HomeMy WebLinkAboutSUB202100011 Plan - Revision 2021-07-26SOUTHWOOD 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
DRAINAGE DISTRICT: MOORES CREEK
09000-00-00-001AO
PARCEL AREA: 8.83 ACRES
DB 3375 PG. 063
ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD)
09OA1-00-00-001E0
PARCEL AREA: 22.92
DB 4773 PG. 328
ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD)
09OA1-00-00-001DO
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
LOUISA AERIAL SURVEYS, INC.
P.O. BOX 340
MINERAL, VA23117
DATE OF PHOTOGRAPHY: 03/23/04
DATE OF COMPILATION: 02/02/07
SUPPLEMENTAL TOPO
TIMMONS GROUP
28 IMPERIAL DRIVE
STAUNTON, VA 24401
TELEPHONE: 540.885.0920
CONTACT: PAUL HUBER, L.S.
PAUL.HU BER@TIM MONS.COM
SURVEY CONDUCTED: MARCH 2O19
HORIZONTAL: NAD83(NA2011) VIRGINIA STATE SOUTH GRID
VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS
WETLAND IMPACTS: NO WETLANDS ARE IMPACTED AS A PART OF THIS PROJECT.
TOTAL IMPERVIOUS AREA = 4.63 AC
BURIAL SITES: NO CEMETERIES FOUND ON SITE.
ROAD PLAN
SUB202100011
COUNTY OF ALBEMARLE, VIRGINIA
BUILDING HEIGHTS: MINIMUM BUILDING HEIGHT PROPOSED IS 2 STORIES (25' REVEALED ON HIGH SIDE OF TUCK UNDER TOWNS) AND MAXIMUM
BUILDING HEIGHT PROPOSED IS THREE STORIES (35').
STORMWATER: WATER QUALITY REQUIREMENTS AND FLOW ATTENUATION WILL BE ACHIEVED THROUGH THE USE OF A STORMTECH ISOLATOR ROW,
A STORAGE PIPE, AND A CONTECH JELLYFISH FILTER.
AGRICULTURAL/FOREST DISTRICT: NONE
SPECIAL FLOOD HAZARD INFORMATION:
SPECIAL FLOOD HAZARD AREA (FLOODPLAIN)
YES[ ] NO[X]
ALL NFPA REGULATIONS REGARDING PLACEMENT AND SETBACKS OF UNDERGROUND PROPANE TANKS SHALL BE ADHERED TO.
NOTES:
1. THE STREAM BUFFER(S) HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE.
2. A PORTION OF BUILDING UNITS SHOWN ON THIS PLAN ARE AFFORDABLE UNITS (16 IN TOTAL).
3. SIGNS IDENTIFYING THE NAME OF EACH STREET WITHIN THE SUBDIVISION SHALL BE INSTALLED AND MAINTAINED AS PROVIDED IN CHAPTER 7
OF THE CODE.
4. ALL WATER AND SEWER FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY.
Table 3: Phase I Site Trip Generation
RE
WEEKDA
AM PEAK HOUR
PM PEAK HOUR
LAND USE
CODE
AMOUNT UNITS
ADT
IN
OUT
TOTAL
PI
OIIr
TOTAL
Ph*"1
Residentiall'i
Aparbrlents/TowNlomes
220121
270 D.U.
2.000
28
95
123
90
53
143
Single Family
210
30 D.U.
343
7
19
26
20
12
32
Residerdfal Subtotal
300 D.U-
2.343
35
114
149
110
65
175
Commercial
Retall
820
25,000 S.F.
944
15
9
24
46
49
95
Office
710
25,000 S.F-
277
43
7
50
5
26
31
Commemialsublotal
50,000 S.F.
1.221
58
16
74
51
75
126
Phase 1 Totalt I
3,564
93
130
223
161
140
"1
Phase 2
Residentiallrl
Aparhments/Townhomes
220131
143 D.U.
1.040
15
52
67
51
30
81
Single Family
210
16 D.U.
193
4
12
16
11
6
17
Residential Subtotal
159 DU
1.233
19
64
63
62
36
96
Phase 2 Total
1,233
19
ba
83
62
36
98
Southwood Total (Phase 1 + Phase 2)
4,797
112
194
306
223
176
399
Source: I1E Trip Genereuon, 10th Edition.
1- Residential hip generation assumes 10% of the units wit he single family dwelling units. All others will be apartmentshownhomes.
2. ITE includes lownhomes and apartments in the same category with the 10th edition.
3. The overall development (Phase 1 + Phase 2) is capped at 5,000 daily trips. To ensure maximum flexibility, Phase 1 trips were
assumed to be split evenly between residential and commercial uses.
4- Phase 2 consists of 500 total units but will replace the existing 341 units currently on site for a net increase of 159 ands.
1/18/2021
Oa<HI
SITE
LOCATION
VICINITY MAP
111=10001
DEVELOPER:
HABITAT FOR HUMANITY OF GREATER CHARLOTTESVILLE
967 2ND ST SE
BLOCKS 9-11 SITE PLAN TRIP GENERATION
WEEKDAY
LAND USE
IT
CODE
AMOUNT
UNITS
ADT
AM PEAK HOUR
PM PEAK HOUR
IN
OUT
TOTAL
IN
OUT
TOTAL
APARTMENTS/
TOWNHOMES
220
86
D.U.
641
13
34
47
30
17
47
TRIP GENERATION TOTAL (PHASE 1 + PHASE 2 + BLOCKS 9 - 11): 5,438 ADT
SIGNATURE PANEL:
DEPARTMENT OF COMMUNITY DEVELOPMENT:
PLANNING & ZONING
ENGINEERING
INSPECTIONS
ARCHITECTURAL REVIEW BOARD
DEPARTMENT OF FIRE AND RESCUE
ALBEMARLE COUNTY SERVICE AUTHORITY
VIRGINIA DEPARTMENT OF TRANSPORTATION
APPROVAL
DATE
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: CLINT SHIFFLETT, P.E.
TELEPHONE: (434) 327-1690
Sheet List Table
Sheet Number
Sheet Title
CO.0
COVER
CO.1
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
BUILDING ELEVATIONS - TOWNHOMES
C1.7
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
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 - NEW LEAF DRIVE
C8.2
ROAD PROFILE - RENEWAL ROAD
C8.3
ROAD PROFILE - DOGWOOD ROAD
C8.4
ROAD PROFILE - DOGWOOD ROAD
C8.5
ROAD PROFILE - NEW HOPE WAY
C8.6
SIGHT DISTANCE PROFILES
C8.7
SIGHT DISTANCE PROFILES
C8.8
SIGHT DISTANCE PROFILES
L1.0
OVERALL LANDSCAPE PLAN
ROAD PLAN TOTAL
NUMBER OF SHEETS = 43
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DEVELOPMENT CHART
RESIDENTIAL UNITS
MARKET RATE UNITS
AFFORDABLE UNITS
TOTAL
AREA
BLOCK
NONRESIDENTIAL
S.F.
S.F.
TOWN
CONDO/
TOTAL#
BLOCK
TOTAL
RESIROSS
ENTUNITS
/oOF
(AC)
CLASSIFICATION
AREA (SQ. FT.)
DETACHED
ATTACHED
HOUSE
APARTMENT
MARKET
REQUIRED
FOR
FOR RENT
TOTAL
%
BANKED
COMPLETED
DENSITY
TOTAL
UNITS
UNITS
UNITS
UNITS
RATE
AFFORDABLE
SALE
APARTMENTS
NUMBER
TOTAL
UNITS
UNITS
(DU/AC)
UNITS
UNITS
OF UNITS
UNITS
1
GREEN SPACE &
347480
0
0
0
0
0
0.0
0
0%
0
0
0
0
00/0
0
8.00
BUFFER
2
1.30
56628
0
0
0
0
0
0.0
0
0%
0
0
0
0
00/0
0
3
NEIGHBORHOOD
55118
6
2
0
0
8
5.7
5
63%
4-12
3
0
3
38%
0
1.40
DENSITY
4
1.50
212995
3
2
0
0
5
3.3
3
60%
5-14
2
0
2
40%
0
URBAN DENSITY
5
RESIDENTIAL
218698
4
4
26
20
54
7.6
10
19%
60-127
24
20
44
81%
0
7.10
VILLAGE
6
NEIGHBORHOOD
47916
0
0
0
0
0
0.0
0
00/U
0-31
0
0
0
00/0
0
MIXED USE /
1.10
NEIGHBORHOOD
7
0.60
26136
7
0
0
0
7
11.7
7
100%
0-12
0
0
0
00/0
0
PLACES
8
1.00
43560
6
0
0
0
6
6.0
6
100%
0-17
0
0
0
00/0
0
9
1.80
53994
0
0
15
0
15
8.3
15
100%
0-61
0
0
0
00/0
0
10
45593
0
0
10
16
26
14.4
10
38%
11-62
0
16
16
62%
0
1.80
URBAN DENSITY
11
5.40
MIXED USE
159561
0
0
45
0
45
8.3
45
100%
20-182
0
0
0
00/0
0
12
3.00
130680
0
0
0
0
0
0.0
0
0%
13-102
0
0
0
00/0
0
TOTAL
34.00
1,398,359
26
8
96
36
166
r 4.9
101
61%
150-450
29
36
65
39%
10
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.
HOUSING MIXTURE PLAN TABLE
PARKING REQUIREDAND PROVIDED
TOTAL
TOTAL PARKING
ASSOCIATED
PARKING
PARKING SPACE
LOTS
HOUSING TYPE
SPACES
PLAN(S)
SPACES
LOCATION
PROVIDED
REQUIRED
SINGLE FAMILY
(4) ON -SITE, (2) ON
6
6
3, 12, 34
DETACHED
CARDINAL HILL LANE
(16) ON -SITE, (1) ON
16+2GUEST=
18
HORIZON ROAD, (1)
4, 5, 8 11,
18
ON WARDELL CREST
37,38
DUPLEX
SDP202000048
(39) PARKING LOT, (1)
MULTIFAMILY(2)6-UNIT
40
40(2ADAVAN)
ON CARDI NAL HI LL
13
AND (2) 4-UNIT
LANE
20+2GUEST =
(20) GARAGE, (2) ON
22
14-23
TOWNHOMES
22
CARDINAL HILL LANE
16+2GUEST =
(16) ON -SITE, (2) ON
18
25-32
TOWNHOMES
18
WARDELLCREST
105+ 18
(40) GARAGE/LOTS,
163
THIS PLAN
1-70
TOWNHOMES
GUEST=123
(23) ON STREET/ALLEY
70-72
1 MULTIFAMILY(2)8-UNIT
24.00
25(2ADAVAN)
25 ON STREET/ALLEY
BLOCK
HOUSING TYPES
Tenure type
AMI Range
Affordability
Provisions
Period
Approximate
Number
(range)
Number
Provided
SUB201900174
1-2
N/A - Open Space
Market Single Family Attached
Ownership/rental
Unrestricted
NA
0-20
0
Market Single Family Detached
Ownership/rental
Unrestricted
NA
0-40
0
3-4
Habitat Single Family Attached
Ownership
25%-80% AM
40 yrs
0-15
4
Habitat Single Family Detached
Ownership
25%-80% AM
40 yrs
0-10
1
Accessory Units
Rental
0%-80%AMI
10 yrs
0-5
0
Market Single Family Attached
Ownership/rental
Unrestricted
NA
0-12
0
Market Single Family Detached
Ownership/rental
Unrestricted
NA
0-10
0
Deeply Discounted Units
Rental
0%-30% AM
10 yrs
0-5
5
Habitat Condominium
Ownership
20%-80% AM
40 yrs
0-20
15
5-8
Habitat Townhome
Ownership
25%-80% AM
40 yrs
0-30
18
Habitat Single Family Attached
Ownership
25%-80% AM
40 yrs
0-15
4
Habitat Single Family Detached
Ownership
40%-80% AM
40 yrs
0-10
2
Workforce
Ownership/Rental
60%-120%AMI
NA
0-10
0
Accessory Units/Carriage Units
Rental
0%-80% AM
10 yrs
0-5
0
Number
Provided with
This Plan
Market Apartments
Rental
Unrestricted
NA
200-225
0
Market Townhomes
Rental
Unrestricted
NA
0-30
70
9-12
Habitat Townhomes
Ownership
25%-80% AM
40 yrs
0-30
16
Deeply Discounted Units
Rental
0%-30% AM
10 yrs
0-5
0
LIHTC Apartments
Rental
40%-60% AM
30 yrs
80
0
PROFFER STATEMENT
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
STEPBACe
MIN.
N/A
N/A
15'E
15E
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 SETBACKS
MIN.
N/A
N/A
BLOCKS 6-8: N/A
20' MIN.
O' MIN.
MAX.
BLOCK 9: 20' MIN/NO MAX.
NO MAX.
NO MAX.
GARAGE SETBACKc
TO COMPLY WITH
FRAMEWORK STREET FACING GARAGE OPENINGS AND/OR GARAGE DOORS ARE NOT
FRONT ACCESS MIN./MAX.
4.19c / NO MAX
ALLOWED IN THESE BLOCKS. ALL GARAGE ACCESS MUST BE SIDE LOADED OR
RELEGATED TO THE REAR OF THE BUILDING.
MAX. PORCH & DECK
4'
4'
4'
4'
9'
ENCROACHMENT
MAX. EAVE & OVERHANG
ENCROACHMENT
SINGLE BUILDING
FOOTPRINT MAX. NON-
2' 2' 3'
3,000 SF 3,000 SF 10,000 SF
3'
20,000 SF
3'
20,000 SF
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 (3') FROM THE PRIMARY STREET FACING
BUILDING FACADE.
c A STEPBACK IS NOT REQUIRED FOR BUILDINGS WITH A FRONT SETBACK OF AT LEAST 15'.
E STEPBACKS APPLY TO NON-RESIDENTIAL AND MULTIFAMILY RESIDENTIAL BUILDINGS ONLY.
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'.
i original Proffers X
Amendment
ZMA, No. 2018-003
Tax Map and Parcel Number(s): 09000-W00-001A0, 090A1-00-00-001E0, 07600-00-00-051AO
Owner(s) of Record: SOUTHWOOD CHARLOTTESVILLE, LLC
Date of Proffer Signature: _August 2, 2019
33.96 acres; TMP 90-1A (7.94 acres), TMP 76-51A (1.23 acres) to be rezoned from R-2 to NMt) and TMP
90A1-lE (23.33 acres) which is to be rezoned from NMD to NMD.
Southwood Charlottesville LLC, is the owner (the "Owner") of Tax Map and Parcel Number 09000-00-00-
001 AO, 090A1-00-00-MlEO, 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. Tleu--conditions are voluntarily proffered as a part of the requested rezoning and the Owner
acknowledges that (1) the rezoning itself gives rise to the need for the conditions; and (2) such conditions have a
reasonable relation to the rezoning requested. This proffer statement shall supersede and replace in all respects
the proffer statements approved by the Board of Supervisors in connection with ZMA 2005-00017.
1. Removal of Proffers and Amendment of Code of Development for Biscuit Run ZMA 2005-00017
included on Tax May Parcel 090A1-00-00-OOIE0. All existing proffers associated with the Code of
Development, applications, and Application Plan for ZMA 2005-00017 relating to Tax Map Parce1090A1-
00-00-001EO are hereby removed and superseded by these proffers. Tax Map parcel 090Al-00-00-OOlEO
(along with parcels 09000-00-00-OOlAO and 07600-00-0051AO) shall comply with the application plan and
the Code of Development, entitled, "Southwood Phase I, A Neighborhood Model District," dated February
20, 2018, last revised July 29, 2019.
