14
SPACE / 4 UNITS) X (26
58
HORIZON ROAD, (2) ON CARDINAL
23, 25-32
TOWNHOMES
UNITS)=S8SPACES
HILL LANE, (2) ON WARDELL CREST
(1.55PACE5/UNIT) X 78
(148) GARAGE AND DRIVEWAY
UNITS=117+20GUEST=137
171
PER UNIT, (23)ONSTREET/ALLEY
THIS PLAN
1-78
TOWNHOMES
(1.5SPACES/UNIT)X(8
12(2ADAVAN)
(12) ON STREET/ALLEY
79
MULTIFAMILY(1)8-UNIT
UNITS)=12
HOUSING MIXTURE PLAN
BLOCK
HOUSING TYPES
Tenure Type
AMI Range
Affordability
Provisions
Period
Approximate
Number
(range)
Number provided
SDP202000048&
SDP202100019
Number
provided this
(SDP202100006)
TOTAL
1-2
N/A -Open Space
Market Rate Single Family Attached
Ownership/Rental
Unrestricted
N/A
0-20
0
0
('
Market Rate Single Family Detached
Ownership/Rental
Unrestricted
N/A
0-40
3
0
3
3-4
Habitat Single Family Attached
Ownership
25%-80% AMI
40years
0-15
2
0
2
Habitat Single Family Detached
Ownership
25%-80% AMI
40years
0-10
0
0
0
Accessory Units
Rental
0°�-80%AMI
10 years
0-5
0
0
0
Market Rate Single Family Attached
Ownership/Rental
Unrestricted
N/A
0-12
8
0
8
Market Rate Single Family Detached
Ownership/Rental
Unrestricted
N/A
0-10
15
0
15
Deeply Discounted Units
Rental
0%-30%AMI
10 years
0-5
5
0
5
Habitat Condominium
Ownership
20%-80%AMI
40years
0-20
15
0
15
5-8
Habitat Townhomes
Ownership
25%-80%AMI
40years
0-30
18
0
18
Habitat Single Family Attached
Ownership
25%-80%AMI
40years
0-15
4
0
4
Habitat Single Family Detached
Ownership
40%-80%AMI
40years
0-10
2
0
2
Workforce
Ownership/Rental
60%-120%AMI
N/A
0-10
0
0
0
Accessory Units/Carriage Units
Rental
0%-80%AMI
10 years
0-S
0
0
0
Market Apartments
Rental
Unrestricted
N/A
200-225
0
0
0
Market Townhomes
Rental
Unrestricted
N/A
0-30
0
70
70
Habitat Townhomes
Ownership
25%-80% AMI
40years
0-30
0
8
8
9-12
Habitat Condominium
Ownership
20%-80%AMI
40years
0-30
0
8
8
Deeply Discounted Units
Rental
0%-30%AMI
10 years
0-5
0
0
0
LIHTCApartments
Rental
30%-80%AMI
30years
80
0
0
0
L
Ok
PROFFER STATEMENT
ZMA No. 2018-003
Original Proffers X
Amendment
Tax Map and Parcel Number(s): 09000-W00-001A0, 090A1-00-00A01E0, 07600-00-00-051AO
Owner(s) of Record: SOUTHWOOD CHARLOTTESVILLE, LLC
Date of Proffer Signature: _August 2, 2019
31% acres; TMP 90-1A (7.94 acres), TMP 76-51A (1.23 acres) to be rezoned from R-2 to NMI) and TMP
90A1-1E (23.33 acres) which is to be rezoned from NMD to NMD.
Southwood Charlottesville LLC, is the owner (the "Owner") of Tax Map and Parcel Number 09000-WOO-
001A0, 090A1-00-00-001E0, 07600-00-00-051AO (the "Property) which is the subject of rezoning application
ZMA No. 2018-003, a project known as "Southwood Phase 1" (the "Project').
Pursuant to Section 33.3 of the Albemarle County Zoning Ordinance, the Owner hereby voluntarily proffers the
conditions listed below which shall be applied to the Property if it is rezoned to the zoning district identified
above. These conditions are voluntarily proffered as a part of the requested rezoning and the Owner
acknowledges that (1) the rezoning itself gives rise to the need for the conditions; and (2) such conditions have a
reasonable relation to the rezoning requested. This proffer statement shall supersede and replace in all respects
the proffer statements approved by the Board of Supervisors in connection with ZMA 2005-00017.
1. Removal of Proffers and Amendment of Code of Development for Biscuit Ran ZMA 2005-00017
included on Tax Maa Parcel 090AI-00-00-001E0. All existing proffers associated with the Code of
Development, applications, and Application Plan for ZMA 2005-00017 relating to Tax Map Parcel 09OA1-
00-00-001 EO are hereby removed and superseded by these proffers. Tax Map parcel 090A 1-00-00-001 EO
(along with parcels 09000-00-00-00 1 AO and 07600 -00-005 1 AO) shall comply with the application plan and
the Code of Development, entitled, "Southwood Phase 1, A Neighborhood Model District," dated February
20, 2018, last revised July 29, 2019.
2. Trails. Parks. Civic Spaces.
e. Greenwav Connections to Potential Adiacent County Parkland At any time from approval of this
rezoning application until the final certificate of occupancy is granted for Phase I, upon written
request by Albemarle County, the Owner shall dedicate to the County, at no cost to the County and
within six (6) months of the aforementioned written request, an easement, dead property within the 8.0
acre green space described in paragraph 2(b) to the County, and/or enter into an agreement with the
County to provide a public trail connection between the Trail described in paragraph 2(b) below and any
trail constructed by the County on abutting County property, TMP 09000-00-00-00500. The land under
easement, associated trail connection, associated signage, and any associated structures shall be
maintained in perpetuity by Albemarle County.
b. Trail Network. The Owner shall establish a trail on the Property ("the Trail"), consistent with the
County's design standards for a Class B type 1 primitive nature trail, within the 8.0 acre green space and
amenity area shown and described as Block 1 on pages 5 and 7 of the Code of Development. The general
location of the Trail is shown on the Application Plan on page 8 of the Code of Development; however
exact trail locations shall be determined by the Owner based on site conditions and the then -current uses
of the green space and amenity area and in coordination with the County. Installation of the Trail shall
commence concurrently with the site work for Blocks 3-8 and the entire Trail shall be substantially
completed prior to issuance of the one hundredth (100'b) Permit for a dwelling within Blocks 3-8. The
Trail shall be maintained by a property owners association established for Southwood. The public trail
connection between the Trail and a potential, adjacent County trail network mentioned in paragraph 1(a)
shall be maintained by the County as described in section 2a above.
c. Owner shall provide a pedestrian connection between the northern terminus of the trail within Block 2 to
the existing natural trail along the northern edge of the Southwood Trailer Park. The trail may be
provided as an enhanced sidewalk (minimum ten (10) foot wide) along the Phase I streets, a Class B type
2 pedestrian trail around the perimeter of Block 12, or, subject to agreement of VDOT and adjacent
property owner, as a Class B type 2 pedestrian trail within the ROW along Old Lynchburg Road, to the
public road reservation through TMP 76-51. The pedestrian improvements shall be constructed prior to
the issuance of the 300P Certificate of Occupancy in Phase 1.
SOUTHWOOD CHARLOTTESVELLE, LLC,
a Virginia 7t��—
By:
Dan Rosensweig, Manager
TABLE 5: SETBACK & BUILDING REGULATIONS BY BLOCK
NEIGHBORHOOD CENTER SPECIAL AREA
REQUIREMENT
BLOCKS 3-4
BLOCKS 5
BLOCKS 6-9
BLOCKS 10-12
(115' MEASURED ON BOTH SIDES FROM
HICKORY STREET RIGHT-OF-WAY)
BUILDING HEIGHT
MIN.
NO MIN.
NO MIN.
NO MIN.
2 STORIES
2 STORIES
MAX
3 STORIES OR 35'
3 STORIES OR 40'
3 STORIES OR 45'
4 STORIES OR 45'
4 STORIES OR 50'
FRONT SETBACK
FRONTS SHALL ORIENT TOWARDS HICKORY
MIN.
5'
5'
5'
5'
10,
MAX.
25'
25'
25'
18'A
28'A
STEPBACKo
MIN.
N/A
N/A
15E
15'E
15'E
AT BUILDING HEIGHT OF
40'
40'
3 STORIES OR 45'
SIDE SETBACK
MIN.
3'
3'
5'
5'
NO MIN.
MAX.
NO MAX.
NO MAX.
NO MAX.
NO MAX.
NO MAX.
REAR SETBACK
MIN.
NO MIN.
5'
5'
5'
NO MIN.
MAX.
NO MAX.
NO MAX.
NO MAX.
NO MAX.
NO MAX.
TRAIL BUFFER SETBACK"
MIN.
N/A
N/A
BLOCKS 6-8: N/A
20' MIN.
O' MIN.
MAX.
I BLOCK 9: 20' MIN/NO MAX.
I NO MAX.
I NO MAX.
GARAGE SETBACKc
TO COMPLY WITH
FRAMEWORK STREET FACING GARAGE OPENINGS AND/OR GARAGE DOORS ARE NOT
FRONT ACCESS MIN./MAX.
4.19c / NO MAX
ALLOWED IN THESE BLOCKS. ALL GARAGE ACCESS MUST BE SIDE LOADED OR
RELEGATED TO THE REAR OF THE BUILDING.
MAX. PORCH & DECK
4'
4'
4'
4'
9'
ENCROACHMENT
MAX. EAVE & OVERHANG
2'
2'
3'
3'
3'
ENCROACHMENT
SINGLE BUILDING
3,000 SF
3,000 SF
10,000 SF
20,000 SF
20,000 SF
FOOTPRINT MAX. NON-RES.
STREET FACING BUILDING
LENGTH
MIN.
NO MIN.
NO MIN.
NO MIN.
NO MIN.
50,
MAX.
200'
200'
200'
200'
275'
MIN. AIR PASSAGE WIDTH
10,
10,
10,
10,
10,
A UP TO AN ADDITIONAL 22' OF FRONT SETBACK MAY BE PROVIDED FOR NON-RESIDENTIAL AND MIXED -USE BUILDINGS FOR USE AS A FRONT PATIO OR
COURTYARD AND SHALL NOT EXCEED 25% OF THE LENGTH OF THE FRONT FACADE.
B IN BLOCK 11, FOR BUILDINGS OVER TWO (2) STORIES ADJACENT TO THE TRAIL BUFFER, PARKING AND OR DRIVE AISLES SHALL BE BETWEEN THE
BUILDING AND THE TRAIL BUFFER.
c THE WALL PLANE OF ALL STREET FACING GARAGES MUST BE SET BACK A MINIMUM DISTANCE OF THREE FEET (T) FROM THE PRIMARY STREET FACING
BUILDING FACADE.
o A STEPBACK IS NOT REQUIRED FOR BUILDINGS WITH A FRONT SETBACK OF AT LEAST 15'.
E STEPBACKS APPLY TO NON-RESIDENTIAL AND MULTIFAMILY RESIDENTIAL BUILDINGS ONLY.
FLEXIBLE USE STRUCTURES
LOT
GROSS FLOOR
AREA(SF)
HEIGHT
FRONT
SETBACK
SIDE
SETBACK
REAR
SETBACK
PARKING
FLEXIBLE USE STRUCTURE: EACH FLEXIBLE USE STRUCTURE SHALL BE SUBJECT TO THE FOLLOWING:
A. NOT MORE THAN ONE (1) FLEXIBLE USE STRUCTURE, ATTACHED OR DETACHED, SHALL BE
PERMITTED WITH ANY SINGLE-FAMILY DWELLING.
B. THE GROSS FLOOR AREA (GFA) DEVOTED TO A FLEXIBLE USE STRUCTURE SHALL HAVE A MINIMUM
GFA OF 200 SQUARE FEET AND NOT EXCEED 1,000 SQUARE FEET OR 50% OF TOTAL GFA OF THE
MAIN DWELLING UNIT, WHICHEVER IS GREATER.
C. THE GFA OF THE FLEXIBLE USE STRUCTURE SHALL NOT BE INCLUDED IN CALCULATING THE GFA
OF THE MAIN DWELLING UNIT FOR USES SUCH AS HOME OCCUPATIONS AS PROVIDED IN SECTIONS
5.2 AND 5.2A AND OTHER SIMILAR USES IN THIS CHAPTER WHOSE AREA WITHIN A DWELLING UNIT
IS REGULATED.
D. MAXIMUM FOOTPRINT AREA OF FLEXIBLE USE STRUCTURES SHALL BE LIMITED TO 1,000 SF OR 50%
OF TOTAL GFA OF THE MAIN DWELLING UNIT, WHICHEVER IS GREATER.
E. MINIMUM HEIGHT OF FLEXIBLE USE STRUCTURES SHALL BE TO 10 FEET. MAXIMUM HEIGHT SHALL
BE LIMITED TO EQUAL OR LESS THAN THAT OF THE MAIN BUILDING.
F. ALL FLEXIBLE USE STRUCTURES SHALL BE LOCATED IN THE REAR OR SIDE OF THE LOT.
NOTWITHSTANDING ANY OTHER REQUIREMENTS OF THIS CODE OF DEVELOPMENT, FLEXIBLE USE
STRUCTURE SETBACKS SHALL BE THE SAME AS FOR THE PRINCIPAL BUILDING WITH WHICH IT
SHARES A LOT, EXCEPT FOR THE REAR OR SIDE YARD SETBACK, WHICH SHALL BE A MINIMUM OF
(3) THREE FEET.
G. A SINGLE-FAMILY DWELLING WHICH ADDS A FLEXIBLE USE STRUCTURE SHALL BE DEEMED TO
REMAIN A SINGLE-FAMILY DWELLING AND SHALL BE CONSIDERED ONE (1) DWELLING UNIT FOR
PURPOSES OF AREA AND BULK REGULATIONS OF THE DISTRICT IN WHICH SUCH DWELLING IS
LOCATED. FLEXIBLE USE STRUCTURE WILL NOT COUNT AGAINST THE OVERALL DWELLING UNIT
ALLOWANCES.
H. A FLEXIBLE USE STRUCTURE MAY CONTAIN A DWELLING UNIT AND/OR ANY HOME OCCUPATION
CLASS B SUBJECT TO SPECIAL USE PERMIT AND HOME OCCUPATION PROCESSES AND
REGULATIONS. A FLEXIBLE USE STRUCTURE MAY BE A COMBINATION OF ALLOWED USES, SUBJECT
TO PERMITTING PROCESSES AND REGULATIONS.
I. A FLEXIBLE USE STRUCTURE REQUIRES ONE (1) DEDICATED PARKING SPACE UNLESS THE
FLEXIBLE USE STRUCTURE IS A DWELLING WITH THREE OR MORE BEDROOMS, IN WHICH CASE THE
FLEXIBLE USE STRUCTURE WILL REQUIRE TWO (2) PARKING SPACES.
ryan D. Cichocld
lie. No. 53741
12/9/2022
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DATE
912012022
DRAWN BY
M. DENHARD
DESIGNED BY
M. DENHARD
CHECKED BY
B. CICHOCKI
SCALE
N.A.
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F COOPS, OTHER AGRICULTURAL USE STRUCTURES, AND OTHER ACCESSORY BUILDINGS EXCEPT FOR FLEXIBLE USE STRUCTURES AND ACCESSORY
APARTMENTS MUST MEET ACCESSORY STRUCTURE SETBACKS (4.11.2).
c FLEXIBLE USE STRUCTURES AS DEFINED IN THE CODE OF DEVELOPMENT HAVE THE SAME MINIMUM SETBACKS AS THE PRINCIPAL BUILDINGS WITH
WHICH THEY SHARE A LOT EXCEPT FOR REAR AND SIDE SETBACKS, WHICH SHALL BE A MINIMUM OF 3'.
L
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JOB NO
47036
SHEET NO.
C0.2
LEGEND
ROADS
SEWER
TRAFFIC STOP BAR
mSTORM
S ���� EXISTING SANITARY SEWER
PIPE & STRUCTURE NO.
�®
L�J
DROP INLET & STRUCTURE NO.
9�SAN�QS PROPOSED SANITARY SEWER
CURB
O PROPOSED SANITARY SEWER LABEL
0
CURB & GUTTER
WATER
-
PROPOSED PAVEMENT
w EXISTING WATER LINE
- --
CENTERLINE OF DITCH
g• N PROPOSED WATER LINE
BENCH MARK
0 g• yt PROPOSED VALVE
. .
CLEARING LIMITS
- T F g• W PROPOSED TAPPING SLEEVE
-74F- R-1
VDOT STANDARD STOP SIGN
T _ 1
t-�--(�- PROPOSED FIRE HYDRANT (COMPLETE)
200
EXISTING CONTOUR
GRADING
200
PROPOSED CONTOUR
+ 240.5
EXISTING SPOT ELEVATION
TC = TOP OF CURB
BC = BACK OF CURB
r TC 240.5
PROPOSED SPOT ELEVATION
EP = EDGE OF PAVEMENT
TW = TOP OF WALL
1O
PARKING COUNT
BW = BOTTOM OF WALL
TS = TOP OF STAIRS
BS = BOTTOM OF STAIRS
NIA = NOT APPLICABLE TO THIS PROJECT
MANAGED SLOPES
PRESERVED SLOPES
ACSA GENERAL WATER & SEWER CONDITIONS
GENERALNOTES
1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS
INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED
WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION.
2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S
SPECIFICATIONS AND STANDARDS.
3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL
FEDERAL, STATE AND LOCAL AGENCIES.
3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY
CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS).
4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES.
5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS,
SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION.
6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES,
THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED
BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS.
7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS.
8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN
THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND
SPECIFICATIONS.
9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR
REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS.
10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED.
11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS.
12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED
TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS
AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER.
13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF
CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT
SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL
MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY
WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT.
14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES.
(N/A)
15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO
THE PLACEMENT OF AGGREGATE BASE COURSE.
16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL
FACILITIES AS DEEMED NECESSARY.
17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD
INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR
SEPTEMBER 14, 2021
INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S).
18.
A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS
1.
WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL
PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS.
BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK.
19.
THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST
2.
THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF
WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS.
CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION.
20.
THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED
3.
THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND
THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR
WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND
INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S).
LINES AND STRUCTURES, AS NECESSARY.
