HomeMy WebLinkAboutWPO202100038 Plan - VSMP 2021-07-09TH
SITE INFORMATION
TAX MAP PARCEL, ZONING, AND OWNER INFO:
TOTAL AREA: 22.92 ACRES
LIMITS OF DISTURBANCE: 4.88 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
SOUTHWOOD REDEVELOPMENT -VILLAGE 2
09OA1-00-00-001EO
PARCEL AREA: 22.92 ACRES
ZONING: NEIGHBORHOOD MODEL DISTRICT (NMD)
DB 4773 PG. 328
SOUTHWOOD CHARLOTTESVILLE LLC
919 WEST MAIN STREET
CHARLOTTESVILLE, VIRGINIA 22903
TOPOGRAPHY
LOUISA AERIAL SURVEYS, INC.
P.O. BOX 340
MINERAL, VA 23117
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.
PAU L. H U B ER@TI M MO NS. COM
SURVEY CONDUCTED: MARCH 2O19
HORIZONTAL: NAD83(NA2011) VIRGINIA STATE SOUTH GRID
VERTICAL: NAVD88 VIA GPS RTK OBSERVATIONS
PHASING: PROJECT SHALL BE BUILT IN ONE PHASE.
DRAINAGE DISTRICT: MOORES CREEK
THE SOUTHERN PORTION OF THE PARCEL 90A1-1 E BOUNDARY FALLS WITHIN THE 100 YEAR FLOODPLAIN (ZONE A PER FEMA MAP NUMBER
51003CO407D, EFFECTIVE 02/04/2005) AND CONTAINS A STREAM BUFFER.
IMPERVIOUS AREA
EXISTING IMPERVIOUS AREA = 0.00 AC
PROPOSED IMPERVIOUS AREA = 2.56 AC
BURIAL SITES: NO CEMETERIES FOUND ON SITE.
STORMWATER: WATER QUALITY REQUIREMENTS AND FLOW ATTENUATION WILL BE ACHIEVED THROUGH AN ONSITE DETENTION SYSTEM AND OFFSITE
NUTRIENT CREDIT PURCHASE.
AGRICULTURAUFOREST DISTRICT: NONE
PUBLIC RNV:
1.19 AC.
OPEN SPACE:
0.21 AC.
RESIDUE:
18.36 AC.
PROPOSED LOTS:
3.16 AC.
TOTAL AREA:
22.92 AC.
ALL PROPOSED STORMWATER MANAGEMENT FACILITIES ARE TO BE OWNED AND MAINTAINED BY A HOME OWNERS ASSOCIATION.
ALL NFPA REGULATIONS REGARDING PLACEMENT AND SETBACKS OF UNDERGROUND PROPANE TANKS SHALL BE ADHERED TO.
LIGHTING: A RESIDENTIAL -SCALE POLE MOUNTED DUSK TO DAWN LIGHT SHALL BE PROVIDED ON EACH LOT AND SHALL NOT EXCEED 3,000 LUMENS.
NOTES:
1. THE STREAM BUFFER(S) HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE.
2. SIGNS IDENTIFYING THE NAME OF EACH STREET WITHIN THE SUBDIVISION SHALL BE INSTALLED AND MAINTAINED AS PROVIDED IN CHAPTER 7
OF THE CODE.
3. ALL WATER AND SEWER FACILITIES ARE TO BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY.
VILLAGE 1 & 2 SITE PLAN TRIP GENERATION
WEEKDAY
VILLAGE
LAND USE
ITE
AMOUNT
UNITS
ADT
AM PEAK HOUR
PM PEAK HOUR
CODE
IN
OUT
TOTAL
IN
OUT
TOTAL
APARTMENTS/
220
46
D.U.
341
5
17
22
16
10
26
TOWNHOMES
1
SINGLE
210
34
D.U.
389
8
22
30
23
14
37
FAMILY
TOTAL
80
D.U.
730
13
39
52
39
24
63
APARTMENTS/
TOWNHOMES
220
26
D.U.
190
4
10
14
10
7
17
2
SINGLE
210
22
D.U.
208
4
13
17
14
8
22
FAMILY
TOTAL
48
D.U.
464
8
23
31
24
15
39
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
rtL\It
WPO PLAN
ALBEMARLE COUNTY, VIRGINIA
I
7/8/2021
VICINITY MAP
111=10001
DEVELOPER:
SOUTHWOOD CHARLOTTESVILLE LLC
919 WEST MAIN STREET
CHAROTTESVILLE, VA 22903
ENGINEER OF RECORD:
TIMMONS GROUP
608 PRESTON AVE. SUITE 200
CHARLOTTESVILLE, VA 22903
CONTACT: CRAIG KOTARSKI, P.E.
TELEPHONE: (434) 327-1688
Sheet List Table
Sheet Number
Sheet Title
CO.00
COVER
C0.01
CODE OF DEVELOPMENT PROFFERS & TABLES
C1.00
NOTES & DETAILS
C1.01
NOTES & DETAILS
C1.02
NOTES & DETAILS
C1.03
NOTES & DETAILS
C2.00
EXISTING CONDITIONS & DEMOLITION PLAN
C3.00
EROSION & SEDIMENT CONTROL NOTES & DETAILS
C3.01
EROSION & SEDIMENT CONTROL NOTES & DETAILS
C3.02
EROSION & SEDIMENT CONTROL NOTES & DETAILS
C3.03
EROSION & SEDIMENT CONTROL PLAN PHASE I
C3.04
EROSION & SEDIMENT CONTROL PLAN PHASE II
HOUSING & DENSITY PI AN
C4.04
GRADING & DRAINAGE PLAN
C6.00
STORMWATER MANAGEMENT PLAN
C6.01
STORMWATER QUALITY PLAN
C6.02
INLET DRAINAGE AREA MAP
C7.00
STORM PROFILES
C7.01
STORM PROFILES
C7.02
STORM PROFILES
UTILITY PROFILES
ROAD PROFILES
ROAD PROP" FS
NUMBER OF SHEETS = 19
CLINT W.
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Lic. N 4311
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PROPOSED BUILDING HEIGHTS BY BLOCK
TABLE 5: SETBACK & BUILDING REGULATIONS BY BLOCK
.T
BLOCKS 3-4
PROPOSED: 35' MAX.
BLOCK 5
PROPOSED: 40' MAX.
BLOCKS 6-9
PROPOSED: 40' MAX.
FLEXIBLE USE STRUCTURES
LOT
GROSS FLOOR
AREA(SF)
HEIGHT
FRONT
SETBACK
SIDE
SETBACK
REAR
SETBACK
PARKING
TABLE 4: DENSITY REGULATIONS BY BLOCK SUMMARY
ASSOCIATED
PLAN(S)
LAND USE
DESIGNATION
BLOCK
DENSITY RANGE
(UNITS/ACRE)
DENSITY
PROVIDED
(UNITS/ACRE).PROVIDED
AREA (AC.)
DWELLING UNIT
RANGE REQUIRED
AFFORDABLE
DWELLING UNITS
(ADU)
MARKETRATE
UNITS PROVIDED
(MRU
NUMBEROF
LOTS
PROVIDED
GREEN SPACE &
1
0
0.0
7.3
0
0
0
0
2
0
0.0
1.5
0
0
0
0
BUFFER
NEIGHBORHOOD
3
3-6
5.0
1.6
4-12
0
0
8
4
3-6
3.1
1.6
5-14
2
3
5
DENSITY
URBAN DENSITY
SDP202000048
RESIDENTIAL
6-18
4.0
6.8
60-127
44
10
27
VILLAGE
5
NEIGHBORHOOD
6
0-28
0.0
1.2
0-31
0
0
0
7
0-18
10.1
0.7
0-12
0
7
7
MIXED USE/
NEIGHBORHOOD
PLACES
8
0-18
5.4
1.1
0-17
3
11
6
NEIGHBORHOOD
3
3-6
6.9
1.6
4-12
2
9
11
4
3-6
6.1
1.6
5-14
1
4
5
DENSITY
URBAN DENSITY
THIS PLAN
RESIDENTIAL
6-18
11.0
6.8
60-127
13
8
21
VILLAGE
5
NEIGHBORHOOD
6
0-28
8.3
1.2
0-31
4
6
10
MIXED USE/
NEIGHBORHOOD
8
0-18
13.5
1.1
0-17
1
0
1
PLACES
9
0-34
9.0
1.7
0-61
0
15
15
SDP202100006
URBAN DENSITY
10
6-34
13.9
1.9
11-62
16
10
26
11
6-34
8.3
5.7
20-182
0
45
45
MIXED USE
12
6-34
0.0
3.0
13-102
0
0
0
SDP202100035
URBAN DENSITY
MIXED USE
11
6-34
16.9
5.7
20-182
51
0
1
12
6-34
23.5
3.0
13-102
70
0
1
TOTAL
34.0
150-450
207
1 128
1 189
PROPOSED: N/A
NEIGHBORHOOD CENTER SPECIAL AREA
BLOCKS 10-12 (115' MEASURED ON BOTH SIDES FROM
HICKORY STREET RIGHT-OF-WAY)
PROPOSED: N/A
PARKING REQUIRED AND PROVIDED
TOTAL PARKING
TOTAL PARKING
PARKING SPACE
LOTS
HOUSING TYPE
SPACES
SPACES
LOCATION
REQUIRED
PROVIDED
3-18,
SINGLE FAMILY DETACHED
44
44
ON -SITE
21-26
1-2,
27-28
DUPLEXES
8 + 1 GUEST
18
(16) ON -SITE,
= 9
(2) ON ROAD A
19
MULTIFAMILY 4-UNIT
8
8
(6) ON -SITE, (2) ON ROAD A
(8) GARAGE, (28) ON- SITE,
29-46
TOWNHOMES
36 + 4 GUEST
40
(2) ON HORIZON ROAD, (2)
= 40
ON ROAD A
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
BLOCK
HOUSING TYPES
Tenure Type
AMI Range
Affordability
Provisions
Period
Approximate
Number
(range)
Number provided
SUB201900174&
SUB202100019
Number
provided
SUB202100011
Number
provided
SUB202100079
Number
providedTOTAL
with This
Plan
1-2
N/A - Open Space
Market Rate Single Family Attached
Ownership/Rental
Unrestricted
N/A
0-20
0
0
0
0
0
Market Rate Single Family Detached
Ownership/Rental
Unrestricted
N/A
0-40
4
0
0
13
17
3-4
Habitat Single Family Attached
Ownership
25%-80%AMI
40years
0-15
2
0
0
1
3
Habitat Single Family Detached
Ownership
25%-80•1AMI
40years
0-10
0
0
0
2
2
Accessory Units
Rental
0•0/u-80%AMI
10years
0-5
0
0
0
0
0
Market Rate Single Family Attached
Ownership/Rental
Unrestricted
N/A
0-12
8
0
0
8
16
Market Rate Single Family Detached
Ownership/Rental
Unrestricted
N/A
0-10
19
0
0
8
27
Deeply Discounted Units
Rental
0•0-30%AMI
10years
0-5
5
0
0
0
5
Habitat Condominium
Ownership
20%-80•1AMI
40years
0-20
15
0
0
4
1 19
5-8
Habitat Townhomes
Ownership
25%-80%AMI
40years
0-30
18
0
0
10
28
Habitat Si ngle Family Attached
Ownership
25%-80•1AMI
40years
0-15
6
0
0
2
8
Habitat Single Family Detached
Ownership
40%-WAAMI
40years
0-10
3
0
0
2
5
Workforce
Ownership/Rental
60•1-120%AMI
N/A
0-10
0
0
0
0
0
Accessory Units/Carriage Units
Rental
OOA-80%AMI
10years
0-5
0
0
0
0
0
Market Apartme nts
Rental
Unrestricted
N/A
200-225
0
0
0
0
0
Market Townhomes
Rental
Unrestricted
N/A
0-30
0
70
0
0
70
9-12
Habitat Townhomes
Ownership
25%-80•0AAMI
40years
0-30
0
16
0
0
16
Deeply Discounted Units
Rental
0•1-30%AMI
10years
0-5
1 0
0
0
0
0
LIHTC Apartments
Rental
40%-60•�AMI
30years
80
1 0
0
121
0
121
NEIGHBORHOOD CENTER SPECIAL AREA
REQUIREMENT BLOCKS 3-4 BLOCK 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
STEPBACKu
MIN.