2. Trails, Parks, Civic Spaces.
a. Greenway Connections to Potential Adi acent County Parkland. At any time from approval of this
rezoning application until the final certificate of occupancy is granted for Phase I, upon written
request by Albemarle County, the Owner shall dedicate to the County, at no cost to the County and
within six (6) months of the aforementioned written request, an easement, deed property within the 8.0
acre green space described in paragraph 2(b) to the County, and/or enter into an agreement with the
County to provide a public trail connection between the Trail described in paragraph 2(b) below and any
trail constructed by the County on abutting County property, 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 (I OO'h) Permit for a dwelling within Blocks 3-8. The
Trail shall be maintained by a property owners association established for Southwood. The public trail
connection between the Trail and a potential, adjacent County trail network mentioned in paragraph 1(a)
shall be maintained by the County as described in section 2a above.
c. Owner shall provide a pedestrian connection between the northern terminus of the trail within Block 2 to
the existing natural trail along the northern edge of the Southwood Trailer Park. The trail may be
provided as an enhanced sidewalk (minimum ten (10) foot wide) along the Phase 1 streets, a Class B type
2 pedestrian trail around the perimeter of Block 12, or, subject to agreement of VDOT and adjacent
property owner, as a Class B type 2 pedestrian trail within the ROW along Old Lynchburg Road, to the
public road reservation through TMP 76-51. The pedestrian improvements shall be constructed prior to
the issuance of the 300th Certificate of Occupancy in Phase 1.
SOUTHWOOD CHARLOTTESVILLE, LLC,
a Virginia 7t�-
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By:
Dan Rosensweig, Manager
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GENERALNOTES
LEGEND
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
ACSA GENERAL WATER &SEWER CONDITIONS
INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR
INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S).
JUNE 27, 2019
18.
A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS
PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS.
1.
WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL
19.
THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST
BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK.
WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS.
2.
THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF
20.
THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED
CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION.
THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR
3.
THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND
INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S).
WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND
21.
A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT
LINES AND STRUCTURES, AS NECESSARY.
STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A)
4.
ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER
22.
ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE
CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA.
SUBGRADE.
5.
DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.
23.
CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN
6.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001).
ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS.
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,
24.
APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A
OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC.
PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF
8.
ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES.
WAY. (N/A)
9.
VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF
25.
GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE
THE LINE.
OF ROAD. (N/A)
10.
TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
26.
ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM
11.
THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE
SLOPE OF 0.004 ft./ft.
JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT).
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
12.
THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL
20' TRANSITION ON EACH SIDE OF THE INLET. (N/A)
UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER
28.
CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE
LATERAL STUB -OUT
STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE
SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER
ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS.
PLUMBING' PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
29.
ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM
13.
THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF
STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-03.
THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR
30.
THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT.
UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
31.
HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES.
14.
THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER
32.
ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT
MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS
THE END OF THE DAY
INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE
33.
VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED.
CONTRACTOR.
34.
ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED
15.
ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL
BY THE BUILDING DEPARTMENT. SEWER AND FIRE LINES IDENTIFIED BUT NOT WATER LINES.
APPROVAL IS GIVEN BY THE ACSA.
Albemarle County
As -built Road Plan Policy
As -built drawings shall be prepared for all public and private roadway construction projects within Albemarle
County. The following is a list of the minimum information required on the drawings. Additional information
may be requested. The County only reviews private road as -built plans. The county does not review or
approve public road as-builts. For questions regarding public roads, please consult with VDOT.
1. A signed and dated professional seal of the preparing engineer or surveyor.
2. The name and address of the firm and individual preparing the drawings on the title sheet.
3. "As -built" must be labeled on the drawings with the date of preparation or revision.
4. The constructed location of all items associated with the road construction must be shown. The items
include, but are not limited to the following:
a. Horizontal Alignment - Show and label measurement points, and an interpreted line between
measurements. Show the as -built centerline over the design centerline. Distinguish between the design
elevation and as -built by labels and line type. Measurements shall be at each station as a minimum, and
at frequent enough intervals to accurately portray the as -built centerline and the position of the roadway q gh Y P Y � P Y
within the right-of-way or easement. Any portions outside the right-of-way or easement must be
corrected by plat or construction.
b. Vertical Alignment - Show and label measurement points, and an interpreted line between
measurements. Show the as -built centerline over the design centerline. Distinguish between them by
labels and line type. Write the constructed vertical elevations adjacent to the design elevations.
Distinguish between the elevations by striking a single line through the design elevation. Measurements
shall be at each station as a minimum, and frequent enough intervals to accurately portray the as -built
centerline. For alignments which deviate significantly from the design, provide curvature and sight -
distances. Corrections may be required for alterations from the design alignment.
b. Edge of Pavement - Display the constructed edges of pavement and width measurements at every
station, or more frequently if necessary to accurately portray the as -built edges. Show the as -built edges
over the design edges. Show and label constructed edge of pavement radii for all intersections and cul-
de-sacs. Edges for sidewalk, as well as ramps and curb cuts must be included.
c. Culverts, Pipes and Drainage Structures - Display the installed type of drainage structure,
culvert/pipe size, material, inlets or end treatment(s), inlet and outlet protection, alignment and invert
elevations compared to design. For slopes flatter than design, or inverts shallower than design, provide
computations verifying design standards.
d. Ditch Lines - Display the constructed location of all ditch lines, including typical section, direction of
flow, and linings.
e. Drainage Easements - Show all platted easements with dead book references labeled. Drainage must
be within platted right-of-way or drainage easements. Provide copies of recorded documents.
e. Guardrail - Display the constructed location of guardrail, including the guardrail type, length and
applied end treatments, compared to design.
f. Right of way and associated easements - Label deed book and page numbers for all dedicated right-
of-ways, sight easements, slope easements, etc., and provide copies of recorded documents.
g. Pavement Designs - Label the as -built pavement and base on the design typical sections. Strike
through any design elements which were not applied. Inspection reports are required for fill
compaction, CBR's, and pavement applications.
h. Street Trees - if street trees are on the design plan, provide design and as -built locations and species.
i. Signs - Show all installed signs and pavement markings. Include any pedestals or other features.
1,kivul11ar1C %-UUH ,y
Private Road Acceptance Procedure
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.
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
L 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 andplats: Provide drawings of the constructed improvements according to the
Albemarle CountyAs-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
A form and fee are required for each bond, such as for a project with multiple phases and bonds.
B. As built documents per items 1 and 2 above.
An as -built plan prepared in accordance with the County's As -Built Road Plan Policy is required. For any
releases or reductions, the minimum requirements of this policy must be met, if only to ensure that all
improvements are in right-of-way and easements.
C. Signed and sealed letter from a professional engineer listed and certifying that completed
improvements are built according to plan.
Please do not e-mail or fax copies of this letter. An original signature and certifying seal are required.
Please do not use qualifying statements such as "it appeared", or "to the best of my knowledge", or
"generally in accord". Improvements were either built to plan, or they were not. As -built measurements,
construction inspections, and other field verifications should be cited and included. Tolerances should be
noted. The items not built according to plan must be listed, with explanations. Deviation in pavement
materials and thicknesses must be listed. If street trees or sidewalks, or other items were moved, or added,
this should be noted. If drainage changed, by addition or deletion of culverts, inlets, or re -alignments of
pipes or grades, this should be verified by revised computations and attached to the letter. If there are
outstanding items or omissions, these should be listed. Graphics are helpful. In short, please provide more
than a statement of opinion or assurance. Please demonstrate that the improvements and construction have
been inspected, investigated and documented, and are certified in detail, and county staff will not be in the
position of discovering discrepancies and deficiencies in the field.
D. Completed Certificate of Completion
This form moat be. received for release of a bond_ It is available on the county wehsite_ In the case of
35. RETAINING WALLS GREATER THAN TIN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4' IN HEIGHT REQUIRE A
STAMPED ENGINEERED DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC.
36. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS.
37. BUILDINGS OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR
A DEMOLITION PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH FROM ALBEMARLE COUNTY AND VDOLI.
CONTACT VDOLI FOR THEIR ADDITIONAL REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS AT (540)562-3580 (EXT. 131).
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 50150 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH
AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE
APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR.
18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE
LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE
APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE
AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW
MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL
INSPECTOR.
19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING
TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET
STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD
STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED
AND REPAIRED IMMEDIATELY.
20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE
STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL
INSPECTOR.
21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER
PROTECTION ORDINANCE SECTION 17-204G.)
22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND
DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B)
A COUNTY OF ALBEMARLE
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:
1. Inspection Records and photographs for pipe trenches and bedding, including underdrains.
2. Video Pipe Inspection for an pipes which are not accessible or viewable.
P Y
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 Construction Notes
1. Prior to any construction within any existing public right-of-way, including connection to
any existing road, a permit shall be obtained from the Virginia Department of
Transportation (VDOT). drawn may n t therequirements of
raps O .This plan as dra of accurately reflect P ) P Y Y
the permit. Where any discrepancies occur the requirements of the permit shall govern.
2. All materials and construction methods shall conform to current specifications and
standards of VDOT unless otherwise noted.
3. Erosion and siltation control measures shall be provided in accordance with the approved
erosion control plan and shall be installed prior to any clearing, grading or other
construction.
4. All slopes and disturbed areas are to be fertilized, seeded and mulched.
5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable,
lesser slopes of 3:1 or better are to be achieved.
6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the
County Engineer, or designee, it is deemed necessary in order to stabilize a drainage
channel.
7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic
Control Devices.
8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III.
9. All excavation for underground pipe installation must comply with OSHA Standards for
the Construction Industry (29 CFR Part 1926).
.I
l ryan D. Cichocki
lac. No. 53741
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111812021
DRAWN BY
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DESIGNED BY
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CHECKED BY
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JOB NO.
47036
SHEET NO.
C1.0
L
CD-1
CUT
.aenE PAVEMENT
SUBBASE
FILL UBGRADE
COMBINATION UNDERDRAIN CD-1 AT LOWER END OF CUTS
CENTER LINE SECTION
(WITH TYPE 1SELECT MATERIAL)
TRENCH PLACEMENT
E PAVEMENT SURFACE & BASE
0 0 0 0 .8. 0 0 S S o f SUBBASE
E SELECT MATERIAL TYPE I OR I Gam/
057 AGGREGATE, N6 AGGREGATE OR CRUSHED
CLASS MEETING NB GRADATION REQUIREMENTS.
CEOTEXTILE DRAINAGE FABRIC PLAN VIEW
(PLACEMENT OF CD-1 COMBINATION UNDERDRAIN)
OR
1 PAVEMENT SURFACE & BASE
0 0 0 000 0 000 0 0 SUBBASE OR CEMENT STABILIZED SUBBASE
= FSELECT MATERIAL TYPE➢OR SUBGRADE
0 0 00 oho o0�-06 (CEMENT OR LIME STABILIZED)
GEOTEXTLE N57 AGGREGATE, N8 AGGREGATE OR CRUSHED
F GLASSMEETING NB GRADATION REQUIREMENTS. GENERAL NOTES
1. UNLESS SPECIFICALLY INDICATED, COM6NATION UNDERDRAIN WILL NOT BE
LOCATED AT THIS POINT WHEN BOTH SUBBASE AND SUBGRADE ME STABLIMD.
2. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO
INSURE COMPACTNESS.
NON -PERFORATED OUTLET PIPE 3. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND
SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MN. (3 X
DESIRABLE) GRADE.
CRUSHING STRENGTH
TYPE OF PIPE
)(W.T. 4" MOM. DIAMETER )(W.T. 8" NON. DIAMETER
SMOOTH WALL PVC
.D3
1
10.153
SMOOTH WALL PE
1
1 70 PSI XXX
1
1 70 PSI AAA
4. ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWWSE PROVIDE
OUTLETS FOR UNDERDRANS, THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP
INLETS OR MANHOLES.
5. ON SUPERELEVATED SECTIONS,TRENCH 6 TO BE UNDER ENTIRE PAVEMENT AREA
WITH OUTLET PIPE ON LOW SIDE ONLY.
6. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-O" MOVE
INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE.
X WALL THICKNESS (MIN) - INCHES 7. ILL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ME TO
BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE.
NNN TESTED ACCORDING TO ASTM D-2412 AT 5% DEFLECTION. S. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-120R OTHER DRANAGE
STRUCTURE.
�VDar STANDARD COMBINATION UNDERDRAIN SPECIFICATION
ROAD AND BRIDGE STANDARDS REFERENCE
SHEET 1 OF 1 REWSION DATE (AT LOWER END OF CUTS) 232
501
108.04 VIRGINIA DEPARTMENT OF TRANSPORTATION 701
CD-2
r� IVL -UNITS OF PAY FOR
TOP OF
-f EDGE OF PAVEMENT
COMBINATION UNDERDRAIN CD-2 ON FILLS I��' TRAVEL LANES
CENTER LINE SECTION 1_-€--Li_�------_q__ _
(WITH TYPE 1SELECT MATERIAL) )
I•N EDGE OF PAVEMENT
TRENCH PLACEMENT SHOULDER LIE
ICA M►AI TOE OF FILL
�-PAVEMENT SURFACE M BASE /
0 0 0 0 0 0 0 o SUBBASE LIMITS OF PAY FOR
OUTLET PIPE
6-6.6.6-6.6.6-o- -SELECT MATERIAL TYPE I ORX PLAN VIEW SHOWING PLACEMENT OF
CD-2 UNDERDRAIN
....
„ #57 AGGREGATE, N8 AGGREGATE OR CRUSHED
,p GLASS MEETING #8 GRADATION REQUIREMENTS.
GEOTIXRLE
DRAINAGE NON -PERFORATED OUTLET PIPE
FABRC
OR
SURFACE & BASE
TYPE OF PIPE
CRUSHING STRENGTH
i(W.T.
" NON. DIAMETER
3EW,T,
6" NOLL DIAMETER
SMOOTH WALL PVC
1 .103
1
1 0.153
SMOOTH WALL PE
1
1 70 PSI SONS(
70 PSI NNN
0 0 0 0 0 0 0 o SUBBASE OR CEMENT STABILIZED SUBBASE
_ �- SELECT MATERIAL TYPE R OR SUBGRADE *WALL THICKNESS (MIN) -INCHES
6-6.6 0-6 .6 0-
.0-0�6•'0 0 (CEMENT OR LINE STABILIZED) XXX TESTED ACCORDING TO ASTM D-2412 AT 5%DEFLECTION.
N3] AGGREGATE, NN AGGREGATE OR CRUSHED
GEOTIXRLE GLASS MEETING NB GRADATION REQUIREMENTS.
GENERAL NOTES
1. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO
INSURE COMPACTNESS.
APPROACH SLAB PAVEMENT 2. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND
SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MIN. to
DESIRABLE) GRADE.
BRIDGE 2 SUBBASE 3. ON CURB AND CUTTER SECRONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE
OUTLETS FOR UNDERDRANS, THEY ARE TO BE LOCATED SO AS TO DRAN INTO DROP
CD-2 - INLETS OR MANHOLES.
5'-0" S� NOAZIS (BE�T� THD 4. ON SUPERELEVATED SECTIONS, TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA
WITH OUTLET PIPE ON LOW SIDE ONLY.
S. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1'-0" ABOVE
INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE.
PLACEMENT OF CD-2 UNDERDRAIN AT 6. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ME TO
BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE.
7. OUTLET PRE TO BE SECURELY CONNECTED TO EW-12OR OTHER DRAINAGE
STRUCTURE.
SPECIFICATIONSTANDARD COMBINATION UNDERDRAIN XVDOT
REFFERENCEERENCE
ROAD AD BRIDGE STANDARDS
232 (AT GRADE SAGS AND BRIDGE APPROACHES) REVISION DATE SHEET 1 OF 1
s01
701 VIRGINIA DEPARTMENT OF TRANSPORTATION DB.05
CG-6
NOTES(
1. THIS REM MAY BE PRECAST OR CAST N PLACE.
2. CONCRETE TO BE CLASS A3 IF CAST N PLACE,
4000 PSI F PRECAST.
3. COMBINATION CURB & GUTTER HAVING A RADIUS
OF 300 FEET OR LESS (ALONG FACE OF CURB)
SHALL BE PIN) FOR AS RADIAL COMBINATION
CURB & GUTTER.
4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE
LAYER,THE BOTTOM OF THE CURB & GUTTER
SBALL BE CONSTRUCTED PARALLEL TO THE SLOPE
OF SUBBASE COURSES AND TO THE DEPTH OF
THE PAVEMENT.
5. ALLOWABLE CRITERIA FOR THE USE OF CG-6
IS BASED ON ROADWAY CLASSIFICATION AND
DESIGN SPEED AS SOWN N APPENDIX A OF
R THE ROAD DESIGN MMUIL N THE SECTION
ON GS URBAN STANDARDS.