21.
A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT
4.
ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER
STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (NIA)
CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA.
22.
ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE
5.
DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.
SUBGRADE.
6.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001).
23.
CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN
7.
ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE,
ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS.
OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC.
24.
APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A
8.
ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES.
PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF
9.
VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF
WAY. (N/A)
THE LINE.
25.
GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE
10.
TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
OF ROAD. (N/A)
11.
THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE
26.
ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM
JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT).
SLOPE OF 0.004 ft./ft.
12.
THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL
27.
WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A
UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER
20' TRANSITION ON EACH SIDE OF THE INLET. (N/A)
LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR
28.
CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE
UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE
13.
THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF
ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS.
THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR
29.
ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM
UNDER AN "OTHER PLUMBING' PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ]CC/ANSI Al17A-09.
14.
THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER
30.
THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT.
MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS
31.
HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES.
INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
32.
ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT
15.
ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA.
THE END OF THE DAY
16.
PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE ALL BACKFLOW PREVENTION
33.
VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED.
DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS DETAILED IN SECTION 8 OF THE MOST RECENT
34.
ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED
REVISION OF THE ASCA RULES AND REGULATIONS.
BY THE BUILDING DEPARTMENT. SEWER AND FIRE LINES IDENTIFIED BUT NOT WATER LINES.
17. A DEED OF EASEMENT AND EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, SHALL BE RECORDED PRIOR TO
ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED.
Albemarle County
Private Road Acceptance Procedure
Albemarle County
As -built Road Plan Policy This is the procedure developed by the Albemarle County Community Development Department for the
completion of private roads. The items in this list must be completed in the order given.
As -built drawings shall be prepared for all public and private roadway construction projects within Albemarle
County. The following is a list of the minimum information required on the drawings. Additional information
may be requested. The County only reviews private road as -built plans. The county does not review or
approve public road as-builts. For questions regarding public roads, please consult with VDOT.
1. A signed and dated professional seal of the preparing engineer or surveyor.
2. The name and address of the firm and individual preparing the drawings on the title sheet.
3. "As -built" must be labeled on the drawings with the date of preparation or revision.
4. The constructed location of all items associated with the road construction must be shown. The items
include, but are not limited to the following:
a. Horizontal Alignment - Show and label measurement points, and an interpreted line between
measurements. Show the as -built centerline over the design centerline. Distinguish between the design
elevation and as -built by labels and line type. Measurements shall be at each station as a minimum, and
at frequent enough intervals to accurately portray the as -built centerline, and the position of the roadway
within the right-of-way or easement. An portions outside the right-of-way or easement must be
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corrected by plat or construction.
b. Vertical Alignment - Show and label measurement points, and an interpreted line between
measurements. Show the as -built centerline over the design centerline. Distinguish between them by
labels and line type. Write the constructed vertical elevations adjacent to the design elevations.
Distinguish between the elevations by striking a single line through the design elevation. Measurements
shall be at each station as a minimum, and frequent enough intervals to accurately portray the as -built
centerline. For alignments which deviate significantly from the design, provide curvature and sight -
distances. Corrections may be required for alterations from the design alignment.
b. Edge of Pavement - Display the constructed edges of pavement and width measurements at every
station or more frequently if necessaryto accurately portray the as -built edges. Show the as -built edges
over the design edges. Show and label constructed edge of pavement radii for all intersections and cul-
de-sacs. Edges for sidewalk, as well as ramps and curb cuts must be included.
c. Culverts, Pipes and Drainage Structures - Display the installed type of drainage structure,
culvert/pipe size, material, inlets or end treatment(s), inlet and outlet protection, alignment and invert
elevations compared to design. For slopes flatter than design, or inverts shallower than design, provide
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computations verifying design standards.
d. Ditch Lines - Display the constructed location of all ditch lines, including typical section, direction of
flow, and linings.
e. Drainage Easements - Show all platted easements with dead book references labeled. Drainage must
be within platted right-of-way or drainage easements. Provide copies of recorded documents.
e. Guardrail - Display the constructed location of guardrail, including the guardrail type, length and
applied end treatments, compared to design.
f. Right of way and associated easements - Label deed book and page numbers for all dedicated right-
of-ways, sight easements, slope easements, etc., and provide copies of recorded documents.
g. Pavement Designs - Label the as -built pavement and base on the design typical sections. Strike
through any design elements which were not applied. Inspection reports are required for fill
compaction, CBR's, and pavement applications.
h. Street Trees - if street trees are on the design plan, provide design and as -built locations and species.
i. Signs - Show all installed signs and pavement markings. Include any pedestals or other features.
1. Tests and Inspections: Have all necessary tests and inspections performed by a professional
engineer or geotech, or VDOT certified inspector. This should include, at a minimum,
a. California Bearing Ratio (CBR) tests,
b. stone depth inspections, including installation of under -drains and cross -drains,
c. fill compaction tests,
d. pipe and drainage structure video inspections or equivalent,
e. base and surface pavement inspections, documenting materials, thickness and compaction
f. concrete tests
g. structural and related inspections for any bridges and foundations
Compile a report of these tests, certified by a professional engineer, and submit this report with the
as -built plans.
2. As -built plans and plats: Provide drawings of the constructed improvements according to the
Albemarle Count As -built Road Plan Policy. Provide copies of all recorded drainage easements
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sight easements, and right-of-way plats. Plats should be copies of the actual recorded documents
from the Clerk's office. Before completing as -built drawings, make any corrections necessary to
ensure all improvements are within right-of-ways and easements.
3. Bond inspection: Request a bond reduction or release inspection from the County, which will
reduce or release your bond, indicating completion or partial completion, or generate a letter
indicating items in need of documentation or completion. The following documents will be needed
with your bond inspection request;
A. Completed Bond Inspection Request form and fee
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A form and fee are required for each bond, such as for a project with multiple phases and bonds.
B. As -built documents per items I and 2 above.
An as -built plan prepared in accordance with the Coun 's As -Built Road Plan Policy is required. For an
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releases or reductions, the minimum requirements of this policy must be met, if only to ensure that all
improvements are in right-of-way and easements.
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C. Signed and sealed letter from a professional engineer listed and certifying that completed
improvements are built according to plan.
Please do not e-mail or fax copies of this letter. An original signature and certifying seal are required.
Please do not use qualifying statements such as "it appeared", or "to the best of my knowledge", or
"generally in accord". Improvements were either built to plan, or they were not. As -built measurements,
construction inspections, and other field verifications should be cited and included. Tolerances should be
noted. The items not built according to plan must be listed, with explanations. Deviation in pavement
materials and thicknesses must be listed. If street trees or sidewalks, or other items were moved, or added,
this should be noted. If drainage changed, by addition or deletion of culverts, inlets, or re -alignments of
pipes or grades, this should be verified by revised computations and attached to the letter. If there are
outstanding items or omissions, these should be fisted. Graphics are helpful. In short, please provide more
than a statement of opinion or assurance. Please demonstrate that the improvements and construction have
been inspected, investigated and documented, and are certified in detail, and county staff will not be in the
position of discovering discrepancies and deficiencies in the field.
D. Completed Certificate of Completion
This form must be received for release of a bond. It is available on the county website. In the case of
reductions, a letter listing the outstanding items that need to be completed before signing the certification is
acceptable. It must be signed by the owner. This form says all subdivision improvements have been
completed. It also says that all construction conforms to approved plans and any discrepancies have been
anrimved by the County.
35. RETAINING WALLS GREATER THAN TIN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4' IN HEIGHT REQUIRE A
STAMPED ENGINEERED DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC.
36. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS.
37. BUILDINGS OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR
A DEMOLITION PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH FROM ALBEMARLE COUNTY AND VDOLL
CONTACT VDOLI FOR THEIR ADDITIONAL REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS AT (540)562-3580 (EXT. 131).
38. WHERE THE FLOOD LEVEL RIMS OF PLUMBING FIXTURES ARE BELOW THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM
MANHOLE IN THE PUBLIC SEWER, THE FIXTURES SHALL BE PROTECTED BY A BACKWATER VALVE INSTALLED IN THE BUILDING DRAIN,
BRANCH OF THE BUILDING DRAIN, OR HORIZONTAL BRANCH SERVING SUCH FIXTURES. PLUMBING FIXTURES HAVING FLOOD LEVEL RIMS
ABOVE THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER SHALL NOT DISCHARGE
THROUGH A BACKWATER VALVE.
BLASTING NOTES
1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT.
ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES
1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL
MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION
OF DAMS.
2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES.
3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES,
CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY
EROSION CONTROL INSPECTOR.
GENERAL CONSTRUCTION NOTES FOR EROSION AND
SEDIMENT CONTROL
1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK
PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION.
2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM
STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS
VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS.
3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING.
4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES.
5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT
NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION
CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY.
6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO
PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY.
7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING
ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.
8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE.
9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING
EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL
BE MADE IMMEDIATELY.
10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
11, ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE
OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS.
12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28.
13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE.
14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF
7:OOAM TO 9:OOPM.
15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER
TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND
DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE.
16, THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER
MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF
THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY.
17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE
MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH
AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE
APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR.
18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE
LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE
APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE
AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW
MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL
INSPECTOR.
19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING
TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET
STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD
STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED
AND REPAIRED IMMEDIATELY.
20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE
STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL
INSPECTOR.
21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER
PROTECTION ORDINANCE SECTION 17-204G.)
22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND
DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B)
COUNTY OF ALBEMARLE
gR Department of Community Development
Construction Record Drawings (As -built) for VSMP
The following is a list of information required on construction record drawings for
stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the
construction record drawing be prepared by someone other than the designer. Please do not
provide design drawings as construction record drawings.
A. A signed and dated professional seal of the preparing engineer or surveyor.
B. The name and address of the firm and individual preparing the drawings on the title sheet.
C. The constructed location of all items associated with each facility, and the inspection records to verify
proper dimensions, materials and installation. The items include, but are not limited to the following:
I. Inspection Records and photographs for pipe trenches and bedding. including underdrains.
2. Video Pipe Inspection for any pipes which are not accessible or viewable.
3. Updated Location with geo-coordinates of all facilities.
4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities.
5. Current physical and topographic survey for all earthen structures. Ponds should include a survey
of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required
for alterations from the design.
6. Plants, location and type.
7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the
installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s),
inlet and outlet protection, alignment and invert elevations compared to design.
8. Computations: For significant deviations from design, provide sealed computations verifying that
the as -built condition is equivalent or better than design.
9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical
sections and linings.
10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage
must be within platted easements. Provide copies of recorded documents.
11. Guardrail, fences or other safety provisions - Display the constructed location of all safety
provisions; fences, guardrail, including the type, length and applied end treatments, compared to
design.
12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to
material types and depths. Include inspection reports, boring or test pit reports and materials
certifications. Biofilter media must be an approved state mix.
13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable.
14. Compaction reports are required to verify fill compaction in dams.
15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning.
Albemarle County Engineering
Final Plan General Notes
Page I of 4
ALBEMARLE COUNTY
FINAL PLAN GENERAL NOTES
General Constructioa Notes
1. Prior to construction within an existing Public right-of-way, inclu
ding 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.
3. Erosion and siltation control measures shall be provided in accordance with the approved
erosion control plan and shall be installed prior to any clearing, grading or other
construction.
4. All es and disturbed r fertilized seed n slop d areas are to be seeded and mulched.
5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable,
lesser slopes of 3:1 or better r achieved.
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6. Paved, rip -rap or stabilization mat lined ditch may be required when to the opinion of the
County Engineer, or designee, it is deemed necessary in order to stabilize a drainage
channel.
7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic
Control Devices.
8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III.
9. All excavation for underground pipe installation must comply with OSHA Standards for
the Construction Industry (29 CFR Part .
ryan D. Cichochi
lie. No. 53741
12/9/2022
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057 AGGECATE, ILB AGGREGATE OR CRUSHED'(E GLASS MEETING Be GRADATION REOURELEws. GENERAL NOTES
I. UNLESS SPECIFICALLY INDICATEDA �COMBINATION UNDERDRAIN WILL NOT BE
INT LOCATED AT THIS POWHEN PTH SUBBASE AD SUBGRADE ARE STABLED.
2. TRENCH SHALL BE FLIED WITH AGGREGATE AND THMOUGHLY HIND TAPED TO
ROM COMPACTNESS.
NON -PERFORATED OUTLET PIPE 3. OUTLET PPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND
SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOUAER SLOPE 2 X IN. Ci X
DESIRABLE) GRADE.
TYPE Di PPE
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4. ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE
OUTLETS FOR UDflBRAMS. THEY ARE TO BE LOCATED SO AS TO DRAM INTO DROP
INLETS OR MANHOLES.
5. ON S PE ELEVATED SECTIONS, FRENCH b TO BE UNDER ENTIRE PAVEMENT AREA
WITH OUTLET WE ON LOW SIDE ONLY.
B. INVERT ELEVATION AT OUTLET END OF OUTLET PPE TO E A MILMB OF r-0• ABOVE
INVERT ELEVATION OF RECEIVING DRAINAGE UTTCH OR STRUCTURE.
N WILL THICKNESS (W) - INCHES 7. ALL CONNECTIONS (ELBOWS, WYES. ETCH WITHIN PAY UNITS FOR OUTLET PPE ARE TO
BE OF THE SINE CRUSHING STRENGTH As THE OUTLET PIPE.
NNN TESTED ACCORDING TO ASTY D-24Ti AT SZ DEFLECTION. BE
OUTLET PIPE TO BE SECURELY CONNECTED TO EW-12OR OTHER DRAINAGE
STRUCTURE.
ROAR � STANDARDS STANDARD COMBINATION UNDERDRAIN D0TSPECIFICATION
SIEEr 1 a 1 REVISION DATE (AT LOWER END OF CUTS) 232
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DRAINAGE
FABIRIC GENERAL NOTES
I. TRENCH SHALL BE FLIED WITH AGGREGATE AND TIROUGMY HIND TAPED TO
INSURE COMPACTNESS.
APPROACH SLAB PAVEMENT 2. OUTLET PPE SMALL BEGIN AT THE EDGE OF THE TRAVEL LNIE PAVEMENT NO
SHALL E PLACED ON A (FADE PARAIR TO THE SOLDER SLOPE 2 X MN ($
DESIRABLE) GRADE.
BRIDE SUBBAY 3. ON CURB AND GUTTER SECTIONS, WHERE IT b IMPOSSIBLE TO OTHERWISE PROVIDE
CD-2 OUTLETS FOR UDEiDRA1(S. THEY ARE TO E LOCATED SO AS TO DRAB INTO DROP
ASE
WR NETS OR MANHOLES.
5 32E NO. 2EB(6' IN DEPTH)
I 4. ON SPERELEVATED SECTIONS, TRENCH b TO E UNDER ENTIRE PAVEMENT AREA
WITH OUTLET PPE ON LOW SIDE ONLY.
5. INVERT ELEVATION AT OUTLET END OF OUTLET PPE TO E A MINIMUM OF 1-0- ABOVE
INVERT ELEVATION OF RECEIVING DRAINAGE CRC( OR STRUCTURE.
PLACEMENT OF CD-2 UNDERDRAIN AT B. ALL CONNECTIONS (ELBOWS. WYES, ETC.) WITHIN PAY MATS FOR OUTLET PPE ARE TO
BRIDGE APPROACH SLABS E OF THE SAE CRUSHING STRENGTH AS THE OUTLET PIPE.
7. STRUCTURE.OUTLET TO E SECURECONNECTEDELY COCTED TO EW-12OR OTHER DRAINAGE
REFERENCE DCrr
STANDARD COMBINATION UNDERDRAIN ROAD MSPECIFICATION
�BRIDGE STANDARDS
232 (AT GRADE SAGS AND BRIDGE APPROACHES) REVISION DATE MEET , aF 1
50,
701 VRGINA, DEPARTMENT OF TRANSPORTATION DB,OU
cc-e
NOTES!
1. THIS ITEM MAY E PRECAST OR CAST N PLACE.
2. CONCRETE TO E CLASS AS F CAST N PLACE,
4000 PSI F PRECAST.
3. COMBINATION CURB M GUTTER 14AVM A RADIUS
OF 300 FEET OR LESS (ALONG FACE OF CUB)
SHILL E PAD FOR AS RADIAL COMBINATION
CIXB M GUTTER.
4. FOR USE WITH STABLIZED OPEN -GRADED DRAINAGE
LAYER, THE BOTTOM OF THE CURB M GUTTER
E CONSTRUCTED PARALLEL TO THE ALOE
SUBBASE COURSES ND TO THE DEPTH OF
THE PAVEMENT.
5. ALLOWABLE CRITERIA FOR THE USE OF OG-6
b BASED ON ROADWAY CLASSIFICATION AND
DESIGN ARTHEESECTION
NUAAL
2" R
THE RROAD�DESIGN YY N
ri
ON GS URBAN STANDARDS.
D
D
D
D ! D
D
p
THE BOT70M OF THE CURB AND
e•
2'-0.
MAY ETHECONSTRUCTED
f
PARALLLEL TOSLOOPPE OF
SUBBASE COURSES PROVIDED A
S
THIS AREA MAIMUM
Y E CONCRETEIS
DEPTH
MAINTAINED.OF Y
AT THE OPTION OF THE CONTRACTOR
COMBINATION 6" CURB AND GUTTER ROAD AND BRIDGE STANDARDS
DS REVISION DATE 1SHEET 1 aF t
502 VRGINIA DEPARTMENT OF TRANSPORTATION
zo, o3
A
R11-1
STOP -RBdUCe spacing 40%
A
a
C
D
E
F
18
.375
6
BC
3
7.75
24
S3
8
8 C
4
10
®
30
.75
10
10 C
5
125
36
.875
12
12 C
6
15
48
1.25
16
16 C
8
20
COLORS: LEGEND - WHITE (RETROREFLECTIVE)
BACKGROUND - RED (RETAOREFLECTLVE)
1-1
MUTCD STOP SIGN DETAIL
No Scale
TOP OF CURB
%�� " l
12" \ 4 •
CONTINUE 21B STONE BASE]
FROM ADJACENT PAVEMENT
SECTION UNDER CURB
FLUSH CURB (PARKING LO
No Scale
VDOT A-3
CONCRETE
�URF�-
NON -SLIP BROOM FINISH
VARIABLE WIDTH'
MAX. CROSS SLOPE 2%
° . < • 4.