N/A
N/A
15'E
15'E
15'E
AT BUILDING HEIGHT OF
40'
40'
3 STORIES OR 45'
SIDE SETBACK
MIN.
3'
3'
5'
5'
NO MIN.
MAX.
NO MAX.
NO MAX.
NO MAX.
NO MAX.
NO MAX.
REAR SETBACK
BLOCKS 6-8: NO MIN. / NO MAX.
MIN.
NO MIN.
5'
BLOCK 9: 5' MIN. / NO MAX.
5'
NO MIN.
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.
BLOCK 9: 20' MIN/NO MAX.
MAX.
NO MAX.
NO MAX.
GARAGE SETBACKo
TO COMPLY WITH
TO COMPLY WITH
BLOCKS 6-8: TO COMPLY WITH 4.19C / NO MAX.
FRAMEWORK STREET FACING GARAGE OPENINGS AND/OR
FRONT ACCESS MIN./MAX.
4.19c / NO MAX
4.19c / NO MAX
BLOCK 9: FRAMEWORK STREET FACING GARAGE
GARAGE DOORS ARE NOT ALLOWED IN THESE BLOCKS -ALL
OPENINGS AND/OR GARAGE DOORS ARE NOT
GARAGE ACCESS MUST BE SIDE LOADED, RELEGATED TO THE
ALLOWED IN THESE BLOCKS. ALL GARAGE
REAR OF THE BUILDING, OR ACCESSED FROM A
ACCESS MUST BE SIDE LOADED OR RELEGATED
NON -FRAMEWORK STREET OR ALLEY.
TO THE REAR OF THE BUILDING, OR ACCESSED
FROM A NON -FRAMEWORK STREET OR ALLEY.
MAX. PORCH & DECK 4' 4' 4' 4' 9'
ENCROACHMENT
MAX. EAVE & OVERHANG 2' 2' 3' 3' 3'
ENCROACHMENT
SINGLE BUILDING 3,000 SF 3,000 SF 10,000 SF 20,000 SF 20,000 SF
-PRINT MAX. NON-RES.
STREET FACING BUILDING
LENGTH
MIN. NO MIN. NO MIN. NO MIN. NO MIN. 50'
MAX. 200' 200' 200' 200' 275'
MIN. AIR PASSAGE WIDTH 10, 10, 10, 10, 10,
A UP TO AN ADDITIONAL 22' OF FRONT SETBACK MAY BE PROVIDED FOR NON-RESIDENTIAL AND MIXED -USE BUILDINGS FOR USE AS A FRONT PATIO OR COURTYARD AND SHALL NOT
EXCEED 25% OF THE LENGTH OF THE FRONT FACADE.
B IN BLOCK 11, FOR BUILDINGS OVER TWO (2) STORIES ADJACENT TO THE TRAIL BUFFER, PARKING AND OR DRIVE AISLES SHALL BE BETWEEN THE BUILDING AND THE TRAIL BUFFER.
c THE WALL PLANE OF ALL STREET FACING GARAGES MUST BE SET BACK A MINIMUM DISTANCE OF THREE FEET (T) FROM THE PRIMARY STREET FACING BUILDING FACADE OR FROM
THE FRONT PORCH.
D 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).
o FLEXIBLE USE STRUCTURES AS DEFINED IN THE CODE OF DEVELOPMENT HAVE THE SAME MINIMUM SETBACKS AS THE PRINCIPAL BUILDINGS WITH WHICH THEY SHARE A LOT
EXCEPT FOR REAR AND SIDE SETBACKS, WHICH SHALL BE A MINIMUM OF 3'.
Original Proffers I X
Amendment
PROFFER STATEMENT
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 NMD 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. Tlmemnditions 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 anytime 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 limit 1 ' ity cemPan
By:
Dan Rose sweig, Manager
CLINT W.
� 2 SIUFFLET
Lic. N .94380
V G 01/ 08/ 2021
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DRAWN BY
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DESIGNED BY
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LEGEND
GENERALNOTES
1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS
INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED
WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION.
2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S
SPECIFICATIONS AND STANDARDS.
3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL
FEDERAL, STATE AND LOCAL AGENCIES.
3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY
CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS).
4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES.
5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS,
SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION.
6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES,
THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED
BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS.
7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS.
8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN
THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND
SPECIFICATIONS.
9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR
REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS.
10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED.
11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS.
12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED
TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS
AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER.
13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF
CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT
SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL
MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY
WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT.
14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES.
(N/A)
15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO
THE PLACEMENT OF AGGREGATE BASE COURSE.
16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL
FACILITIES AS DEEMED NECESSARY.
17.
VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD
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).
SEPTEMBER 3, 2020
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
LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR
UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
13.
THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF
28.
CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE
THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR
STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE
UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS.
14.
THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER
29.
ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM
MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS
STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-03.
INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE
30.
THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT.
CONTRACTOR.
31.
HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES.
15.
ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA.
32.
ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT
16.
PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE, ALL BACKFLOW PREVENTION
THE END OF THE DAY
DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS DETAILED IN SECTION 8 OF THE MOST RECENT
REVISION OF THE ACSA RULES AND REGULATIONS.
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
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.
Albemarle County
Public Road Acceptance Procedure
The processing, inspection and acceptance of public roads is administered solely by VDOT. The
County is not involved in this process until the road is ready for acceptance.
County bond releases (or partial releases) will be considered on public roads for all portions approved
by VDOT. The following items are required to be submitted for bond releases to be considered:
1. Bond Inspection Request and fee
A form and fee are required for each bond, such as for a project with multiple phases and bonds.
2. As -built plan approved by VDOT, and copies of all recorded drainage easements, sight easements,
and right-of-way plats. Plats should be copies of the actual recorded documents from the Clerk's
office.
An as -built plan prepared in accordance with the County's As -Built Road Plan Policy is required. VDOT does not
always follow this paperwork or policy, but for bond releases, especially where VDOT has not yet accepted the
road, the minimum requirements of this policy must be met, if only to ensure that all improvements are in right-of-
way and easements.
3. Written documentation of acceptance from VDOT for the entire roadway or for completed items.
Formally, this is sent directly to the county on an AM-4.3 from VDOT, when VDOT requests that the Board of
Supervisors pass a resolution of acceptance. After the resolution of acceptance is sent to VDOT, it is usually about
six weeks before actual acceptance takes place, and VDOT issues a formal memo to the county with the road
additions and new route numbers. This final notification is needed for bond release. For partial bond releases prior
to this, some correspondence from VDOT for items inspected and approved is necessary. This is usually in the form
of letters approving compaction reports, CBR's, pavement cores, pipe video, or other items where partial release is
sought. A final punchlist inspection report from VDOT can be used for a partial bond release, but only if
outstanding items are not too broad. If the punchlist is not official, and only a courtesy review, it carries much less
weight. In any case, if there are problems meeting the eligibility or occupancy minimums, and it is not known how
long improvements may sit, or need replacement, partial releases may not be possible.
4. Signed and sealed letter from a professional engineer listing and certifying that completed
improvements are built according to plan.
Please do not e-mail or fax copies of this letter. An original signature and certifying seal are required. Please do not
use qualifying statements such as "it appeared", or "to the best of my knowledge", or "generally in accord".
Improvements were either built to plan, or they were not. As -built measurements, construction inspections, and
other field verifications should be cited and included. Tolerances should be noted. The items not built according to
plan must be listed, with explanations. Deviation in pavement materials and thicknesses must be listed. If street
trees or sidewalks, or other items were moved, or added, this should be noted. If drainage changed, by addition or
deletion of culverts, inlets, or re -alignments of pipes or grades, this should be verified by revised computations and
attached to the letter. If there are outstanding items or omissions, these should be fisted. Graphics are helpful. In
short, please provide more than a statement of opinion or assurance. Please demonstrate that the improvements and
construction have been inspected, investigated and documented, and are certified in detail, and county staff will not
be in the position of discovering discrepancies and deficiencies in the field.
5. Certificate of Completion
This form must be received for release of a bond. It is available on the county website. In the case of reductions, a
letter listing the outstanding items that need to be completed before signing the certification is acceptable. It must
be signed by the owner. This form says all subdivision improvements have been completed. It also says that all
construction conforms to approved plans and any discrepancies have been approved by the County. This means the
as -built plans have been approved by VDOT, and they have agreed to any discrepancies, which should be
documented in acceptance correspondence or punchlists.
33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED.
34. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED
BY THE BUILDING DEPARTMENT. SEWER AND FIRE LINES IDENTIFIED BUT NOT WATER LINES.
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 YPP
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.
g P g � g
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). This plan as drawn may not accurately reflect therequirements of
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).
TH
CLINT W.
S F LET
Lic. N 4380
01/ 08/ 2021 4
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DATE
07108121
DRAWN BY
J. FOX
DESIGNED BY
C. SHIFFLETT
CHECKED BY
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SCALE
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JOB NO.
47039
SHEET NO.
C 1.00
L
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A
R1-1
STOP
'Reduce spacing 40%
A
B
C
D
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18
.375
6
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8
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16
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8
20
COLORS: LEGEND - WHITE (RETROREFLECTIVE)
BACKGROUND - RED (RETROREFLECTIVE)
1-1
MUTCD STOP SIGN DETAIL
NO Scale
ROAD CROSS SECTION
HORIZON ROAD
(25 MPH DESIGN SPEED)
C/L
...........:..................... ..........
w w w w w w w w w -: w w -_-w w w w w w w w w-•
r-�_s=..._su
•
WAD
• 1.
• 1.
NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND
VDOT SSAR DESIGN STANDARDS. 1' BEYOND THE BACK OF CURB (TYP.)
PARKING ALLOWED ON ONE SIDE OF THE ROAD.
HORIZON ROAD CROSS SECTION
No Scale
ROAD CROSS SECTION
ROAD A
&ttv�_,Oe(25 MPH DESIGN SPEED)
C/L
SXq!` � fffYi511
� : : :-1, 1.T :T :T �T �T �T �T �T �T �T �T� '• � : � : : �'-� .. ., y �
• 1.
.
NOTE: ROAD CROSS SECTION COMPLIES WITH AGGREGATE SHALL EXTEND
VDOT SSAR DESIGN STANDARDS. V BEYOND THE BACK OF CURB (TYP.)
PARKING ALLOWED ON ONE SIDE OF THE ROAD.
ROAD A CROSS SECTION
No Scale
CO-1
cvr
M•Oc PAVEMENT
SUBBASE SUBBASE
FLL UBGRADE
COMBINATION UNDERDRAIN CD-1 AT LOWER END OF CUTS
CENTER LINE SECTION
(WITH TYPE 1SELECT MATERIAL)
TRENCH PLACEMENT
F PAVEMENT SURFACE & BASE
SUBBASE
-o- o- o- o - o- o - o-SELECT MATERIAL TYPE I OR I
/ ••••• &57 AGGREGATE, N8 AGGREGATE OR CRUSHED
I ,1_^11I GLASS MEETING R8 GRADATION REQUIREMENTS. PLAN VIEW
ICI DEOTEXTM E DRAINAGE FABRIC (PLACEMENT OF CD-1 COMBINATION UNDERDRAIN)
OR
�- PAVEMENT SURFACE &BASE
o F SUBBASE OR CEMENT STABILIZED SUBBASE
o-o-o 000000 000000000o FSELECT MATERIAL TYPEII OR SUBGRADE
(CEMENT OR LIME STABILIZED)
••••••• N57 AGGREGATE, &8 AGGREGATE OR CRUSHED
GEONOTTXT GLASS MEETING N8 GRADATION REQUIREMENTS. GENERAL NOTES
FABRIC
1. UNLESS SPECIFICALLY INDICATED, COMBINATION LINDERMAN WILL NOT BE
LOCATED AT THIS POINT WHEN BOTH SUBBASE AND SUBGRADE ME STABILIZED.
2. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGEY HAD TAMPED TO
INSURE COMPACTNESS.
NON -PERFORATED OUTLET PIPE 3. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LONE PAVEMENT AND
SHALL BE PLACED N A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MIN.(3 X
DESIRABLE) GRADE.
CRUSHING STRENGTH
TYPE OF PIPE
MW.T. 4" NON. DIAMETER 3EW.T. 6" NOM IAMETER
SMOOTH WALL PVCI
.D3
1
10.1531
SMOOTH WALL PE
I
I xxx
1
1 70 PSI AMA
4. ON CURB AND GUTTER SECTIONS, WERE IT IS &POSSIBLE TO OTHERWISE PROVIDE
OUTLETS FOR UNDERMANS, THEY ARE TO BE LOCATED SO AS TO GRIM INTO DROP
INLETS N MANHOLES.
5. ON SUPERELEVATED SECTIONS, TRENCH IS 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 V-O" ABOVE
INVERT ELEVATION OF RECEIVING MANAGE DITCH OR STRUCTURE.
N WALL THICKNESS (MIN) - INCHES BE
ALL CONNECTIONS (ELBOWS, WYES, ETC.) WTTIA PAY LIMITS FOR OUTLET PIPE ARE TO
BE OF THE SAE CRUSHING STRENGTH AS THE OUTLET PIPE.
MENNTESTED ACCORDING TO ASTM D-2412 AT 5XMIE-ECTION.
8. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-120R OTHER DRAINAGE
STRUCTURE.
�VDOT STANDARD COMBINATION UNDERDRAIN SPECIFICATION
ROAD AND BRIDGE STANDARDS REFERENCE
SHEET 1 OF 1 REVSON DATE (AT LOWER END OF CUTS) 232
501
108.04 VIRGINIA DEPARTMENT OF TRANSPORTATION 701
CD-2
-UNITS OF PAY FOR
COMBINATION UNDERDRAIN CD-2 ON FILLS
CENTER LINE SECTION
(WITH TYPE 1SELECT MATERIQ)
TRENCH PLACEMENT
F-PAVEMENT SURFACE & BASE
SUBBASE
-o-o-o-o-o-o-o-o-o-o-o-o- -SELECT MATERIAL TYPE IORI
-� 057 AGGREGATE, &8 AGGREGATE OR CRUSHED
GEOTEXTLE •j r GLASS MEETING 48 GRADATION REQUIREMENTS.
F A� �1���' II
OR
F PAVEMENT SURFACE & BASE
SUBBASE N CEMENT STABILIZED SUBBASE
TOP OF
I EDGE OF PAVEMENT
•I.�y�' TRAVEL LASS
-1-- -- j-i- -------�--
-I EDGE OF PAVEMENT
0. SHOULDER UK
AL A TOE OF FILL
/ LINTS OF PAY FOR
OUTLET PIPE
PLAN VIEW SHOWING PLACEMENT OF
CD-2 UNDERDRAIN
NON -PERFORATED OUTLET PIPE
TYPE OF PIPE
CRUSHING STRENGTH
i( W.T.
" NOM. DIAMETER
MEW7,
8" NON. DVIIETER
SMOOTH WALL PVC
,OS
0.153
SMOOTH WALL RE
70 P51 ***
]0 P9 )fN)f
E- SELECT MATERIAL TYPE II N SUBGRADE ME WALL THICKNESS (WIN)
- INCHES
-o-o-o o-o-00000- (CEMENT OR LIME STABILIZED) )00(TESTED ACCgDNG TO ASTM D-2412 AT 52 DEFLECTION.
&57 AGGREGA N8 AGGREGATE OR CRUSHED
GEOTEXRE GLASS MEETING 88 GRADATION REOUREMENTS.
DRAINAGE
GENERAL NOTES
1. TRENCH SHAH BE FILLED WITH AGGREGATE AND THROIGHLY HAIR TAMPED TO
INSURE COMPACTNESS.
APPROACH SLAB ppypM(EM 2. OUTLET PIPE SHALL BEGIN AT THE EDGE OF TEE TRAVEL LANE PAVEMENT AND
SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MIN.(M
DE
DESIRABLE) GRADE.
BRIDGE AM -2 3. ON CURB
OUTLETS FOR UNDERDRANSGUTTER TIO EY MWHERE
TO BE L 17 IS IMPOSSIBLE
D AS TO GRTO ISE AN WOW DROP
CD-2 INLETS OR MANHOLES.
5'-0" CSIZEO. 2218 16"" MILDEPTH)
BASE 4. ON SUPERELEVATED SECTIONS, TRENCH IS 70 BE UNDER ENTIRE PAVEMENT AREA
WITH OUTLET PIPE ON LOW SIDE ONLY.
5. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-O" MOVE
INVERT ELEVATION OF RECEIVING DRAINAGE DITCH N STRUCTURE.
PLACEMENT OF CD-2 UNDERDRAIN AT 6. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WTIHN PAY LIMITS FOR OUTLET PPE ME TO
BRIDGE APPROACH SLABS BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE.
7. OUTLET PIPE TO BE SECURELY CONNECTED TO E'H-12OR OTHER DRAINAGE
STRUCTURE.
SPECIFICATION STANDARD COMBINATION UNDERDRAIN �v�T
REFERENCE
ROAD AND BRIDGE STANDARDS
232 (AT GRADE SAGS AND BRIDGE APPROACHES) REVISION DATE 1 SEET 1 OF 1
501
701 VIRGINIA DEPARTMENT OF TRANSPORTATION 108.05
CG-6
NOTES(
1. THIS ITEM MAY BE PRECAST OR CAST N RACE.
2. CONCRETE TO BE CLASS A3 IF CAST N PLACE,
4000 PSI IF PRECAST.
3. COMBINATION CURB & GUTTER HAVING A RADIUS
OF 300 FEET N LESS (ALONG FACE OF CURB)
SHAH BE PAD FOR AS RADIAL COMBINATION
CURB & GUTTER.
4. FOR USE WITH STABILIZED OPEN -GRADED MANAGE
LAYER, THE BOTTOM OF THE CURB & GUTTER
SBdLL BE CONSTRUCTED PARALLEL TO THE SLOPE
OF SUBBASE COURSES AND TO THE DEPTH OF
THE PAVEMENT.
5. ALLOWABLE CRITERIA FOR THE USE OF CG-8
IS BASED ON ROADWAY CLASSIFICATION AND
R TTHE ROAD EDESI N MD AS ANUAL N THE WN IN APPENDIX
ECTION
ON GS URBAN STANDARDS.
. D
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♦
♦
T':p-------------
d
d
d
d
d
♦
THIS AREA MAY BE CONCRETE
AT THE OPTION OF THE CONTRACTOR
TRENCH COMBINATION 6" CURB AND GUTTER
105
502 VIRGINIA DEPARTMENT OF TRANSPORTATION
A
STEEL
EDGING
-III-III=
I I1=
_-
ROT -RESISTANT
LANDSCAPE FABRIC -
TURN UP AT EDGES
STONE DUST PATH SECTION
No Scale
NON -SLIP BROOM FINISH
COMPACTED SUBGRADE
- 3/16" THK. STEEL
EDGING W/ 12"
STAKES @ 24" O/C
'ICI III�IIIII
Hill ��I,I, IiIli111 iiililili
2" COMPACTED STONE DUST PATH
4" COMPACTED VDOT #21A STONE BASE
COMPACTED SUBGRADE - 95% S.P.D.
VARIABLE WIDTH'
MAX. CROSS SLOPE 2%
4" 3,000 PSI AIR -ENTRAINED
CONCRETE
4" TYPE 21A STONE COVER
P. 8
DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS
NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN
ACCORDANCE WITH VDOT STANDARDS.
CONCRETE SIDEWALK PAVEMENT SECTION
•
I�I�I�I�I�I�I
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
QDENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS
LIGHT DUTY ASPHALT PAVEMENT SECTION
No Scale
I/z
WIDTH OF ENTRANCE
�y
EXISTING OR PROPOSED
EXPANSION JOINT
r
SIDEWALK OR SIDEWALK SPACE
p
F
F
EXPANSION JOINT
J
E
E
w
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U9j
d.
-CURB,y/1 INCLUDED IN
V
o
rc
9 A
ENTRANCE GUTTER
UNPAVED SPACE
w
w
D
cj
6"
FLOW LINE
WIDTH OF GUTTER
ENTRANCE WIDTH
EXPANSION
JOINT
DESIRABLE MINIMUM 16'
ABSOLUTE MINIMUM 12'
EDGE OF PAVEMENT
HALF PLAN
CG-93
LIMITS OF
LIMITS OF
PEDESTRIAN
PEDESTRIAN
ACCESS
ROUTE Is WIDTH OF
I^ ENTRANCE
ACCESS
ROUTEIU
4'-0" MIN,
4'-0" MIN.
4'-0" MIN.`
4' 0" MIN. T R
2' R 4' C' MIN.
NON -TRAVERSABLE 5'-0"
UNPAVED SPACE
SLOPE
UNPAVED SPACE
PEDESTRIAN ACCESS ROUTE DETAIL
ADDITIONAL RIGHT-OF-WAY IS RE UIRED IF THE LIMITS
OF PEDESTRIAN ACCESS ROUTE EXTEND BEYOND
EXISTING OR PROPOSED VOGT RIGHT -OF WAY.
~T-O'
e,
® PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS
'•o
UNOBSTRUCTED, STABLE, FIRM POND SLIP RESISTANT
a e
Z.• 68o A . e
PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A
•o. o. • o.
FACILITY THAT CAN BE APPROACHED, ENTERED AND
USED BY PEDESTRIANS.
SECTION F-F
lM IF PEDESTRIAN ACCESS ROUTES PRE BEING
PROVIDED. A MINIMUM 4' TRAVERSf'lEl LE WIDTH
IS REQUIRED WITH A MAX. 27 CROSS SLOPE.
WHEN USED IN CONJUNCTION WITH STANDARD
CG-3 OR CC-7, THE CURB FACE ON THIS
STANDARD IS TO BE ADJUSTED TO MATCH THE
MOUNTABLE CURB CONFIGURATION.
ROAD AND BRIDGE STANDARDS
*0% TO 10% CHANGE PARABOLIC SECTION E-E
fi"I� uwZr SIDEWALK SPACE CURVE
FACE OF CURB `PALE
REVISION DATE
SHEET 1 OF 1
201.03
NORMAL GUTTER 129 MAX. SLOPE
®- e. N.
.e.
N. 7" . �. �. •e CLASS N (H.E.S.) CONC.
e eq. eaZVYe.6 fi.
e e e e a
o'e
6" AGGR. BASE TYPE I SIZE 210
-SIDOR ® POINT OF GRADE CHARGE
AND GUTTEUTTE R ONLY 4
FOR SIDEWALK• CURB AND GUTTER
BUILT CONCURRENTLY x * 12 X MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS
x x x 3 X MAXIMUM DECREASE IN SLOPE FOR FIRST 10' INTERVAL AND SECTION D-D
SECTION C-C 8 X MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10' INTERVALS
$REFERENCE STANDARD ENTRANCE GUTTER
REFERENCE
SDZ FOR USE WITH UNPAVED SPACE BETWEEN CURB & SIDEWALK REV. 2/06
VIRGINIA DEPARTMENT OF TRANSPORTATION 203.02
TH
CLINT W.
S F LET
Lic. N 13f•
01 / 08/ 2021 4
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DATE
07108121
DRAWN BY
J. FOX
DESIGNED BY
C. SHIFFLETT
CHECKED BY
C. SHIFFLETT
SCALE
N.A.