`D
m
•
•
YyT
D
D
D
D
D
A
BE CONCRETE
OF THE CONTRACTOR
ERENCE COMBINATION 6" CURB AND GUTTER ROAD AND BRIDGE STANDARDS
105 REVISION GATE SHEET 1 OF 1
502 VIRGINIA DEPARTMENT OF TRANSPORTATION
zD1.o3
A
LJ
A
R1-1
STOP
'Reduce spacing 40%
A
B
C
D
E
F
18
.375
6
6 C
3
7.75
24
.625
8
8 C
4
10
30
.75
10
10 C
5
12B
36
.875
12
12 C
6
15
48
1.25
16
16C
8
20
COLORS: LEGEND - WHRE (flETflOflEFLECTIVE)
BACKGROUND - RED (RETROREFLECTIVE)
1-1
MUTCD STOP SIGN DETAIL
No Scale
TOP OF CURB
j/\j/\j sae
12 \ d d. 9
CONTINUE 21 B STONE BASE j
FROM ADJACENT PAVEMENT
SECTION UNDER CURB
FLUSH CURB (PARKING LO
No Scale
VDOT A-3
CONCRETE
NON -SLIP BROOM FINISH
VARIABLE WIDTH'
MAX. CROSS SLOPE 2%
d
4" 3,000 PSI AIR -ENTRAINED
CONCRETE
COMPACTED SUBGRADE
4" TYPE 21A STONE COVER
DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS
NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN
ACCORDANCE WITH VDOT STANDARDS.
1.5" ASPHALTIC CONCRETE SURFACE
COURSE - SM-9.5A
2" INTERMEDIATE BASE COURSE - IM19.OA
3" INTERMEDIATE BASE COURSE - BM25.OA
8" TYPE 21-B AGGREGATE SUBBASE COURSE
COMPACTED SUBGRADE
(PER GEOTECHNICAL REPORT)
DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS
HEAVY DUTY ASPHALT PAVEMENT SECTION
No Scale
2" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A
(PLACED IN ONE LIFTS)
8" TYPE 21 B AGGREGATE BASE COURSE
COMPACTED SUBGRADE
DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS
LIGHT DUTY ASPHALT PAVEMENT SECTION
No Scale
2016 ROAD & BRIDGE STANDARDS
NOTE: WHEN A PEDESTRIAN ACCESS ROUTE
_ CROSSES A COMERCIAL ENTRANCE
THE CROSS SLOPE SHALL BE 27.. FOR
A WIDTH OF 5 FEET.
CG-11
A� %%STREET APPROACH SAME SURFACING
GENERAL NOTES
(RADIUS TO BE AS
o C AS MAINLINE ROADWAY (SEE NOTE 3)
SHOWN ON PLANS)
ul
1. WHEN USED IN CONJUNCTION WITH STANDARD CG-3
_ _ _ _ _
_
IUS TO BE
AS
OR CG-7, THE CURB FACE ON THIS STANDARD IS TO
OWN ON PLANS)
BE ADJUSTED TO MATCH THE MOUNTABLE CURB
CG-2
CONFIGURATION.
/
(SEE - -
2. SEE STANDARD CG-12 FOR CURB RAMP DESIGN TO BE
- - -
aDEWALK
USED WITH THIS STANDARD.
SIDEWALK
(SEE
NiaSIDEWALK
- -
NOTE5)
UNPAVED SPACE
3, MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE
R/W LINE (EXCEPT ANY SUBGRADE STABILIZATION
REQUIRED FOR MAINLINE PAVEMENT WHICH CAN BE
EXPANSIONEXPANSIONOMITTED
IN THE ENTRANCE.)
JOINT
JOINT4.
RADIAL CURB OR COMBINATION CURB AND GUTTER
SHALL NOT BE CONSTRUCTED BEYOND THE R/W LINE
NOTE: WIDTH "B" 2'-0" OR
AS MAINLINE ROADWAY
E%GMAT FOR REPLACEMENT PURPOSES.
SHOWN ON TYPICAL
SECTION. A ��
PLAN VIEW
ENTRANCE NOTES
5. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE
TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK
MAINLINE ROADWAY SLOPE
TRAFFIC, THE DEPTH FOR SIDEWALK & CURB RAMPS
10'PARABOLIC CURVE (ENTRANCE ONLY)
WITHIN THE LIMITS OF THE RADII SHOULD BE
INCREASED TO 7". (SEE CG-13)
EDGE OF PAVEMENT OR
OPTIONAL FLOW LINE
8%MAX.
GRADE CHANGE ® _ _ -
D
6. PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW
_ _
p
(SEE
LINE IS REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS
MAINLINE ROADWAY
_ - - - - - - - - - -
- NOTE 7)
THE ENTRANCE.
8% 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.
20' MINIMUM FOR
COMMERCIAL ENTRANCE
INTERSECTION NOTES
8. WHEN CG-11 IS USED FOR STREET CONNECTIONS, THE
M CONSTRUCT
GRADE CHANGES WITH A PARABOLIC CURVE.
CONNECTION MUST BE DESIGNED IN ACCORDANCE WITH
AASHTO POLICY AND THE APPLICABLE REQUIREMENTS
SECTION A A
OF THE VDOT ROAD MANUALINCLUDI
GN
IREMENTS. STOPPING
SIGHT DISTANCE D KE VIALUE REO
9. OPTIONAL FLOWLINE MAY REQUIRE WARPING OF A
PORTION OF GUTTER TO PROVIDE POSITIVE DRAINAGE
2" B
ACROSS THE INTERSECTION.
ALLOWABLE ENTRANCE GRADE CHANGES
�,���\ •n. i0 1":1' -
CLASS A3 ,p- ,o •e. •e. •n.
(H.E.S.) n , e • n. ' �• ' °' - -
CONCRETE
SECTION C-C
ENTRANCE VOLUME
GRADE CHANGE
'D"
DESIRABLE
MAXIMUM
HIGH
MORE THAN 1500 VPD
0 %
3 %
MEDIUM
500-1500 VPD
_<3 X
6 %
LOW
LESS THAN 500 VPD
_<6%
8%
NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT
APPLICABLE TO STREET CONNECTIONS
SPECIFICATION XVDOT
REFERENCE METHOD OF TREATMENT
ROAD AND BRIDGE STANDARDS
502 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE SHEET 1 of 1
VIRGINIA DEPARTMENT OF TRANSPORTATION 07/15 203.04
2016 ROAD & BRIDGE STANDARDS
PRIVATE ROAD CROSS SECTION
CG-6 C%L
� 1.5" SM-9.5A
22'
2 5' (PAVEMENT WIDTH)
f 3% 1
1 COMPACTED SUBGRADE
2" IM-19.OA
5, 6' 3" BM-25.OA
SIDEWALK (PLANTING STRIP)
47' PARCEL WIDTH
COVERED BY PRIVATE & EMERGENCY ACCESS EASEMENTS
NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND
ALBEMARLE COUNTY DESIGN STANDARDS. V BEYOND THE BACK OF CURB (TYP.)
PRIVATE ROAD CROSS SECTION
No Scale
ALLEY 1 (WHOLE LENGTH)
ALLEY 3 (9+85.27 - 17+25 & 19+65 - 20+55.64)
0.5'
C%L 1.5" SM-9.5A 0.5'
CG-6 VARIES 20' MIN
(PAVEMENT WIDTH)
2.5 �_ t 2% TYPICAL (VARIES)
SUBGRADE I „
NOTE: ROAD CROSS SECTION COMPLIES WITH
ALBEMARLE COUNTY DESIGN STANDARDS.
ALLEY CROSS SECTION
No Scale
CG-2
2 IM-19.0A
3" BM-25.OA
TE & EMERGENCY ACCESS EASEMENTS
AGGREGATE SHALL EXTEND
V BEYOND THE BACK OF CURB (TYP.)
ALLEY 3 (17+25 - 19+65)
ALLEY 4 (WHOLE LENGTH)
C%L 1.5" SM-9.5A
VARIES 20' MIN
(PAVEMENT WIDTH)
f2% TYP
COMPACTED SUBGRADE \_2" IM-19.0A
3" BM-25.OA
r- PRIVATE & EMERGENCY ACCESS EASEMENTS�i
NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND
ALBEMARLE COUNTY DESIGN STANDARDS. 1' BEYOND THE BACK OF CURB (TYP.)
ALLEY CROSS SECTION
No Scale
CG-2 005'
CG-2 (HEIGHT VARIES SEE
ROAD PLAN SHEETS FOR
AREAS OF FLUSH CURB)
ALLEY 2 (WHOLE LENGTH)
C%L 1.5" SM-9.5A
VARIES 20' MIN
(PAVEMENT WIDTH)
COMPACTED SUBGRADE
NOTE: ROAD CROSS SECTION COMPLIES WITH
ALBEMARLE COUNTY DESIGN STANDARDS.
ALLEY CROSS SECTION
No Scale
2" IM-19.OA
3" BM-25.OA
TE & EMERGENCY ACCESS EASEMENTS
AGGREGATE SHALL EXTEND
V BEYOND THE BACK OF CURB (TYP.)
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DATE
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111812021
r
DRAWN BY
C. GAYNER
DESIGNED BY
C. GAYNER
FCHECKED BY
8. CICHOCKI
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JOB NO.
47036
SHEET NO.
C1.1
u
IS-1
WI
ADJACENT TRAVEL LANE ASPHALT PAVEMENT WIDENING
(ON 32 (251 (13DVIA HOLES D27 112' DIA 138mm
BOLT GIRDLE. [899mm] [ ]
a 26 1/4 DIA
���11
Q
CONCRETE BUMPER BLOCK
/� SHAPE TO ELEVATION
�� o' MID -POINT OF
�/ LARGEST PIPE.
2 x EDGE OF EXISING PAVEMENT
(AS DETERMINED IN FIELD)
[176mm]
[867mm]
Ryan D. CiSI'41 Z
ANCHOR WITH 5/8" REBAR
I
O I-y
IMBEDDED 24" IN GROUND
HANDICAP SIGN
'• SHAPE TO
.-T I
OF PIPE I
TACK COAT THE PROPOSED
24' DIA
-1
Lac. No. 53741
LOCATION (VAN)
v
I
CONSTRUCTION JOINT EXISTING ASPHALT LAYERS PROPOSED ASPHALT LAYERS
_________________
[BOBmm]
��O//�
HANDICAP SIGN FACE OF
LOCATION (TYP.) CURB
I
/' I I
EXISTING SUBBASE PROPOSED SUBBASE
�_ za TUNS Du ^� s/B^
[722mm] 116mm]
SSID
.! ... I
___________________________
COMPACTED SUBGAADE
[64 PIA z6
O O 91 mm] [660mm [38m2 )
NAL
EOP
CONSTRUCTION JOINT DETAIL
FRAME SECTION [20mm]
PAINTED
/.
SLOPE TO DRAIN TO INVERT
9 OF OUTLET PIPE
''
® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS
-
2• (51mm) LETTERS
(RECESSED FLUSH)
f+l E
O O
o 18' 18'
PER 2 % MAX'
�� SECTION A -A
® PROPOSED " UM 1'/, INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5)
x MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS
1• 3 1/8" 1/Y
C25mm] /8"
A
N U
N
4"
P5 DETERMINED BY CORES (SEE NOTE 3]
PN '! [ g [73mm]
C
0
VDOT
4 PAINTED
SPEC.
TRAWTION BETWEEN
WE 01�7°'s WHEN METHOD OF TREATMENT IN DROP INLETS
DEFERENT SIZES OF
3 13/16' 9 22 13/16.
2 1/8' 579mm]
[97mm] L
E
E
STRIPE
PIPES ARE ENCOIAOEDED.
B
NOTES:
I54mm 0 25'
1 3/8" [635mm]
OJ
w
_ '>
(TYPICAL)
ASPHALT PAVEMENT WIDENING SHNL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER.
4 16' [35mm] 9/16" O.D. OF GKT GROOVE
[17mm]
vLu
w 3
8' S' 8' 8' 8' 11��
III
\\
2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF TM LAYERS OF EXISTNG PAVEMENT.
SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN.
[14mm] SECTION VIEW 1/4" (6mm) DIA
GM BOLT NEOPRENE GASKET
¢ LL O 3
W
.,
TYPICAL VAN
T 111
NOTES:
SHARING OF MANHOLE AND INLET INVERTS IN ACCORDANCE WITH
THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED SLOPE TO DRAIN
3. A MINIMUM OF THREE CORES MALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING
PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET MART.
SRA�EMBLY
(2) WSHR 1/16 X 5/8 X 1 1/2
RUBBER PART/ 00981045
0
W O m H
d' W L m
Q V X
Z
ACCESSIBLE ACCESSIBLE
HANDICAP SPACES REGULAR SPACE
ON PLANS OR WHERE INVERT OF PIPE IS ABOVE INVERT OF TO INVERT OF
STRUCTURE. OUTLET PFE
//
MANHOLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED /
.. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1'/, INCHES NJD REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE
PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED BY THE ENGINEER.
1 5/8. (2) BLT HEX 5/8-11X3 1/2 SS
S C (2) CORED 1�Dt24OO
l W PICKBARS [5mm PART 009B72S0
[41 mm M
J
W J - N
w _J O O
MP
Q
IN ACCORDANCE WITH MPLICIBLE STADARD OR SPECVi DRAWING.
t�
5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE
AND EFFECTIVE SURFACE DRAINAGE.
F-- 1/2" ID 1.SD OD A
(2)
a
rn N
CL
THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A
PORTLAND CEMENT CONCRETE MIX CONFORMING TO CUSS A3 OR AT
CLASS C1, EXCEPT THAT 25X OF COARSE AGGREGATE MAY BE /
UP TO 4" IN DIAMETER AND CONSIST OF STONE, BROKEN BRICK, �;!
/
S. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER.
.83 DIA. STAINLESS STEEL ROD 00 313
1 1/8' (29mm) DIA BOSS [13mm PART 00981318
PLAN VIEW
PICKBAR & LOCKLUG HOLE DETAIL
V' W W M
Z_ I- r✓
~
�
V
BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE �J/I//// ..� ...
I I
7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS
NUT HX S e-11 ZN NYLK
'2) /
� Q LA) X
V)
SHALL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NONE I V
OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED.
AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(c) OF THE
SPECIFICATIONS.
NOTES
PART 00981264
J Q
9 & LL
W
°
• °
QI
DETAILS OF INVERT SHARING AS SHOWN HEREON ARE FOR EXAMPLE - • °
PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED --
1. ALL MANHOLES WITHIN 100 YEAR FLOODPLNN OR LOCATED IN AREAS SUBJECT TO FLOODING SHALL HAVE WATERTIGHT FRAME & COVER. (2) NUT NX JAM 5/8-11 ZN
2 ALTERNATIVE DESIGN FOR WATERTIGHT COVERS WILL BE CONSIDERED, PART W001228
a C = •G.
x = N
Z
h
2
NGIWOUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET
CONFIGURATION AND FLOW LINES. SECTION B-B
3. COVERS SHALL BE FIXED TO FRAMES WITH LOCKING LUGS OR SIMILAR ASSEMBLY.
(2) 1935R LACK LUG
� U W UD
= > u?
Q
0
W
Lu
PLAN
TYPICAL WATERTIGHT (SHOO) PART 001935a5
F c Lfl
V)
l�
GO
METHOD OF TREATMENT IN MANHOLES
MANHOLE FRAME &COVER LOCK LUG ASSEMBLY
w v
Lu
N.T.S FIGS-I-E
0- v
�VDOT
STANDARD METHOD OF SHAPING
SPECIFICATION
REFERENCE
�VOQ�
ASPHALT PAVEMENT WIDENING
SPECIFICATION
REFERGDE
00 J
RIP➢ PAID BRIDGE STANDARDS
MANHOLE & INLET INVERTS
302
ROAD AND BRIDGE STANDARDS
FOR WIDENING SUBJECT TO TRAFFIC
375
CD w
j
0
SHEET 1 OF 1
REVISION DATE
SHEET 1 OF 1
REVISION DATE
TYPICAL PARKING SPACE DETAILS
VIRGINIA DEPARTMENT OF TRANSPORTATION
VIRGINIA DEPARTMENT OF TRANSPORTATION
U
W
106.06
303.02
NO Scale
2016 ROAD & BRIDGE STANDARDS
uri
a
FRAME & COVER
=O
g
W
PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE
SEE FIG. S-I-D, E
1P
SIGN
WITH PART V, SECTION G OF THESE SPECIFICATIONS.
cD
¢
PLACE W GALVANIZED " WITNESS " POST WITH
FRAME & COVER
STREET SURFACE OR
O
CL
STD. U POST
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
NON -PAVED AREA
O
GALVANIZED
0 AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
:.