°
`4" 3,000 PSI AIR -ENTRAINED
CONCRETE
COMPACTED SUBGRADE
4" TYPE 21A STONE COVER
DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS
CID
NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN
ACCORDANCE WITH VDOT STANDARDS.
1.5" ASPHALTIC CONCRETE SURFACE
COURSE - SM-9.5A
2" INTERMEDIATE BASE COURSE - IM19.OA
3" INTERMEDIATE BASE COURSE - BM25.OA
um I
8" TYPE 21-B AGGREGATE SUBBASE COURSE
\%\\%�\/\\%\�\/\�\/,� COMPACTED SUBGRADE
(PER GEOTECHNICAL REPORT)
14 DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS
HEAVY DUTY ASPHALT PAVEMENT SECTION
No Scale
2" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A
(PLACED IN ONE LIFTS)
8" TYPE 21 B AGGREGATE BASE COURSE
\/\\\// COMPACTED SUBGRADE
DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS
LIGHT DUTY ASPHALT PAVEMENT SECTION
No Scale
2016 ROAD & BRIDGE STANDARDS
cc-n
NOTE: WHEN A PEDESTRIAN ACCESS ROUTE
CROSSES A COMERCIAL ENTRANCE
THE CROSS SLOPE SHALL BE 2X FOR
A WIDTH OF 5 FEET.
A
GENERAL NOTES
(RADIUS TO BE AS I
o CI
==STREET APPROACH SAME SURFACING AS MAINLINE ROADWAY (SEE NOTE 3)
SHOWN ON PLANS)
F
I
1. WHEN USED IN CONJUNCTION WITH STANDARD CC-3
(RADIUS TO BE AS
OR CG-7, THE CURB FACE ON THIS STANDARD IS TO
SHOWN ON PLANS)
BE ADJUSTED TO MATCH THE MOUNTABLE CURB
CG-2 OR CG-6
CONFIGURATION.
(SEE NOTE 1)
2. SEE STANDARD CC-12 FOR CURB RAMP DESIGN TO BE
B
0 SIDEWALK
USED WITH THIS STANDARD
SIDEWALK
H-
(SEE
fNOTE
W
5)
I OP110Nn1
UNPAVED SPACE
3. MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE
- -
m FLOW LINE.
R/W LINE (EXCEPT ANY SUBGRADE STABILIZATION
�•R t-----
REQUIRED FOR MAINLINE PAVEMENT WHICH CAN BE
EXPANSION
OMITTED IN THE ENTRANCE.)
JONANSION
LL
JOINT
4. RADIAL CURB OR COMBINATION CURB AND GUTTER
SHALL NOT BE CONSTRUCTED BEYOND THE R/W LANE
NOTE: WIDTH "B" 2'-0" OR AS MAINLINE ROADWAY
EXCEPT FOR REPLACEMENT PURPOSES.
SHOWN ON TYPICAL
�(3I
SECTION. A
PLAN VIEW
ENTRANCE NOTES
5. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE
TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK
MAINLINE ROADWAY SLOPE
TRAFIC, THE DEPTH FOR SIDEWALK 6 CURB RAMPS
10'PARABOLIC CURVE (ENTRANCE ONLY)
WITHIN THE LIMITS OF THE RADII SHOULD BE
INCREASED TO 7". (SEE CC-13)
EDGE OF PAVEMENT OR
BX MAX,
p
OPTIONAL FLOW LIT$
GRADE CHANGE ® _
_ _ - p
6. PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW
(SEE
LINE IS REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS
MAINLINE ROADWAY
- - - - -- - - -
- - - - NOTE 7)
THE ENTRANCE.
B% MAX. ®
D
7. THE DESIRABLE AND MAXIMUM ENTRANCE GRADE CHANGES
GRADE CHANGE
-
"D" ARE LISTED IN THE ALLOWABLE ENTRANCE GRADE
D
TABLE. THESE VALUES ARE NOT APPLICABLE TO STREET
CONNECTIONS.
5' MIN.
20MINIMUM FOR
COMMERCIAL ENTRANCE
INTERSECTION NOTES
B. WHEN CG-1115 USED FOR STREET CONNECTIONS, THE
® CONSTRUCT GRADE CHANGES WITH A PARABOLIC CURVE.
CONNECTION MUST BE DESIGNED IN ACCORDANCE WITH
AASHTO POLICY AND THE APPLICABLE REQUIREMENTS
SECTION A A
OF H VDOT ROAD E GN MANUAL, INCLUDING STOPPING
SIGHT DISTANCE AND NE VIALUE
9. OPTIONAL FLOWLINE MAY REQUIRE WARPING OF A
PORTION OF GUTTER TO PROVIDE POSITIVE DRAINAGE
72'�B
ACROSS THE INTERSECTION,
ALLOWABLE ENTRANCE GRADE CHANGES
CLASS
(H.E.S.
CONCR
SECTION C-C
ENTRANCE VOLUME
GRADE CHANGE
"D"
DESIRABLE
MAXIMUM
HIGH
MORE THAN 1500 VPD
0 %
3 %
MEDIUM
500-1500 VPD
5 3 X
6 X
LOW
LESS THAN 500 VPD
5 6 X
B X
NOTES ALLOWABLE ENTRANCE GRADE TABLE IS NOT
APPLICABLE TO STREET CONNECTIONS
SPECIFICATION XVDOT
REFERENCE METHOD OF TREATMENT
ROAD AND BRIDGE STANDARDS
soz (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE sHEEr 1 of ,
VIRGINIA DEPARTMENT OF TRANSPORTATION 07/15 203.04
2016 ROAD & BRIDGE STANDARDS
SWALLOWTAIL LANE
CROSS SECTION
C/L 0.5'
CG 6 1 1.5" SM-9.5A
22'
2 5' (PAVEMENT WIDTH) (
D 1
6'
(PLANTING STRIP)
CG-2
1 COMPACTED SUBGRADE 2" IM-19.OA
5'
5' 6' 3" BM-25.OA SIDEWALK
SIDEWALK (PLANTING STRIP)
4T PARCEL WIDTH
COVERED BY PRIVATE & EMERGENCY ACCESS EASEMENTS
NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND
ALBEMARLE COUNTY DESIGN STANDARDS. 1' BEYOND THE BACK OF CURB (TYP.)
PRIVATE ROAD CROSS SECTION
No Scale
FLORA VIEW DRIVE (WHOLE LENGTH)
SWEETBAY STREET (9+85.27 - 17+25 & 19+65 - 20+55.64)
CG-6 -
-i 2.5'
SUBGRADE
NOTE: ROAD CROSS SECTION COMPLIES WITH
ALBEMARLE COUNTY DESIGN STANDARDS.
ALLEY CROSS SECTION
No Scale
C/L 1.5" SM-9.5A
VARIES 20' MIN
(PAVEMENT WIDTH)
TE & EMERGENCY ACCESS
2" IM-19.OA
3" BM-25.OA
AGGREGATE SHALL EXTEND
V BEYOND THE BACK OF CURB (TYP.)
SWEETBAY STREET (17+25 - 19+65)
HONEYBEE WAY (WHOLE LENGTH)
6L 1.5" SM-9.5A
r0.5' VARIES 20' MIN
CG-2 � yW (PAVEMENT WIDTH)
\�\ILJI f 21% TYPICAL (VARIES)
COMPACTED SUBGRADE 2" IM-19.OA
3" BM-25.OA
NOTE: ROAD CROSS SECTION COMPLIES WITH
ALBEMARLE COUNTY DESIGN STANDARDS.
ALLEY CROSS SECTION
No Scale
CG-2
CG-2 (HEIGHT VARIES SEE
ROAD PLAN SHEETS FOR
AREAS OF FLUSH CURB)
TE & EMERGENCY ACCESS EASEMENTS �I
AGGREGATE SHALL EXTEND
1' BEYOND THE BACK OF CURB (TYP.)
RENEWAL ROAD (WHOLE LENGTH)
C/L 1.5" SM-9.5A
5' VARIES 20' MIN
(PAVEMENT WIDTH)
COMPACTED SUBGRADE
NOTE: ROAD CROSS SECTION COMPLIES WITH
ALBEMARLE COUNTY DESIGN STANDARDS.
ALLEY CROSS SECTION
No Scale
\ --- 2" IM-19.OA
3" BM-25.OA
& EMERGENCY ACCESS EASEMENTS
AGGREGATE SHALL EXTEND
1' BEYOND THE BACK OF CURB (TYP.)
CG-2 (HEIGHT VARIES SEE
ROAD PLAN SHEETS FOR
AREAS OF FLUSH CURB)
CG-2 (HEIGHT VARIES SEE
ROAD PLAN SHEETS FOR
AREAS OF FLUSH CURB)
CG-2 (HEIGHT VARIES SEE
ROAD PLAN SHEETS FOR
AREAS OF FLUSH CURB)
ryan D. Cichoclu
Idc. No. 53741
12/9/2022
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DATE
912012022
DRAWN BY
M. DENHARD
DESIGNED BY
M. DENHARD
CHECKED BY
B. CICHOCKI
SCALE
N.A.
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TH
1 x 6 CAF
1 x 6 TRIMMEF
2 x 4 RAILS
x 6 METAL POSTS
10'-6"
" V
x 4 METAL POST
12'-0"
CONC.
PAD
14'-0"
1 x 6
1 x 4 CAP OVER
12' S7
HINGE
OUTSIDE ELEVATION 3 SIDES
OUTSIDE GATE VIEW
VARIES
VARIES
.
r
IIIIII
IIIIIIIII
NOTE: ALL LUMBER SHALL
BE PRESSURE TREATED
INSIDE ELEVATION 3 SIDES
J �l"1J IL1\ M111LLLJ
INSIDE GATE VIEW
DUMPSTER ENCLOSURE DETAILS
N T S
NOTES:
1. FINE BROOM FINISH ALL STAIRS.
2. RAIL ON BOTH SIDES OF STEPS (IF NOTED)
3. SEE PLAN FOR RISER HEIGHT
4. MAX. CENTER TO CENTER SPACING BETWEEN
STAIR POST TO BE 6'. ADD CENTER POST IF
NECESSARY TO MAINTAIN MAX. SPACING 1.5"ALUMINUM 12" MIN
RAIL (TYP.) (TYP.)
3'-0"
(TYP.) EXP.
JOINT
12"MIN INISHED
GRADE
(TIP.) 12"CONCRE
(TYP.)
3,-0„
1011 1/2" R ,
(MAX.)
FINISHEJEX
1"�j� j/8"
GRADAWASH
8 ~' CORE DRILL CONCRETE FOR
° 5a HANDRAIL POST, EMBED
HANDRAIL A MINIMUM OF 6"
BELOW FINISHED GRADE AND
GROUT TO THE FULL DEPTH
- OF EMBEDMENT (TYP.)
8^ 5" # 57 STONE
#3 REBAR (12" O.C.)
° (2) #5 REBARS, BOTTOM CONTINUOUS,
LAP 2'-2" AT SPLICES
COMPACTED SUBGRADE
3"
EXTERIOR STAIRS
No Scale
4 x 4 METAL POST UNLESS
�TED
IMMER
LNG
POST ELEVATION
CC 3
REV. 9/1
201.02
CONCRETE BUMPER BLOCK
ANCHOR WITH 5/8" REBAR
IMBEDDED 24" IN GROUND HANDICAP SIGN
HANDICAP SIGN LOCATION (VAN) FACE OF
LOCATION (TYP.) CURB
o
PER 2% VDOT
8' 5' 8' 8' 8'
TYPICAL VAN
ACCESSIBLE ACCESSIBLE
HANDICAP SPACES
No Scale
SIGN AND POST DETAIL
No Scale
18'
4"
PAINTED
STRIPE
(TYPICAL)
91
I-
REGULAR SPACE
T
_D
11L
FEEM REMR® VA. SIGN FOR THE DISABLED ON 0.80 GAUGE
PAfICNG PARKING ALUMINUM. COLORS: GREEN BORDER &
LEGEND, BLUE SYMBOL FOR ACCESSIBILITY,
WHITE BACKGROUND.
SPACES SHALL BE IDENTIFIED BY ABOVE
ITIKTY GRADE SIGNS AS RESERVED FOR PHYSICALLY
SM_ W RIE _ DISABLED PERSONS. PROVIDE ONE (1) R-7-8
TOW AWAYZOIE TOW AWAY ZONE SIGN AT EACH PARKING SPACE INDICATED ON
SITE PLAN. SIGN SHALL BE ALUMINUM
(PAINTED WHITE) WITH GREEN LETTERS AND
VAN INTERNATIONAL WHEELCHAIR SYMBOL. SIGN
6' ABOVE SHALL BE PLACED ON STEEL POST 1-1/2" O
FINISHED PAINTED BLACK SET IN MIN. 2' OF CONCRETE.
GRADE
ADA PARKING SIGNS
No Scale
y � 3
•M
2" R
-6... I.� R-
• •G. • • 6� ' �• SURFACE
SEE
NOTE 4 . 4. • s' • U,. e.
. .'b., BASE
y, p.
SUBBASE
7"
NOTES:
1. THIS ITEM MAY BE PRECAST OR CAST N PLACE.
2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE,
4000 PSI F PRECAST.
3. CURB HAVING A RADIUS OF 300 FEET OR LESS
(ALONG FACE OF CURB) WILL BE PAD FOR AS
RADIAL CURB.
A. THE DEPTH OF CURB MAY UA REDUCED AS MUCH AS 311
(13" DEPTH I OR INCREASED AS MUCH AS 3119" DEPTHI
IN ORDER THAT THE BOTTOM OF CURB WILL COINCIDE
WITH THE TOP OF A COURSE OF THE PAVEMENT SUSTRUC
OTHERWISE THE DEPTH IS TO BE 16" AS SHOWN. NO ADJUS-
IN THE PRICE BD 5 TO BE MADE FOR A DECREASE OR AN
INCREASE N DEPTH.
5. CG-3 IS TO BE USED ON ROADWAYS MEETING THE REOUIREM
FOR CGJ AS SHOWN IN APPENDIX A OF THE VOOT ROAD D
MANUAL.
s. WHEN THIS STANDARD IS TO BE TIED INTO EXISTING
BARRIER CURB, THE TRANSITION S TO BE MADE WITHIN
10'OR THE CHANGE IN STANDARDS MADE AT REGULAR
OPENINGS.
STANDARD 4" CURB
VIRGINIA DEPARTMENT OF TRANSPORTATION
SPECfICA1ION
ROFADCE
105
502
CG-]
ADJACENT TRAVEL LINE ASPHALT PAVEMENT WIDENING
I " EDGE OF EXISNO PAVEMENT
GAR DETERMINED N FIELD)
TACT( COAT TIE PROPOSED
CONSTRUCTION JOINT EXSTNG ASPHALT LAYERS PROPOSED ASPHALT LAYERS
_______ EXISTING SESUBBASE G SUBBASE PROPOSED SBASE
_______ COMPACTED SIBGRAOE
CONSTRUCTION JOINT DETAIL
® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS
® PROPOSED MINIMUM 11/x INCH THICK ASPHALT SURFACE CWlig (SEE NOTE 5)
• IWNIAM 12 NICHES OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS
AS DETERMINED B11 CORES (SEE NOTE J)
NOTES)
1. ASPHALT PAVEMENT WIDENING SHA.L HAVE A PAVEMENT DESIGN N ACCORDANCE WITH CURENT MIT PROCEDURES AND BE APPROVED BY THE ENGINEER.
2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF TIE LAYERS OF EBSTNG PAVEMENT.
SUBSURFACE DRAINAGE OF THE EBSTNG AND PROPOSED PAVEMENT SHALL BE ADDRESSED N THE PAVEMENT DESIGN.
3. A IMAM OF TREE CORES SMALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS M EXISTING
PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART.
4, THE ADJACENT TRAVEL LANE SHALL BE WILED A MNMM DEPTH OF II/1E INCHES AND REPLACED WITH AN ASPHAT SURFACE COURSE TO MATCH THE
PROPOSED PAVEMENT WIDENING SURFACE COURSE. UNLESS WAIVED BY ENGINEER.
5. THE ENGINEER MAY MOORE THE MCLING DEPTH OF THE EXISTING PAVEMENT TO BE AD.IUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE
AND EFFECTIVE SURFACE MANAGE.
8. EXSTNG PAVEMENT MANNGS AND MARKERS WITHIN THE I' ECT LIMITS SMALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER.
R.
FINAL"TRANSVERSE PAVEMENT TIE-IN SMALL CONFORM TO THE REGUREM NTS OF SECTION 315.05(a) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS
AT TIE-IN LOCATIONS SHALL BE TESTED USING A ID FOOT STRAIGHTEDGE N ACCORDANCE WITH THE REOUREMENTS OF SECTION 3M.07(a) OF THE
SPECIFICATIONS.
ASPHALT PAVEMENT WIDENING
RIGID AID BRIDGE STANDARDS
SHEET 1 DF 1 REVISION DATE FOR WIDENING SUBJECT TO TRAFFIC 3t5
30J.02 VRGMA DEPARTMENT OF TRANSPORTATION
<
SW�N'G OF MA TOLE AO INLET INVERTS N ACCORDANCE WITH
T16 DRAWING S TO APPLY TO THOSE STRUCTURES SPECIFIED
ON PLANS OR WHERE AVERT OF PPE S ABOVE INVERT OF
STRUCTURE.
MAaDLE OR DROP INLET S TO BE FORMED AD CONSTRUCTED
N ACCORDANCE WRH APPLICABLE STANDARD OR SPECIAL DRAWING.
THE INVERT SNIPING AS DETAILED HEREON IS TO CONSIST OF A
PGITLAI) CDIENT CONCRETE MIX CONFORMING TO CLASS M ON
CLASS CI EXCEPT THAT 25% OF COARSE AGGREGATE MAY BE
IF TO 4'1 N DIAMETER AND CONSIST OF STORE. BROKEN BRICK.
BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE
SHALL BE LEFT SMOOTH BY HEALS OF HIND TROWELLING. NOME
OF THE COAIUA AGGREGATE SHALL REMAIN EXPOSED
2016 ROAD & BRIDGE STANDARDS
`N- SLOPE TO GRAN TO INVERT
SECTION A -A
OF OUTLET PPE
METHOD OF TREATMENT IN DROP INLETS
SLOPE TO DRAM I• OUTLLEf RPIPE F II
DETAILS OF INVERT EACH
MA OL SHOWN D HEREON IS FOR EXAMPLE I • - • '•' • . • ' : I
INDIVIDUAL ANY. BEST
IT THE
AR CROP MIST S TO BE SHAPED
INDIVIDUALLY TO BEST FIT TIE PMTIOULM INFT AND OUTLET
COMIGLRA.TKN AND FLOW ORES, SECTION B-B
PLAN
METHOD OF TREATMENT IN MANHOLES
�� xv „�,�� STANDARD METHOD OF SHAPING �RENCE
SHEET 1 of I REVISION DATE MANHOLE & INLET INVERTS
302
DB.OBI VIRGINIA DEPARTMENT OF TRANSPORTATION
THIS AREA MAY BE CONCRETE AT
THE OPTION OF THE CONTRACTOR
REV 9/-
201.04
2016 ROAD & BRIDGE STANDARDS
NOTES
1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE.
2. CONCRETE TO BE CLASS AS IF CAST IN PLACE,
4000 PS IF PRECAST.
3. COMBINATION CURB & GUTTER HAVING A RADIUS
OF 300 FEET OR LESS (LONG FACE OF CURB) SHALL
BE PAD FOR AS RADIAL COMBINATION CURB &
GUTTER.
4. FOR USE WITH STABILIZED OPEN -GRADED
DRANAGE LATER, THE BOTTOM OF THE
CURB AND GUTTER BE CONSTRUCTED
PARALLEL TO THE SL OF SUBBASE
GOURSES AND TO THE GEPTn OF THE
PAVEMENT.
5. ALLOWABLE CRITERIA FOR THE USE OF CG-7 6 BASED
ON ROADWAY CLASSIFICATION MID DESIGN SPEED
AS SHOWN IN APPENDIX A OF THE VDOT ROAD DESIGN
MM2JAL.
6. WHEN THIS STANDARD IS TO BE TIED INTO EXISTING
BARRIER CURB, THE TRANSITION IS TO BE MADE WITHIN
10'OR THE CHANGE IN STANDARDS MADE AT REGULAR
OPENINGS.
7. WHEN COMBINATION MOUNTABLE CURB AND GUTTER IS
USED, THE STANDARD ENTRANCE GUTTERS OR STANDARD
CONNECTION FOR STREET INTERSECTIONS ARE TO HAVE
THE MOUNTABLE CURB CONFIGURATION NCORPORATED.
2" R
R
•
' ' '
7"
IV
'
- - - -
THE BOTTOM OF THE CURB AND
GUTTER MAY BE CONSTRUCTED
PARALLEL TO THE SLOPE OF
]'•
2'-0"
MINA. DEPTH OF 7" IS MAINTAINED
COMBINATION 4" CURB & GUTTER
VIRGINIA DEPARTMENT OF TRANSPORTATION
IDS
502
ryan D. Cichocki
Lie. No. 53741
12/9/2022
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DATE
912012022
DRAWN BY
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DESIGNED BY
M. DENHARD
CHECKED BY
8. CICHOCKI
SCALE
N.A.
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I WNGMUT UDGUNU ASSEMBLY
Ir MN
1
NOTES
1, PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT.
2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN -PLACE VAULTS SHALL BE 4".
MINIMUM WALL THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE 8".
3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED
WATER PROOFING COMPOUND.
TYPICAL METER VAULT (1 1/2" METER)
NTS
FIG. W-78
TO-15
4" DIAMETER BRANCH
AND VALVE -
WATER
VALVE BOX
VARIES
1
'i.
RESTRAINED JOINT FITTINGS
ON-LINE
(TYPE "B")
PLUG
THREADED COUPLING
PVC SLEEVE
BRASS NIPPLE AND PVC
o
CAP
I
LUBRICATE ALL THREADS
THRUST BLOCK
f°
METER BOX (SEE FIG. W-7)
VALVE
NO. 57 STONE
M.J. FITTING
2' PIPE SLOPED
TO DRAIN IF
-
GRADE ALLOWS
•�� VARIES '� VARIES
2' BRASS PIPE
WATER MAIN AND VALVE 2' THREADED TAP
ARE SAME SIZE PLUG
DEAD END
(TYPE "A")
TYPICAL BLOW -OFF
ASSEMBLY
NTS
FIG. W-8
AIR RELEASE VAL7
BRASS OR BRONZE PIPE
SOJD CEMENT BLOCKS
TYPE " • SOFT
COPPER
TION STOP
GRADE
GATE
I.
STONE
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 WATPUNES SMALLER THV 12' USE A 1" A.R.V. AND FITTINGS. FOR WATER
LINES 12 AND URGER 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
TD-20
VARIES
BOX
TO METER BOX (SEE FIG. W-61
THRU -7E). W-
I /
VARIES 2' COPPER
`,M.J. FITTING
WATER MAI
4' DIP "PLUG THREADED FOR
2" COMPRESSION FITTING
N-rZ
RESTRAINED JOINT FITTINGS
NOTES:
• GATE VALVE WILL BE 4' UNLESS OTHERWISE SPECIFIED BY THE ACSIL
• SERVICE LINE TO CONNECT AT MAIN WITH X"M4"TEE
• REFER TO FIG. W-3 FOR THRUST BLOCK DETAILS ON TEE.
• REFERTO FIG. W-5 FOR THRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE.
• NO CONCRETE SHOULD BE POURED ON ANY PART OF THE RESTRAINED JOINT. USE PLASTIC SHEETING AS
PROTECTION FOR BOLTS.
• USE 25M PSI. CONCRETE.
18"
PIPE SLOT
(2 PLACES)
LARGE METER SERVICE LINE
NTS
FIG. W-6C
COVER LIFT NOTCH
12 3/8"
WATER
CAST IRON LID
18' METER BOX
6" EXTENSION
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
TDTD=13
METER SIZE
DIMENSOa
A
DIMENSION
C
1 L2'
3'l'3'8'
2'
3' ''
5' N
'
GREATER
THAN 4'
PR�OSALS VD1 BE SUBMITTED.
SIDE VIEW
B
DOOR
HINGES
----
1,75' DIAMETER DRILLED
Flit TOUCH READ
I
UNITS.HOLE
TOP VIEW
3" DIAMETER FLAT
BEARING SURFACE
LIFT HANDLE
UNDERNEATH
24' X 36•
- - - - - - - - - - -----
N ACCESS
HATCH
HATCH
TYPICAL METER VAULT
N.T.S.
FIG. W-7A
rD-14
NOTE: HYDRANT MUST BE
EQUIPPED VAIN CHARLOTTES-
V'LLE THREADS WHICH IS
QTHE LOCAL STANDARD.
1
LENGTH OF BRANCH VARIES
6' MIN (2701 2' TO 10'
18"-22' ALVE BO
7 CU. FT.
068 STONE
42'WN,',:� VALVE 5' GATE
•,.� i Y:. .'
TEE
BLOC PCONCRETE ,
BASE AND THRUST AG
BLOCK AGAINST
UNDISTURBED STABLE
SOIL STEEL PILE
WHEN THE SDL IS DISTURBED OR WHEN RESTRAINED JOINT FITTINGS
A HYDRANT IS LOCATED IN A FILL N 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' MN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( INCLUDING DITCHES )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOX.
4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
IT IS NOT ALLOWED IN THE DITCH.
5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP
HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF
REWIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.S.
FIG. W-4
z
N
a
TD-8
PLACE 5' GALVANIZED " WITNESS " POST WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
TO HIGHWAY DEPARTMENT APPROVAL
FINISHED GRADE
LADJUSTABLE TRAFFIC RATED
I , VALVE BOX W/ LID
M.J. GATE VALVE
WATER LINE
2500 P.S.I.
CONCRETE P a 2'N 2' BEARING AREA.
THRUST BLOCK d
d
a b
NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE.
TYPICAL GATE VALVE
NTS
FIG. W-5
TD-9
t' COMPRESIONI • 3/4• MMJE PK adPUla
M fMPN�OYEID EQUAL
1 I �t5aer ax 11
MD srA,m mmNas
DUAL SERVICE
N sADalf9 9W1 BE uaFD aM F'1C PPE
O
/ FUN USE ON Arta !m[ FN Y
RESDdNiML SDNOES M DUAL RES M71AL
MO MRGTON WhIcEs.
�r
" -'IIP+asBorl • 31r MALE PPE CQUR10
PPR011]) FaUAL
M M ON MTACIED SIN= FAMLY
RZpQmAL sa S tWNE M IMNpA110N
EWR B NOT FRONDED.
ION LID
tro eEtO ca1PLA0-T
\ pS_
MEWED
OVATION STOP /�.7••s-S
Ew0 OR DM u0u �1i.v,����.i'^.• ` �' a owc mAr PPE tr
ii/Y u- :4Tb�' bi� ^•t+'% On NSIOME�TAaOKYAW
TYPICAL SERVICE LATERAL INSTALLATION
(5/8" & 1" METERS)
NTS
FIG. W-6A
- FOR BENDS 8" & SMALLER
USE STRAP ON BEND WITH
ANCHOR BOLT ON CENTER LINE
OF BEND.
- FOR BENDS 10" THROUGH 12"
USE 2 STRAPS ON BENDS
ADJACENT TO BELLS.
- FOR 18' BEND USE 3 STRAPS
AS SHOWN.
ELEVATION
PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT.
BEND
PE
S{ZE
A
B
C
D
E
F
P-
2'-a
2'-4
1'-2
Y-0
1 14'
e•
r-J
Y-0
r-
1'
r-a
1 1 4•
11 1/4'
1a-
r
Y-
2'-a
r
+r
Y-
4'-
Y-0
r-
SS'l
r
+a'
Y
5'-E•
Y-3
Y
2 Ilr
IV -
r-a
r
r-a
r-
r-e
T 14'
r-0•
X-rl
r
zz 1/2'
Io-
Y-r
Y
s-o
r-E
Y-91
r
1r
-
'-
4'-
r
is'
6'-0
Y-a
Y-
4-
B'_
Ilr
4• - 01
S-
6'-
s-O•
Y-
Y-
2 1/4'
e'
S-a
5'-a
Y-
s-
3'-9`
2 1 a
45'
10'
4'-
Y
Y-
a'-
Y-
2 1 a
1Y
5'-3
a'-
3'-3
5' -0
a'-B
2 i/2'
1e•
r-
H•-
s-I•
a
Y-r
z t
STRAPS
B
WIUIH UIM. -F-
LLET
STRAP = 1/4"
ST U
1 4 THICK
TE WASHER
3' THREAD
iv
1 NOMINAL INSIDE
3 4' ANCHOR
DIAMETER EXTRA
BOLTS
STRONG STEEL PIPE
BCAE
nI N F
I2 BENDS Ac
CONCRETE
CUSS B.
LARGER C
CHART FOR UPPER SECTION
VERTICAL BLOCKING NQg: STANDARD 90' HOOK ON END OF ANCHOR
BOLTS TO FACE CENTER OF BLOCKS
CONCRETE BLOCKING FOR
UPPER VERTICAL BENDS
N.T.S.
FIG. W-3A
Top View
6" MINIMUM--4
e
4' 1
10,
° a t
=1 10 .. 1 4" MINIMUM
d0
a
a..
NOTE: RESTRAINED JOINT FITTINGS.
F-Side Vlew
42" Minimum °'d95X oII 'Ihad d M ,I Iqa.
d Steel Beam, 'I I(min. size)
3' min. penetration Into undisturbed '1u•
soil or as approved by the
ACSA. /
TYPICAL THRUST BLOCK IN FILL AREA
NTS
FIG. W-3B
ASM A36 AND HEX NUT
ASM A588 OYP)
UNDISTURBED EARTH UNDISTURBED
2 - 3/4• DIA SOIL (lYP)
ALL -THREAD RODS_
e
WATER MAIN
VALVE J
JEIAH
-CLASS A-3 CONCRETE
r�I-t•• JSEVAD08
UNDISTURBED
smno I
NOTE:
1. ALL RODS AND FASTENERS SHALL BE GIVEN TWO COA7S OF ASPHALTIC PANT AFTER ASSEMBLY.
Y. CONTRACTOR SHALL ENSURE THAT THE COLLAR BEARS AGAINST UNDISTURBED SOIL FOR THE MINIMUM
DIMENSION SHOWN.
3. DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MNMUM. E THE TRENCH WIDTH IS
LARGER DURING CONSTRUCTION, THE COLLAR ME SIGMS SHALL INCREASE ACCORDNOLY.
CROSS ANCHOR RESTRAINTS FOR VALVES
NTS
Fig. W-30
JUNCTION BOXES, TRANSFORMER PADS PEDESTALS, ETC.
SHALL NOT BE LOCATED WITHIN THE RIGHT 13F WAY. I�
VARIES
WATER SEWER
� A
�I c
n z
LDCATI13N OF OTHER UTILITIES
(GAS, ELECTRIC, TELEPHONE, CABLE, ETC.)
EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM
WATER L SEWER 30' MINIMUM
W SEE PART 3, PARAGRAPH DI SEPARATION OF WATER L SEWER SYSTEMS.
UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT
90• TO THE RIGHT OF WAY,
UTILITY LOCATIONS & EASEMENT WIDTHS
NTS
FIG. W-1
T➢-1
GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
IIIIIIIIIIIII
+24 INITIAL BACKFlLL U
B e• N M BEDDING
8 STONE
STABLE SOIL ROCK
• SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL
STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND
THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF
#68 STONE
FOUNDATION IN POOR SOIL UNDER -CUT CONDITION
4 1 INITIAL BACKFlLL
UNSTABLE Ir W B
.
$01L` I YIN. MIN STONE
RANULAR FILL AS
.�APPROVED BY ACSA
CI(' STABLE SOIL OR ROCK,
NOTE
1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES.
2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED
ABOVE THE INITIAL BACKFILL.
3.THE INITIAL 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
SECTION 2-2
PIPE
DEGREE
BEND DIMENSIONS
VOL
TEE AND PWGS
VOL.
SIZE
OF
CU.YD.
OU.YD.
BEND
L
H
T
L
H
I T
DO
2.50
2.50
101
0.24
4" k 6'
45
200
225
260
0.15
200
225
2.50
0.15
221/2
1.50
2-00
252
0.10
11 1/4
1.50
2.00
2.50
0.10
90
3.6B
3AS
3.21
0.48
45
286
288
2.77
0.28
8
221/2
1.66
2.16
289
0.13
3.18
291
266
0.32
11 1/4
1.66
2.16
2.87
0.13
Ho
4.83
3.03
3.42
0.83
10" k 12"
45
3.33
3.58
2.95
0.43
3.83
4.00
283
0.52
22 1/2
2.33
2.58
286
0.24
11 1/4
1.83
2.33
2.84
0.18
THRUST BLOCKS ARE REWIRED WHENEVER THE PIPELINE : CHANGES DIRECTION. CHANGES
SIZE, DEAD ENDS AND AT VALVES.
USE 2500 P.S.I. CONCRETE
NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT.
THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE R SIZE OF
ALL THRUST BLOCKS.
CONCRETE THRUST BLOCKS
NTS
FIG. W-3
TD-3
ryan D. Cichocki
Lie. No. 53741
12/9/2022
r, E
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= I_
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of j
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w F O
U
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Vn DATE
>
912012022
O
r DRAWN BY
M. DENHARD
• DESIGNED BY
• M. DENHARD
• CHECKED BY
B. CICHOCKI
• • SCALE
N.A.
1"I
0 o
C
\ a'
O
U
c
v
\ e
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N
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U
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LL �- c
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Z m
m
c
O N
M
%1 E
v i O
JOB NO.
47036
0
SHEET NO. O
C1.3 0.
L
H
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
PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE
NOTE MIN. DIAMETER MANHOLE
S
LATERAL
TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED
REQUIRED.
E� D.
w
r
n D. C]ChOCID
TO THE MANHOLE
2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL
NN STEP•
<MJ DROP MANHOLE PVC CROSS
J
Z
All-
� J Ati
tic. No. 53741 �
BE CONNECTED USING A PIPE SADDLE.
3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2X Q
2' USE APPROVED FLEXIBLE RUBBER
BOUT.
Z'0 12/9/2022
'POT
(1/4" PER FOOT )
'
3000 PSI CONC. BASE
s`SIONAL�
It ROADWAY
4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN
&'
DIAMETER OF 4`. ow
GASKETED
STOP COUPLING
BENCH SLOPED TO FLOW
5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVEYSAELT--/
Eo 27'
•
CHANNEL 1/4" 1' MIN
OF 3 FEET.
•
PIPE STRAPS -. iT„ Jw�' DROP PIPE
i �_
' (STAINLESS STEEL) K�«�• I
[_ ERY,
(+1 E
CO
ATED
. 2' VERTICALLY i, F!:al�
•
!� `
`
N
N
FINISHED GROUND MARKER
90' RESTRAINED BEND ��k ''Y'\.
+'�
V r
V 1 BRANCH
c
j E
PAVEMENT m
SEWER
WFWENT
12'
E
• PIPE
II
W •-
'. ♦.. •
' • " MAIN
•"
��
6�fj
F W H 3
U i
42' MIN•
- -
..•i. A.i•A i. �.. SEWER
PfPE4
_
2"
p W
COATED STEEL BAND OR STAINLESS
D.25' MIN. THICKNESS STEEL CASING WSULATORS
PLAN
K 0
42' MIN. STEEL CASING 12" CONCRETE DSFILL
Q� _j lJ'j
Z
_
PLUG END OF
PROFILE
W nJr -tn
O
=-]
Ell�:
ECTION SERVICE LATERAL
MAIN LINEflN
MIN. 6' BEDDING v[TH N0. 6B STONE
W ry
d
Q
1. HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN TWO
FLEXIBLE CONNECTION NOTE.
'"'r
u
2'-0' 7• OR B' I 7' OR 8 2'-D 2'-D
(2) FEET.
MATH STAINLESS STEEL ALL CONNECTIONS TO
¢3 j '^ ¢
w
O
T T T I
2. VERTICAL DROP PIPE SHALL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO
BAND EXISTING MANHOLES SHALL
OG 19 y LL
s
p
UCTILE IRON PIPE I 18' OR 20' JOINT OF D3. I
THE DROP FITTING WITH STANDARD GASKET JOINT.