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SIGN AND POST DETAIL
No Scale
VARIES
4" DIAMETER BRANCH
AND VALVE r
STD. U POST
GALVANIZED
POST TO BE
DRIVEN
J. PLUG
VARIES
WATER MAIN) RESTRAINED JOINT FITTINGS
ON-LINE
(TYPE "B")
THREADED COUPLING
PVC SLEEVE
BRASS NIPPLE AND PVC
0
CAP
T
LUBRICATE ALL THREADS
THRUST BLOCK
METER BOX (SEE FIG. W-7)
VALVE OX
NO. 57 STONE
M.J. FITTING
2" PIPE SLOPED
TO DRAIN IF
=
GRADE ALLOWS
VARIES
VARIES
2• BRASS PIPE
WATER MAIN AND
VALVE 2" THREADED TAP
ARE SAME SIZE
PLUG
DEAD END
(TYPE "All)
TYPICAL
BLOW —OFF
ASSEMBLY
NTS
FIG. W-8
is
WATER
2500 P.S.I.
CONCRETE
THRUST BLOCK
PLACE W GALVANIZED " WITNESS " POST WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
0 AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
It TO HIGHWAY DEPARTMENT APPROVAL.
FINISHED GRADE —
8 d\
.. d
e. A d.0
d
o..
ADJUSTABLE TRAFFIC RATED
VALVE BOX W/ LID
M.J. GATE VALVE
LINE
2'x 2' BEARING AREA.
NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE.
TYPICAL GATE VALVE
NTS
FIG. W-5
NOTE: HYDRANT MUST BE
EQUIPPED WITH CHARLOTTES-
VILLE THREADS WHICH IS
QTHE LOCAL STANDARD.
1
LENGTH OF BRANCH VARIES
6' MIN 2' TO 10'
(270')
18 -2 rVALVE BOX
rB�6
CU. FT. 1 STONE -I
6" GATE
• • VALVE
. A' .. TEE
2500 P.S.I. CONCRETE
BASE AND THRUST
`:';
ter+
�,`.:;• "
j
y.
°i �•
BLOCK AGAINST
UNDISTURBED STABLE
SOIL
STEEL PILE
7
WHEN THE SOIL IS DISTURBED OR WHEN RESTRAINED JOINT FITTINGS
A HYDRANT IS LOCATED
IN A FILL, IN ADDITION
TO POURING CONCRETE,
A STEEL PILE SHALL
BE USED AS ADDITIONAL
SUPPORT.
NOTE
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE.
2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( INCLUDING DITCHES )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOX.
4, THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
IT IS 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
SHAP
CONTOUR
To
1/Y COUR
OF PIPE -
TRANSITION BETWEEN
PIPE OINAETERS WHEN
DIFFERENT SIZES OF
PIPES ARE ENCOUNTERED.
SNIPE TO ELEVATION
OF MI INT OF
LARGEST PIPE.
I
I I I
I
I
I I
I I
I
SLOPE TO DRAIN TO INVERT
OF OUTLET PIPE
SECTION A -A
METHOD OF TREATMENT IN DROP INLETS
\
NOTES:
SHAPING OF MANHOLE AND INLET INVERTS IN ACCORDANCE WITH
THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED
ON PLANS OR WHERE INVERT OF PPE 5 ABOVE INVERT OF
SLOPE TO DRAIN
TO INVERT OF
STRUCTURE.
�j
OUTIET PIPE
t
NPI"IOLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED
/
IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING.
THE INVERT SHWING AS DETAILED HEREON IS TO CONSST OF A
n
PORTLAND CEMENT CONCRETE MIN CONFORMING TO CLASS A3 OR
/
/
O
CLASS Cl EXCEPT THAT 25X OF COARSE AGGREGATE MAY BE
J AND CONSIST OF STONE BROKEN
UP TO 4 N
/
CONCRETE OR SURFACE
BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURNONIE
SHALL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NONE
OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED.
,
•
DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE
PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED
—
INDIVDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET
COWICURATDN AND FLOW LINES.
SECTION B-B
PLAN
METHOD OF TREATMENT IN MANHOLES
�VCX7T STANDARD METHOD OF SHAPING SPECIFICATION
REFERENCE
ROAD ANT) BRIDGE STANDARDS
SHEET 1 OF 1 REVISION DATE MANHOLE & INLET INVERTS
302
108.OB VIRGINIA DEPARTMENT OF TRANSPORTATION
PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE
WITH PART V, SECTION G OF THESE
SPECIFICATIONS.
•
'
•4
.•••, •!• ,
SET DOGHOUSE BASE
"
EXISTING SANITARY
ON CONCRETE BLOCKS
�.
SEWER PIPE
- ; •
DOGHOUSE OPENING SHAD.
�•,• ' '�. ,•• r.. A'
MIN. 12" CLEARANCE
BE PREFORMED BY
' ' • ' ' ! •
'' °'r '
BETWEEN EXISTING PIPE
MANUFACTURER OR
•:+' �• •
AND STONE BEDDING
SAW CUT TO FIT PIPE
•'*. • :. • .
OUTSIDE DIAMATER
' •". .r.•
PLUS 8•.
12" THICK VDOT
No. 68 STONE BEDDING
B"xB"TA6" AND 4"x8"x16" `
SOLID CONCRETE BLOCKS
CENTER W/RISER
DOGHOUSE MANHOLE BASE
WALL (4 EACH)
1, 1111111111,111111111,111111 nl n „ 1,,,1 u n
„ 11 „ 111111,11,,,111,111,,,,
11111111,,,1 I I III 11fill 11111111„ 111 111
MANHOLE ABOVE BASE SHALL
FILL DOGHOUSE OPENING
AROUND EXISTING PIPE
BE CONSTRUCT® AS SHOWN
/WITH 3,000 PSI CONCRETE
ON FIGURE S-1-A
OR NON -SHRINKING GROUT
• • f 1. .::::. j�:."
�� �'T::o ��:�'•, ••:, � -fir . . • • a
•
• , • • L • Ll
COVER LIFT NOTCH
12 3/8"
r
WATER
CAST IRON LID
NOTES:
(1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS.
TYPICAL METER BOXES
(5/8"-1" METERS)
NTS
FIG. W-7
2016 ROAD & BRIDGE STANDARDS
FRAME & COVER
(SEE FIG. S-1— D,E)
SLOPED AREA
1�=>•I EDGE OF EXISING PAVEMENT
I I (AS DETERMINED IN FIELD)
TACK COAT THE PROPOSED
CONSTRUCTION JOINT EXISTING ASPHALT LAYERS PROPOSED ASPHALT LAYERS
EXISTING SUBBASE PROPOSED SUBBASE
COMPACTED SUBGRADE
CONSTRUCTION JOINT DETAIL
® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS
® PROPOSED MINIMUM 1�/, INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5)
A MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS
AS DETERMINED BY CORES (SEE NOTE 3)
NOTES:
1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER.
2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT.
SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN.
3. A MINIMUM OF THREE CORES MILL 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.
4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 11, INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE
PROPOSED PAVEMENT WIDENING SURFACE COURSE UNLESS WAIVED BY HE ENGINEER.
5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CRCSS-SLOPE
AND EFFECTIVE SURFACE DRAINAGE.
6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER.
T. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS
AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(0 OF THE
SPECIFICATIONS.
ROAD ANBRIDGE vrANDMDS ASPHALT PAVEMENT WIDENING �RECFE�ATEN
SHEET 1 OF 1 REVISION DATE FOR WIDENING SUBJECT TO TRAFFIC 3u
30y02 VIRGINIA DEPARTMENT OF TRANSPORTATION
STREET SURFACE OR
NON —PAVED AREA
1'—O" MAX
RUBBER COATED STEEL
r
"
3'-0"
MIN
STEPS CAST IN PLACE
PRECAST REINFORCED
'
CONCRETE SECTIONS
12"
MIN
"0" RING SEALS
•
16" MAX
MINIMUM ELEVATION
DIFFERENCE ACROSS M.H. 5"
4'-0"
FROM INLET TO OUTLET
SHALL BE 0.20 FEET.
CONCRETE
VARIES
DEPTH OF FLOW
FILLETS
CHANNEL TO BE
3/4 DIAMETER OF
CONTRIBUTING
--
—
SEWER.
•
. ..,
.•
12"
A FILLETED INVERT
OR A SM00
TRANSITION OF FLOW BETWEEN
INLET & OUTLET PIPE SHALL BE
PROVIDED.
MIN. 6" BEDDING
NOTE :
W/ NO. 68 STONE
1. BEDDING THICKNESS REQUIREMENT SHOWN
IS MINIMUM AND SHALL BE
SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.
2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE
EXTENDED OR NON —EXTENDED BASES.
3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS
TO BE SEALED & GROUTED
INSIDE AND OUT.
TYPICAL
MANHOLE
SECTION
SHOWING BRANCH
TIE—IN
N.T.S
FIG. S—I—A
AIR RELEASE VALVE
BRASS OR BRONZE PIPE —
SUPPORTS OR
CEMENT BLOCKS
TD-25
COPPER" SOFT
STOP
GRADE
FRAME & COVER
SEE FIG. S-I-D, E
STREET SURFACE OR
NON -PAVED AREA
SLOPED AREA
1'-O" MAX 2 -0 RUBBER COATED STEEL STEPS
CAST IN PLACE
�- PRECAST REINFORCED CONCRETE
SECTIONS WITH "0" RING SEALS
OR APPROVED EQUAL
3'-0" MIN o
THE DROP CONNECTION SHALL BE
o DUCTILE IRON PIPE CLASS 50)
5" BACKFlLLED IN 6" LAYERS AND
Jj COMPACTED BY HAND TAMPERS OR
12 MIN BACKFlLLED WITH SELF -COMPACTING
18 MAX STONE.
S"
° MINIMUM ELEVATION DIFFERENCE
12"MIN P7MIN ACROSS M.H. FROM INLET TO
VAR I OUTLET SHALL BE 0.20 FEET
A FILLETED INVERT FOR A SMOOTH
" TRANSITION OF FLOW BETWEEN
INLET & OULET PIPE SHALL BE
t '? PROVIDED.
3/4 DIA OF LARGEST
PIPE IN MANHOLE
MIN. 6" BEDDING WITH NO. 68 STONE
NOTES:
1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE
SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS.
2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE
EXTENDED OR NON -EXTENDED BASES.
3 ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED
INSIDE AND OUT.
4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE
DESIGN ON SEWERS WITH STEEP SLOPES.
TYPICAL MANHOLE WITH DROP CONNECTION
NTS
FIG. S-I-C
TD-28
GATE 24'
8"MIN
EMBEDMENT
SPRING LINE O
OF PIPE
I H NO, 68 STONE —
STONE
NOTES:
1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC
AREAS, OR A METER BOX ASSEMBLY IN NON —TRAFFIC AREAS, OR APPROVED EQUAL,
SHALL BE USED.
2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER
LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS.
3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN
ADEQUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT
THE MANHOLE CONE.
AIR RELEASE VALVE (ARV)
NTS
FIG. W-9
REMAINING BACKFILL SHL
NOT CONTAIN ROCK MATEALRIAL
LARGER THAN 5" IN ANY
DIMENSION
—INTIAL BACKFTLL+
(6" LIFTS)
THOROUGHLY COMPACTED
BY HAND OR APPROVED
MECHANICAL TAMPER
—HAUNCHING
—BEDDING 6" max
4" min
—FOUNDATION (SHALL BE
REQUIRED WHEN SOIL
CONDITIONS ARE UNSTABLE
NOTE
1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT—OF—WAY SHALL BE
BACKFlLLED ENTIRELY WITH NO. 21A STONE.
2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED
AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68
STONE SHALL BE PROVIDED'
3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
BEDDING OF NO. 68 STONE
TYPICAL SEWER PIPE
INSTALLATION IN TRENCH
NTS
FIG. S-3
GLINT W.
S F LET
Lic. N 4380
0110812021
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VN DATE
07108121
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DRAWN BY
J. FOX
• DESIGNED BY
• C. SHIFFLETT
• CHECKED BY
• C. SHIFFLETT
SCALE
N.A.