(SEE FIG. S-I-D,E)
TO HIGHWAY DEPARTMENT APPROVAL.
..;`.•.•�.;;;•,'`.
s
SLOPED AREA
~
ti
STREET SURFACE OR
.+':-•,;::
"'`- ' `"
"1714
FINISHED GRADE
SET DOGHOUSE BASE , •! EXISTING SANITARY
NON -PAVED AREA
1'-0" MAX 2 -O" RUBBER COATED STEEL STEPS
e CAST IN PLACE
w
w
F
N
N
ON CONCRETE BLOCKS '.. �• SEWER PIPE
+
SLOPED AREA
e
u
p
(Ny
•
DOGHOUSE OPENING SHALL :� ' '� M.l • MIN. 12" CLEARANCE
�'"."'�•='L�l"="
°
J PRECAST REINFORCED CONCRETE
'�
a
ti
6'
ORMED BY: •
MANUFBE �ACNRER OR '' ''r ' - AND STONTWEEN EXBE DING ISTING PE
1'-0" MAX
A SECTIONS WITH "0" RING SEALS
0
DATE
SAW CUT TO FIT PIPE { �';
e OR APPROVED EQUAL
(n
o 'MAN A'.•.
OUTSIDE DIAMATER"••.' .r.,
2'-0"
>
POST TO BE
ADJUSTABLE TRAFFIC RATED
• :
PLUS e • •.•':;':`
3'-0" MIN e
j
1/18/2021
DRIVEN
VALVE BDX W/ LID
12" THICK VDOT
•
�' THE DROP CONNECTION SHALL BE
O
DRAWN BY
Z U
No. 68 STONE BEDDING
r
RUBBER COATED STEEL
e DUCTILE IRON PIPE (CLASS 50)
}
IT"x6"xt6" AND 4"x8"x18"
•• 3'-D" MIN
STEPS CAST IN PLACE
5" BACKFILLED IN 6" LAYERS AND
SOLID CONCRETE BLOCKS
COMPACTED BY HAND TAMPERS OR
C. GAYNER
z N
WALL (4 EACH)R DOGHOUSE MANHOLE BASE
PRECAST REINFORCED III
12 MIN BACKFILLED WITH SELF -COMPACTING
5
III 1111111111 I IIII III I,III, I,IIII,IIIIIII,II„ II IIIII I,iIII,,,,I, I,IIIIII,I 111111 I,III 111111II„ I I II,11
CONCRETE SECTIONS 12 MIN
"0" RING SEALS -1-6 " MAX :
a 16" MAX STONE.
S
DESIGNED BY
1-111-11
MANHOLE ABOVE BASE SHALL FILL DOGHOUSE OPENING
AROUND EXISTING C PIPE
MINIMUM ELEVATION
�+ MINIMUM ELEVATION DIFFERENCE
••
C. GAYNER
LA
BE CONSTRUCTED AS SHOWN
COAST WITH 3,000 PSI CONCRETE
DIFFERENCE ACROSS M.H. 5" 4'-0"
• 12-MIN 12"MIN ACROSS M.H. FROM INLET TO
CHECKED BY
ON S-1-A
FIGURE OR NON -SHRINKING GROUT
FROM INLET TO OUTLET
VARIE . OUTLET SHALL BE 0.20 FEET
•
M.J. GATE VALVE
SHALL BE 0.20 FEET. a
CONCRETE VARIES
,+°
A FILLETED INVERT FOR A SMOOTH
B. CICHOCKI
-- --
ALLOW CONCRETE WRAP EXISTING PIPE WITH
DEPTH OF FLOW FILLETS
CHANNEL TO BE
3/4 DIAMETER OF -
,' , "TRANSITION OF FLOW BETWEEN
.. s. t. INLET & OULET PIPE SHALL BE
P PROVIDED.
'
: •
SIGN AND POST DETAIL
SCALE
TO FLOW A MIN.
1'-O" BEYOND BASE NEOPRENE GASKET MATERIAL
`��•
CONTRIBUTING T ,• -- -
.'. .
12" �: D ":• '+., , P ,.s• �' P,
•
N.A.
NO Scale
BEFORE FILLING THE OPENING
OF STRUCTURE NEOPRENE SECURED BY 2 NON-
SEWER. . •• , '.
"
A FILLETED INVERT OR A SM00 ''" •• • ,1': 12"
3/4 DIAL OF LARGEST
ESU
l u ufE�V®
WATER LINE
CORROSIVE STRAPS, 1 ON
EACH SIDE of OPENING
TRANSITION OF FLOW BETWEEN
Mk
PIPE IN MANHOLE
•
Pam . VA. SIGN FOR THE DISABLED ON 0.80 GAUGE
PAWM
INLET & OUTLET PIPE SHALL BE
MIN. 6" BEDDING WITH NO. 68 STONE
ALUMINUM. COLORS: GREEN BORDER &
b
At 1
( 12" MIN. CAST -IN PLACE
PROVIDED. MIN. 6" BEDDING
LEGEND, BLUE SYMBOL FOR ACCESSIBILITY,
WHITE BACKGROUND.
P _j
�� 3,000 PSI CONCRETE BASE
FOUNDATION SECTION VIEW
NOTE : W/ NO. 68 STONE
1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE
NOTES:
1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE
T�I
2500 P.S.I.
SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.
CONCRETE 8 ° 2'x 2' BEARING AREA.
NOTES:
SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.
WILL DETERMINE WHETHER MANHOLES SHALL HAVE
2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE
EXTENDED OR NON -EXTENDED BASES.
Mom/
SPACES SHALL BE IDENTIFIED BY ABOVE
THRUST BLOCK 4
2. THE CONSULTANT
W
PENALTY PENALTY GRADE SIGNS AS RESERVED FOR PHYSICALLY
e.
1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW
EXTENDED OR NON -EXTENDED BASES.
ALL JOINS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED 3.
INSIDE AND OUT.
IM_�RE IM-WRE DISABLED PERSONS. PROVIDE ONE (1) R-7-8
•e e , a.
FLOW TO THE EXISTING PIPE.
3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED &GROUTED
4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE
TOW AWAY ZONE TOWAWAYZOIE SIGN AT EACH PARKING SPACE INDICATED ON
o :: ° .
2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE.
INSIDE AND OUT.
DESIGN ON SEWERS WITH STEEP SLOPES.
O
SITE PLAN. SIGN SHALL BE ALUMINUM
,
3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6"
TYPICAL MANHOLE SECTION
(PAINTED WHITE) WITH GREEN LETTERS AND
VAN INTERNATIONAL WHEELCHAIR SYMBOL. SIGN
OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE
BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN
SHOWING BRANCH TIE-IN
Ao 6'ABOVE SHALL BE PLACED ON STEEL POST 1-1/2"0
NOTE: IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE.
ACCORDANCE WITH THESE SPECIFICATIONS.
TYPICAL MANHOLE WITH DROP CONNECTION
�
FINISHED PAINTED BLACK SET IN MIN. 2' OF CONCRETE.
TYPICAL MANHOLE BASE
N.T.S
V T,
GRADE
TYPICAL GATE VALVE
SHOWING "DOGHOUSE" INSTALLATION
FIG. S-I-A
HITS
0
� /1
--
M-25
ADA PARKING SIGNS
NTS
FIG. W-5
N.T.S
FIG. S-1-Al
FIG. S-I-C
No Scale
VARIES VALVE BOX
NOTE: HYDRANT MUST BE
NISHED GRADE
( ,
V
4" DIAMETER BRANCH
EQUIPPED WITH CHARLOTTES -
VILLE THREADS WHICH IS
-
AND VALVE
THE LOCAL STANDARD.
Q
COVER LIFT NOTCH
- -
�Ir I�IIIs
;
J
J
M.J. PLUG
VARIES
LENGTH OF BRANCH VARIES
6' MIN
2' TO 10'
14 1/2" 12 3/8"
12 1/2"
AIR RELEASE VALVE
REMAINING BACKFILL SHALL
NOT CONTAIN ROCK MATERIAL
LARGER THAN 5" IN ANY
L.0
�
Q
f.
h
(270')
18"-22"
V
7 CU. FT. ALVE BOX
STONE I
WATER
BRASS OR BRONZE PIPE BRONZE GATE
VALVE
36"MIN
DIMENSION
24' MINm
KFILL+
8"MIN
w
1� Q
LL.I
0
06
/j68
(Bn LIFTS)
WATER MAIN RESTRAINED JOINT FITTINGS
1
CAST IRON LID
PIOSSIBLERADE I•
EMBEDMENT THOROUGHLY COMPACTED
HAND OR APPROVED
LL
p
w
U)BY
w
s" KALIF
42"MIN �';
18' METER BOX
IF
-
SPRING LINE MECHANICAL TAMPER
OF PIPE
O
}}
z
•' VALVE
MUNCHING
ON-LINE
"B")
% '�; ; :'
M; 8" X 6"
IH
- I=) I III=11
i=III„ ICI
NO. 68 STONE -
LBEDDING 6" max
Q O
Q
(TYPE
TEE
I I
4" min
v
Z
2500 P.S.I. CONCRETE ,. +
BASE AND THRUST ; `:'";:'. i '•M� ' o,',::•
BRICK SUPPORTS OR
SOLID CEMENT BLOCKS
OUNDATION (SHALL BE
BLOCK AGAINST ' 'N'' 'M'
UNDISTURBED STABLE
+
� rL
AN yr
-
CRUSHED STONE
REQUIRED WHEN SOIL
CONDITIONS ARE UNSTABLE
VARIES THREADED COUPLING
NIPPLE AND PVC
SOIL STEEL PILE
11ry
ti pl10
'' 0 TL
K
N SOFT
ALL PIPE)
Q
PVC SLEEVE o CAP
RESTRAINED JOINT FITTINGS
�'�
COPPER
T LUBRICATE ALL THREADS
WHEN
WHEN THE SOIL IS DISTURBED OR WHEN
A HYDRANT IS LOCATED IN A FILL, IN ADDITION
18"
O
THRUST BLOCK
METER BOX (SEE FIG. W-7)
TO POURING CONCRETE, A STEEL PILE SHALL
BE USED AS ADDITIONAL SUPPORT.
, " : ^ ;• .• 6" EXTENSION
CORPORATION STOP
O
NOTE~
VALVE OX
NO. 57 STONE
6"
1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE
PIPE SLOT
BACKFILLED ENTIRELY WITH NO. 21A STONE.
M.J. FITTING 2" PIPE SLOPED
NOTE
(2 PLACES)
2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED
TO DRAIN IF
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE.
AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68
- GRADE ALLOWS
2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
NOTES:
STONE SHALL BE PROVIDED'
VARIES VARIES 2' BRASS PIPE
•
( INCLUDING DITCHES)
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC
AREAS OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS OR APPROVED EQUAL
3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
BEDDING OF NO. 68 STONE
WATER MAIN AND VALVE 2" THREADED TAP
VALVE BOX.
4, GAOTE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
NOTES:
SHALL BE USED.
2) FOR WATERLINES SMALLER THAN 12" USE A " A.R.V.
1
O�
IT IS ALLOWED
AND FITTINGS. FOR WATER
ARE SAME SIZE PLUG
5. FIRE HYDRANTS SHALL BE STALLED AT LOCATIONS WHERE WEEP
IN
HOLES ARE ABOVE THE PREVAILING
(i) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS.
LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS.
/'�
GROUNDWATER ELEVATION. IF
3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN
V /
DEAD END
REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE
ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
THE MANHOLE CONE.
(TYPE "All)
TYPICAL SEWER PIPE
JOB NO.
TYPICAL METER BOXES
TYPICAL BLOW -OFF ASSEMBLY
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
(5/8"-l" METERS)
INSTALLATION IN TRENCH
47036
AIR RELEASE VALVE (ARV)
HITS
FIG. W-8
N.T.S.
FIG. W-4
NTS
NTS
NTS
SHEET NO.
C 1.2
FIG. W-7
FIG. W-9
FIG. S-3
L
N' MIN.
�e
1B MIN.
°•j Sr MIN.
MNGNUT LOCKING ASSEMBLY
1 15N � • .•
. I 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)
NITS
FIG. W-7B
4" DIAMETEF
AND VALVE
WATER
ID-15
ON-LINE
(TYPE „B")
PLUG
•^^""
THREADED COUPUNG
PVC SLEEVE
BRASS NIPPLE AND PVC
o
CAP
i
LUBRICATE ALL THREADS
THRUST BLOCK
'D
METER BOX (SEE FIG. W-7)
VALVE
NO. 57 STONE
M.J. FITTING
2" PIPE SLOPED
M DRAIN IF
=
GRADE ALLOWS
VARIES VARIES
2" BRASS PIPE
WATER MAIN AND VALVE 2" THREADED TAP
ARE SAME 51ZE PLUG
DEAD END
(TYPE "A")
TYPICAL BLOW -OFF
ASSEMBLY
NITS
FIG. W-8
TD-19
NISHED GRADE
AIR RELEASE VALVE
BRASS OR BRONZE PIPE BRRLON E GATE
VA
IFRPOSSIBLERADE
�F I,.
p�
SOLID CEMENT BLOCKS
K CRUSHED STONE
COPPER" SOFT
CORPORATION STOP
NOTES:
1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC
AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL,
SHALL BE USED.
2) FOR WATFERIENES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER
LINES 12 AND LARGER USE 2" A.R.V. AND FITTINGS.
3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN
ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT
THE MANHOLE CONE.
AIR RELEASE VALVE (ARV)
NTS
FIG. W-9
TD-20
VARIES
BOX
TO METER BOX (SEE FIG.
THRU W--7E).
•-- 1411-- 1 /
VARIES 2' COPPER
WATER MAIN M.J. FITTING
PLUG THREADED FOR
2" COMPRESSION FITTING
RESTRAINED JOINT FITTINGS
NOTES:
• GATE VALVE WILL BE 4' UNLESS OTHERWISE SPECIFIED BY THE ACSA.
• SERVICE LINE TO CONNECTAT MAIN WITH X"x4"TEE.
• REFER TO FIG. Wd FOR THRUST BLOCK DETAILS ON TEE.
• REFERTORG.W-5 FORTHRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE.
• NO CONCRETE SHOULD BE POURED ON ANY PART OFTHE RESTRAINED JOINT. USE PLASTIC SHEETING AS
PROTECTION FOR BOLTS.
' • USE 25OD PS.L CONCRETE.
1
PIPE SLOT
(2 PLACES)
LARGE METER SERVICE LINE
NTS
FlG. W-6C
M-12
[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
TDTD13
METER SIZE
DIMENSION
A
DIMENSION
B
DIMENSION
C
1 1/2'
3'1'
3'0'
318,
2'
3'1'
S'0'
31
5' MIN.
10,
61 MIN.
4-
5' MIN.
12' MIN,
TREATER
THAN 4'
PROPOSALS WILL BE SUBMITTED.
i B i
DOOR HINGES
r----- ---- -----�
I I
I
I I
I I
I I
I I
I
I I
LIFT HANDLE
TYPICAL METER VAULT
N.T.S.
FIG, W-7A
TD-14
SIDE VIEW
75- DIAMETER DRILLED
IDLE FOR TOUCH READ
NITS,
TOP VIEW
3" DIAMETER FLAT
BEARING SURFACE
UNDERNEATH
24' X 36'
1LUMINUM ACCESS
AATCH
NOTE: HYDRANT MUST BE
EQUIPPED WITH CHARLOTTES-
VILLE THREADS WHICH IS
THE LOCAL STANDARD.