BE CORED AND A FLEXIBLE
" "
Ln N
Z
ESTRAINED JOINTS) �" 1
3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADE OF
CONNECTION BOOT
= U Q NO,
O
W
STAINLESSSTEEL
0 INSTALLED
Mi
cn
NOTE: 1. STEEL CASING TO EXTEND TO BACK OF CURB, DITCH, SIDEWALK, ETC. OR A MINIMUM OF 5' BEYOND THE EDGE OF
00
PAVEMENT. WHICHEVER IS GREATER.
4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT
to
O
2. ENDS OF CASING CAN BE SEALED USING A PULL -ON END SEAL GASKET IN LIEU OF CONCRETE FILL.
E-TEE
TO SPRING ONE OF MANHOLE INVERT.
i
3. MIDDLE SPACER SHALL HE PLACED AT THE CENTERPDINT OF PIPE JOINT,
PLAN
S. DROP CONNECTION DISCHARGE PETTING SHALL BE ORIENTED AT 45 DEGREES, INTO THE Flow.
TYPICAL MANHOLE PLAN
ow
� �
~
z
6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS.
WATER
VARIES
OU
7. MINIMUM 72" DIAMETER MANHOLE REQUIRED FOR A SINGLE 10" OR 12" DIAMETER DROP CONNECTION, OR
-
SHOWING BRANCH TIE IN
TYPICAL STEEL SLEEVE INSTALLATION
TWO 8" D DROP CONNECTIONS.
UNDER ROADWAYS
e
uS
0
w
SEWER SERVICE LATERAL CONNECTION
STANDARD INTERNAL DROP CONNECTION
NTS
p
O
N.T.S
N.T.S.
N.T.S.
FIG. W-10
FIG. S-I-6
M
~
Q
FIG. S-2
FIG, S-1-C2
Q.
of
Z)
M-33
TD-30
TD-27
=
H
p
N
>
F
O
V
0
N
FRAME & COVER
�E
O
DATE
6 ^�
FRAME & COVER
SEE FIG. S-I-D,
(SEE FIG. S-I-D,E)
U7
E
E
MAINING BACKFlLL SHALL
BN B CE °
-_R
STREET SURFACE OR
NON -PAVED AREA
STREET SURFACE OR
NON -PAVED AREA
O
9/20/2022
T CONTAIN ROCK MATERIAL
89 ^il
GER THAN 5" IN ANY
dy V E
L--_[
SLOPED AREA
��
SLOPED AREA .,.,.._
DRAWN BY
ENSION
N71AL BACKFlLL*
7PIPE
E� �s I� R
�o
w o
. s ,
1'-0" MAX 2 -0" RUBBER COATED STEEL STEPS
CAST IN PLACE
1'-0" MAX
M. DENHARD
EMB6" UFTS)
THOROUGHLY COMPACTED
CRETE
2'-0"
DESIGNED BY
HAND OR APPROVEDs
E ° z
�' BECKONS YAITH O�RINGOUSEALSBY
OR APPROVED
•
OMECHANICAL TAMPER
Q b 3 1y, F
yy'Q ry Ew "N Al wNO.
EQUALRUBBER
COATED STEELSPRIN
M.DENHARD
68AUNCHING
�g 3 uZia k m
S-O" MIN a
3'-O" MIN
STEPS CAST IN PLACE
EDDING 6" max
4"
_
i (V
°
Q THE DROP CONNECTION SHALL BE
e DUCTILE IRON PIPE (CLASS 50)
PRECAST REINFORCED
CHECKED BY
min
OUNDATION SHALL BE
REQUIRED
s E
E-• E Lizis
5' BACKFILLED IN 6" LAYERS AND
COMPACTED BY HAND TAMPERS OR
2 nlrl � BACKFlLLED WITH SELF -COMPACTING
CONCRETE SECTIONS 12 MIN
0" RING SEALS • 16" MAX
•
B. CICHOCKI
SCALE
WM N SOIL
. E E
16" MAX STONE
MINIMUM ELEVATION
CONDITIONS ARE UNSTABLE
N± m
o
DIFFERENCE ACROSS M.H. 5" 4'-0"
ALL PIPE)
5' };
N E �E
MINIMUM ELEVATION DIFFERENCE
12-MIN 12"MIN
FROM INLET TO OUTLET
N.A.
ACROSS M.H. FROM INLET TO
VA V ° OUTLET SHALL BE 0.20 FEET
SHALL BE 0.20 FEET. # VARIES
CONCRETE
•
'7A FILLETED INVERT FOR A SMOOTH
DEPTH OF FLOW
CHANNEL TO BE 1FlLLET'S •
TRANSITION OF FLOW BETWEEN
•
_..''
3 4 DIAMETER OF
,y+---
NOTE :
I.OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE
O
. I 'Q PROVIDED. INLET & LET PIPE SHALL BE
12 y. �..� :. . r �..: nSENOR.
CONTRIBUTING .• --
TT
4 12"
BACKFlLLED ENTIRELY WITH N0. 21A STONE.
A FILLETED INVERT FOR A SM00
2. FOR DUCTILE IRON PIPE THE BOTTOM M THE TRENCH SHALL BE SCRAPED
AND COMPACTED, AND ALL STONES REMOVED OR A 4' BEDDING OF N0. 68
STONE SHALL BE PROVIDED'
z
F
g o
3/4 DIA OF LARGEST
PIPE IN MANHOLE
MIN. 6` BEDDING WITH NO. 68 STONE
TRANSITION OF FLOW BETWEEN
INLET & OUTLET PIPE SHALL BE
PROVIDED. MIN. V BEDDING
_7(
3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
�y w
NOTES:
NOTE : W/ NO. 68 STONE
(�(J
BEDDING OF NO. 68 STONE
R" « IQ
1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE
SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.
1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE
SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.
O O
2 THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE
EXTENDED OR NON -EXTENDED BASES
3. ALL JOINTS, LIFT HOLES. INLETS, OUTLETS TO BE SEALED & GROUTED
INSIDE AND OUT.
2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE
EXTENDED OR NON -EXTENDED BASES.
O
4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE
3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED &GROUTED
DESIGN ON SEWERS WITH STEEP SLOPES.
INSIDE AND OUT.
TYPICAL SEWER PIPE
TYPICAL MANHOLE SECTION
�
INSTALLATION IN TRENCH
TYPICAL MANHOLE FRAME & COVER
TIE-IN
TYPICAL MANHOLE WITH DROP CONNECTION
SHOWING BRANCH
N.T.S
, ^
NTS
FIG S-FD
N.T.S
�J /
FIG. S-3
NTS
FIG. S-I-A
TD-31
FIG. S-I-C
-
( l
TD-34
�-25
1D-28
�
V
--
O
V /
-
PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE
Q
WITH PART V. SECTION G OF THESE SPECIFICATIONS.
%
_J
_j
LLJ
_jSLOPED
AREA RUBBER COATED STEEL STEPS
fY
CAST IN PLACE
FRAME & COVER
s '
Q
W
(tutav�..y 2[ 1DIA
28 1/{- DN T.
SEE FIG. S-I-D, E
PRECAST REINFORCED CONCRETE
ONTCONCRETE BLOCKS `• SE BASE• SEIWER PIPE STING SANITARY
'
m
Q
[9fi7mm] h7&mR]
24' I
I- [Mtemml--1
on
SECTIONS WITH 0` RING SEALS
OR APPROVED EQUAL
,
1'-0" MAX Y-0"
DOGHOUSE OPENING SHALL "I• L' MIN. 12' CLEARANCE
BE PREFORMEDBY • ' BETWEEN EXISTING PIPE
MANUFACTURER OR `' �'>• AND STONE BEDDING
SAW CUT TO FlT PIPE .�"1'•`•••
Q
O
^x
06
ze 7/1&'
OUTSIDE DIAMATER • .•y
PLUS 8".
W
�_ IK.-
A FITTING MAY BE REWIRED
WITH ACSA APPROVAL
12"No. THICK
Z
36 DI"1
3&• DIA a 2&'
[atw„m7
p'
No. 88 STONE BEDDING
NE
O
[680mm _ 1 1/2,
FRAME SECTION [38mm]
8"XB"X16' AND 4"sB'Xi6" A
SOLD CONCRETE BLOCKS
O
Z
[2omm]
z' (aa„m7lOiw
(�� RusM)
THE DROP CONNECTION SHALL BE
T-0• MIN DUCTILE IRON PIPE CLASS 50
CENTER W/RISER
DOGHOUSE MANHOLE BASE
T.
BACKFILLED IN 6' F
(umml I q'FY [111,�•P7 1
COMPACTED BY HAND TAMPERS OR
• 5' WITH SELF -COMPACTING
'WALL
• "
n n n u n n n , n i u, n n u n u„ ^ i , "'FILL
SPN [>om ]
. T2 13/16"
2 tro. 3 13/15,
I, ]
'. . STONE.
1 MIN
7
MANHOLE DOGHOUSE OPENING
MANHOLE ABOVE BASE SHALL AROUND EXISTING PIPE
I54mm [B7mm]
_ ss
1 3/! [&33mm]R
• 71/18' VI20WE
IP+mm] B/1&' O.D.OF SECTION
[17mmJ [t{mm] SECTION VIEW 1 {' &mm DW
�Lt
DIFFERENCE
18 MAX MINIMUM M.H.FROM
C ACROSS M.H. FROM INLET TO
5• ..
OUTLET SHALL BE 0.20 FEET
BE CONSTRUCTED AS SH01M)
ON FIGURE 5-1-A WITH N-S PSI CONCRETE
NON -SHRINKING GROUT
Q
w
sEx Aa°,n�r NEOPRENE GASKET
12"MIN 12 MIN A FILLETED INVERT FOR A SMOOTH
CD nail( 1/15 X 3/8 X 1 I/2
I>a�e"u��s tBDD' 1 5 9 nIA9°� "�F oo.etow
VARI 4 TRANSITION OF FLOW BETWEEN
. INLET & OULET PIPE SHALL BE
ALLOW CONCRETE
WRAP EXISTING PIPE WITH
O
2400" [{1mm PARTI D'JD&1 10
1/2'
(2smmJ Du Boss [&""" 1]E"+I a1 DIA VXNUss sTm ROD W '� 513 Io 13p oo a
PLAN view I PNrt� owelsle
.ti PROVIDED.
'^ ��
G � FITTING DIMENSION VARIES WITH SLOPE.
TO FLOW A MIN.
1'-0" BEYOND BASE NEOPRENE GASKET MATERIAL
OF STRUCTURE BEFORE FILLING THE OPENING
O
PICKBAR& LOCKLUO HOLE DETAIL
NOTES: wi(r1 Dos&IZ n zu NnX
" t .Q
12 ., . I C' i "• •.. Y i ••.' &'
NEOPRENE SECURED 13Y 2 NON-
CORROSIVE STRAPS, 1 IXJ
EACH SIDE OF OPENWG
1. ALL YAN D NNN IW YEER QjT WRMOPLNN Df1
ALIfRNATVE pFK M C IN ORM5 SUBSf ro FLODONG SNALL HAW MA1ERlitllr FRAME •COVER. W E NX .YN 5/e-1+ 7N
COVFLO YELL BC
3. .
ED O FRA ES OR SMIU rypTF pGyp122!
J. covtns SNAu eE rvm ro ERAMEs a1N Lo°cuc w(s OR suwAR Ass(MBLr.
3/4 DIA OF LARGEST
PIPE IN MANHOLE
og'LOCK
rMrMIN.
1T" MIN. CAST -IN PUCE
TYPICAL WATERTIGHT (�ca1DRn°�"PM o Do`�•c&s
a000 PSI CONCRETE BASE
LUG ASSEMBLY
MANHOLE FRAME &COVER
8" BEDDING WITH NO. 6B STONE
FOUNDATION SECTION VIEW
N.T.S FIG S4E
NOTES:
.„..,,,111 F,,, ,,I ,.....„+FIII„1,,,+II,I, , „.... .... ,,, „ ,,,,„..„.
TD-32
1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE
NOTES:
SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS
2, THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE
EXTENDED OR NON -EXTENDED BASES
1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW
FLOW TO THE EXISTING
O
3. ALL JOINTS. OFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED
PIPE.
INSIDE AND OUT.
2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE.
3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6"
, ^
OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE
BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN
-
ACCORDANCE WITH THESE SPECIFICATIONS.
TYPICAL MANHOLE DROP CONNECTION
TYPICAL MANHOLE BASE
JOB No.
WITH STEEP INCOMING SLOPE
SHOWING "DOGHOUSE" INSTALLATION
47036
NTS
N.T.S
FIG. S-I-Cl
FIG. S-1-Al
SHEET NO.
C l A
TD-29
TD-Y8
r
L
F-
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TIMMONS GROUP • • • • • THIS DRAWING PREPARED AT THE
• •• YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE
• 608 Preston Avenue, Suite 200 I Charlottesville, VA 22903
TEL 434,295.5624 FAX 434.295.8317 www.timmons.com
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SOUTHWOOD REDEVELOPMENT - VILLAGE 1
COUNTY OF ALBEMARLE VA
!�
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o m
n
c o
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Q,, rh
°
DATE
REVISION DESCRIPTION
21� 2021
COUNTY COMMENTS#2
WATER SYSTEM HYDRAULIC ANALYSIS - LAYOUT
These plans and associated documents are the exclusive properly of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not
bmded to construc0on, bidding, and/or construction staking without the express written consent of TIMMONS GROUP
TIMMONS GROUP .•'':'-.
THIS DRAWING PREPARED AT THE
YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE
608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903
TEL 434.295.5624 FAX 434.295.8317 www.timmons.com
(>m V 0 S O U T H W O O D PHASE 1 BLOCKS 9, 1 0, & 11 2 n n T m o o DATE REVISION DESCRIPTION
N m O m O N 12 9 2022 UPDATED PER COUNTY COMMENTS FOR SPA
n Z co o COUNTY OF ALBEMARLE VA p m o m= m== o m
O1 FIRE FLOW DATA ` o -< ro ` "
M1
These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not
limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP.
L�
e
S
DESIGN CRITERIA
At FLOW INFORMATION WAS OBTAINED FROM A FLOW TEST PERFORMED BY THE
ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) ON 12/19/2019. THE FLOW
TEST NODE IS THE EXISTING HYDRANT LOCATED ON THE EXISTING 12 INCH
WATERLINE APPROXIMATELY 350 FT NORTHEAST OF THE INTERSECTION OF
OLD LYNCHBURG ROAD AND HICKORY STREET. THE AVAILABLE FLOW CURVE IS
SHOWN ON THIS SHEET.
As SYSTEM FLOW IS REPRESENTED AT H-1 IN THE INCLUDED WATER MODEL
LAYOUT.
• THIS WATER MODEL WAS PERFORMED TO EVALUATE AVAILABLE PRESSURE
AND FLOW BASED ON THE INCLUDED WATER MODEL LAYOUT AND FLOW
DEMAND CRITERIA. ALL WATERLINES WERE MODELED WITH A HAZEN-WILLIAMS
ROUGHNESS COEFFICIENT OF 120.
At THE WATER MODEL LAYOUT IS BASED ON INFORMATION (SURVEY, GRADING
AND SITE LAYOUT) PROVIDED BY TIMMONS GROUP.
As THE PROPOSED SYSTEM WAS EVALUATED BASED ON MAINTAINING A MINIMUM
RESIDUAL PRESSURE OF 35 PSI FOR ALL DOMESTIC SCENARIOS AND A
MINIMUM RESIDUAL PRESSURE OF 20 PSI FOR ALL FIRE SCENARIOS.
FLOW DEMAND CRITERA
• AVERAGE DAILY DEMANDS.
•• RESIDENTIAL UNITS:
••• FLOW FACTOR = 270 GPD / UNIT
.•• DURATION = 24 HOURS
••• AVERAGE DAILY DEMAND = 0.19 GPM / UNIT
AVERAGE DAILY DEMANDS PER BLOCK
•• BLOCKS 1 AND 2 HAVE NO PLANNED DEVELOPMENT
•• BLOCK 3:
••• RESIDENTIAL UNITS = 22
••• AVERAGE DAILY DEMAND = 4.13 GPM AT J-11
•• BLOCK 4:
••• RESIDENTIAL UNITS = 10
•.• AVERAGE DAILY DEMAND = 1.88 GPM AT J-12
•• BLOCK 5:
••• RESIDENTIAL UNITS = 71
••• AVERAGE DAILY DEMAND = 13.31 GPM AT J-17
•• BLOCK 6:
••• RESIDENTIAL UNITS = 6
••• AVERAGE DAILY DEMAND = 1.13 GPM AT J-11
BLOCK 7
•.• RESIDENTIAL UNITS = 6
••• AVERAGE DAILY DEMAND = 1,13 GPM AT J-14
•• BLOCK 8:
••• RESIDENTIAL UNITS = 5
••• AVERAGE DAILY DEMAND = 0.94 GPM AT J-8
•• BLOCKS 9-11:
••• MIDRISE APARTMENTS = 69 UNITS
.... FLOW FACTOR = 270 GPO / UNIT
•••• TOTAL DEMAND = 18,630 GPD
•••• DURATION = 24 HOURS
•••• AVERAGE DAILY DEMAND = 12.94 GPM
• ..TOW
•. FLOW ACTOR = 270 GPD / UNIT
•••• TOTAL DEMAND = 8,640 GPD
•••• DURATION = 24 HOURS
•••• AVERAGE DAILY DEMAND = 6.00 GPM
••• STUDIO APARTMENTS = 32 UNITS
•••• FLOW FACTOR = 270 GPD / UNIT
•••• TOTAL DEMAND = 8.640 GPD
•••• DURATION = 24 HOURS
•••• AVERAGE DAILY DEMAND = 6.00 GPM
••• BREEZEWAY UNITS = 116 UNITS
•••• FLOW FACTOR = 270 GPD / UNIT
•••• TOTAL DEMAND = 31,320 GPD
•••• DURATION = 24 HOURS
•••• AVERAGE DAILY DEMAND = 21,75 GPM
••••• AVERAGE DAILY DEMANDS FOR MIDRISE APARTMENTS,
TOWNHOMES, STUDIO APARTMENTS AND BREEZEWAY UNITS WERE
COMBINED (46.69 GPM) AND SPLIT EVENLY (15,56 GPM EACH)
BETWEEN JUNCTIONS J-5, J-6 AND J-7
•• BLOCK 12:
••• ONE BEDROOM RESIDENTIAL UNITS = 15
•••• FLOW FACTOR = 270 GPD / UNIT
•••• TOTAL DEMAND = 4,050 GPD
•• DURATION = 24 HOURS
•••• AVERAGE DAILY DEMAND = 2.81 GPM AT J-2
••• TWO BEDROOM RESIDENTIAL UNITS = 65
•••• FLOW FACTOR = 270 GPD / UNIT
•••. TOTAL DEMAND = 17.550 GPD
•••• DURATION = 24 HOURS
•••• AVERAGE DAILY DEMAND = 12.19 GPM AT J-2
••• COMMERCIAL KITCHEN = 5,000 SF
•••• FLOW FACTOR = 1 GPD / SF
•••• TOTAL DEMAND = 5,000 GPD
•••• DURATION = 12 HOURS
•••• AVERAGE DAILY DEMAND = 6.94 GPM AT J-2
••• RETAIL SPACE = 5,000 SF
•••• FLOW FACTOR = 250 GPD / 1.000 SF
•••• TOTAL DEMAND = 1,250 GPD
•••• DURATION = 12 HOURS
•••• AVERAGE DAILY DEMAND = 1.74 GPM AT J-2
••• PHA LEASING AND COMMUNITY SPACE = 3.200 SF
•••• FLOW FACTOR = 175 GPD / 1.000 SF
•••• TOTAL DEMAND = 560 GPD
•••• DURATION = 8 HOURS
•••• AVERAGE DAILY DEMAND = 1,17 GPM AT J-2
•• FUTURE RESIDENTIAL UNITS
••• UNITS = 250
••• AVERAGE DAILY DEMAND = 46.88 GPM AT J-3
••• UNITS = 250
••• AVERAGE DAILY DEMAND = 46.88 GPM AT J-15
• MAXIMUM DAILY DEMAND = AVERAGE DAILY DEMAND X 1.75
As PEAK HOURLY DEMAND = AVERAGE DAILY DEMAND X 2.75
• ISO DEMAND = 2.500 GPM
•• 1.250 GPM EACH AT H-2 AND H-3
CONCLUSION
• BASED ON THE INFORMATION PROVIDED, THE PROPOSED SYSTEM IS ADEQUATE TO
MEET THE MINIMUM RESIDUAL PRESSURE REQUIREMENTS WHILE PROVIDING THE
REQUIRED FLOWS FOR THE DOMESTIC SCENARIOS
At AN AVAILABLE FIRE FLOW TABLE WAS PROVIDED FOR REVIEW BY THE AUTHORITY
HAVING JURISDICTION. THE FLOW WAS CALCULATED FROM EACH HYDRANT.