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TYPICAL MANHOLE FRAME & COVER
N.T.S
FIG S-I-D
TD-31
NOTE: HYDRANT MUST BE
EQUIPPED WITH CHARLOTTES-
VILLE THREADS WHICH IS
THE LOCAL STANDARD.
LENGTH OF BRANCH VARIES
6'MIN (270) 2' TO 10'
18"-22' ALVE BOX
7 CU. FL
#69 STONE
42"MIN ;' 6" GATE
•,.D VALVE
TEE
9
2500 P.S.I. CONCRETE
BASE AND THRUST
BLOCK AGAINST
UNDISTURBED STABLE
SOIL. STEEL PILE
WHEN THE SOIL IS DISTURBED OR WHEN RESTRAINED JOINT FITTINGS
A HYDRANT IS LOCATED IN A FILL, IN ADDITION
TO POURING CONCRETE, A STEEL PILE SHALL
BE USED AS ADDITIONAL SUPPORT.
NOTE :
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE
2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( INCLUDING DITCHES )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOX.
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
REWIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.S.
FIG. W-4
J
Z
3000 PSI CONC. BASE
BENCH SLOPED TO FLOW
o CHANNEL 1/4" : 1' MIN
f-
1 Y1 BRANCH
12"
(5 If T,
q 2e
FLEXIBLE CONNECTION NOTE:
WITH STAINLESS STEEL ALL CONNECTIONS TO
BAND EXISTING MANHOLES SHALL
BE CORED AND A FLEXIBLE
w CONNECTION " BOOT "
J
o INSTALLED
TYPICAL MANHOLE PLAN
SHOWING BRANCH TIE - IN
NTS
FIG. S-I-B
TD-27
SEWER SERVICE LATERAL CONNECTION NOTES:
1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE
AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS
INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE
LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE
TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED
TO THE MANHOLE
2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL
BE CONNECTED USING A PIPE SADDLE.
3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2R
(1/4^ PER FOOT )
�Q
4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER
2' MIN
DIAMETER OF 4'.
5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER
OF 3 FEET.
SALT
TREATED
FINISHED GROUND 2 x 4
MARKER
PLUG END OF -
MAIN LINE -� SECTION SERVICE LATERAL
IN LINE WYE-TEE
PLAN
VARIES
R
SEWER SERVICE LATERAL CONNECTION
N.T.S.
FIG. S-2
M-33
- ruK o"uU a M DMALLLK
USE STRAP ON BEND WITH
ANCHOR BOLT ON CENTER LINE
OF BEND.
- FOR BENDS 10" THROUGH 12"
USE 2 STRAPS ON BENDS
ADJACENT TO BELLS.
- FOR 18" BEND USE 3 STRAPS
AS SHOWN.
ELEVATION
PAINT ALL EXPOSED STEEL WITH 2 COATS OF BITUMINOUS PAINT,
BEND
SIZE
A
I B
C
I D
I E
F
4^ - IV
t'-B
2'-3
2'-B'
V-2
f-Dr
1 Ile
Ir
7-
X-0
2' 6-1
1' 15
X-B
1 1 4-
II 1/W
Ur
7-
X-9
2'-6.
2'-0
S-0
2"
14"
3'-
4'-3.
T-O'
2'-3"
S-B'
2"
1e'
s-5
V-6.
3'-3'
3'-W
4'-B'
2 1/2'
4' - B
7-6
3'-0
ff-B"
1' 6'
V-W
1 I V
IF
3'-
4'-3.
7-13•
2'-W
V-3•
2"
22 1/2'
16'
3'-3•
V-0
3'-0
2'-B
X-9
2'
19'
3'-B'
6'-3
3'-0
3'-B"
4'-3
2-
1B"
6'-0
T-8
X-3'
4'-0'
5'-e
2 I/T
•4 -
s-0"
6'-0
3'-O"
3'-3"
3'-3'
2 1 4
9•
s-B
w_6
3'-0'
3'-B'
3'-9'
2 1 4'
45'
10'
4'-
1•-e
3'-0'
4'
5'-0'
4 2 1
12•
Y-3
C-
3'-s
5'-0
5'-
2 1/2'
te•
17-
tt'-
s-•^
W-D
Y-3.
2 Iff
CHART FOR UPPER
VERTICAL BLOCKING
6"
B
I luln = UIM. 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"
PE
Oy CENTER FO
12' BENDS &
CONORETE C
LARGER
C
SECTION
NOTE- BOLTS PTO
ANCHOR
FACE CENTER OF O F BLOCK
CONCRETE BLOCKING FO
UPPER VERTICAL BENDS
N.T.S.
FIG. W-3A
TD-4
NOTE: RESTRAINED JOINT FITTINGS.
Side Mew
42" Minimum
CertiflcOtion of 95%
compaction required
Q
Galvanized Steel Beam,
W12 x 14 (min. 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
1' COMPRESSION x 31e MALE PIPE COUPLING
OR APPROVED EQUAL
1' TYPE 'K' -
SOFT COPPER
1'x1'x1' TEE
NOTE
NO SWEATED FITTINGS
DUAL SERVICE
1' TYPE 'K'
SOFT COPPER
SINGLE SERVICE
NOTE
1) SADDLES SNAIL BE USED ON PVC PIPE.
38" MIN.
1/8 BEND Cd R=-\
/ nsc
C
/ FOR EN AL ATTASERVICES OR SKI
FAMILY
RESIDENTIAL ON SEERS OR DUAL RESIDENTIAL
AND IRRIGATION sERMCEs.
*�_2
V COMPRESSION x 3/4- MARE PIPE COUPLING
OR APPROVED EQUAL
O
FOR USE ON DETACHED SINGLE FAMILY
RESIDENTIAL SERMCE WHERE AN IRRIGATOR
METER IS NOT PROMDED.
IRON UD
FINISHED GRADE
UMETER
BOX
�CORPORATON SNP /
f '�
\G+"••D --nmcn As
NECESSARY
SAND OR DUST UNDER
BOX AND SEVER (2-INCH
C
F
,
cJ:I'..•
1 4- DIAMETER GRAIN PIPE, 12"
b���+�: i;. LONG STONE POCKET, WET
4*r��S`Zif
MINIMUM THICNNEBS)
, SPEC. 203. NO. 57 AGGREGATE
ti H'�..YY.+..K
TYPICAL SERVICE
LATERAL INSTALLATION
(5/8"
& 1" METERS)
NTS
FIG. W-6A
1U-10
JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC.
SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY.
VARIES
10'ir-"- lo•
1 5' 1 1 ._. I 15'. I L
WATER SEWER
LOCATION OF OTHER UTILITIES
(GAS, ELECTRIC, TELEPHONE, CABLE, ETC.)
EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM
WATER & SEWER 30' MINIMUM
III SEE PART 3, PARAGRAPH DI SEPARATION OF WATER & SEWER SYSTEMS.
UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT
90" TO THE RIGHT OF WAY,
UTILITY LOCATIONS & EASEMENT WIDTHS
TUTS
FIG W-1
••D FOUNDATION MATERIAL ROCKY FOUNDATION• RA
MIN
\
pDO®%ply% O BEDDING
BOTTOMSTABLE SOIL ROCK
SCRAPE THE
STONES• INSURE THE PIPE DOESN'TON ROCK1
COMPACTTHEN • OR PROVIDE BEDDING
#68 STONE
FOUNDATION IN POOR SOIL UNDER -CUT CONDIT10N
6e
UNSTABLE 8" Er" 51,
• ®r MIN
MIN rMIN.
,.
FILL AS
O#68 STONE
APPROVED:
•
1. NO ROCKS SHALL BE ALLOWED OF
2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED
ABOVE
3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS.
4. NO ORGANIC OR • OR DEBRIS SHALL BE ALLOWED
IN THE TRENCH.
5. BELL HOLES SHALL BE DUG OUT IN ALL CASES.
DUCTILE IRON
•
PIPE INSTALLATION
NTS
SECTION 1-1
PLUG
FOR TEE O
WIDEN1
ANCHORACCOMMODATE
IF
REQUIRED.
4G AS
IRED
:j
SECTION 2-2
PIPE
DEGREE
BEND DIMENSIONS
I VOL
TEE AND PLUGS
VOL
SIZE
OF
(FEET)
W.M.
FEE
CU.M.
BEND
L
I H
I T
L T
H
T
90
2.50
2.50 1
3.D1
0.24
4" & 8•
45
200
L25
280
0.15
200
225
2.50
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
268
280
2.77
0.28
8"
221/2
1.66
716
289
0.13
3.18
2.91
266
0.32
111/4
1.66
2.16
2.67
0.13
90
4.83
3.83
3.42
0.83
10" & 12"
45
3.33
3.58
295
0.43
3.63
4,00
2.83
Q52
221/2
2.33
2.58
286
0.24
11 1/4
1.83
2.33
2.84
0.18
1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES
S)ZE, DEAD ENDS AND AT VALVES.
2 USE 2500 P.S.I. CONCRETE.
3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT.
4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF
ALL THRUST BLOCKS.
CONCRETE THRUST BLOCKS
NTS
FIG. W-3
TD-3
a �pLTH (I 000
CLINT W.
S F LET
r Lic. N 43f0
01 / 08/ 2021 4
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to DATE
O 07108121
} DRAWN BY
J. FOX
• DESIGNED BY
• C. SHIFFLETT
• CHECKED BY
• C. SHIFFLETT
SCALE
N.A.
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L
EROSION AND SEDIMENT CONTROL NARRATIVE:
MINIMUM STANDARDS:
GENERAL EROSION AND SEDIMENT CONTROL NOTES:
TH
PROJECT DESCRIPTION
THIS PROJECT INCLUDES THE CONSTRUCTION OF 2 ROADS, A RESIDENTIAL COMMUNITY, AND ASSOCIATED
UTILITIES & LANDSCAPING. LIMITS OF CLEARING AND GRADING ARE 4.88 ACRES.
ADJACENT PROPERTY
THE PROPERTY IS BOUNDED BY A RESIDENTIAL COMMUNITY ON THE NORTH, ROUTE 631 ON THE WEST, AND
WOODS ON THE EAST AND SOUTH.
EXISTING SITE CONDITIONS
THE EXISTING SITE IS WOODED.
OFF -SITE AREAS
NO OFFSITE AREAS WILL BE DISTURBED. ANY OFF -SITE LAND -DISTURBING ACTIVITY ASSOCIATED WITH THE
PROJECT SHALL HAVE AN APPROVED ESC PLAN.
CRITICAL EROSION AREAS
EARLY ESTABLISHMENT AND PROPER MAINTENANCE OF PERIMETER CONTROLS WILL PROVIDE
SEDIMENTATION CONTROL. ALL SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITH BLANKET MATTING.
EROSION AND SEDIMENT CONTROL MEASURES
UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL
PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND
SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL
HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED
OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION.
STORMWATER RUNOFF CONSIDERATIONS
A PORTION OF THE PROPOSED DEVELOPMENT WILL BE CONVEYED TO A WET POND LOCATED ADJACENT TO
THE STREAM, WHICH IS A TRIBUTARY OF BISCUIT RUN. THESE FACILITIES HAVE BEEN DESIGNED TO MEET
STORMWATER QUALITY REQUIREMENTS. ALL OTHER AREAS WILL SHEET FLOW INTO THE SURROUNDING
VEGETATED AREAS. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN
ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL
MEASURES AFTER ALL RAIN EVENTS.
STRUCTURAL PRACTICES:
1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE
PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE
MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD
TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF.
2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF
AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED.
ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT
SEDIMENT FROM LEAVING THE SITE.
3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL
DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM
ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION.
4. DIVERSION DIKE - 3.09, 3.11 & 3.12 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM
A CERTAIN AREA.
5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO
DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET' AND "DRY' STORAGE LONG ENOUGH
FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT.
5.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS
STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE TRAP
SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE
DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF.