1
LENGTH OF BRANCH VARIES
6' MIN 2' TO 10'
(2701
7 CU. FT. 18"-22' ALVE BOX
#6B STONE
42"MIN . ;' e" GATE
VALVE
TEE
9
2500 P.S.I. CONCRETE
BASE AND THRUST iI�„�+• R
BLOCK AGAINST \\vll
UNDISTURBED STABLE
SOIL. STEEL PILE
WHEN THE SOIL IS DISTURBED !M WHEN RESTRAINED JOINT FITTINGS
A HYDRANT IS LOCATED IN A FILL, IN ADDITION
TO POURING CONCRETE, A STEEL PILE SHALL
BE USED AS ADDITIONAL SUPPORT.
NOTE
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE
2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( INCLUDING DITCHES )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOX.
A THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
IT IS NOT ALLOWED IN THE DITCH.
5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP
HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF
REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.S.
FIG. W-4
M-8
PLACE 5' GALVANIZED " WTNESS " POST WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
M HIGHWAY DEPARTMENT APPROVAL
FINISHED GRADE ---�
1 � M.J. GATE VALVE
WATER LINE
2500 P.S.I.
CONCRETE '• Al A 2'x 2' BEARING AREA
THRUST BLOCK ': G
4, d
n
NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (8) INCHES ABOVE GRADE.
TYPICAL GATE VALVE
1' COMPRESSION x 3/4- MALE PIPE COUPLING
OR APPROVED EQUAL
Y TYPE 'K'--.
SOFT COPPER
1'AS
NOTE
NO SWEATED FITTINGS
DUAL SERVICE
I' TYPE K
�Fi COPPER
SINGLE SERVICE
NOTE:
1) SADDLES SNAIL BE USED ON PVC PIPE.
NTS
FIG. W-5
M-9
RE
FOR USE ON ATTACHED SINGLE FAMLY
RESIDENTIAL SERMCES OR DUAL RESIDENTIAL
AND IRRIGATION SntMCES.
x
FL
1' COMPRESSION x 31e MAIE PIPE COUPLING
OR APPROVED EQUAL
FOR USE ON DETACHED SINGLE FAMILY
RESIDENTIAL SERVICE WHERE AN IRRIGATION
METER IS NOT PROMDf:D.
CAST IRON uD
FMIRED GRADE
36" MIN.
POPPERSETTpt
1/8 am 0011PUN3-\
A�
METER
OWORATIM STOP
BRICK AS
NECESSARY
SANG :R DUST DOER
�,;
''?rx'
'°'x':"'Tt i DRAM PIPE, tr
,.•'•i•1.;�,",I 4-
BOX AND SETTER (2-INCH
F
O SITM
Y�.��p:}. LONC S03. POCKET, WET
T
MINIMUM 1HICNNESS)
A
W!i'.ti ...4sI"mvYa'ti SL"`a' SPEC. 203, N0. 57 AGGREGATE
TYPICAL SERVICE
LATERAL INSTALLATION
(5/8"
& 1"
METERS)
NTS
FM W-6A
TU-10
- 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 M BELLS.
- FOR 18" BEND USE 3 STRAPS
AS SHOWN.
ELEVATION
PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT,
BEND
SIZE
A
B
C
D
E
F
V- IV
1'-9
2'-3
7-e'
V-2
2'-
1 1 4
Ir
2'-
3'-0
2'-6'
1'-6
2'-B
1 1 4^
11 1/W
70'
2'-
3'-9
2'-6'
2'-0
S-0
2"
S-O'
4'-B'
4' - 8
2'-6
3'-0
2'-6'
1'-6
V-W
1 I V
1/2•
16'
sa•
5•-D
3'-D
2'-9
3'-e
2'
19,
S-BID
6'-3
3'-0
3'-BID
4'-3
2'
16"
S'-D
7'-B
3'-3'
9'-O"
5'-8
2 1/2'
IrS-a'
6'-0
3'-O'
3'-3"
3'-3-
2 1 4
8"
S•3'-0'
3'-8'
S-9"
2 1 4'
4S
10'
4'-
7•-e
3'-0'
4'
5'-
2 1 le
1Y
S-3
9'-
J'-3'
6'-0
5'-BID
2 1/2"
1Y
Ir-
11'-
S-9"
Y-0
7'
-11 fr
B
wI-Tn = u1M. r
CKNESS 0
FILLET WELD
STRAP = 1/4"
ST U
1 4" THICK
rPLLATE WASHEF
3" THREAD,
iv
1 NOMINAL INSIDE
3 4" ANCHOR
DIAMETER EXTRA
BOLTS
STRONG STEEL PIPE
BARS ® 12"
IPE B
CENTER FO
12 BENDS &
12'
CONCRETE
CLASS "B"
LARGER C
CHART FOR UPPER SEC11ON
VERTICAL BLOCKING NOTE: STANDARD 90- HOOK ON END OF ANCHOR
BOLTS TO FACE CENTER OF BLOCKS.
CONCRETE BLOCKING FOR
UPPER VERTICAL BENDS
N.T.S.
FIG. W-3A
M-4
6"
NOTE: RESTRAINED JOINT FITTINGS.
Side Mew
42" Minimum
rt..,
Ql Beam,
in. size) •--�
3' min. penetration Into undisturbed
soil or as approved by the
ACSA.
TYPICAL THRUST BLOCK IN FILL AREA
NTS
FIG. W-3B
TDTD=5
ASTM A38 AND HEX NUT
ASIM A588 (TYP)
UNDISTURBED EARTH UNDISTURBED
2 - 3/4" CIA SOIL (TYP)
ALL -THREAD R01)
ar.r
a ^ WATER MAIN
x
�3
VALUE -r - •"
ssa .
24" MIN
UNDISTURBED EARTH PLAN
+' "> CRASS A-3 CONCRETE
VI I;.
' MEGA -LUG
16" a
MIN
18" ELEVATION
UNDISTURBED
" TRENCH 1 24"
MIN ^WIDTH MIN
W �
1 �
SECTION
NOTE:
1. ALL RODS AND FASTENERS SHALL BE GIVEN TWO COATS OF ASPHALTIC PAINT AFTER ASSEMBLY.
2. CONTRACTOR SHALL ENSURE THAT THE COLLAR BEARS AGAINST UNDISTURBED SOIL FOR THE MINIMUM
DIMENSION SHOWN.
3. DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MINIMUM. IF THE TRENCH WIDTH IS
LARGER DURING CONSTRUCTION, THE COLLAR DIMENSIONS SHALL INCREASE ACCORDINGLY.
_C_ROSS ANCHOR RESTRAINTS FOR VALVES
NIS
Fig. W-30
JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC.
SHALL NOT BE LOCATED WITHIN THE RIGHT DF WAY.
VARIES
�-lair-•-' 10'
1 5' I I I I s' I F
WATER SEWER
3 0
LOCATION OF EITHER UTILITIES
(GAS, ELECTRIC, TELEPHONE, CABLE, EM)
EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM
WATER & SEWER 30' MINIMUM
1X SEE PART 3, PARAGRAPH DI SEPARATIDN OF WATER & SEWER SYSTEMS.
UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT
90" TO THE RIGHT OF WAY,
UTILITY LOCATIONS & EASEMENT WIDTHS
NTS
FIG W-1
TTH-I
GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
I UI
INITIAL BACKFILL
BEDDING
9 STONE
* STABLE SOIL ROCK
* SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL
STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND
THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF
#68 STONE
FOUNDATION IN POOR SOIL UNDER -CUT CONDITION
4'MI INITIAL BACKFILL 4
STABLE 8"
-OIL MIN. MIN.-- _ MIN MIN. #68 STONE
-GRANULAR FILL AS
_ APPROVED BY ACSA`�
�A I �� STABLE SOIL OR ROCK,
NOTE
1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES.
2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED
ABOVE THE INITIAL BACKFILL.
3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS.
4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED
IN THE TRENCH.
5. BELL HOLES SHALL BE DUG OUT IN ALL CASES.
DUCTILE IRON WATER
PIPE INSTALLATION & BEDDING
NTS
FIG. W-2
SECTION 1-1
SECTION 2-2
PIPE
DEGREE
BEND DIMENSIONS
VOL
TEE AND PLUGS
VOL
SIZE
OF
(FEET)
W.M.
FEE
(x1.M.
BEND
L
H
IT
L
H
i
90
2.50
2.50 1101
0.24
4" & 6•
45
ZOO
2.25
7 So
0.15
200
225
25D
0.15
221/2
1.50
200
2.52
0.10
111/4
1.50
2.00
2.50
0.10
90
3.60
3.16
3.21
0.48
46
288
288
2.77
0.26
8"
221/2
1.66
2.15
289
0.13
3.16
2.91
2.66
0.32
111/4
1.66
2.16
287
0.13
90
4.83
3.83
3.42
0.83
10" & 12"
'�`
3.33
3.58
"Be'0.43
3.83
4.00
283
Q52
221/2
2.33
2.58
288
0.24
11 1/4
1.83
2.33
2.84
0.18
1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES
SIZE, DEAD ENDS AND AT VALVES.
2 USE 2500 P.S.I. CONCRETE.
3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT.
4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE M THE VERIFY THE TYPE & SIZE OF
ALL THRUST BLOCKS.
CONCRETE THRUST BLOCKS
NIS
FIG. W-3
TD-3
ir�an D. Cichocki
Z
lac. No. 53741
-7//v/V
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7 ,5&
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in DATE
>
111812021
O
DRAWN BY
C. GAYNER
• DESIGNED BY
• C. GAYNER
• CHECKED BY
B. CICHOCKI
• • SCALE
N.A.
•
•
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SEWER SERVICE LATERAL CONNECTION NOTES:
1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLEAND
NO INVERT ELEVATION THE SERVICE E RAL IS
WDCATED,THE TOP ( OWN) ELEVATION OF THFOR
SERVICE
NOTIFY MIN, DIAMETER MANHOLE
LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE
ELEVATION OF THE THE LOWEST PIPE CONNECTED
REQUIRED.
D.
!� �
it D. Cichocki 'Z
TOP (CROWN)
I �
an
0�
TO THE MANHOLE
2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL
�mRiTP DROP MANHOLE PVC CROSS °�
1 Z_
lJ
Isc. No. 53741
11
BE CONNECTED USING A PIPE SADDLE.
USE APPROVED FLEXIBLE RUBBER°
• BDDr.
"O„p0� /��/n
3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2R
°2
e
(1/4" PER FOOT) �Q
°
o �
3000 PSI CONC. BASE
`SSIONAL
[� ROADWAY R.
4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN
DIAMETER OF 4°.
^ s,
GASKETED Ala
" STOP COUPLING °
BENCH SLOPED TO FLOW
7lo.SCO
5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER
o - 87'
CHANNEL 1/4" 1' MIN
•
• I
OF 3 FEET.
DROP PIPE
.e PIPE STRAPS -•�'.
� ~-
SALT
TREATED
(STAINLESS STEEL
o e SPACED EVERY _
2' VERTICALLY ,:
.' -�
(+1
u
A
FINISHED GROUND MARKER
•
90' RESTRAINED BEND '•�, {' *',"';'•"
'� V `\ • - BRANCH
j p
= PAVEMENT m
SEW
INFLIIEENT
) 2
E
_
+.." • PIPE
S
COATED STEEL BAND OR STAINLESS 42' MIN,
SEWER
• PIPE
-
q. (�77 2"
¢ M" p
Q LL n
0.25' MIN, THICKNESS STEEL CASING INSULATORS
42' MIN,
FLAN
Q
W 0 f6 y
STEEL CASING - I 112' BOTH ENDSFILL
'i i
_j V 00
Z
PLUG END OF
PROFILE
w -Oi
w7
O
N
I rz:
MAIN LINE SERVICE LATERAL
SECTI ON
MIN, 6' BEDDING WITH NO. 68 STONE
o_ (n C) N
c0 Lu M
a
..
45V'Q"
1.HEIGHTOFTHEVERTICALDROPPIPEWILLBEDETERMINEDBYTHEACSA,BUTSHALLNOTBELESSTHANTWO
FLEXIBLE CONNECTION NOTE'
6
Z f ?
V
2'-DT�I7 7' OR B' 7' OR B'_ 2'-0' 2'-0'
12)FEET.
WITH STAINLESS STEEL ALL CONNECTIONS TO
3 OJ � ¢
w
I I 1 ��
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
oa 6"
Q
UCTILE IRON PIPE I� 18' OR 20' JOINT OF DS.
THE DROP FITTING WITH STANDARD GASKETJOINT.
W BE CORED AND A FLEXIBLE
= c ry
Z
Z
ESTRAINm JOINTS) f 1
3.VERTICALDROPPIPESHALLBESTRAPPEDTOTHEMANHOLEATPIPEJOINTS.STRAPSSHALLBEMADEOF
CONNECTION BOOT
= v >
a
O
0
W
i
NOTE 1. STEEL CASING TO EXTEND TO BACK OF CURB, DITCH, SIDEWALK, ETC. OR A MINIMUM OF 5' BEYOND THE EDGE OFCNI
STAINLESS STEEL
INSTALLED
O
u;
Y M
>
O
PAVEMENT, WHICHEVER IS GREATER.
4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT
Lu
LJ
2. ENDS OF CASING CAN BE SEALED USING A PULL -ON END SEAL GASKET IN LIEU OF CONCRETE FILL.
IN LINE WYE-TEE
TO SPRING LINE OF MANHOLE INVERT.
d
3, MIDDLE SPACER SHALL HE PLACED AT THE CENTERFIDNT OF PIPE JOINT.
PLAN
S. DROP CONNECTION DISCHARGE FITTING SHALL BEORIENTEDAT45DEGREES,INTDTHEFLQW.
TYPICAL MANHOLE PLAN
6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS.
CD�
o
WATER
VARIES
7.MINIMUM72'DIAME[ERMANHOIEREQUIREDFORASINGLEIWOR12"DIAMETERDROPCONNECTION,OR
SHOWING BRANCH TIE - IN
TYPICAL STEEL SLEEVE INSTALLATION
TWOS^ DIAMETER DROP CONNECTIONS.
W
UNDER ROADWAYS
R
Q.
SEWER SERVICE LATERAL CONNECTION
STANDARD INTERNAL DROP CONNECTION
NTS
p
In
N.T.S
Q.
ti
N.T.S.
N.T.S.
FIG. W-10
FIG. S-1-19
O
p
FIG. S-2
FIG. S-1-C2
Q.
CL
-
TD-33
TD-30
TD-27
F
�
N
w
F
_
O
2
Q
N
Q
Q
\�
FRAME & COVER
kE
E
z
O
ti
DATE
r E
FRAME & COVER
(SEE FIG. S-I-D,E)
i/)
REMAINING BACKFlLL SHALL
r
`
-�
SEE FIG. S-I-D, E
NNE PASVEOFAREA R
ACE R
0
111812021
NOT CONTAIN ROCK MATERIAL
LARGER
g u
J pp
/
/
NONEEPAVEDFAREA
}
DRAWN BY
36"MIN THAN 5" IN ANY
``3
SLOPED AREA
'"'.�..,^r„.
SLOPED AREA -'�
DIMENSION
E8 �S I--
24 MI
INTIAL BACKFILL*
EM I
RUBBER COATED STEEL STEPS
V-O" MAx a CAST IN PLACE
1'-0" MAX
C. GAYNER
B°MIN (6" LIFTS)
,��
EMBEDMENT
• THOROUGHLY COMPACTED
0
PRECAST REINFORCED CONCRETE
2'-0"
DESIGNED BY
SPRING LINE O BY HAND OR APPROVED
OF PIPE MECHANICAL TAMPER
��o F
E sx E $ EG o
M E,,, "
Q °
sEcnoNs WITH - RING SEALS
e OR APPROVED EQUAL
STEEL
•
•
C. GAYNER
N0. 68 STONE _ _ HAUNCHING
E'" N
�$ v3 g
X-C' MIN
RUBBER COATED
STEPS CAST IN PLACE 3'-0" MIN
BY
BEDDING 6" max
4" min
p0
x 4 0
o
6
THE DROP CONNECTION SHALL BE
o DUCTILE IRON PIPE (CLASS 50�
5" IN"
PRECAST REINFORCED I-
•
CHECKED
OUNDATION (SHALL BE
REQUIRED WHEN SOIL
s Li___,
E
E_ E
�0 CBACKFILLED OMPACTED
DYERS µN9 TAMPERS OR
1 ' MINA BACKFlLLED mTIi SELF -COMPACTING
CONCRETE SECTIONS 12" MIN
"0" RING SEALS " 16 MAX
•
•
B. CICHOCKI
SCALE
CONDITIONS ARE UNSTABLEc
m
19TMAx STONE.