FLOWED NON -SIMULTANEOUSLY, DURING THE PEAK HOURLY DEMAND WHILE
MAINTAINING A MINIMUM SYSTEM RESIDUAL PRESSURE LIMIT OF 20 PSI.
At PRESSURES IN THE SYSTEM EXCEED 80 PSI. PRESSURE REDUCING VALVES MAY BE
REQUIRED PER COUNTY STANDARDS AND PLUMBING CODE REQUIREMENTS.
• THE RESULTS PRESENTED ARE BASED UPON INFORMATION GATHERED AT THE
TIME OF THIS ANALYSIS. THE VARIABILITY OF THE WATER SYSTEM DUE TO
CHANGES IN USAGE, DEMAND, OPERATING CONDITIONS, AND LAYOUT PRECLUDES
GUARANTEE THAT EXPECTATIONS REGARDING AVAILABLE PRESSURES AND FLOWS
WILL BE EXACTING.
• IT IS ASSUMED THAT THE OFF -SITE WATER SYSTEM HAS ADEQUATE OPERATIONAL
AND PERMIT CAPACITY.
RESIDUAL PRESSURE RESULTS (PSI)
AVAILABLE FLOW CURVE
Instantaneous Flow Test Curve for the Fire Hydrant Located Approximately 350 FT
Northeast of the Intersection of Old Lynchburg Road and Hickory Street
n ---I�
nruxarvl Fww 5
ier Date IJ/19/J019
Test Tim• 10=a.m
�1 Suoc prepne: 62 p51
t ` Ae0dual phnato. 59 PSI
"As ate 0thervad Flow 11313 GPM
eti \ Note Flow let nHWt, .1 "onded
�
50 � - - W•lbemark Counrysmlca audwmy
aa0
30
-prol•L1M Flow
20
NKO Mf W.
the no. tnt h,winare based upon Mfametlon
gathered at the time the ten was pMormed. The
10 virbbihty of the water system due to change in
usage, demand and operating condilinns precludes
guaomee IhM npeciNiom regarding awibble
gezwres and flows will tie VULt he Projected flow
0
0 1,000 2.000 3.000 1,000
fbwIOPYI
\
5fm 6.000
301 e0end
-
�,• " Ybarm1
.. er _ • t-a.. o.•.nnro
r:. xa.aw.... acsa o.•.a
_ p
L ' r..•.
•\�
i i 4 ♦ M ax.w. emaY V•nw.nK
204 I
r w a«•N•. acaa o....
f
$
t/
firax Nnaul Hydrant ,� acaa rm Lin
\
war ., RAW,
• Tv.
rr
203 203 ew.•H w•tw
/
I e
Flow Hvjrant
.., �Eaar'F•r".•� vwrvsr•e.. 120 f c.
1203 fil eis-
N so, 905e p \
or
_ \ _
`�. ..ae"+. y�n'v.�.�w.nr` �w'�.,`..F s+wew •iraci'
S^ -..e"I"y
aw.raiw o i:.s r; w. seh•rs�q
FLOW SCENARIO
JUNCTIONS
HYDRANTS
J-1
J-2
J-3
J-4
J-5
J-6
J-7
J-8
J-9
J-10
J-11
J-12
J-13
J-14
J-15
J-16
J-17
H-1
H-2
H-3
H-4
H-5
H-6
H-7
H-8
H-9
H-10
H-11
ELEVATION (FT)
4885
4902
4922
489.1
4668
461.3
4532
443 2
4405
4369
432.9
440 4
4442
457 0
461 8
455 6
451 3
5000
489 8
490.9
474 7
4602
448 5
4428
4330
4411
4530
452 3
STATIC
669
66 2
654
66 7
76 3
78 7
82.2
86.5
877
89 3
910
878
86.1
806
785
81 2
830
620
664
659
729
79.2
842
86 7
910
87.5
82 3
82 6
AVERAGE DAILY DEMAND (ADD)
668
661
65.2
66 5
76 1
78 4
819
862
87 4
89 0
907
87 4
85.8
80 3
78 2
809
82.7
61.9
663
65.8
72 7
790
84 0
86 4
907
87.2
820
82 3
MAXIMUM DAILY DEMAND (MOD)
(
666
65 9
650
663
75 7
780
814
85 7
869
884
90 1
869
852
797
776
80 3
82.2
61.7
660
65.5
72 4
78 5
834
85 9
901
966
814
818
PEAK HOURLY DEMAND (PHD)
66 3
65.4
64 5
65 7
74 9
77.1
80 4
84 6
85 8
87.3
89.0
85 8
84 1
78 6
76.5
792
81.0
614
65.6
65.0
716
77.6
824
84 8
890
85.5
80.3
80.6
PHD + ISO DEMAND
48.9
45.0
39.8
41.0
50.1
52.3
55.7
59.9
61 0
62.6
643
61 0
59.4
53.8
51.7
54 4
56.3
48-0
45.9
40.0
46.9
52.8
57.6
60.0
64.2
60.7
55.6
55.9
AVAILABLE FIRE FLOW (GPM)
FLOW SCENARIO
HYDRANTS
H-1
H-2
H-3
H4
H-5
H-6
H-7
HA
H-9
I H-10
H-11
ELEVATION (FT)
500.0
489 8
490 9
1 474 7
1 460.2
448 5
442.8
1 433 0
1 441 1
1 453 0
452.3
AVAILABLE FIRE FLOW'
1 4,943
4,099
2.918
1 2.296
1 1,991
1,707
1,608
1 1,563
1 1.550
1 1,531
1,5U
'AVAILABLE FIRE FLOW 15 CALCULAT EU, NON-SIMUL TANEOUSLY, DURING T HE PEAK HOURLY DEMAND SCENARIO AT A5YST EM MINIMUM HE5IUUAL
PRESSURE LIMIT OF 20 PSI
ISO FIRE FLOW CALCULATIONS
8- UNITTOWNHOUSE - KENRIDGE MODEL
1,000
8- UNIT TOWN HOSUE - ASHTON
1,000
CONDO BUILDING
1,500
PIPE REPORT
LABEL
LENGTH (FT)
DITI(IN,)
P-1
409
12
P-2
246
12
P-3
30
12
P-4
178
12
P-5
26
12
P-6
124
8
P-7
290
8
P-8
166
8
P-9
167
8
P-10
39
8
P-11
238
8
P-12
165
8
P-13
183
8
P-14
14
8
P-15
80
8
P-16
142
8
P-17
158
8
P-18
55
8
P-19
159
8
P-20
14
8
P-21
64
8
P-22
182
8
P-23
85
8
P-24
124
8
P-25
164
8
P-26
87
8
P-27
24
8
P-28
299
8
ServiceAufh�ritY Hydrant Flow
c��� Test Report
Ln OLD IRKHALAG Pro- • • •
wtb
Oateand Timeof Test 12/19/20W000.03AM .. • " D
Minute of Flow 2 , • b IN
trip
d 1- 8
^i]^a ;4,
r • •119i
} • e•
pipe Siae hnchesl 12 !, + u
.
'
• e;,•,l "
••
+
.r IN.
"' •• A
Preswre Hydrant 12032'.� t .•.: a .
S • A. ••'''
• 1, •• s
L F .
Static Prnwre haul rt e • a. av • "r •
. e-° • p�
ee p F A
•
Residual Pressure (psi) 59
ri
0201nnped I 020Multiplelnlme Hydranls 0205angle Flow Sprinkler Test
vw
Single Flow
_�.�hi
Flow Hydrant al 12M Phot Pressure al (psil 62 YNbw 1 ✓ Test Flow 1
1313 .+
Flow Hydrant At Pltot Prnwrexz (psil YNIow2 Test Flow2
`•� p'."
0
a
a
Flow HydfAM113 Finds Pressure 93(psi) Yellow Test Flow
0 (7r A
Total Estimated Plow lgnml 1313 �e�♦If 03 Ask•
r\o•rai
A,
�y�
ii erp `
,
AWWA q20 GkulatirA (gpml a • g
a. a
• aa•
a ee-S
•
i•
.0
viP
e
CgrlrMnit " a • "
a V
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*00 THIS DRAWING PREPARED AT THE b bi
T MMONS ROUP• •• YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE 30&
• • • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903 ��S
TEL 434.295.5624 FAX 434.295.8317 www.timmons.com ,,
9 N O �
1 Q� 1 1 n o DATE REVISION DESCRIPTION r N :r
N S O U T H W O O D PHASE 1 BLOCKS 9 10 & 1 1 r Ir m O O C) N 11/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA S, !
n m \I m 11 N tl C1 m 0 m t
N Z W o COUNTY OF ALBEMARLE VA o F p o 2 m 2 z -,,� M SIN
O1 OVERALL PHASING PLAN o -< o ` "
These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not
limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP.
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1. MAILBOX LOCATIONS TO BR COORDINATED > (n
WITH THE POST MASTER. M�M w Lu =
2. REFER TO PLAN SHEETS C4.9 - C4.11 - LOT &
EASEMENT PLAN FOR INFORMATION ON Q 1°
PROPOSED EASEMENTS.Lu
3. ALL WATER/SEWER SERVICES CANNOT BE 00
ESTABLISHED IN BLOCKS 9-11 UNTIL THE Q I —
VILLAGE 1 INFRASTRUCTURE IS INSTALLED, u-
3
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4. ALLLEXTERIOR
W R STAIRCASES SHALL INCLUDE � 66
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• • 0 THIS DRAWING PREPARED AT THE ••
TIMMONS ROUP• YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE
• • 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903
TEL 434.295.5624 FAX 434.295.8317 www.timmons.com
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These plans and associated documents are the exclusive property of TIM MONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not
limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP.
BISCUITRUN ° _ — — — — — — — — — — — — — ---
LEGEND CENTERLINE
° WPO BUFFER \ \ \ ' / / — TH G
STORMWATER FACILITY EASEMENT °
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PLATS WILL BE SUBMITTED FOR APPROVAL AT A LATER TIME AND
FOR USE IN RECORDATIONS.
VARIABLE WIDTH STORMWATER — - - OHP—
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ACSA SEWER & WATER EASEMENT
❑
PUBLIC ACCESS EASEMENT
LlWATER
MAIN ACSA EASEMENT
NOTE
THIS SHEET IS PROVIDED FOR INFORMATION ONLY TO ENHANCE
CLARITY OF EASEMENT AND PROPERTY LINES. THIS PLAN IS NOT
INTENDED TO BE A PLAT. SEPARATE SUBDIVISION AND EASEMENT
PLATS WILL BE SUBMITTED FOR APPROVAL AT A LATER TIME AND
FOR USE IN RECORDATIONS.
SCALE V=20'
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ryan D. Cichoclu
lac. No. 53741
12/9/2022
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1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS 1 / 1 01 I ' J\� \ \ I I `\/ >/ , ; ^ / ` \/ - t ■ \ ��- _ _
AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LAND I , o / \ / I `■ , TH p�
I W�O BUFF \� t c r ' - - _ - - - f/ `� - /
IN
DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING f ° I ER ly �^\ \ / I \ \ [,
TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY >` ! I , I ) / \�� \ \ \ ) ° 1 ` / ' / 1 G� / NI, _ �,
NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE.�� - \ �/ \ ` 1 / / ITREE o / i -, ♦ / / ,/ I
1 \ \ . - ♦ \ f - , I ' \ y— - PROTECTION 't / - / /
2. CONTRACTOR SHALL PROVIDE SMOOTH CURB TRANSITIONS FOR ANY CHANGES BETWEEN CATCH TO REVERSE CURB OR WIPE \ \ �n ' l � / t / / \ / � � / r � � / 1' IGP I `
DOWNS. \ \ ° _ - \p` \ OP1 ` h (SEE E&S - '' / ■ s 11/ I '� < Gp ♦ \ n D. Cichoeld Z
3. WALL HEIGHTS OVER 30 INCHES WITH PEDESTRIAN FACILITIES WITHIN 36 INCHES OF THE HIGH SIDE OF THE WALL SHALL HAVE ° -t I \ / / C\ / II \ LENGTH: 27' '� - ` - / SHEETS FOR ■ _ ` - / - ' -
/ — — _ / l - tic. No. 53741
FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING - _ ' 1 / / V /\ 1 r _ \ WIDTH 1: 6' 1 ' / � • DETAILS) ) - `
PERMIT TO BE PROCURED BY THE CONTRACTOR. _ / / / 1 / \ / / \/ J / /" ` / / ' 1 \ WIDTH 2: 9.6' T� 'G �_ �'�-�" un — — — drl — 011p 1 — / 12/9/2022 �2
4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH ' \ ' `/ /) \ //1 / / / \ / ' 1 1 RIPRAP CLASS I %
TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT ° ' / , \ \ 1 ` / / OAP—
NECESSARY TO INSTALL NEW IMPROVEMENTS. CONTRACTOR SHALL PROVIDE SMOOTH SAW CUT OF EXISTING CURB, �\ \ [� ' \ I L- _ I ` _ . ' - ' / c� ' \ , / �- -}-- _T / ' / ` /`SSIONALGti
PAVEMENT, AND SIDEWALKS AND FOLLOW VDOT WP-2 FOR WORK ADJACENT TO EXISTING PAVEMENTS. -
S. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, ` ! ' < / / ' / / / ' ,` r' / ' /�� ' - - - I UNDISTURBED / J - , / M LECTR O rdE
' o I 1 \ v L� / I ` - - ' / - �i / / / _ ' �� I r / - / / RRESERV�D TREEI , ^ / €> t v n' _ \
SHALL COMPLY WITH THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND THE CURRENT USBC. ON THIS PLAN SEVERAL , / �� [ _ LINES I -
CURB RAMPS ARE PROVIDED WHICH ARE NOT INTENDED TO BE ACCESSIBILITY COMPLIANT RAMPS AND ROUTES. TO THIS END -1 /'\ , " / / r l C /' / , / / ' TP / / / �� r I ��Q F- ✓ r / \ / - - ' 4Fz / - 1 / l / - _ 0 0
IF SPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING I / ' / - - ' / / / \ \ ' / _ - _ _ INI
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SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN / _ \ 1 - _ rq
[ _ / ^ \ - TREE ¢ c
ADDED AT THE BEQUEST OF THE COUNTY THOUGH THE REVIEW PROCESS TO ALLOW FOR DIFFERENT ACCESS SUCH AS \ / EX.24"HOPEAPPROX L C. - / / - - I ` \ I \ ` ✓ ` / _ - - ' ' _ PROTECTION - - \ > E
c ) / / \ - - —j a\ / / _ \ \ \ J . - - (SEE E&S / w ti E
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DRAWN BY
- _ _ _ _ n _ - / , • \ \ \ _ _ I r / ' 1 _ - - - 1 I I / Z / M. DENHARD
DESIGNED BY
11U / I I / ,r • M. DENHARD
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N1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS \ ��! _ - ' _\ \ . PR PO ED 61' VD Tq
AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROTECT. ONCE LAND ; , , "y\ / c - _\ \ a � I W -- \ — / INST.INO. 202 00002884 r l I ` / / / �1 r f I
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DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING ` _ _ _ _ - 20' ION PO li \ \ - I L \ -'
TOPOGRAPHY. IF THE CONTRACTOR FINDS A DISCREPANCY IN THE TOPOGRAPHIC INFORMATION. THEY SHALL IMMEDIATELY ✓ I / -\ i ' _ _ - a \ r p \ W r \ '
NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE. W p y
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3. WALL HEIGHTS OVER 30INCHES WITH PEDESTRIAN FACILITIES WITHIN 36 INCHES OF THE HIGH SIDE OF THE WALL SHALL HAVE
FALL PROTECTION MEASURES PROVIDED. RETAINING WALLS OVER THREE FEET IN HEIGHT REQUIRE SEPARATE BUILDING
PERMIT TO BE PROCURED BY THE CONTRACTOR. \ \ / / \ - z-z/
4. CONTRACTOR SHALL MEET EX TOP OF CURB, EX PAVEMENT AND EX SIDEWALKS IN LINE AND ON GRADE WITH SMOOTH \ - < \ r \ , I \ / ' / - ' \ / / / \ / 20' JUiiNION PO
TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT ` ` \ \ I ` - I1 ^ ' / - / / / ` _ , _ ' J ' �` v) 3
NECESSARY TO INSTALL NEW IMPROVEMENTS. CONTRACTOR SHALL PROVIDE SMOOTH SAW CUT OF EXISTING CURB, / ' \ \ \ \ \ f \ 1\ \ -\ �� — - _ ♦ ' ` - - - - ` ' l _ I L o'
PAVEMENT, AND SIDEWALKS AND FOLLOW VDOT WP-2 FOR WORK ADJACENT TO EXISTING PAVEMENTS.
S. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, \ \ II \ \ \ I / �\ 1 \ - - i, - - - - ' ` \ _ l + r 1� _ - - \ \ _ _ _ ' _ _ _ _ / _ _ _ _ _ _ _ _ _ - - O
SHALL COMPLY WITH THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN AND THE CURRENT USBC. ON THIS PLAN SEVERAL ` \ \ \ f \/ \ \ /\ \ h , I �j L ' Ir - \ ` \ / \ \ - - - _ - - - - _ _� - - _ _ _ - - -_ _ _ _ _ _ _ _ JOB N0.
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SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN
ADDED AT THE BEQUEST OF THE COUNTY THOUGH THE REVIEW PROCESS TO ALLOW FOR DIFFERENT ACCESS SUCH AS SHEET NO. a
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OLD LYNCHBURG ROAD e_ , \ \ \ I % \ / ` I ; \ Y ; tic. No. 53741
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STATE ROUTE 631 \ \� \
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1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC CONDITIONS INDICATED ON THESE PLANS Q c
AND CONTRACT DOCUMENTS PRIOR TO BEGINNING ANY LAND DISTURBANCE WORK ON THE PROJECT. ONCE LANDLL
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con DISTURBANCE HAS COMMENCED THE CONTRACTOR SHALL HAVE NO CLAIM AS TO ANY INACCURACY OF EXISTING p 0
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NOTIFY THE OWNER AND TIMMONS GROUP PRIOR TO PERFORMING ANY LAND DISTURBANCE. ~ rr nn
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�/ - „ / / /• — / \ / \ \ / / / TRANSITIONS AND POSITIVE DRAINAGE. CONTRACTOR SHALL DEMOLISH EX CURB, PAVEMENT, OR SIDEWALK TO THE EXTENT T r1
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, • - - - — / _ r „� \ _ / / - �d� _ _ _ _ s � \ a , / / S. ALL ADA IMPROVEMENTS NOTED ON THESE PLANS, SUCH AS, BUT NOT LIMITED TO PARKING SPACES, RAMPS AND ROUTES, c�
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IF SPECIFIC SPOT ELEVATIONS ARE NOT PROVIDED ON THE RAMPS OR THEY ARE NOT CONTIGUOUS TO ACCESSIBLE PARKING O
HOR ON RO / i \ / /\ SPACES THEN THEY SHALL BE DEEMED NON -COMPLIANT RAMPS AND ROUTES. THESE NON -COMPLIANT RAMPS HAVE BEEN S
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9 \` I �X\\ \ iJ \'l\\`\ / `\ JOB NO.
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\I 47036 c
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1 I I . - - - I I _ NOTE: SLOPES SHALL NOT EXCEED 2:1 IN ANY LOCATION. F
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Uc. No. 53741
,OLD LYNCHBURG ROAD ` \ ` 1 I I / ` . _ -, \ ` ' ` / \ \
\ \ STATE ROUTE631 \ \ \ 1 I \ . / '-�, A 12/9/2022
`'\ � ♦ \ \ �/ \ \ \ I I \ 1 � \ \ \ / �. ' �
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/ F E=474.85� /�,, 4.65' I - - / / I . ' / / _ \ / 1 I I I�I I rn - ! / / / • M. DENHARD
' STAIRS 6 1" 1 ' / ' ' / 76.19 I - / / / / / / r _/,I l /
l r--'�/ / ! \ ` '_// f 1 \ l /'I//��( -_-' i ��/ /' // • CHECKED BY
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TIMMONS GROUP .•'':'-.
om v - SOUTHWOOD PHASE 1 - BLOCKS 9, 10, & 11
U' Z COUNTY OF ALBEMARLE VA
Cq o 0
CURB RAMP ELEVATIONS
THIS DRAWING PREPARED AT THE
YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE
608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903
TEL 434.295.5624 FAX 434.295.8317 www.timmons.com
� DATE REVISION DESCRIPTION
NJ
D z z
nM a w
A A j N
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These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in partand shall not be used for any purpose whatsoever, inclusive, but not
limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP.
L
TH OF �
ryas D. Cichoclri 'Z
LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG U -+
HYDRAULIC GRADE LINE ANALYSIS
tic. No. 53741
Checked: .0� 12/9/2022
INCIDENCE PROBABILITY 10 Year OI
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• DESIGNED BY
• M. DENHARD
• CHECKED BY
B. CICHOCKI
LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG • SCALE
HYDRAULIC GRADE LINE ANALYSIS • N/A
Checked: •
INCIDENCE PROBABILITY 10 Year
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IM/ERT DEPTH OUTLET DUr,. DESIGN LENGTH FRICTION FRICTION
INLET
OR
JUNCTION
STA.
Ei.
OUTFLOW
PIPE
OF FLOW
OUTFLOW
PIPE
WATER
SURFACE
ELEV_
PIPE
Do
(hlmm)
DISCH.
Qo
(CFSfCMS)
PIPE
Lo
(FVM)
SLOPE, Sfo
(FT/F�
(ANM)
LOSS
K
(FVM)
JUNCTION LOSS
SURFACE
FLOW
Adj. H[
1.3
H
(FVM)
filet
Shaping?
YIN
0.5
FK
(RIM)
FINAL
H
(RIM)
filet
Water
Surface
Elevation
Top of Mi
Top of filet
Bev.
AR�X.
Adjustment?
Vo
Contr.
Ho
(Fl1M)
VI
Vi`2/2g
H (Expo)
0.35'MAX.
(Vi?l2g)
SKEW
Angle
K
Bend
H
(FUR
Sum
HL
(FUM)
(1)
(2)
(3)
(4)
(5)
(6)
a)
(8)
(9)
(10)
It 1)
(12)
(13)
(14)
(15)
(16)
(16)
(17)
(18)
(19)
S WMB_IN
452.350
2068
449.000
1.25
452.350
15
15.628
5.86
0.05213
0.305
19.600
1.491
13.691
2.911
1.019
0.0
0.00
0.000
2.510
0.000
2.510
YES
1.255
1.561
453.911
460.130
O.K.
218
453.340
1.25
454.340
15
10.561
49.77
0.02381
1.185
13.691
0.728
13.035
2.638
0.923
0.0
0.00
0.000
1.651
0.388
1.651
YES
0.826
2.010
456.582
463.160
O.K.
220
455.930
1.25
456.930
15
10.173
64.36
0.02209
1.422
13.035
0.660
9.152
1.301
0.455
0.0
0.00
0.000
1.115
0.438
1.115
YES
0.557
1.979
459.589
466.220
O.K.
223B
461.710
1.25
462.710
15
9.100
111.42
0.01768
1.969
9.152
0.325
8.952
1.244
0.436
0.0
0.00
0.000
0.761
0.374
0.761
YES
0.380
2.350
465.060
471.530
O.K.
224
464.040
1.25
465.060
15
7.824
41.88
0.01307
0.547
8.952
0.311
8.638
1.159
0.406
0.0
0.00
0.000
0.717
1.223
0.717
YES
0.358
0.906
465.965
472.400
O.K.
226
464.980
1.25
465.980
15
6.601
75.93
0.00930
0.706
8.638
0.290
7.647
0.908
0.318
0.0
0.00
0.000
0.607
1.727
0.790
YES
0.395
1.101
467.246
474.300
O.K.
228
466.600
1.25
467.600
15
4.874
41.06
0.00507
0.208
7.647
0.227
0.000
0.000
0.000
0.0
0.00
0.000
0.227
4.874
0.295
YES
0.148
0.356
467.964
474.990
O.K.
236
448.980
0.67
452.350
8
0.397
12.90
0.00096
0.012
4.241
0.070
4.127
0.264
0.093
0.0
0.00
0.000
0.162
0.032
0.162
YES
0.081
0.094
452.444
453.640
O.K.
238
449.340
0.67
452.444
8
0.365
14.04
0.00081
0.011
4.127
0.066
4.493
0.313
0.110
0.0
0.00
0.000
0.176
0.129
0.229
YES
0.114
0.126
452.569
453.700
O.K.
240
449.720
0.67
452.569
8
0.236
60.28
0.00034
0.020
4.493
0.078
0.000
0.000
0.000
0.0
0.00
0.000
0.078
0.236
0.102
YES
0.051
0.071
452.641
456.000
O.K.
234
447.000
1.25
452.350
15
3.631
75.81
0.00281
0.213
4.410
0.075
0.000
0.000
0.000
0.0
0.00
0.000
0.075
3.631
0.098
YES
0.049
0262
452.612
452.800
O.K.
208
454.000
1.25
455.000
15
5.390
42.95
0.00620
0.266
8.241
0.264
7.318
0.832
0.291
0.0
0.00
0.000
0.555
1.262
0.721
YES
0.361
0.627
455.627
462.040
O.K.
210
454.960
1.25
455.960
15
4.128
50.50
0.00364
0.184
7.318
0.208
6.578
0.672
0.235
0.0
0.00
0.000
0.443
0.199
0.443
YES
0.222
0.405
456.425
462.710
O.K.
212
455.940
1.25
456.940
15
2.763
66.49
0.00163
0.108
6.576
0.168
6.021
0.999
0.350
0.0
0.00
0.000
0.518
1.402
0.673
YES
0.336
0.445
457.568
465.260
O.K.
214
460.580
1.00
461.380
12
1.361
122.40
0.00130
0.159
8.021
0.250
0.000
0.000
0.000
0.0
0.00
0.000
0.250
1.361
0.325
YES
0.162
0.321
466.968
472.650
O.K.
222
458.930
1.00
459.730
12
0.595
62.12
0.00025
0.015
5.261
0.107
0.000
0.000
0.000
0.0
0.00
0.000
0.107
0.595
0.140
YES
0.070
0.085
460.992
469270
O.K.
230
464.040
1.00
465.060
12
0.916
37.97
0.00059
0.022
5.969
0.138
0.000
0.000
0.000
0.0
0.00
0.000
0.138
0.916
0.180
YES
0.090
0.112
465.430
472.060
O.K.
216
456.000
1.00
456.800
12
1.191
42.01
0.00100
0.042
5.680
0.125
0.000
0.000
0.000
0.0
0.00
0.000
0.125
1.191
0.163
YES
0.081
0.123
457.202
461.130
O.K.
INLET
OR
JUNCTIIXJ
STA.
INVERT
EL.
OUTFLOW
PIPE
DEPTH
OF FLOW
OUTFLOW
PIPE
OUTLET
WATER
SURFACE
ELEV.
DA.
PPE
Ob
(Wmm)
DESIGN
DISCH
Qo
(CFS/CMi)
LENGTH
PIPE
Lo
(FVM)
FRICTION
SLOPE, Sic
(FT/FT)
(MMf)
FRICTION
LOSS
H
(FVM)
JUNCTION LOSS
SURFACE
FLOW
Adj. H
1.3
H
(FUM)
filet
Shaping?
YIN
0.5
H
(FVM)
FINAL
H
(RIM)
Inlet
Water
Surface
Elevation
Top of M�
Top of Inlet
Bev.
AR�FtOX
Adjustment?
Vo
Contr.
Ho
(FVM)
VI
Vi'212g
H (Expo)
0.35'IMX.
(Vi212g)
SKEW
Angle
K
Bend
H
(RIM)
Sum
FL
(FVM)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
It 1)
(12)
(13)
(14)
(15)
(16)
(16)
(17)
(18)
(19)
100
428.420
102
426.010
2.00
428.420
24
14.770
12.70
0.00380
0.048
6.450
0.162
6.221
0.601
0.210
0.0
0.00
0.000
0.372
0.000
0.372
YES
0.186
0234
428.654
429.710
O.K.
104
426.180
2.00
428.654
24
14.770
25.72
0.00380
0.098
6.221
0.150
10.229
1.625
0.569
0.0
0.00
0.000
0.719
0.000
0.719
YES
0.359
0.457
429.111
431.570
O.K.
104A
426.310
2.00
429.111
24
14.770
67.86
0.00446
0.302
10.229
0.406
8.159
1.034
0.362
0.0
0.00
0.000
0.768
0.000
0.768
NO
0.768
1.070
430.182
434.060
O.K.
108
427.860
2.00
430.182
24
14.770
191.16
0.00380
0.726
8.159
0.258
20.395
6.459
2.261
0.0
0.00
0.000
2.519
0.000
2.519
YES
1.260
1.985
432.167
432.410
O.K.
WMA_O
427.790
2.00
432.167
24
14.770
23.46
0.00380
0.089
20.395
1.615
0.000
0.000
0.000
0.0
0.00
0.000
1.615
0.000
1.615
YES
0.807
0.896
433.063
ADJUST
INLET
OR
JUNCTION
STA.
INVERT
B_.
OUTFLOW
PIPE
DEPTH
OF FLOW
OUTFLOW
PIPE
OUTLET
WATER
SURFACE
EiEV.
DIA.
PPE
Do
(h/nm)
DESIGN
❑SCH
Qo
(CFS/CMS)
LENGTH
PIPE
Lo
(RIM)
FRICTION
SLOPE Sfo
(FT/Fn
(MM)
FRICTION
LOSS
H
(RIM)
JUNCTION LOSS
SURFACE
FLOW
Adj. Pk
1.3
Ht
(Fi/M)
filet
Shaping?
YIN
0.5
K
(R/lut)
FlN4L
H
(FUM)
filet
Water
Surface
Elevation
Top of MH
Tap of filet
Bev.
APR20X
Adjustment?
Vo
Contr.
Fb
(Ft/M)
Vi
Vi7J2g
Hi (Expo)
0.35'M4X.
(VDJ2g)
SKEW
Angle
K
Bend
H
(RIM)
Sum
Fi
(FVM)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
It 1)
(12)
(13)
(14)
(15)
(16)
(16)
(17)
(18)
(19)
200
447.170
202
444.770
2.50
447.170
30
14.080
18.26
0.00105
0.019
8.735
0.296
8.023
1.000
0.350
0.0
0.00
0.000
0.646
0.000
0.646
YES
0.323
0.342
447.512
452.860
O.K.
203A
445.100
2.50
447.512
30
14.080
48.15
0.00105
0.051
8.023
0.250
8.082
1.014
0.355
0.0
0.00
0.000
0.605
0.000
0.605
YES
0.302
0.353
447.865
454.170
O.K.
204
445.690
2.50
447.865
30
14.080
16.72
0.00105
0.018
8.082
0.254
6.352
0.627
0.219
0.0
0.00
0.000
0.473
0.000
0.473
NO
0.473
0.490
448.356
456.800
O.K.
WMB_OU
445.960
2.00
448.356
24
14.080
7.38
0.00345
0.025
6.352
0.157
0.000
0.000
0.000
0.0
0.00
0.000
0.157
0.000
0.157
YES
0.078
0.104
448.459
L
108: MH-1
CO
Q o
of
STA 13+01.04
o
o
TOP 437.16
0
M
INV IN 429.89 (109)
Q
N to N co
00 O r
INV OUT 429.77 (105)
102:MH-1
�v`ON v
oiM°r° v
r- U o
STA10+16.22
=oa°ia j
a
=o+ v
�: a
Cl)
,
TOP 430.22
� � Z O
9v
Z O
O>
C-4
�0
INV IN 426.18 (103)
0>_ Z
4a,>
INVOUT426.08(101)
���Z
CL
o FO>
(n H ?
450
O N
F o
0
moUi00
M } N H
0
IL
N 0 Z
450 455
SEE
CONTROL
445
-
STRUCTU
DETAIL F
445
R
SWM A
STORMTE
H
APPR
X.
EPTH O
440 BLDG FO
TE
= 432.2
TOP = 440.000
440
PROPOSED
EXISTING
GRADE
SWM A: STORMTECH
GRADE
DETENTION WITH
ISOLATOR ROW
BOT. = 436.000
435
` - -
INV. = 433.250
435
1�
/ J
430
f
109
430
105
23.46' OF
1g
.16' OF
24" HDPE
2
" HDPE
@ 3.25%
425
1.000/0
425
12.70' OF
103
24" HDPE
25.72' OF 1031, APPROX. DEPTH OF
@ 0.50%
24" HDPE 67.86' OF BEARING LOAD PLAN
@ 0.50 k
24" HDPE
420
@ II 7c�o4
420
415
415
O1
N
N
m
O
v
a
a
v
v
a
a
9+50 10+00 11+00 STR 100+oo,s+oo
SWM A
HORIZ SCALE: 1"=50'
VERT SCALE: 1 "=5
203A: MH-1 (72" DIA.) 205B: MH-1
STA 10+72.92 STA 10+11.79
TOP 454.72 TOP 455.15
INV IN 446.75 (205A) INV IN 446.90 (205C)
INV IN 446.45 (203B) INV OUT 446.90 (205A)
INV OUT 446.35 (203)
470
204: MH-1 (72" DIA.)
STA 10+23.62
TOP 457.80
INV IN 446.76 (205)
INV OUT 446.90 (205C)
INV OUT 446.66 (203B)
SWM A:
DETE
ISOI
14+00 14+50
202: MH-1
STA 10+24.79
TOP 453.26
INV IN 445.75 (203)
INV OUT 445.00 (201)
200: ES-1 for 30 inch Pipe
STA 10+06.64
TOP 447.52
INV IN 444.77 (201)
470 465
ADS UP-FLO
4 5
FILTER 465
ISTING
PROPOSED
450
460
455
455
450
450
445 205A
445
11.79' OF
205C
12" PVC
11.82' OF
@ 1.25%
12" PVC
@ 0.00%
440
440
435
435
N
R
9+50 10+00 11+00 11+50
STR 202 - STR 204
HORIZ SCALE: 1"=50'
VERT SCALE: 1"=5
CONTRACTOR TO
LOWER CONE IN
RELATION TO
ADJACENT SLOPE.