6. TEMPORARY SEDIMENT BASIN - 3.14 A TEMPORARY DAM WITH A CONTROLLED STORMWATER RELEASE
STRUCTURE IS TO BE USED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS LONG
ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT.
5.1. MAINTENANCE OF SEDIMENT BASIN - INSPECT BASIN EMBANKMENT WEEKLY TO ENSURE IT IS
STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. THE
BASIN SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE
DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF.
6. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING
DEVICES PLACED AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS.
7. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO
SURFACE AND AIR MOVEMENT.
VEGETATIVE PRACTICES:
1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED
AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND
SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION.
2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30
DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING
GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT
IS APPLIED.
3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE
COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL
BEAUTY.
4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL
STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT
AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF.
MANAGEMENT STRATEGIES
1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH
IMMEDIATELY FOLLOWING INSTALLATION.
2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING.
3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO
MINIMIZE PERIMETER CONTROLS.
4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER
REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW.
PERMANENT STABILIZATION
ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING
IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC.
3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND
"GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3: 1. FOR SLOPES GREATER THAN 3: 1, SEED
TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES' IN TABLE 3.32-D OF THE HANDBOOK. FOR
MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED,
FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING.
SEQUENCE OF INSTALLATION
PHASE I (SEE SHEET C3.03)
1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR,
OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT ALBEMARLE COUNTY COMMUNITY
DEVELOPMENT BUILDING. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1)
WEEK OF NOTICE.
2. INSTALL CONSTRUCTION ENTRANCE, SILT FENCE, SUPER SILT FENCE AND OTHER PERIMETER MEASURES.
3. CLEAR AND GRADE SEDIMENT TRAP, BASIN AND ASSOCIATED STORMWATER PIPE. REFER TO GRADING
AND DRAINAGE PLAN ALONG WITH PIPE PROFILES FOR ADDITIONAL INFORMATION.
4. INSTALL DIVERSION DIKES, CLEAN WATER DIVERSIONS & INLET PROTECTION.
5. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN.
6. SEED ALL DENUDED AREAS PER VESCH STANDARDS.
PHASE IIA (SEE SHEET C3.04)
1. INSTALL ADDITIONAL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT
CONTROL PLAN AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL.
2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN
DAYS AFTER FINAL GRADE IS ACHIEVED.
3. ALL STORMWATER PIPING & STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT,
SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S
INSPECTOR.
4. ONCE THE SITE UPHILL FROM A SEDIMENT TRAP OR BASIN HAS BEEN STABILIZED AND APPROVED BY ESC
INSPECTOR, REMOVE THE SEDIMENT TRAP OR BASIN.
5. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS
ACHIEVED.
6. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION
CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR.
AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE
CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS:
MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN
SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL
STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT
FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION
SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE
STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE
FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON
SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE.
MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE
PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED
UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL
INHIBIT EROSION.
MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO
TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND
SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND
DIVERSIONS IMMEDIATELY AFTER INSTALLATION.
MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA
TO BE SERVED BY THE TRAP.
A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF
DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES.
MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE
EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF
PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES
UNTIL THE PROBLEM IS CORRECTED.
MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN
AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE.
MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL
BE PROVIDED.
MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED
SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING
FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.
MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE
OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT
CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING
CHANNEL.
MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE
ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE
GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR
THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE
STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS.
MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN
ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF
NONERODIBLE MATERIAL SHALL BE PROVIDED.
MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR
CROSSING LIVE WATERCOURSES SHALL BE MET.
MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE
WATERCOURSE IS COMPLETED.
MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING
STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA:
A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME.
B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES.
C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN
APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES
NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY.
D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO
MINIMIZE EROSION AND PROMOTE STABILIZATION.
E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS.
F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH.
MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS
SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE
PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE
ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE
REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT
CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS
REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS
WELL AS TO LARGER LAND -DISTURBING ACTIVITIES.
MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS
AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED,
UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND
THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL
BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION.
MS- 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM
SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK
FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION
IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA
ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS.
ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION
AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE
LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA
REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS.
ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND
EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN.
CLINT W.
S F LET
Lic. N 4380
01/ 08/ 2021 4
ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, 06 N0;1AL
GRADING, OR LAND DISTURBANCE. 14#01#
ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES
M
ES-5:
PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS
g
(INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY
N
EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT
E
CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE.
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ES-6:
PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND
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SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE)
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ES-7:
ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING
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LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT.
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ES-8:
DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE.
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ES-9:
INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT.
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MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL
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DEVICES IMMEDIATELY.
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SOILS INFORMATION:
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27B - ELIOAK LOAM, 2 TO 7 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED,
O
HYDROLOGIC SOIL GROUP: B
27C - ELIOAK LOAM, 7 TO 15 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED,
HYDROLOGIC SOIL GROUP: B
p
39E - HAZEL LOAM, 25 TO 45 PERCENT SLOPES. 20 TO 40 INCHES TO LITHIC BEDROCK, EXCESSIVELY DRAINED, HYDROLOGIC
SOIL GROUP: B
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DATE
07108121
DRAWN BY
J. FOX
DESIGNED BY
C. SHIFFLETT
CHECKED BY
C. SHIFFLETT
SCALE
N.A.
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47039
SHEET NO.
C3.00
TEMPORARY RIGHT-OF-WAY DIVERSIONS
PIPE OUTLET CONDITIONS
a �pLTH UFO,
VI
TYPICAL GRAVEL STRUCTURE
RWD
TEMPORARY RIGHT-OF-WAY DIVERSION
No Scale
1. SET POSTS AND EXCAVATE A 4"X4"
TRENCH UPSLOPE ALONG THE LINE OF
POSTS.
co
3. ATTACH THE FILTER FABRIC TO
THE WIRE FENCE AND EXTEND IT INTO
THE TRENCH.
2. STAPLE WIRE FENCING TO
THE POSTS.
4. BACKFILL AND COMPACT THE
EXCAVATED SOIL.
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.
FILTER FABRIC All
I I �
SF 3.05-1
SILT FENCE (WITH WIRE SUPPORT)
No Scale
IU
G El KL01
El El I
uuuu
STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION
FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD,
GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST
40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO
GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL
CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE
FENCE AS A TREE PROTECTION FENCE.
TP NO SCALE
REE PROTECTION
Scale
31
do
A A
La
j 0 %—
SECTION A -A FILTER
CLOTH
SECTION A -A FILTER
CLOTH
IRE OUTLET TO FLAT
,REA WITH NO
EFINED CHANNEL
qW :dr
'KEY IN 6"-9"; RECOMMENDED
FOR ENTIRE PERIMETER
3do (MIN.)
IRE OUTLET TO
VELL DEFINED
:HANNEL
I
KEY IN 6"-9"; RECOMMENDED
FOR ENTIRE PERIMETER
NOTES:
1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR
CONCRETE.
2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING
PLATES 3.18-3 AND 3.18-4.
3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6
INCHES.
OUTLET PROTECTION #
OUTLET #
WIDTH 1
WIDTH 2
LENGTH
CLASS
OP1
100
6'
19,
13'
CLASS I
OP2
200
3'
9'
9'
TYPE I
OP3
300
4.5'
24.5'
20'
CLASS II
3.38 1(
OP
OUTLET PROTECTION
No Scale
COMPACTED
18" MIN.
i t i t i t i t i
DD CWD
TEMPORARY DIVERSION DIKE
No Scale
CWD TO HAVE VDOT
STANDARD EC-2
MATTING ON UPHILL
SIDE
FLOW
TYPICAL ORIENTATION OF VESCH TREATMENT - 1 SOIL (STABILIZATION
SHALLOW BLANKET)
SLOT E,��j`
��ON SHALLOW SLOPES, STRIPS NETTING
PROTECTIVE COVERINGS MAY BE APPLIED
ACROSS THE SLOPE.
WHERE THERE IS A BERM AT THE BERM
TOP OF THE SLOPE, BRING THE
MATERIAL OVER THE BERM AND,qft
STEEP ANCHOR IT BEHIND THE BERM.
SLOPE
ON STEEP SLOPES, APPLY PROTECTIVE
COVERING PARALLEL TO THE DIRECTION
OF FLOW AND ANCHOR SECURELY.
BRING MATERIAL DOWN TO
A LEVEL AREA BEFORE 4
TERMINATING THE
INSTALLATION. TURN THE 12"
DITCH FLOW END UNDER 4" AND STAPLE
AT 12" INTERVALS.
IN DITCHES, APPLY PROTECTIVE COVERING
PARALLEL TO THE DIRECTION OF FLOW.
USE CHECK SLOTS AS REQUIRED. AVOID
JOINING MATERIAL IN THE CENTER OF THE
DITCH IF AT ALL POSSIBLE.
EXISTING GROUND
17111211
TER l 0 m}N. AI
OTHJ
SIDE ELEVATION
I�3�- 1j•1.1•lt 1•ai
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BM 3.36-1 CE
SOIL STABILIZATION BLANKET (TREATMENT-1) STONE CONSTRUCTION ENTRANCE
No Scale No Scale
TYPICAL VESCH TREATMENT - 1 (SOIL STABILIZATION BLANKET)
INSTALLATION CRITERIA
ANCHOR NOTES
if SLOT APPROXIMATELY 200 STAPLES REQUIRED
PER 100 SQ. YDS. OF MATERIAL ROLL.
ANCHOR SLOTS, JUNCTION SLOTS &
CHECK SLOTS TO BE BURIED 6" TO 12".
JUNCTION 12" MAX. 4:1 OR FLATTER
SLOT 6" MAX. STEEPER THAN 4:1
EDGE AND END JOINTS
CHECK SLOT TO BE SNUGLY ABUTTED I I I I III
TERMINAL FOLD 1
(JUTE MESH WILL HAVE 1 I I
LAP JOINT 2" MIN. (JUTE STAPLED LAP JOINT IN I
MESH ONLY) LIEU OF EDGE JOINT) I I I 1 1 1 I
TAMP FIRMLY I I I
ANCHOR SLOT F MAX. 4:1 OR FLATTER 3' I I
o MAX. STEEPER THAN 4:1 I 1 1 I
N
� I I
CHECK SLOT I I I
_ - I
1 O 2" 11 I 11 I II
I I
TAMP z
FIRMLY CHECK SLOT I I I I
a0 r—VAR.yI—VAR.yI
2" � O
COL7
STAPLE FORMED FROM NO.11 STEEL WIRE. CHECK SLOTS AT MIN. 50' C-C
8' STM. "'"' "'^T"'^^ ^""^" ^^" INTERVALS; NOT REO: D W1TH
6' STA
JUNCTION SLOT
TAMP FIRMLY
[--12
2"
O
F
TERMINAL FOLD
TAMP FIRMLY
3.18-1 BM �
SOIL STABILIZATION BLANKET TREATMENT-1
NO Scale
TYPICAL VESCH TREATMENT-2 SOIL STABILIZATION MATTING
INSTALLATION
SOIL STABILIZATION MATTING SHALL BE
USED IN CONJUNCTION WITH RIPRAP AT
OUTLET END OF PIPE
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51 EXISTING
f PAVEMENT
MOUNTABLE BERM
(OPTIONAL)
EXISTING
PAVEMENT
GRAVEL FILTER IN 12"
RUNOFF WATER WIRE MESH
FILTERED WATER
s
y.. IT
SEDIMENT II <
CONCRETE
GUTTER �• CURB INLET
12"
GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE.
SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT
CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO
CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND
UNPROTECTED AREAS.
3.36-2
IP
STORMWATER INLET PROTECTION
NO Scale
1� 'I wall
VA
ENTRENCH
\ 1 4w EDGES OF
MATERIAL 6"
3.09-1 CHECK SLOTS TO BE
CONSTRUCTED AS PER
MANFACTURERS
RECOMMENDATIONS.
e
OPEN CHECK
SLOT
TRANSVERSE CLOSED
CHECK SLOT UPSTREAM AND
DOWNSTREAM
T TERMINAL
BM
SOIL STABILIZATION BLANKET
No Scale
TMENT
SILT FENCE DROP INLET PROTECTION
DROP INLET WITH
GRATE
IL —FRAME
2
Al
N=-
3'
MIN.HER
EXCESS
—� AT
CORNERS
PERSPECTIVE VIEWS
STAKE IAI
FABRIC
— III MIN.