MINIMUM ELEVATION
•
DIFFERENCE ACROSS M.H. 5" 4'-0"
ALL PIPE)
���,t "
5.1
"
:-N)IU- „E �E
�E
MINIMUM ELEVATION DIFFRENCE
1YMIN 12"MIN
FROM INLET TO OUTLET
my
.' ACROSS M.H. FROM INLET TO
VARI 4 SHALL BE 0.20 FEET
SHALL BE 0.20 FEET. VARIES
•
.OUTLET
CONCRETE
A FILLETED INVERT FOR A SMOOTH
DEPTH OF FLOW
CHANNEL lb BE �FlLLETS
•
G TRANSITION OF FLOW BETWEEN
DIAMETER OF :
NOTE :
1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE
O
;• INLET & OULET PIPE SHALL BE
i'G PROVIDED.
12 ; 6: i"• :....> �•, �'
CONTRIBUTING
CON
SEWER. TT
�••• 12"
•
J
BACKFILLED ENTIRELY WITH NO. 21A
FT
A FILLETED INVERT FOR A Shoo • ,s':
STONE.
2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED
z
3/4 DIA OF LARGEST
PIPE IN MANHOLE
TRANSITION OF FLOW BETWEEN
INLET & OUTLET PIPE SHALL BE
AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF N0. 68
STONE SHALL BE PROVIDED'
o E� E s E ;, E o E
$ ro
MIN. 6" BEDDING NTH NO. 68 STONE
PROVIDED. MIN. 6" BEDDING
3-WHERE ROCK IS
Ek
NOTES:
NOTE : W/ NO. 68 STONE
W
ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
yg CIA m4 w
BEDDING OF NO. 68 STONE'
R" M" A.
6� a
1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL 8E
1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE
ff
SPECIFICALLY DETERMINED TE THE CONSULTANT M FOR THE SOIL CONDITIONS.
2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE
EXTENDED OR NON -EXTENDED BASES
SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.
2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE
O
O 0
3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED
INSIDE AND OUT.
EXTENDED OR NON -EXTENDED BASES.
4. SPECIAL CON DRATION SHALL BE GIVEN FOR ENTRANCE
3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED
TYPICAL SEWER PIPE
DESIGN ON SEWERS NTH STEEP SLOPES.
INSIDE AND OUT.
\
TYPICAL MANHOLE SECTION
INSTALLATION IN TRENCH
TYPICAL MANHOLE FRAME & COVER
TYPICAL MANHOLE WITH DROP CONNECTION
SHOWING BRANCH TIE-IN
N.T.S
FIGS-I-D
/1
NITS
I
N.T.S
V 1
FIG.FIG.S-I-C G. S-3
N
FIG. S-I-A
TD-31
�
�
( ,
V
TD-34
TD-28
M-25
O
(�
PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE
Q
- "
WITH PART V, SECTION G OF THESE SPECIFICATIONS
i
J
�..
LLI
J
�l
SLOPED AREA RUBBER COATED STEEL STEPS
:.: �
' •'`
CAST IN PLACE
FRAME & COVER
.,,`.•.'-
' •' e • 4 +
Q
LLI
(4) 1• (2smDJ uA Raa 1 th-
au tt Y (eD,n.n) o" 27 1/2' DN
0 Bur a'liae [B99mm] """]
ze 1/4. OW 7•
SEE FIG. S-I-D, E
PRECAST REINFORCED CONCRETE
SET DOGHOUSE RASE +,; :
ON CONCRETE BLOCKS ; SEWER PIPE SANITARY
G
' LU
CO
Q
I�
[414
�11 I
SECTIONS WITH "0" RING SEALS
OR APPROVED EQUAL
'e
. ;
DOGHOUSE OPENING SHALL '•' '
BE PREFORMED BY ° ' ••" • MIN. 12" CLEARANCE
,' + • BETWEEN EXISTING PIPE
MANUFACRR OR "• •'Y '
AND STONE BEDDING'"SAW CUT
FITAT PIPE ' •'* ;e:
'' -ne
� Q
LL/�
,,,�(
06
>/1
OUTSIDE DIAMATER
IA •". •
PLUS B".
W
za
87/16"OR
B• DN B/6'
b22mm7 [tann8
A FITTING MAY BE REQUIRED
p� NTH ACSA APPROVAL
ta" THICK VDOT
Z
0 o GIB• Dw a 26'
[914mm] [660mm
No. 68 STONE BEDDING
O
O
FRAME SECTION 13/tt)' r [SBmm]
a
SOLD CO AND 4" LOCK" •
SOLID CONCRETE BLOCKS
0
Z
[20mm� l
2'(slmm)uT1o1S
Ooc=D ,CLAM)
THE DROP CONNECTION SHALL BE
N-O" MIN ,• DUCTILE IRON PIPE (CLASS 50)
_
CENTER W/RISER
WALL (4 EACH) DOGHOUSE MANHOLE BASE
�
BACKFILLED IN 6° YETIS AND
[umm] NI A 31/6' t/Y- I
c>P• �}- I [79mm] [)�:�D,]'I
► 22 13/t8
� COMPACTED BY HAND TAMPERS OR
j e 5° S�EILLED WITH SELF -COMPACTING
il.nnnnnn nnnn nnnnnmiinnnn,i,nnn,nnnnnnnlnnn nnnn,u„„ininuiuninnni
FILL DOGHOUSE OPENING
2 1/6' 3 13/IB'
[97mm] [i723'B]
Jam_
16" MAX
MANHOLE ABOVE BASE SHALL
BE CONSTRUCTED AS SHOWN AROUND EXISTING PIPE
0 1t/18' t 3ro* [63Smm]
[77mm] I�'a 9/16- O.D. OF GKT GROOVE
cut DOLT [14mm] SECTION VIEW 1/4' (6mm) DIA
MINIMUM ELEVATION DIFFERENCE
p ACROSS M.H. FROM INLET TO
5" a .. OUTLET SHALL BE 0.20 FEET
,e
ON FIGURE S-1-A WITH 3000 PSI CONCRETE
OR NON -SHRINKING GROUT
Q
S...DLr NEOPRENE GASKE(
DEua
120MIN 12"MIN A FILLETED INVERT FOR A SMOOTH
(2) RsIR 1/15 X 3/8 X 1 1/2
VARIE '. 4 TRANSITION OF FLOW BETWEEN
O
S R (z) cDREo 1800, t RUBBER PART# OSSI0 s
E W PDXeaes CSmm (2) BLT Roc s/9-11xs t/z ss
•, INLET & DULET PIPE SHALL BE
ALLOW CONCRETE
WRAP EXISTING PIPE WITH
2400' Iatmm vAmY Wt 5/8so
1/2' ID
PLAN VIEW 1 i/B' (2gmm) Du BOSS 16mm 113m OLl STANlF55 STEEL ROD PAARTY�""OOgB1Ji6 130 $
,,e PROVIDED.
G __ FITTING DIMENSION VARIES WITH SLOPE.
A JA
TO FLOW A MIN.
OF STRUCTURE BEFORE FILLING THE OPENING
OF S BEYOND BASE NEOPRENE GASKET OPENING
•
O
PICKEiAR sIACIQUG HOLE DETAIL NW NX
NOTES: P fY BD9812B�4 11 2N NN!(
" t•.Q
12 �. ; C': i "• ..� , e +.. A'
NEOPRENE SECURED BY 2 NIXR-
CORROSIVE STRAPS, 1 ON
EACH SIDE OF OPENING
1. ALL MANHOLES SITNM 100 YEAR FIAODPWN OR LOCATED IN AREDS SUBJECT R1 FL000INB SHALL NAME MATFRIIGHT FRAME & COVER M NUT HX " s/8-11 IN
1 COWERS CONSIDERED.
SHADESIGN
B Fl XSD TO MAAREESSTMINWLOOCMNG UEQUR ASSUBLY. P # DD9B122B
3/4 CIA OF LARGEST
PIPE IN MANHOLE
TMaMIN.
12" MIN. CAST -IN PLACE
TYPICAL WATERTIGHT Wont) PAmr/ ODUJIG 1IMN
3,000 PSI CONCRETE BASE
LOCK LUG ASSEMBLY
MANHOLE FRAME &COVER
6" BEDDING WITH NO. 68 STONE
FOUNDATION SECTION VIEW
N.T.S FIO SHE
NOTES:
1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE
„„„„„„„„
„ „ I....t....... ...............tlll ,tt i„III,.............I..,....... , , ,,,,,,....„...„
NOTES;
1
TD-32
SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.
2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE
EXTENDED OR NON -EXTENDED BASES
1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LINE TO ALLOW
FLOW TO THE EXISTING
O
3. ALL JOINTS, LIFT HOLES INLETS, OUTLETS TO BE SEALED & GROUTED
PIPE.
INSIDE AND OUT.
2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE.
3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6"
' ^
UJ
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
HOB No.
WITH STEEP INCOMING SLOPE
SHOWING "DOGHOUSE" INSTALLATION
47036
NIS
N.T.S
FIG. S-1-CI
FIG. S-1-Al
SHEET NO.
C1.4
m-29
TD-26
L
RESIDUAL PRESSURE RESULTS (PSI)
FLOW SCENARIO
JUNCTIONS
HYDRANTS
J-1
J-2
J-3
J4
J-5
J-6
J-7
J-8
J-9
J-10
J-11
J-12
J-13
J-14
J-15
J-16
J-17
H-1
H-2
H-3
H-4
H-5
H-6
H-7
H-8
H-9
H-10
H-11
ELEVATION (FT)
488.5
490.2
492.2
489.1
466.8
461.3
453.2
443.2
440.5
436.9
432.9
440.4
444.2
457.0
461.8
455.6
451.3
500.0
489.8
490.9
474.7
460.2
448.5
442.8
433.0
441.1
453.0
452.3
STATIC
66.9
66.2
65.4
66.7
76.3
78.7
82.2
86.5
87.7
89.3
91.0
87.8
86.1
80.6
78.5
81.2
83.0
62.0
66.4
65.9
72.9
79.2
84.2
86.7
91<0
87.5
82.3
82.6
AVERAGE DAILY DEMAND (ADD)
66.8
66.1
65.2
66.5
76.1
78.4
81.9
86.2
87.4
89.0
90.7
87.4
85.8
80.3
78.2
80.9
82.7
61.9
66.3
65.8
72.7
79.0
84.0
86.4
90.7
87.2
82.0
82.3
MAXIMUM DAILY DEMAND (MDD)
66.6
65.9
65.0
66.3
75.7
78.0
81.4
85.7
86.9
88.4
90.1
86.9
85.2
79.7
77.6
80.3
82.2
61.7
66.0
65.5
72.4
78.5
83.4
85.9
90.1
86.6
81.4
81.8
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
79.2
81.0
61.4
65.6
65.0
71.6
77.6
82.4
84.8
89.0
85.5
80.3
80.6
AVAILABLE FIRE FLOW (GPM)
FLOW SCENARIO
HYDRANTS
H-1
H-2
H-3
H4
H-5
H-6
H-7
H-8
H-9
H-10
H-11
ELEVATION (FT)
500.0
489.8
490.9
474.7
460.2
448.5
442.8
433.0
441.1
453.0
452.3
AVAILABLE FIRE FLOW"
2,000
2,000
2,000
2,000
2,000
1,850
1,731
1,677
1,661
1,639
1 1.666
'AVAILABLE FIRE FLOW IS CALCULATED, NON -SIMULTANEOUSLY, DURING THE PEAK HOURLY DEMAND SCENARIO ATASYSTEM MINIMUM RESIDUAL
PRESSURE LIMIT OF 20 PSI. FLOW WAS LIMITED TO 2,000 GPM.
ISO NEEDED FIRE FLOW
8-UNIT TOWNHOUSE - KENRIDGE MODEL
2,500 GPM
8-UNIT TOWNHOUSE - ASHTON
3,250 GPM
APARTMENT BUILDING
1.750 GPM
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• DESIGNED BY
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• • SCALE
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12 PRE-ENGINEERED WOOD W
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MIL POLY VAPOR BARRIER ON 4" GRAVEL FILL CONCRETE FOUNDATION
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JOB NO.
BUILDING SECTIONS FOR ILLUSTRATIVE PURPOSES ONLY, NOT TO SCALE. 47036
SHEET NO.
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BUILDING SECTIONS FOR ILLUSTRATIVE PURPOSES ONLY, NOT TO SCALE.