MAX CONE
ELEVATION 451'
455
450
450
PROPOSED
GRADE
EXISTING
445
GRADE
445
2.8'
3.5'
440
OP = 440.000
440
TORMTECH
VTION WITH
ATOR ROW
BOT. = 436 001
121
435
1I 10.37' OF
435
12" HDPE
@ 2.69%
INV 433.250
430
430
425
425
420
420
O
v
v
9+50 1MO11+00 A - STR 122 SW
HORIZ SCALE: 1"=50'
203A: MH-1 (72" DIART SCALE: V=5
STA 10+72.92
TOP 454.72
204: MH-1 (72" DIA.)
INV IN 446.75 (205A)
STA 10+89.64
INV IN 446.45 (203B)
TOP 457.80
INV OUT 446.35 (203)
INV IN 446.76 (205)
INV OUT 446.90 (205C)
INV OUT 446.66 (203B)
SWM A
DE1
IS
M
M
i
N
,i,
n D. Cichoclu
v
cj
o, o
04
= N
tu"
Iic. No. 53741
cD . M
(D N o °' v
o� M co
12/9/2022
O M a
0 M
o a F
g��ZO
���ZZO
MIVZO
MHO>>
�FOZZZ
Z Z srnH
N�Q>>
CL
�(n
F
_-_
460
460
MH EX.
455
ADS
455
BARRACUDA
SYSTEM 8'
DIAMETER EXISTING PROPOSED
SANIj3-2/
PIPE
450
GRADE GRADE
450
WA ER
PROPOSED WATERpF445
SANITARY LINE
;LA
\�
3
` qzz °
TERAL_ \ SANTTAR
(MIN
1 6-
445
(1YP.) \ PIPE 11-1
�0
�
I('
\
1'L3 OF
OP = 440.000
440 2.4'
9°l0
440
STORMTECH
@6'
ENTION WITH
/
DLATOR ROW
INSTALL A STE
L PLATE AT
BOT. = 436.00 200 31' OF
THE BOTTOM OF
DROP MH
435 -, HDPE
PER VDOT SPEC
435
@ 1.00%
18.14' OF
- 21" HDPE
INV. = 433.250 @ 1.50°k
430
430
425
425
v
v
v
v
a
v
h
v
7
V
7
7
V
R
9+50 10+00 11+00
126B: 12" Basin - Circular Grate-
STA 10+65.23
TOP 449.66
INV IN 445.55 (127)
INV OUT 444.25 (126A)
114: MH-1-
STA 12+16.86
TOP 449.25
INV IN 440.06 (125A)
INV IN 439.49 (123)
INV OUT 438.63 (113)
465 460
SEE
PROPOSED CONTROL
46
GRADE
460
DETAIL FOR
EXISTING SWM 13
GRADE STORKrITECH
455
455
� OP = 451.650
J 4.7' / SWM B:
450
STORMTECH
450
DETENTION WITH
ISOLATOR ROW
OT. = 447.900
INV. = 446.900
03
445
Q3 - .OF
445
30 HOPE7.38' OF
201
30" HDPE 1.25%
@ 1.25% @ 24" HDPE
18.26' OF
@ 0.00%
30" HDPE
440
@ 1.25%
440
435
435
430
430
't
LO
V
h
7
ct
9+50 10+00 11+00
STR 200 - SWM B
HORIZ SCALE: 1"=50'
VERT SCALE: 1"=5
126: DI-26 8 It Throat
STA 10+54.58
TOP 44929
INV IN 444.09 (126A)
INV OUT 441.15 (125A)
12+00
13+00
14+00 14+50
SWM A - STR EX.1
HORIZ SCALE: 1"=50'
VERT SCALE: V=5
128: 18" Basin - Circular Grate
STA 10+92.28
TOP 449.04
INV IN 445.92 (128A)
INV OUT 445.82 (127)
128B: 18" Basin - Circular Grate
130: 18" Basin - Circular Grate
132: DI-1
STA 11+14.97
STA 11+33.30
STA 13+11.62
TOP 449.26
TOP 450.13
TOP 451.91
INV IN 446.25 (129)
INV IN 446.54 (131)
INV OUT 448.32 (131)
INV OUT 446.15 (128A)
INV OUT 446.44 (129)
460
PROPOSED
455
GRADE
455
450
L4
450
2'
;v
131 -
1
178.37 OF / -'
445
I
-8"-H9P
445
SANITARY
i- 128A 129
(� 1.00%
PIPE 12-1
1.24
22.69' OF 18.31 OF
"- EXISTING
12' HDPE 12"HDPE
@ 1.0w'@ 1.00%
I GRADE
`
440
v
�5'
440
54. OF 1 I
O
12" HDPE
g, VADPE
--t@
@ 1.00%
2.DO°k\ I
PROPOSED
TOIp
OF WATER
435
126A
in FOPIER
LINE
435
12" HDPE I
@ 1.50%
CONTRACTOR TO COMPACT
1
FILL TO AT LEAST 95%
'
I'
STANDARD PROCTOR DEN ITY
430
430
425
425
12+00 9+50 10+00
11+00 12+00
STR. 118 - STR. 132
HORIZ SCALE: 1"=50'
VERT SCALE: V=5
13+00
14+00
0
L7
0
x
0
w
w
x
U
a
z
0
U)
0
5 ••
1 •
0��
0 50
PROFILE SCALE
E
H
z
O
a
U
U
ut
w
0
z
O
w
of
H
a
0
DATE
912012022
DRAWN BY
M.DENHARD
DESIGNED BY
M. DENHARD
CHECKED BY
B. CICHOCKI
SCALE
AS SHOWN
0
1__1
0
Q
=
a
J'
w
M
L
J
J_
L
W
L
c
f
co
0
a
Q
^
Ll
o
m
t
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V/
z
0
a
0
O
2
0
0
0
2
0
JOB NO.
47036
L
SHEET NO.
C7.0
r- oCq
0
0) rno�
rI oo
to
C) v M IT+ �to
�vzz0
�0Z Z Z
ADS
F
O
Ag I y\0 I
N b5pQm
SWM B:
STORMTECH
DETENTION WITH
2O6A
ISOLATOR ROW
5.86' OF
BOT. = 447.90
15" HDPE
INV. = 446.900
@ 10.00%
220: DI-313 4 ft Throat
STA 11+19.93
TOP 467.24 224: DI-3B 6 ft Throat
INV IN 462.33 (223A) STA 12+73.23
INV IN 460.10 (221) TOP 473.36
INV OUT 460.00 (219) INV IN 467.80 (225)
a�cli
INV OUT 467.70 (223C)
00
223B: DI-313 4 ft Throat
00 Cd
STA 12+31.35
c7 co v
TOP 472.54
to v
INV IN 466.86 (223C)
v z O
O
INV IN 465.22 (229)
Z Z
INV OUT 465.12 (223A)
PROPOSED
GRADE
EXISTING /
GRADE
i
223C
41 88' OF
�5 "Ope
@ 2.00 /o
225
75.93' OF
15" HDPE
@ 2.00%
9+50 10+00 11+00 12+00
SWM B - STR 228
HORIZ SCALE: 1"=50'
VERT SCALE: 1 "=5
DE1
IS
toCl)
co Cl
N�too
_IN (0 0 00
13+00
226: DI-313 6 ft Throat
STA 13+49.16
TOP 474.73
INV IN 469.42 (227)
INV OUT 469.32 (225)
[228: DI-1
STA 13+90.22
TOP 475.48
INV OUT 470.24 (227)
+ 7 V
4J . VI-oD 0Il 1III VUI
o v z z
STA 10+78.16
N
C a-- -
TOP 452.80
N
U) ? ?
INV OUT 448.38 (233
465
465
460
460
PROPOSED
GRADE
EXISTING
455
GRADE,
455
' /
STORMTE H
3' C11 PJ 450
ENTION WITH
JLATOR ROW
233
75.81' OF
15" HDPE
BOT. = 447.90
INV 446.90
445
445
440
440
N
h
h
to
7
V
41. OF
15" H PE
@ 2. %
9+50 10+00 11+00 11+50
SWM B - STR 234
HORIZ SCALE: 1"=50'
VERT SCALE: 1 "=5
14+00 14+50
236: 12" Basin - Circular Grate
nTn
IH1
INV
INV
DEl
IS
210: DI-3B 4 ft Throat
STA 10+00.45
TOP 464.11
INV IN 457.48 (211)
INV IN 457.54 (215)
INV OUT 457.44 (209)
480
0 O N
F M
c to
00
00
m N It
o0vZ)
o- O
Nu) Z
490
47'
475
470
470
PROPOSED
GRADE
465
465
EXISTING
GRADE
3.1'
460
460
215/
42 �Hp
E
455
12n o
455
450
450
44�
445
a
9+50 10+00 11+00 STR 210 - STR. 216
HORIZ SCALE: 1 "=50'
VERT SCALE: 1"=5
--•
TOP 455.29
coo. is Damn-i.uwmi viacc
STA 10+29.14
INV IN 450.92 (237)
TOP 455.02
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INV IN 451.30 (239)
232: MH-1
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STA 10+02.22
240: 12" Basin - C
TOP 454.61
STA 10+89.42
N 450.56 (235)
TOP 457.20
N 448.00 (233)
INV OUT 453.47 (
465
465
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460
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460
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455
455
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TOP = 451.65 239
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9+50 10+00 11+00 12+00 STR 206B - STR214
HORIZ SCALE: 1"=50'
VERT SCALE: 1"=5
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VERT SCALE: 1 "=5
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475
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460
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455
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VERT SCALE: 1 "=5
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13+00 13+50
222: 15" Basin - Circular Grate
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490
475
475
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470
470
465
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INV IN 441.90 (11-1)
INV IN 442.52 (3-2) 5 STA 16+55.64
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STA 10+88.07 1 TOP 447.58 STA 16+28.06
1 STA 11+83.53 5 INV OUT 454.06 (6-5)
TOP 447.58 INV IN 440.44 (2-1) 3 TOP 449.62 STA 13+91.82 TOP 464.34 U Lie. No. 53741
4 INV IN 454.38 (8-5) STA 17+36.03
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TOP 453.84 INV IN 440.44 (1.' TOP 443.95 INV OUT 440.24 (1-EX. 1) INV IN 443.47 (12-1) INV IN 446.55 (5-4) INV IN 453.58 (6-5) TOP 463.12 P
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INV IN 454.38 (8-5)
INV IN 453.58 (6-5)
INV OUT 453.38 (5-4)
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INV IN 465.43 (10-8)
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INV IN 443.47 (12-1)
INV OUT 443.27 (3-2)
72 STA 10+28,69
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12+00 9+50 10+00 11+00 12+00
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17+00
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DATE
912012022
DPAWN BY
M. DENHARD
DESIGNED BY
M. DENHARD
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608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903
TEL 434.295.5624 FAX 434.295.8317 www.timmons.com
= S O U T H W O O D PHASE 1 BLOCKS 9 10, & 11 n DATE REVISION DESCRIPTION
N m O O v� N 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA
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These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not
limited to construction, bidding, and/or construction staking without the express wdtten consent of TIMMONS GROUP.
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limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP.
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103W7036-Southwood Blocks9-1 I0WG\SheehCD\C8.0-ROAD PROFILES.dwg I Plotted on 12/9/2022 4.38 PM I by Matt Denhard
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� DATE REVISION DESCRIPTION
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TEL 434.295.5624 FAX 434.295.8317 www.timmons.com
DATE REVISION DESCRIPTION
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0•• THIS DRAWING PREPARED AT THE
• •
TIMMONS ROUP• • YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE
• 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903
TEL 434.295.5624 FAX 434.295.8317 www.timmons.com
PVI STA = 13+24.86
PVI ELEV = 450.16
PVI STA = 14+79.28
PVI ELEV = 452.54
PVI STA = 15+50,00
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= S O U T H W O O D PHASE 1 BLOCKS 9 10 & 11 n DATE REVISION DESCRIPTION
to � � i 3 m 3 0 � 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA
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limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP.
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• • 0•• THIS DRAWING PREPARED AT THE
TIMMONS ROUP • • YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE
• 608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903
TEL 434.295.5624 FAX 434.295.8317 www.timmons.com
C7m o SOUTHWOOD PHASE 1 BLOCKS 9, 1O, & 11 n' n O '4 O o o DATE REVISION DESCRIPTION
�^ •I� � �, n i 3 m 3 0 � 12/9/2022 UPDATED PER COUNTY COMMENTS FOR SPA
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PVI STA = 17+05.00
PVI ELEV = 463.01
PVI STA = 19+25.30
PVI ELEV = 475.38
PVI STA = 19+75.66
PVI ELEV = 478.15
PVI STA = 20+32.12
PVI ELEV = 480.27
PVI STA = 20+55.64
PVI ELEV = 480.74
These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in pan and shall not be used for any purpose whatsoever, inclusive, but not
limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP.
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GENERAL NOTES
PRE -CONSTRUCTION
• CONTRACTOR IS RESPONSIBLE FOR CONTACTING "MISS UTILITY" AT
1.800.552.7001 FOR LOCATION OF ALL UTILITY LINES.TREES SHALL BE
LOCATED A MINIMUM OF 5 FEET FROM SEWERNVATER CONNECTIONS.
NOTIFY LANDSCAPE ARCHITECT OF CONFLICTS.
• VERIFY ALL PLANT MATERIAL QUANTITIES ON THE PLAN PRIOR TO
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BE VERIFIED PRIOR TO BIDDING.
• PROVIDE PLANT MATERIALS OF QUANTITY, SIZE, GENUS, SPECIES, AND
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STOCK". IF SPECIFIED PLANT MATERIAL IS NOT OBTAINABLE, SUBMIT
PROOF OF NON AVAILABILITY TO THE LANDSCAPE ARCHITECT,
TOGETHER WITH PROPOSAL FOR USE OF EQUIVALENT MATERIAL.
• PROVIDE AND INSTALL ALL PLANTS AS IN ACCORDANCE WITH DETAILS
AND CONTRACT SPECIFICATIONS.
• SOIL TESTS SHALL BE PERFORMED TO DETERMINE SOIL CHARACTER
AND QUALITY. NECESSARY SOIL AMENDMENTS SHALL BE PERFORMED
PER TEST RESULTS TO ENSURE PLANT HEALTH.
o-A
CONSTRUCTION/INSTALLATION
• LANDSCAPE ARCHITECT RESERVES THE RIGHT TO REJECT ANY PLANTS
AND MATERIALS THAT ARE IN AN UNHEALTHY OR UNSIGHTLY
CONDITION, AS WELL AS PLANTS AND MATERIALS THAT DO NOT
CONFORM TO ANSI Z60.1 "AMERICAN STANDARD FOR NURSERY STOCK"
• LABEL AT LEAST ONE TREE AND ONE SHRUB OF EACH VARIETY AND
CALIPER WITH A SECURELY ATTACHED, WATERPROOF TAG BEARING
THE DESIGNATION OF BOTANICAL AND COMMON NAME.
• INSTALL LANDSCAPE PLANTINGS AT ENTRANCES/EXITS AND PARKING
AREAS ACCORDING TO PLANS SO THAT MATERIALS WILL NOT
INTERFERE WITH SIGHT DISTANCES.
• CONTRACTOR IS RESPONSIBLE FOR WATERING ALL PLANT MATERIAL
DURING INSTALLATION AND UNTIL FINAL INSPECTION AND ACCEPTANCE
BY OWNER. CONTRACTOR SHALL NOTIFY OWNER OF CONDITIONS
WHICH AFFECTS THE GUARANTEE.
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INSPECTIONS/GUARANTEE
• UPON COMPLETION OF LANDSCAPE INSTALLATION, THE LANDSCAPE
CONTRACTOR SHALL NOTIFY THE GENERAL CONTRACTOR WHO WILL
VERIFY COMPLETENESS, INCLUDING THE REPLACEMENT OF ALL DEAD
PLANT MATERIAL. CONTRACTOR IS RESPONSIBLE FOR SCHEDULING A
FINAL INSPECTION BY THE LANDSCAPE ARCHITECT.
• ALL EXTERIOR PLANT MATERIALS SHALL BE GUARANTEED FOR ONE
FULL YEAR AFTER DATE OF FINAL INSPECTION AGAINST DEFECTS
INCLUDING DEATH AND UNSATISFACTORY GROWTH. DEFECTS
RESULTING FROM NEGLECT BY THE OWNER, ABUSE OR DAMAGE BY
OTHERS, OR UNUSUAL PHENOMENA OR INCIDENTS WHICH ARE BEYOND
THE CONTRACTORS CONTROL ARE NOT THE RESPONSIBILITY OF THE
CONTRACTOR.
• PLANT MATERIAL QUANTITIES AND SIZES WILL BE INSPECTED FOR
COMPLIANCE WITH APPROVED PLANS BY A SITE PLAN REVIEW AGENT
OF THE PLANNING DEPARTMENT PRIOR TO THE RELEASE OF THE
CERTIFICATE OF OCCUPANCY.
• REMOVE ALL GUY WIRES AND STAKES 12 MONTHS AFTER INSTALLATION
EXISTING TREE LINE TO REMAIN AS TRAIL BUFFER
AND COUNT TOWARDS TREE CANOPY CALC. OLD LYNCHBURG ROAD
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NOTE:
-LANDSCAPING PLANTS AND TREES ADJACENT TO AND WITHIN THE
SIGHT DISTANCE TRIANGLE WILL NEED TO BE MAINTAINED IN AREA
BETWEEN 2 AND 7 FEET ABOVE GROUND AS A CLEAR ZONE TO
PRESERVE SIGHT LINES AND ACCOMMODATE PEDESTRIANS.
-LANDSCAPE DESIGN FOR OPEN SPACES/AMENITY SPACES WILL BE
PROVIDED BY WATERSTREET STUDIO.
-THE PLAYGROUND SHALL BE THE ALLREC SYNERGY SY-3013 WITH A
MULCH BASE, OR AN APPROVED EQUIVALENT.
SCALE 1"=50'
0 50. 100,
SCOTT W. WILEY
No. 1629
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