.,Yd `A. J
DETAIL A
ELEVATION OF STAKE AND FABRIC ORIENTATION
SPECIFIC APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET
DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE
THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE
TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING
CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS.
3.36-4 IP
STORM DRAIN INLET PROTECTION
No Scale
CLINT W.
S F LET
Lic. N 4380
01/ 08/ 2021 4
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}
07108121
DRAWN BY
J. FOX
•
DESIGNED BY
•
C. SHIFFLETT
•
CHECKED BY
C. SHIFFLETT
•
SCALE
N.A.
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SHEET NO.
C3.01
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CLINT W.
�S F LET s�
,
Li21
ERNST CONSERVATION SEEDS
RIGHT-OF-WAY NON-NATIVE WOODS MIX - ERNMX-132
0� 0812021• �
0S00NAL ��•••
N411�
BOTANICAL NAME COMMON NAME
PRICE/LB
30.00% FESTUCA RUBRA CREEPING RED FESCUE 1.90
M E
rn °
N �
N C
20.00% LOLIUMPERENNE, PERENNIAL RYEGRASS, 1.85
> E
'FASTBALL RGL' 'FASTBALL RGL'
w a E
(TURF TYPE)
w > 3
U w 3
20.00% PHLEUMPRATENSE, TIMOTHY, 'CLIMAX' 1.20
p LL
CLIMAX'
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12.00% TRIFOLIUM HYBR/DUM ALSIKE CLOVER 3.25
02 5:0°
N
P
10.00% AGROSTIS PERENNANS, AUTUMN BENTGRASS, 14.00
d (A N
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ALBANYPINE BUSH - ALBANY PINE BUSH -
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NYECOTYPE NY ECOTYPE
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8.00% AGROSTIS ALBA REDTOP 8.00
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100% MIX PRICE/LB BULK: $3.61
W 4
LU
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SEEDING RATE: 40-60 LB PER ACRE
WOODLAND OPENINGS
THE SHADE -TOLERANT GRASSES AND CLOVER ARE GOOD FOR
vi
WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX
FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING
O
ON THE AVAILABILITY OF EXISTING AND NEW PRODUCTS. WHILE THE
FORMULA MAY CHANGE, THE GUIDING PHILOSOPHY AND FUNCTION OF
THE MIX WILL NOT.
F
0
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2
Q
SLOPE STABILIZATION SEED MIX
z
0
No Scale
DATE
o
07108121
Sediment Trap Design
_
Drainage Area (acres, < 3) 0.72 ',
}
DRAWN BY
TABLE 3.31-B
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
Trap Volumes: CREST OF STONE WEIR
Elevation (ft) Area (sf) Volume (cy) GROUND \
J. FOX
DESIGNED BY
"QUICK REFERENCE FOR ALL REGIONS"
_ 411 660 ELL. a La
- - -
•
PLANTING DATES SPECIES RATE (LBS./ACRE)
413 1110 65.6 DRY STORAGE - N VARIABLE,
416 1980 171.7
•
C. SHIFFLETT
•
CHECKED BY
SEPT. 1 - FEB. 15 50/50 MIX OF
ANNUAL RYEGRASS
wET STORAGE
(�cAVAaD) ` M.c
•
C. SHIFFLE7T
(LOLIUM MULTI-FLORUM)
FLR CLOTH WdCiN^L
TE
GROUND
SCALE
& 50-100
ELP'.
1
CEREAL (WINTER) RYE
Wet Storage: SEE PUTE ]IS -I CDARSE AGGREGAM CLASS I RRRAP
Wet Storage Required (cy) (67*DA) 48.3
N 4
(SECALE CEREALE)
Bottom of Stone Weir (ft) 413.0
•
FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100
Wet Storage Provided at this Elevation (c, 65.6 *"Coarse Aggregate Shall be VDOT #3, #357 or #5
(LOLIUM MULTI-FLORUM)
Elope of Wet Storage Sides 21
Weir Length (ft) (6xDA) 4.3
�
^'
MAY 1 - AUG. 31 GERMAN MILLET 50
Dry Storage: Bottom of Trap Elevation (ft) 411
, V
(SETARIA ITALICA)
Dry Storage Required (cy) (67*DA) 48.3 Bottom Trap Dimensions: 19' x 36
Crest of Stone Weir 417.0 Top of Dam Elevation (ft) 416
W
Dry Storage Provided at this Elevation (cy 171.7 Top Width of Dam (ft) 3
Slope of Dry Storage Sides 21 Top Trap Dimensions 39' x 56
, ^
v
TS 3.31
ST 3.13
J
J
Q
TEMPORARY SEEDING PLANT MATERIALS
SEDIMENT TRAP 1
�
W
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Q
No Scale
No Scale
06
Sediment Basin Design
TABLE 3.32-C
SITE SPECIFIC SEEDING MIXTURES FOR APPALAREA
MIN. 1'WI SPILLWAY CREST OF EMERGENCY
2 WITHOUT SPILLWAY
�/�ACHIAN/MOUNTAIN
V )
Drainage Area (acres) 3.73 Yr DESIGN HIGH WATER
Uj
Basin Volumes: (zs-tt. STORM E Ev.)
0
TOTAL LBS. PER ACRE
Elevation (ft) Contour Area (st) Volume (cy) D.D•
400 1900 MIN. i.o
W
O
MINIMUM CARE LAWN
Z
COMMERCIAL OR RESIDENTIAL 200-250 LBS.
404 3710 415.E RISER CREST
' DRY ' STORAGE DEWATEMNG
406.8 5670 486.4DEA CE
<
C >
G
J
KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100%
`
Q
IMPROVED PERENNIAL RYEGRASS 0-10%
409 7030 517.4 wE sroRAGE
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Wet Storage Required Icy) (67*DA) 249.8 Design High Water 408.0
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Wet Storage Provided at this Elevation (cy) 415.6 Top Width of Dam (ft) 6.0
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KENTUCKY 31 FESCUE 128 LBS.
Available Volume Before Cleanout (cy) (34*DF 126.8 Bottom of Basin (ft) 400.0
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RED TOP GRASS 2 LBS.
SEASONAL NURSE CROP " 20 LBS.
Cleanout Elevation (ft) 403.00 Approx. Bottom Dimensions: 80' x 32'
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Distance from Cleanout to Orifice (ft) (> T) 10 Upstream Face Slope: 21
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150 LBS.
LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1)
Downstream Face Slope: 21.
Dry Storage:
KENTUCKY 31 FESCUE 108 LBS.
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RED RRASS 2 LBS.
OP G
TOP GRASS
Dry Storage Required (cy) (67*DA) 249.8 Baffles: Yes
C%)
SEASONAL NURSE CROP " 20 LBS.
Riser Crest Elevation (ft) 406.8 Length of Flow, L (ft) 63
C)
C46
CROWNVETCH *" 20 LBS.
Dry Storage Provided at this Elevation (cy) 486A Effective Width, We (ft) 46
150 LBS.
Diameter of Dewatering Orifice (in) 5.0 L / We (Baffles required if < 2) 1.4
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Diameter of Flexible Tubing (in) (Orifice+2") 7.0
Collars: No
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* PERENNIAL RYEGRASS WILL GERMINATE FASTER AND AT LOWER SOIL
TEMPERATURES THAN FESCUE, THEREBY PROVIDING COVER AND
Runoff. (See Routing in Calc. Book) Depth of Water at Spillway Crest (ft) 0
C (Use 0.45 for Bare Earth) 0.45 Slope of Upstream Face (Z1) 0
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Tc (min) 5 Slope of Barrel (Sb) 0
I Tyr 3.69 Qp 2yr 6.2 Length of Barrel in Saturated Zone (Ls) 0
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** USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES
125yr 6.85 Q 25yr 11.5 Number Collars Required 0
AS STATED BELOW:
Dimension of Collars N/A
MARCH, APRIL THROUGH MAY 15TH .............................. ANNUAL RYE
Principle Spillway:
MAY 16TH THROUGH AUGUST 15TH......................... FOXTAIL MILLET
AUGUST 16TH THROUGH SEPTEMBER, OCTOBER...... ANNUAL RYE
Available Head (ft) 3.1 Emergency Spillway: No
Diameter Riser (in) 36 Bottom Width (ft) 0
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NOVEMBER THROUGH FEBRUARY................................. WINTER RYE
Diameter Trash Rack (in) 48 Slope of Exit Channel (ft/100ft) 0
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Barrel Length (ft) 86.78 Length of Exit Channel (ft) 0
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*** IF FLATPEA IS USED, INCREASE TO 30 LBS./ACRE. ALL LEGUME SEED
Diameter of Barrel (in) 18 Crest of Spillway (ft) 0
MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY ALSO BE
Barrel Inv. In Elevation (ft) 400.94
-
INCLUDED IN ANY SLOPE OR LOW -MAINTENANCE MIXTURE DURING
Barrel Inv. Out Elevation (ft) 39920
WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES.
JOB No.
PS 3.32
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WATER QUANTITY ANALYSIS POINT 1
DRAINAGE AREA ANALYSIS (PRE -DEVELOPED)
PRE AREA 1 (ONSITE)
AREA = 4.56 ACRES
IMPERVIOUS = 0.00 AC.
MANAGED TURF = 0.31 AC.
WOODED = 4.25 AC.
TC = 6.0 MIN.
Q (CFS) V (AC -FT)
1 YEAR 1.98 0.113
10 YEAR 12.88
DRAINAGE AREA ANALYSIS (POST -DEVELOPED)
POST AREA 1A TO SWIM A (ONSITE, DETAINED)
AREA = 4.56 ACRES
IMPERVIOUS = 2.56 AC.
MANAGED TURF = 2.00 AC.
WOODED = 0.00 AC.
TC = 6.0 MIN.
Q (CFS) V (AC -FT)
1 YEAR 11.15 0.495
10 YEAR 27.65
FLOW ROUTED THROUGH SWM A
Q (CFS)
1 YEAR 0.34
10 YEAR 25.93
CHANNEL PROTECTION (ENERGY BALANCE):
()DEVELOPED < 0-80'(`PRE-DEVELOPED*RVPRE-DEVELOPED)'RVDEVELOPED
QMAX (1-YR) < 0.80-(1.98 " 0.113AC-FT) / (0.495)AC-FT
= 0.36 CFS
Q(1-YR) POST -DEVELOPED = 0.38 CFS OK
STORMWATER NARRATIVE
THIS PROJECT INCLUDES THE CONSTRUCTION OF TWO (2) ROADWAYS, A RESIDENTIAL
COMMUNITY, AND ASSOCIATED UTILITIES AND LANDSCAPING.
ENERGY BALANCE REQUIREMENTS WILL BE MET THROUGH THE USE OF A WET POND.
FLOOD PROTECTION REQUIREMENTS FOR THE 10-YEAR STORM WILL BE MET BY RELEASING
THE STORMWATER INTO THE MAPPED FLOODPLAIN, IN ACCORDANCE WITH 9VAC25-870-66,
SECTION C.3.C.
STORMWATER QUALITY WILL BE ADDRESSED THROUGH THE INSTALLATION OF A WET POND
AND THE PURCHASE OF OFFSITE NUTRIENT CREDITS.
DOWNSPOUT SPLASHBLOCKS SHALL BE USED FOR ALL ROOF DRAINS.
■�!vpLTH UF��■
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CLINT W.
S F LET
Lic. N 43f1111
01/ 08/ 2021 4
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SCALE
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47039
SHEET NO.