1 rryan D. Cichocki Z
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DRAWN BY
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DESIGNED BY
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CHECKED BY
B. CICHOCKI
SCALE
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I / • FFE- 74.00'
45775' _ _ / i '00 1 I ND I I / I /
1 • DESIGNED BY
_ _ �` 45 . N - - _ - _ - - _ GND GND ` _ - - I Z ° 1 2.001 I I N I W / GND I FFEF474.50' I 440 /of . / FFE 475.25' /
0 / • C. GAYNER
1 I 47 50' 3 • /
12' FFE-474.49'
\ \ \\ \ ° \ \ \ \ _ - - _ - ,1• h GND ` ` I W FFE=475.2 CHECKED BY
° T ° °� 458`65` GND _ _ I I I 1 I FFEL473.18' STAIRS (� R" I I I / / ' ° �/ 6' •
.38 5#.06 b '�A =\ 96 459.45' _ _ I I I I D 1 III7 - 74.50 TT
_ _GND GND / 11 N STAIRS @ 6.77" 4 0. 6' I 1 / // • FFEr4 I I I I W b / / / 7 a • • B. CICHOCKI
'O \ \ � �� � � ` � \` ` ` 1 4j'•' 1, �° \ 459.46" � 460.25' f � 1 � ` /\ 4GND73 00' I GJ / / i • SCALE
GND TC \ 1 GYJD �� \ ` / a I I b' l
/ 462.96' 4G2.5'1' % ` \ \ \ \ I FkE-474.99' n�0 I I / FFE= 6.14'
AND STAIRS @I6�� i I �aa FFE j176.14' FFE=476.16' • 1,.=20'
g `l` • \ FFE=4X3.64' UN
0 � � 'GND \ • F\FE=475.0 I D I •
_ - \ 462. T 463.1 ' 470. 3' `GND \ \ I I Z HP 1
GND , . . ` \ / 0 \ $°�. N 1 G<SD 5 STy41RS 5"
�s5a.5s:- � � \ � p?� \ \ 1 as3.00' Tn\ � \ \ `a7oso'� � \ \ �
\ •gyp I'V _ �' 7 \ \ \ \ STAIRS �7"
\ �o 0 1 GND \ \ \ \ ND FE=475�00' I I i
� _ \ - /1 � � � ` � � ` �o �'.� - - - t7 nT TC \ 0 463.W' \ 4 T � \ \ I I J
1.81
\ `i4° I FFE=476.55'
FFE�75.00' \ / C \ °
W Q \ i - A 96+ \ \ \ \ \ \ \ \ \ \ \ 9 I �° �FE=476.55' 1� 4
3 STAIR / 2 STAI ` - a5a.a5 �pla . /a - - _ _ _ 4 ` \ \ �47 \rib
P STAIR _ 463. 7 ` 06
5.94" @ 5. 2 AIRS ; ; _ - I \ q55 15�cow \ 4s 1 qg \ \
E=4�61.24' I @ 6.66Y =4'�1. 7.b0'� �t _ _- _ _ _- _- / \ \ �ND ` ` `GN \ ` •� \ \ \ \ \ \ 4�5. 8' \ \\ \ I
FFIE=461.44' FFE=46 . _ _ _ _ - _ 1 455�'3 47
1 1 / \ _ 1' _5STaR l
��� -�'ND ` � � \ T \ \ \ \ \ \ \ I A O
\ a57b s'\ . . ° �' ` - I ` \ \ \ \ a7
462.38' SAN \ \ 474.55' \ T \
- - - - T GND \ Q o °O� TC _ b Co I I ^ \ �n
- R _ / � � / GN � TIC fir° I v `O � � \ N \ \
463.2 / I 7 \ er \ �7 \ d. \ \
a57!1a' a58�i s' \ \ ° / G• \ b \ h \ \ AN
F€�a6ssa' - rz�TAl _ - . - a _ _ I ^\ S N
I° ;' G"4 �`� W ` \ D �WbODRD
-, GND I ND _ _ �. 458/14 \ 6ND� /
I 4 0.74' > > _ - 6 S? _ _ - - / \
9.48' 1 46 .O6' D • > a I ° / ° / ^ _ FFE=�6T.1A' _ \459.1$ • O • / / \ \ \ \ \ \ \ \
-
1 _ 6-40" - - - - - - - - / `460.15' / 2 7 \ \ O \ \ 480
459.15• 0
1 �b'o G / O
I I I FFE=46T.ba' - Z�TAiR�- �ND - ?_ \
F�$ 93�� ` - - 60.15' O� \` ° �7�0 \\\ 970 \?9�0 \ °\ \� \ \ \ \� \ • \ `
STAIR _ � � \ \ •S `/
1 1 I I 1 I q 462.05' GND
` _ 464.25' GND Q
\ 1 1 1 / 463. 8' - > / FFE=469.84' -7 SiTAIR 6$ IGND 463.15' 46 .46' GND \ \ \
\ / - q 62.05' GND gyp' - - 465.35' QQ GND \
\ \ 1 1 \ \ \ _ / - _ CQ 6.62 _ 66 14 464.25' GND - - AND gg�ys b6 C1ND 4�'2.06' \ GILD \ \ W i rn
I 463.15' 465.35' / /' I Gt1D GND \ \GND \ \ Q a V
466.45' 6ND 47075' \ 473.05' 474.G�
/ _ 1 / GAD 76.25' \ GND 0 LLJ
\ AS \ \ \ \ y\ \ \ \ / - � � - � - - / 467.55' 7 � 472.b5' \ GND GND \ 475.25' � � \
- _ - - - 4 4�0.75' 474.25' GND \ GEJD 4 Z
- -°' I I \ 475.25 \ 476�5' \ GN D� Q
4-7
477.70
-5 STAIR
\ \ \ \ R�2pM / 465.1 @ 6.36" 5 STAIR 5 STAIR 13�• - - > - b 1� Q \a \a \ IROq I - - - - - _ _ _ _ FFE=472.69' @ 6.46" @�29 - STAIR ( 6.24" 5 STAIR �4 6 465.93' _ FFE=474.94' 6.36" 1 / 6 STAIR \ \ \ \ ` I!$LL
, _ FFE=473.85' FFE=477.14' 6.34" ) 6.52 \ 6 STAIR STAIR ` _ _ \ \ \ \ v "� \ C \ \ I a ` \ FFE�76.04' `'/ FFE----�482.798, \ 6 STAIR \ 6 STAGI $ R \ 6
FFE=g78.25' p @ 6.56" y��w \ 6 STAIR
,,1, u 0
\ \ \ \ \ \ I 1 - 4 ` \ / / .� FFE=481.46' FE=485.94' FF'E=4�86.95' �� 6.yo, 8 (n LL�
I4/ / FFE=484.97' 6.84" 5 70„ ` V '
\ 466.75_ FRE=483.77' � \
FFE=488.40' _ _
469.89' \ 8ui
_
47 .38' / 476.17 r _ > a \ ' -D
/ \ _ _ 480.17 ° D _ - - _ - r GND a_ - - - 4.11'_ 484.96' - C)
48 .41' - - 483.6T - 0 -
\ HOR/ZONROD ------ _ Tc O
OSED 61' V OTR/W 485.
/--- /// aaa.as'
0 \ / / /
\. / /
4.
\ • \I\ \ \ 1' \ I I I 1 / / I _ _ - ' / JOB NO.
47036
_ \ \ \\\ / / /\\ \� \\ T\ \\ \ \ \ \I I11 ' II 1 I/ / I III 11 r i-• I �/ II I / // / / SHEET NO.
I
NOTE: SLOPES SHALL NOT EXCEED 2:1 IN ANY LOCATION. C5.4
L
I I r l I I I I I I I I I I I I I I _____ ____________ ____________ ______
I I 1 41 1 I I NOTE: SLOPES SHALL NOT EXCEED 2:1 IN ANY LOCATION.
----F------f----------------------- I II�---------I1---------{-------\------- 1t----------II--------II--------{----------- r---------- il--------i--------- 1------------- t------------ 41I-------- , I II 11 \I I \ I I 11 I -------------- I __ _
--------t----------
-�- \ I 1 \ , , I ' 1 'I ; I 11 1 ' \ I I \- \
-------- 1\---------- \ -- I 1 ' \ ` 1 ' I I I I 1 1 I I I i 1 1 1 \ \ \ \ \ \ `\ - = = =
--------7-----------------------t-----------1------------ _ 1 I I 1 I \ \ \ I C \
\ y 1 -t - -- - ---r -- - �- \ G) I I _________J______ ___
\ 1 1 \�
\ r--------------------- \ - ----------------\------------------------------------------------------------ \ _ an D. Cichocki Z
Isc. No. 53741
OLD LYNCHBURG ROAD \ \ \\ \ \ \\ \\ \\ \ \\ \ \\ \\ \\ \ \ \ A 7 y
\\ \\ \STATE ROUTE 631 \ \ \\ \\ \ \\ \\ \ \ \\ \� \\ ----- \� \ / Po/�0lV
\ - (VARYING R/W WIDTH \ \ \ _ \ \ \ \\----------------------------------------------->----------------- I ------ s G
\ \
- - - ;------- ----- `- -- \------------------------ \ \ \ EP \ \ \ \ \ \
\ - ---- \ \ \ SIONAL
\ , _\ \ r\ \
\ \
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TC /D 74. 1' / / // // / /- _ _' / / OH7' 8 / /- OF --- $ry O
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-NEW LEAF DRIVE / / / / / / / / / / / / / , / / HT� / ^ , U
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/ / / / / / /�/ v / , / / / a -� - _ O g w
/T / b / / 474.61' / / �HT�
1.85' / 1/ /
GND
GND / 471150' I ,FFE,2,8 �. / FFE=474.04'
472.6' FFE=474.04'
/ FFE=473. / / _ ' / / /
470.27' / I'„ � TC � 'I / / � / / - � / � ' ' ' w �V ^1
/ STAIRS / / s�% /' / ,' / / ' - _ /' > w ry
/ 472.79' / I FFE=474:05' S/ / / / / / / � F N \
/ / ♦ FFE=473.00'/ ' / ' _ / ,
W, ' , / / ' _ ' ' / ' Q
GND FFE=473.50' :320 0 / / FB474.35' I / / ' / J , / / / ' ' / / / / / , i / % ' _ _ / /
/ 471.16' / FFE=473.50' ' '% FFE=474.34' / / ' / / ' 75. 5' / , DATE
STAIRSS/@ 17" / / / / / / o / / / FFE=474.3� 111812021
• FE=473.50j I / / / / .1lb / , / , , J ', / / ' ' / ' / P a _ _ O
DRAWN BY
/ GNP I FFE=473.98/ �90 ° / ' / FFE=474 4'' I / ' � / � / / / ' ' ' / / / ' / � /' .g�' C. GAYNER
/ _ • DESIGNED BY
I ^M I I FFE=474.Ob' FFE=474.74' I / ' / ' ' � / '
Z/ o / ' I f�E=474.75' / ' / ' , / ° / ° / / ' / ' ' - / C. GAYNER
I • FFE=174.00' J� r\� / / / / / / / / _ / / / ' _ rn /
/ STAIRS t7D 7�/ ' // / / ' /' / / •
CHECKED BY
47 60' FFEi=474.50' I ,34b /� . / FFE=475.25' I / / / / / I / / / / ' / . 1. / / / r / , / / / •
ITAIRS b r / / / / • B. CICHOCKI
I 12 FFEF474.49' I I Q `%�7° FE=475.24' / / / / 11 / / / / /
/ I W FFE=475.26'
I I Z // / ,7 '1 1 I / , ,� q I I / / / ' / > • • SCALE
/ / • FFE�474.50' I I LL, / / I /
ro I p/ `r // I I I I / /° I I a� / // / • 1"=20'
/ I /
L
\ \ 473.00' FFE=474.99' 0� 1
\ I I I FkE=475.00' 3 Z I)/ FFE=4,76.14'
\ \ I STAIRS @I6" 1 I i I I ao FFE�176.14' I FFF-/476.16' a \ I I / O °° / / / •
-'GND \ RFE=475.0 ' I \ I I D I I I I I / i I C I / / / • J
\ \ I I I I I Z HIP
OD \ I •
\ STAIRS V' \ o \
ND FFE=475,00' \ I 1 / I /FFE=476.56' _ ` \ \ \ \ I I \
\ \ \ \ \ \\ I 1 1 LI I I \ \\ \\ \\ I I I I I 1 I I 1\ \ IL cb
\ \ \ \ \ \ \ Fk=475.00 \ \ Q.i4% I 1 FFE=476.54' II I \ \ 47
\ FFE=475.00' c 1 °lo OFE=476.55'
\ \\ \\ \\ \\ \ \\ \ 4�'S.8' \\ \ \ I TC 9.23'
\ \ \ \ \ I 47 32'
SAN
x co
L
4
U Q
\\ \ \I o Oho �Oo \o \\ \o OS \\ W a2 \\ \ \\ 1 1 / / yc I I \\ \\ crop\ \\ O
\ \ \ \ \Ld
J \ / / / I / i ` \ \ \ \ J Z
UND 4 G06 \ GtLD \ \ \ W C Q 83 - - - \ 1 I I // /1 / \ \ \ \ CC
/ 470 75' 473.05 G\N C - _ - \ \ I I I / / 1 \
\ \ 474.26' \I \ \\\ \ ' W
GN`D G GND \ \GND \ \ 476.25 \ \ GND \ 4� - \ \\
4�0.75 472.�15' \ GND 474.25'\ GND. \ I''�D \ 4ZZ7.71' b� ZO ///°,
\I \\473.05' \ \ 476�5' \ GND p
\ \ \ 475.25\ \ \ \ \ \ 477.70 `� \ / I I \ \ \ W
/ \ \ \ ` \ I 1 / / 0
6STAIR \\ \ \ \\ \\ 5 \ I 4834 d4 // c // / i \\\ \\ \\ \ w
6 STAIR 6 $$„ 6 STAIR 6 STAIR \ \ 6 STAVR 48 \ I Y
@ 6.52 FFE@482.79' 6.56"\ @ G 78" 6STAIR - \ - -
FFE�81.46' @ 5.70" \ 6STAIR
FFE=483.77' FFE=484.97' Q 6.84" \ \ 4 6.3 ' \ / 4$6
\ f\FE=485,94' FF'E=486.95' \@ 6.4\8� 9
488 / / \ \
ui
477.9T _ 479A6' - - - 480.17 '> - p i - ' ° r GND 4.11'
48. 48 .41' /-- 483.6T
/
488.60
HORIZON ROD --' '' TG- _ � I' / � 1 1 \ ----__-^,_
P POSED61'V OTR/W - - - -'' /' - T 485.34' _ _ �� / p / 1 \I \ \\ \\\ \\\ / \/ \ \\ \ - T
i
asa.ss' �/
F7
JOB NO.
SCALE 1 "=20' 47036
SHEET NO.
KEY PLAN --�-- 20' 40'
C5.5
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STA 10+22.27 M M N F rn o N v STA 13+23.31 v a0 m �' M
_ + M H + F M} N H 0
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INV IN 426.44 (103) ¢d» �¢ - INV IN431.38(109) o¢d� N¢a0 � SI
NV OUT426.34(101) �U)�? z o�Oz z INV OUT429.92(107) ���z C��Z ONAL
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in DATE
111812021
O
} DRAWN BY
C. GAYNER
• DESIGNED BY
5 • C. GAYNER
• CHECKED BY
9+50 10+00 11+00 12+00 13+00 14+00 14+50 9+50 10+00 11+00 9+50 10+00 11+00 12+00 13+00 14+00 14+50 B. CICHOCKI
STR 100 - SWM A SWM A - STR 122 SWM A - STR EX.1 • SCALE
205B: MHA 0 AS SHOWN
HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50'
VERT SCALE: V=5 STA 10+62.36 202: MH-1 VERT SCALE: 1"=5 VERT SCALE: V=5 0 50
TOP 454.35 STA 10+24.80 PROFILE SCALE
INV IN 445.94 (205C) TOP 452.86 M
INV OUT 445.44 (205A) INV IN 445.10 (203) •
202: MH-1 204: MHA INV IN 445.05 (205A) 204: MHA 118: DI-3B 6 ft Throat 128: 18" Basin - Circular Grate _ n
STA 10+01.14 STA 10+74.12 INV OUT 445.00 (201) STA 10+85.48 STA 10+01.73 STA 10+39.90 130: 18" Basin - Circular Grate `O o v
TOP 452.86 TOP 456.80 200: ES-1 for 30 inch Pipe TOP 456.80 TOP 448.63 TOP 448.20 STA 11+18.79 °i o
INV IN 445.10 (203) INV IN 445.96 (205) STA 10+06.64 INV IN 445.96 (205) INV IN 440.25 (123) INV IN 441.83 (129) TOP 448.90 p v O=
INV IN 445.05 (205A) INV OUT 446.00 (205C) TOP 447.52 INV OUT 446.00 (205C) INV IN 441.54 (127) INV OUT 441.73 (127) INV IN 444.94 (131) i�i ¢ d >Cb
INV OUT 445.00 (201) INV OUT 445.86 (203) INV IN 444.77 (201) INV OUT 445.86 (203) INV OUT 440.15 (117) INV OUT 442.22 (129) U) H- z
470 470 465 465 460 460 O
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9+50 10+00 11+00 11+50 9+50 10+00 11+00 12+00 9+50 10+00 11+00 12+00 13+00 14+00 -
STR 202 - STR 204 STR 200 - SWM B STR. 118 - STR. 132
HORIZ SCALE: 1"=50' HORIZ SCALE: V=50' HORIZ SCALE: 1"=50' JOB NO.
VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1"=5 47036
SHEET NO.
C7.0
ISOLATOR
ISOLATOR
445
445
440
440
T = 440.00
SWM A:
EXISTING
STORMTECH
PROPOSED
GRADE
DETENTION WITH
GRADE
/
ISOLATOR ROW
�
435
BOT. = 435.00 435
109
3' MIN.
26.17' OF
24" HDPE
430
430
107
46' OF
105
2g
24„ HpPE
425
159.08' OF
1.g0%
425
24 H
18.27' OF
103
@ 0.50%
24" HDPE
15.4G'
OF
0.50%
24"
DPE
0
50%
420
420
415
415
N
M
M
M
M
M
c�j
�
R
R
R
tl•
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465
465
460
460
PROPOSED
GRADE -
EXISTING
455
GRADE
455
450
/
450
6.
O
445
445
2
205
61.27' OF
11.7
' OF
12" PVC
12"
VC
0.63°k
@ 0.
0%
440
440
435
435
450
450
PROPOSED
GRADE
EXISTING
445
GRADE
445
2.4'
3'5
440
= 440.000
SWM A:
STORMTECH
WITH
PROPOSED
460
GRADE-
460
EXIS ING
G DE
455
/
455
T P = 450.750
450
5
SWM B: 450
STORMTECH
/
DETENTION WITH
ISOLATOR ROW
B T. = 447.000
445
I V = 446.000 445
2
6
69' OF
05
201
3
"HDPE
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18.26' OF
1.25%
4" RCP
30" HDPE
0.50%
440 @ 1.25%
440
435
435
430
430
V
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7
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450
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/
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r
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445
LINE
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445
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} 2.2'
2.
3�7'
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123
q5
440
= 440.000
SWM A:
o)o
STORMTECH
455
455
PROPOSED
GRADE
450
450
3' MIN.
445
445
3' MIN.
i1
0 82' OF
�
/
"HDPE
1.00%
129
127
440
78.93' OF
�
440
1n}1DPE
12
� O�o�
(CD 0.50%
1
'
EXISTING
435
�
GRADE
435
CONTRACTOR
TO COMPA
T
I
FILL TO AT LEAST
95%
1 �
STANDARD
ROCTOR DEN
ITY
430
430
425
425
�
R
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R
R
V
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V
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d
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TOP 466.22 TH OF
224: DI 3B 6 ft Throat
n rn O / f
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t
210: DI-3B 4 ft Throat (° °°'o, 206B: MH-1 u� °m° m o °�° o ° r� ,�� lac. No. 53741
04 STA 10+00.45 00 V: M umi STA 10+00.30 m N v °' L U' °' o o N o a co c`? (O
N� CMr Ci V mMl�lf1 (° V m� (° N�(O -7/ /V
TOP462.71 ma�F TOP460.13 M�N� F M�N� F Cl)+((0 m00 - rQO 1� �y
LO INV IN455.94(211) o�v0 INV IN453.34(217) p�az0 p1azz0 C; a pC4a0 SSI
INV IN 456.00 (215) is F > INV IN 454.00 (207) o H 0» o H 0 >> > N O z z H a0 > ONAL
7) INV OUT 455.84 (209) N to F ? INV OUT 449.59 (206A) N rn F ? ? N O ? ? ? N O F z y'fpS(o
480 480 480 480
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in DATE
0 111812021
} DRAWN BY
C. GAYNER
DESIGNED BY
DE
IS •
• C. GAYNER
• CHECKED BY
9+50 STR. 210 -STR. 2160+00 11+00 9+50 10+00 STR 206B -STR 214 13+00 13+50 : • B. CICHOCKI
SCALE
HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' • AS SHOWN
VERT SCALE: 1"=5 VERT SCALE: 1"=5 •
9+50 10+00 11+00 12+00 13+00 14+00 14+50 0,
SWM B - STR 228 N vM • ,-i
HORIZ SCALE: 1"=50' 223B: DI-3B 4 ft Throat 1 _ 00
VERT SCALE: 1 "=5 STA 10+00.14 ro (o m v ° N n 06 ui
236: 12" Basin -Circular Grate TOP 471.53 cn �i F Co o (6 't v
238' 12" Basin Circular Grate o 04 p cn 06
+ ED v 222: 15" Basin - Circular Grate
INV IN 464.04 (223C) p � v o o p
O o � v z z STA 10+62.12
INV IN 464.04 (229) o ¢ EL o _ > O
INV OUT 463.94 (223A) Cl) OF z N (~n ? ? NOP 469.27 V OUT 460.79 (221) 5
o o IN 485 485 480 480 O
N N ao 0 234 DI 3B 8 ft Throat Circular Grate
INV I 239) 0
INV I 0 50 T
PROFILE SCALE
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9+50 10+00 11+00 11+50 g+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50
SWM B - STR 234 STR 223B - STR 230 STR 220 - STR 222 D
HORIZSCALE:1"=50' SWM B - STR 240 HORIZSCALE:1"=50' HORIZSCALE:1"=50' O
VERT SCALE: 1"=5 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 VERT SCALE: 1"=5
VERT SCALE: 1 "=5 U)
JOB NO.
47036
SHEET NO.
C7.1
ISOLATOR
INV IN 461.71 (223A)
TENTION
INV IN 458.93 (221)
STA 12+73.23
INV OUT 458.83 (219)
TOP 472.40
226: DI-3B 6 ft Throat
INV IN 464.98 (225)
STA 13+45.13
^ o � _ n
°
INV OUT 464.88 (223C)
TOP 474.15
o � t �
223B: DI-3B 4 ft Throat
INV IN 466.52 (227)
,°°' � � �
STA 12+31.35
INV OUT 466.42 225
M M O °' coo '� o rn ,' �
"� v � "'
TOP 471.53
228:(DI-1)
� ri m � � v
M
� o � � o � � �
INV IN 464.04 (223C)
STA 13+83.46
vzzOo�vzO
INV IN 464.04 (229)
INV OUT 463.94 (223A)
TOP 475.04
INV OUT 467.29
o � O > > > °r° H O > >
(22
485 �,mFz z z NmFz z
485
/
480
/
480
PROPOSED
/
475
GRADE
475
i
EXISTING
GRADE
1.8'
470
470
/
1.6'
465
/
227
465
/
38.37'
F
/
23C
88
PROPOS
D 15" HD
2.00%
E
/
41
PE
WATER
@
223A
42 OF
15
2p0%
LINE
460
/
111
15" F1DPE
225
460
/
(� 2•
15" HDPE
2.00%
/
219
pF
6
P
455
,6
455
15
0°�O
5
�i
450
TOP = 450.750
Sys g:
STORMTECH
WITH
2O6A
OLATOR ROW
5.86' OF
15" HDPE
BOT. = 447.00
445
@ 10.00%
445
INV. = 446.000
R
R
V
R
R
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R
R
TENTION
=
o u° � �
STA 10+78.16
v z z
TOP 451.76
N
� O z z
INV OUT 447.38 (233
465
465
460
460
PROPOSED
GRADE
EXISTING
455
GRADE
455
/
�
450
TOP = 450.75
SWM B:
�
3' M
N.
STORMTECH
WITH
OLATOR ROW
BOT. = 447.00 233
445 75.81'
F
445
INV. = 446.000
� 0 5
0�
440
440
N
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h
b
C
V
475
475
470
470
PROPOSED
465 GRADE
465
EXISTING
GRADE
460
460
/
_
3.2'
215
455
455
12� 2D3%
450
450
445
445
v
STA 10+15.12
� -
TOP 453.64
STA 10+29.14
INV IN 449.34 (237)
TOP 453.70
V OUT 449.24 (235)
INV IN 449.72 (239)
INV OUT 449.62 (237)
232: MH-1
240: 12" Basin -
STA 10+02.22
STA 10+89.42
TOP 453.24
TOP 456.00
N 448.98 (235)
INV OUT 451.89
N 447.00 (233)
465
465
460
460
PRO
OSED
RADE
EXI
TING
RADE
455
455
3'
/
MIN.,
0
450
TOP = 450.750
SWM B:
602a PE
STORMTECH
WITH
$(�H 6�010
475
475
PROPOSED
GRADE
EXISTING
470
GRADE
470
/
465
3'S
465
1`L2; NOe�
I
12 DO
5
460
�
460
/
2
PROPOSED
WATER
�
LINE
455
455
�
50.50� OF
66.49' OF
b� OF
15" HDPo
15" HDPE
42.9
HpPE
1�200%
� 1.75 /o
@ 1.75%
SANITARY
450
PIPE 7-
450
445
445
v
v
v
v
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a
480
480
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G
DE
P
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G
DE
475
475
470
470
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WATER
LINE
465
465
g
3�29
pE
1 � 3 DOo)o
460
460
455
455
h
R
475
475
PROPOSED
GRADE
EXISTING
GRADE
470
470
465
465
1.4' 5.5'
PROPOSED
WATER
460 LINE
460
221
6212 P
1�3p0b
455
455
450
450
N
N
7
R
L
N
0
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a
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2
1 ""' " "-
TOP 446.44
STA 16+28.40
INV IN 454.26 (7-6)
1
STA 10+88.07
TOP 10+88.
INV IN 440.44 (3-1)
STA 11+gg.62
STA 13+92.16
TOP 462.99
5
INV OUT 454.06 (6-5)
STA 10+00.00
INV IN 440.44 (3-1)
INV IN 440.34 (2-1)
3 TOP 448.67
TOP 453.13 4
INV IN 454.67 (8-5)
7 STA 17+35.95
TOP 452.22
INV IN 440.34 (2-1)
INV IN 440.34 (11-1)
INV IN 443.48 (4-3)
INV IN 446.55 (5-4)
INV IN 453.25 (6-5)
TOP 462.01
INV OUT 456.04
(7-6)
465
INV IN 439.80 (1-EX. 1)
INV IN 440.34 (11-1) 2
STA
11+7g.40
465
INV OUT 440.24 (1-EX.
1)
INV OUT 443.28 (3-1)
INV OUT 445.81 (4-3)
INV OUT 453.05 (5 4)
I
qV OUT 440.24
(1-EX.
IN
OUT 440.80 (2
1)
EXISTING
460
460
460
GRADE
\
460
/
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WATER SE
ICE LINE,
/
1
PIPE 21
PROP
SED
DEPTH APPROXIMATE,
/
o
HORIZ
N
TY
.
455
ROAD
RADE
455
455
_
1
3
455
9,01F
\
6-
5
pVC
It
321
F
PROPOSED
/
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\
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GRADE
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52
450
\
GRADE
450
450
450
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236
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9+50 10+00 11+00
STR EX. 1 - STR 2
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
12+00 12+50
5 STA 10+00.00
TOP 462.99
INV IN 454.67 (8-5)
INV IN 453.25 (6-5)
490 INV OUT 453.05 (5-4)
STA 12+14.06 8
TOP 475.19
INV IN 465.43 (9-8)
INV IN 465.70 (10-8)
INV OUT 465.23 (8-5)
9+50 10+00
STA 13+19.33 10
TOP 479.74
INV IN 472.65 ('11-EX. 1)
INV OUT 470.96 (10-8)
11+00
STA 13+90.98
TOP 485.39
INV OUT 476.23 (11-EX. 1)
490
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485
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475
475
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470
/
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470
/
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465
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STR 1 - STR 7
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
8 STA 10+00.00
TOP 475.19
INV IN 465.43 (9-8)
INV IN 465.70 (10-8)
485 INV OUT 465.23 (8-5)
S11+30.30
TOP 472.64
INV OUT 468.04 (9-8)
TLA )
485
EXISTING
480
GRADE
480
PROPOSE
\
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475
4
475
470
470
WATER
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EPTH
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11+00
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15+00
INV IN 443.22 (12-11)
INV IN 440.60 (1 (20))
INV OUT 440.50 (11-1)
INV IN 440.44 (3-1)
INV IN 440.34 (2-1)
INV IN 440.34 (11-1)
INV OUT 440.24 (1-EX. 1)
460
16+00
17+00
18+00
INV IN 443.80 (13-12)
INV IN 443.80 (14-13)
INV OUT 443.70 (12-11)
STA 11+52.94
13 TOP 448.18
INV IN 444.60 (1 (18))
INV OUT 444.50 (13-12)
460
455
455
450
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1
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440
48.02'
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11
1
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71' OF
6"
VC
435
@
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435
STORM
PIPE 11
430
430
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PROFILE SCALE
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DATE
111812021
DRAWN BY
C. GAYNER
DESIGNED BY
C. GAYNER
CHECKED BY
B. CICHOCKI
SCALE
AS SHOWN
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STR 5 - STR EX. 2
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
14+00 14+50
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
12+00 9+50 10+00 11+00 12+00 12+50
SSWR APTS. PROFILE
HORIZ SCALE: 1"=50'
VERT SCALE: 1"=5
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JOB NO.
47036
SHEET NO.
C7.2
N
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} DRAWN BY
C. GAYNER
• DESIGNED BY
• C. GAYNER
• CHECKED BY
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• • SCALE
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C7.3
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HORIZ SCALE: 1 "=50'
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\ \
GENERAL NOTES \\ \\� HA__—____ �� o(l
PRE -CONSTRUCTION CONSTRUCTION/INSTALLATION INSPECTIONS/GUARANTEE \ i R W. III
-- _
• CONTRACTOR IS RESPONSIBLE FOR CONTACTING "MISS UTILITY" AT • LANDSCAPE ARCHITECT RESERVES THE RIGHT TO REJECT ANY PLANTS • UPON COMPLETION OF LANDSCAPE INSTALLATION, THE LANDSCAPE o. 14
i
1.800.552.7001 FOR LOCATION OF ALL UTILITY LINES.TREES SHALL BE AND MATERIALS THAT ARE IN AN UNHEALTHY OR UNSIGHTLY CONTRACTOR SHALL NOTIFY THE GENERAL CONTRACTOR WHO WILL \ i - - 07/16/21
i
LOCATED A MINIMUM OF 5 FEET FROM SEWER/WATER CONNECTIONS. CONDITION, AS WELL AS PLANTS AND MATERIALS THAT DO NOT VERIFY COMPLETENESS, INCLUDING THE REPLACEMENT OF ALL DEAD _-
NOTIFY LANDSCAPE ARCHITECT OF CONFLICTS. CONFORM TO ANSI Z60.1 "AMERICAN STANDARD FOR NURSERY STOCK" PLANT MATERIAL. CONTRACTOR IS RESPONSIBLE FOR SCHEDULING A
• VERIFY ALL PLANT MATERIAL QUANTITIES ON THE PLAN PRIOR TO • LABEL AT LEAST ONE TREE AND ONE SHRUB OF EACH VARIETY AND FINAL INSPECTION BY THE LANDSCAPE ARCHITECT. \ i
BIDDING, PLANT LIST TOTALS ARE FOR CONVENIENCE ONLY AND SHALL CALIPER WITH A SECURELY ATTACHED, WATERPROOF TAG BEARING • ALL EXTERIOR PLANT MATERIALS SHALL BE GUARANTEED FOR ONE
BE VERIFIED PRIOR TO BIDDING. THE DESIGNATION OF BOTANICAL AND COMMON NAME. FULL YEAR AFTER DATE OF FINAL INSPECTION AGAINST DEFECTS /
• PROVIDE PLANT MATERIALS OF QUANTITY, SIZE, GENUS, SPECIES, AND • INSTALL LANDSCAPE PLANTINGS AT ENTRANCES/EXITS AND PARKING INCLUDING DEATH AND UNSATISFACTORY GROWTH. DEFECTS /
VARIETY INDICATED ON PLANS. ALL PLANT MATERIALS AND AREAS ACCORDING TO PLANS SO THAT MATERIALS WILL NOT RESULTING FROM NEGLECT BY THE OWNER, ABUSE OR DAMAGE BY \ o 0
INSTALLATION SHALL COMPLY WITH RECOMMENDATIONS AND INTERFERE WITH SIGHT DISTANCES. OTHERS, OR UNUSUAL PHENOMENA OR INCIDENTS WHICH ARE BEYOND \ N u
REQUIREMENTS OF ANSI Z60.1 "AMERICAN STANDARD FOR NURSERY • CONTRACTOR IS RESPONSIBLE FOR WATERING ALL PLANT MATERIAL THE CONTRACTORS CONTROL ARE NOT THE RESPONSIBILITY OF THE I I I 0
STOCK". IF SPECIFIED PLANT MATERIAL IS NOT OBTAINABLE, SUBMIT DURING INSTALLATION AND UNTIL FINAL INSPECTION AND ACCEPTANCE CONTRACTOR. \\ 1 I >
PROOF OF NON AVAILABILITY TO THE LANDSCAPE ARCHITECT, BY OWNER. CONTRACTOR SHALL NOTIFY OWNER OF CONDITIONS • PLANT MATERIAL QUANTITIES AND SIZES WILL BE INSPECTED FOR I \ w v E = -
TOGETHER WITH PROPOSAL FOR USE OF EQUIVALENT MATERIAL. WHICH AFFECTS THE GUARANTEE. COMPLIANCE WITH APPROVED PLANS BY A SITE PLAN REVIEW AGENT \ I w .N 3
I u w 3
• PROVIDE AND INSTALL ALL PLANT A IN ACCORDANCE WITH DETAIL F THE PLANNING DEPARTMENT PRIOR T THE RELEASE F THE �+ O S S SS O G O O S O I ¢ U. 0 3
AND CONTRACT SPECIFICATIONS. CERTIFICATE OF OCCUPANCY. I I I I w U.
`6 ^�
• SOIL TESTS SHALL BE PERFORMED TO DETERMINE SOIL CHARACTER REMOVE ALL GUY WIRES AND STAKES 12 MONTHS AFTER INSTALLATION. I I I a w v smo z
AND QUALITY. NECESSARY SOIL AMENDMENTS SHALL BE PERFORMED I I w - ui O
PER TEST RESULTS TO ENSURE PLANT HEALTH. I I I o m ry ry P
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LANDSCAPING PLANTS AND TREES ADJACENT TO AND WITHIN THE 9JOB NO.
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