C6.00
L
DEq Mr9iniAFunoffFtdu[don MHlwd New DevelPpment ComPlbnresprendshee[-V.,M..3.0 --
" 2011 BMP Standands And SNcificaimv 02013 Draft BMP Standands and Spe[Ifieatlam
Pro3en Name. Southwood Village 2 aMa,nPuteu
uxe: 6/29/2021 ^nsantvawes
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Site Information
Post -Development Project (Treatment Volume and Loads)
IaM foyer balled
ASois
BSoils
CS^ik
DS^ila
TNak
r^resvapen sPaelanesl-uneswbe9.
ProNaee tnresgocen spare ureluesLeC
0.0
MawRtlnarlavesl-4isW be4, l'Jalen
tlsrs3wsoroberrurl
1.ZB
28
3RceRe
mfiewe.(aes)
z6o
z60
4aB
Constants
RumRCoeficiems Rv
Annual Rabtal (Indeed
a3
Targe[Ranhll Even (Inches)
L00
Tots PRmpna (UP)EMrlrnr/°
az6
Tot. N.nopc(TM EMCIrne/0
LB6
Target TP Was Dn/m/pt
a91
"(..c'c"ccDwUc.taGp)
ago
A soil:
Bs^ila
csnila
Osuila
Fore9/Open SPare
0..
0.3
Oq4
0.05
Manages mH
o.ss
0.20
azz
0.zs
Impervious cover
ass
095
0.9s
0.95
mre0/0,e, a,a[e ma(aoa)
0.00
nwt,nent v^lu,ne o.z43a
laeen)
Treatment v^lume, l[u M[teetl En'..%Frtat
TP mad pb/yr) 6.6]
romanPuM 4zT3
Inf^nnrtl^nalPu roes Onl
waghwe RvlTnratl
0.00
0%
Nbragedrurf..erlaua)
z2a
weghed Re IM)
..2.%Manage!
Turf
47%
brpevuu: cmerla[ra)
2.60
Rv(,meravrs)
Das
%Innereo s
53%
Sae Ar®laae:)
Asa
Rv
M60
Site Results (Water Quality Compliance)
Area Checks
FOaE E/OPEN SPALE lac)
MPERNOIE SOWN la[I
MPERMOUS COVER TREATED la[I
MANAGED TURF AREA lac)
MANAGED TURF AREA TREATED lac)
AREA GH ECK
D.A.A
D.A.B
DA.c
D.a.D
D.A.F
AREACHEM
DAD
0.00
0.00
con
0.00
DR.
2.52
0.00
0.00
can
am
ON.
2.52
0.03
0.00
am
0.00
OR.
2.04
0.00
0.00
0.00
0.00
OK.
2.04
0.03
0.00
0.00
0.00
OK.
OK.
OK.
Site Treatment Volume (W) 1o,61e
RrnoN Recluction Volume and TP By Drainage Area
RUNDD REDUCTION oDLUME ACHIEVED Ito
TP LOAD AVANABLE FOR REMOVAL (ib/yr)
TP LOAD REDUCTION ACHIEVED lib/I
TP LOAD REMAINING 111,/1
-A.A
D.A.B
DA.<
D.A.O
OA.E
TOTAL
D
D
D
D
0
0
6a9
0.00
0.00
0.00
0.00
6.39
3.19
O.W
Goo
0.00
am
3.19
3.20
O.W
0.00
0.03
ON
3.20
NRROCENLOADREDUCFIONACHIEVED (Ib/yr)l 13.70 11 om 11 Doo 11 coo 11 D.M 13.A
Total Phosphorus
FINAL POST -DEVELOPMENT TP LOAD Qb/I 62'7
TP LOAD REDUCTION REQUIRED IIb/yr) A.6]
TPLOADREDUCTIONACHIEVED (lb/yr) 3.19
1P LOAD REMAINING lib/yQ. 3.48
REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 1.48
Total Nitrogen (For Information Purposes)
POSE DEVELOPMENT LOAD Iro/yr) 47.71
NDROL£N MAD REDULTION ACNIEVED(Icyr) 13.AI
REMAINING MMTDFVEMPMEM NITROGEN LOAD IIcyr) 34.03
QUALITY CALCULATIONS:
Tv= 10,171 CU. FT.
VOLUME REQUIRED = 1.0 * Tv = 1.0 * 10,171 = 10,171 CU. FT.
VOLUME PROVIDED AT WSE (404.00) = 11,216 CU. FT.
VOLUME PROVIDED AT RISER CREST (406.80) = 13,724 CU. FT.
TOP OF DAM = 409.00
�6'�
1.11' FREEBOARD
100-YR ELEV. 407.89
CREST ELEV. 406.80
WSE ELEV. 404.00
2.5" X 2.5 ORIFICE W/
TRASH RACK
INV = 404.00
48" RCP RISER
W/ ANTI -VORTEX DEVICE
INV OUT 400.94 (18" HDPE)
86.78' - 18" HDPE @ 2.0%
POND BOTTOM 400.00
8' DIA. X 1.5'
POND BOTTOM TO BE CONC. BASE
COMPACTED CLAY LINERS
EMBED 6" IN CONCRETE
NOTES:
1. TRASH RACK TO BE INSTALLED ON ORIFICES AS SHOWN ON DETAIL ON THIS SHEET OR APPROVED EQUAL.
2. IMPERVIOUS CORE AND CUTOFF TRENCH SHOWN FOR INFORMATIONAL PURPOSES ONLY. FINAL DESIGN
TO BE PROVIDED BY GEOTECHNICAL ENGINEER.
3. A QUALIFIED GEOTECHNICAL ENGINEER SHALL BE ONSITE DURING CONSTRUCTION OF THE POND TO
ENSURE ALL RELATED REQUIREMENTS ARE SATISFIED
SWM A, WET POND (LEVEL 1) DETAIL
No Scale
SOUTHWOOD REDEVELOPMENT OVERALL WATER QUALITY ANALYSIS
Plan Number
VRRM
Total Area
Phosphorus
Reduction Required
Phosphorus
Reduction Provided
Credits
Purchased
% Phosphorus
Treated onsite
WP0201900062
21.05
9.82
7.81
2.01
79.53%
WP0202100004
7.46
8.25
6.83
1.42
82.79%
Offsite WP0202100004
2.91
0.18
0.63
0
350.00%
PHA Block 11
1.34
1.55
0.61
0.94
39.35%
PHA Block 12
2.82
3.5
2.74
0.76
78.29%
Village 2
4.88
4.67
3.19
1.48
68.31 %
Total
40.46
27.97
21.81
5.13
77.98%
• i ' • • �`` j/��`
•, 13 � •
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A
ISM
° ��?8 \\ \ \\ \\ r i \ ��\ ` \ \ \ / / TOTAL AREA = 4.88 AC
IMPERVIOUS = 2.60 AC
\ \ ° �\ / \ _ \ _ _ - -`� .\\\ - TURF = 2.28 AC
° o \ �/ �g WOODED = 0.00 AC
o 420
oIIII
o / =Z, STORMWATER QUALITY MAP
\ I 1 I 1
P.
Is I�
/A
1-YR ELEV = 406.79
10-YR ELEV = 407.61
100-YR ELEV = 407.89
EMERGENCY SPILLWAY, 45' WIDE
INV. 407.50
IMPERVIOUS CORE
AND CUTOFF TRENCH
INV 399.20
SCALE 1 "=50'
0
50' 100,
LEGEND
-PROPOSED
IMPERVIOUS AREA
\1
1
\� \
I
e � \
BASKET
24" LONG EPDXY COATED #4 F
1WW A1•r/
Al STONE FILL
GABION BASKET FOREBAY WALL
No Scale
RIPRAP-LINED
PRE-TREATMENT
CELL
• o
0 0
• o °oo °O
00000000 o°O
o° °Oo °oo °Oo °
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ppOp
p DO
Isometr is
1/4" HDPE plate
pipe bolted to structure.
culvert
HDPE structural plastic
- 1/4" plate and grating
I with I" holes and a min.
of 30% of opening area
1 manufactured by Plastic
° Solutions Inc. or equal.
00 00
OQOO �ODO°O
00000„O, O OOO
GGO O
„.s'� • shown with optional plate
cone. apron HDPE structural plastic
1/4" plate end grating
Section with 1" holes and a min.
of 30% of opening area
manufactured by Plastic
3„ Solutions Inc. or equal
0 0
° °
4
o °
O + 0
single BMP Elevation
orifice
TRASH RACK DETAIL
No Scale
WATER QUALITY ANALYSIS
SITE DATA
POST -DEVELOPED PROJECT AREA
FOREST/OPEN SPACE = 0.00 AC
MANAGED TURF = 2.28 ACRES
IMPERVIOUS COVER = 2.60 ACRES
POST DEVELOPMENT LOAD (TP) (LB/YR) = 6.67
MAXIMUM PERCENT REDUCTION REQUIRED FOR REDEVELOPMENT = 20%
TOTAL LOAD REDUCTION REQUIRED (LB/YR) = 4.67 LB/YR
TOTAL LOAD REDUCTION ACHIEVED (LB/YR) = 3.19 LB/YR
REMAINING TP LOAD REDUCTION REQUIRED = 1.48 LB/YR*
*REMAINING TP LOAD REDUCTION TO ADDRESSED WITH THE PURCHASE
OF NUTRIENT CREDITS.
TH
CLINT W.
S F LET
r Lic. N /311�
01/ 08/ 2021 4
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DATE
07108121
DRAWN BY
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DESIGNED BY
C. SHIFFLETT
CHECKED BY
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SCALE
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C6a 01
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Total (Ac)
C
104
0.15
0.63
106
0.05
0.74
108
0.17
0.69
110
0.25
0.76
112
0.15
0.66
114
0.07
0.71
116
0.23
0.40
118
0.30
0.00
122
0.08
0.64
1241
0.24
0.76
126
0.17
0.68
128
0.26
0.71
130
0.18
0.65
132
0.06
0.76
134
0.061
0.57
136
0.09
0.71
137
0.26
0.64
7
TH
CLINT W.
S F LET
Lic. N 4380
01/ 08/ 2021 4
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CHECKED BY
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SCALE
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INV OUT 416.03 (125) INV IN 414.02 (125) ¢ a > > O = a
co INV OUT 411.14 (135) ? ? ? a
425 425 z0
DATE
j 07108121
O
} DRAWN BY
J. FOX
• DESIGNED BY
• C. SHIFFLETT
• CHECKED BY
• C. SHIFFLETT
SCALE
AS SHOWN
N
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8+50 9+00 10+00 11+00 12+00 13+00 13+50 8+50 9+00 10+00 11+00 12+00 12+50 li > Lu 0
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C7.00
PROPOSED
GRADE
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425
i
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420
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Lic. N . 4380 Ar
0110812021
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47039
SHEET NO.
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EXISTING
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430
430
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425
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420
420
117
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STA 9+97.70 INV IN 422.10 (107) CHECKED BY
TOP 427.77 INV IN 421.36 (105)
INV OUT 421.68 (105) INV OUT 421.16 (103) : • C. SHIFFLETT
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STR 100 - STR 110 STR 104 - 106 STR 302 - 300 LU O
HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' Q p �—
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JOB NO.
47039
SHEET No.
C7.0Z
\
\
435
435
EXISTI
G
430
430
8" WATER
PROPOSED
LINE
�
G
D
1.5'
\
425
425
107
3.0'
IN.
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84.77' OF
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420
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PIPE 2-1
109
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33.58' OF
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SANITARY
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415
415
103
98.53' OF
15" HDPE
@ 2.00%
410
SANITARY
410
PIPE 1-EX.1
405
405
76.g
24"H
OF
101
@ 2.0
E
54.99' OF
4" HDpE
1�25%
400
400
395
_
395
390
390
EXISTING
435
GRADE
435
PROPOSED
G DE
430
430
8" WATER
LINE
425
425
1' MIN.
8
420
420
10
32.03' O
15" HDPE
ANITARY
@ 1.00%
IPE 2-1
415
415
EXISTING
410
GRADE
410
PROPOSED
GRADE
�
405
405
400
400
301
86.7g� O
18" HDP
@ 2.09%
395
395
390
390
EXISTI N
SANITARY
PIPE
385
385