HomeMy WebLinkAboutWPO200400062 Plan - Stormwater Stormwater Management Plan 2004-12-21E5�.eflc: V== 4-c)(D'
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-FHE COX CON/IrAN"K
Flaoinero- Civil Emoiticero
Laindocape. Architec,to
220 East High Street
Char-lotteovil[c, VA 22902
454,295,7131
Job No.:
04-60
County No.:
SUB 2003 - 264
Vineyard Eotatco, LLG.
100 Grand Crui Drive
Charlotteoville, VA 22902
434,977,3895
North: s c,
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Cover
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Genera( NNoted Critical 5 ope, Exhibit
1,1
Koad Section & Pavement [)eoigm
2,0
Existing Comciitiomeo Survey
3,0
Grading Plan 5rhcet Key
3.1
Grading Flom
3.2
Grading Plan
3.3
Grading Plan
4.0
Road Profile
4.1
Road Profile
4.2
Road Profile
4.3
Road Profil--.
5.0 5torm Drain Profiles
ro.0 Drainage PivO&F,
Filled 13ox lm&catco Drawing lmclu6iccl in Set
0
7.0
Erooion & 5edirmerit Control Plan Key
0
7,1
Erooion & 5edirmont Control Plan
7.2
Erosion & 5ediment Control Ulan
7Z
Erooion & Sediment Control Plan
E
7.4
Erooion & 5edimont Control Narrative
7,5
5oilo Map & E5C Detailo
5.0
13cot Management Practices Plan
5,1
beot Management Practiced Plan
8.2
5eot Mamaeoment. Practices Plan
IE1
8.5
Kooerved
ID
8A
Rce5crved
E
9.0
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THE COX COMPANY
Planners -Landscape Architects
Civil Engineers - Urban Designers
220 East High Street
Charlottesville - Virginfo,
22902 - (434) 295.7131
-lob Number., 04-60
Vineyard Estates, LLC.
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
CRITICAL
SLOPES
AND No TE'13
A
Job Number:
04-60
FVNK 0, COX JR,
CERTIFICATE NO
7713
NAL
Date:
April 30,2004
Revision:
MI
1 Ipiipi� o1111I iiiiqpiip� piiiqI ioiiiii� 11111
ITEM
Ll
C2
L3
C4
CONTROL POINT
BOP
PC
RADIUS
PI
PT
PC
RADIUS
PI
STATION
10+00-00
10+38.71
N/A
11+38.71
12+21 .02
12+23.54
N/A
14+23.75
DIRECTION
S 50"50'42" E
N 70"39'07" E
DISTANCE
38.71
2.51
DEFLECTION ANGLE
58"30'11
118"07'36"
DELTA ANGLE
58030"11
11800736"
DEGREE OF CURVE - CHORD
3203127"
49014'55"
CHORD DIRECTION
S80005'47"E
S50"17'04"E
TANGENT
100.00
200.22
RADIUS
178.55
120.00
ARC LENGTH
182.31
247.40
CHORD LENGTH
174.50
205.86
ITEM
L5
L7
C8
L9
CONTROL POINT
PT
PC
RADIUS
PI
PT
PC
RADIUS
PI
PT
STATION
14+70.94
16+61.99
N/A
17+61.99
18+55.17
18+58.04
N/A
20+08.04
20+91.35
DIRECTION
S 08"46'44" W
S 27044'42" E
N 60043'27" E
DISTANCE
191.05
2.87
253.26
DEFLECTION ANGLE
W31'26"
91031'50"
DELTA ANGLE
36031'26"
91031'50"
DEGREE OF CURVE - CHORD
18"59'36"
4000229"
CHORD DIRECTION
S09"28'59"E
S73030'38"E
TANGENT
100.00
150.00
RADIUS
303.05
146-05
ARC LENGTH
193.18
233.31
CHORD LENGTH
189.93
209.28
ITEM
CIO
L1I
C12
L13
CONTROL POINT
PC
RADIUS
PI
PT
PC
RADIUS
PI
PT
PC
STATION
23+44.61
N/A
24+94.61
25+82.91
26+31.19
N/A
27+81 . 19
29+23.37
31+58.04
DIRECTION
S 31 "05'35" E
S 0005129" W
DISTANCE
48,28
234.67
DEFLECTION ANGLE
88010'58"
31057'04"
DELTA ANGLE
88010'58"
31057'04"
DEGREE OF CURVE - CHORD
37040'47"
10"57'07"
CHORD DIRECTION
S7501 1'04"E
S15007'03"E
TANGENT
150.00
150.00
RADIUS
154.83
523.96
ARC LENGTH
23&30
292A9
CHORD LENGTH
215.47
.288,41
ITEM
C14
L15
C16
L17
CONTROL POINT
RADIUS
P1
FIT
PC
RADIUS
PI
PT
PC
RADIUS
STATION
N/A
33+58.04
35+36.79
38+95.37
N/A
41+95.37
44+70.98
48+85.76
N/A
DIRECTION
S 44038'47" E
S 84"30'0 1 E
DISTANCE
358.58
414.78
DEFLECTION ANGLE
4503016"
39051'14"
DELTA ANGLE
45"30'16"
3905114"
53"02'52"
DEGREE OF CURVE - CHORD
1200211 "
06055'41 "
11 027'27"
CHORD DIRECTION
S21053'39"E
S64"34'24"E
S57058'35"E
TANGENT
200.00
300.00
250.00
RADIUS
476.89
827.53
500-90
ARC LENGTH
378.75
575.61
76
463.,
CHORD LENGTH 1368.8-7
1564.08
1447.37
ITEM
C18
L19
C20
L21
C22
CONTROL POINT
PI
PT
PC
RADIUS
PI
PT
PC
RADIUS
PI
STATION
51+35.76
53+49.53
53+55.69
1 /A
55+55.69
57+2734
57+76.08
N/A
59+76.08
DIRECTION
S 3102710" E
S 83"55'08" E
DISTANCE
6.17
48,74
DEFLECTION ANGLE
53"02'52"
52027'59"
72043'31
DELTA ANGLE
52"27'59"
72043'31
DEGREE OF CURVE - CHORD
i 14"09'11 "
21012'47"
CHORD DIRECTION
S57041'09"E
S47033'23"E
TANGENT
200-00
200.00
RADIUS
405.86
271.64
ARC LENGTH
371.65
344.80
CHORD LENGTH
358.80
322,11
ITEM
L23
C24
L25
C26
L27
CONTROL POINT
PT
PC
RADIUS
PI
PT
PC
RADIUS
PI
PT
STATION
61+20.88
62+10.94
N/A
63+60.94
64+90.83
65+05.10
N/A
66+55.10
67+71.41
DIRECTION
S, 11 011'38" E
S 62014'05" E
S 03032'00" W
DISTANCE
90.07
14.26
1.22
DEFLECTION ANGLE
5100227"
65046'06"
DELTA ANGLE
51 "02'27"
65046'06"
DEGREE OF CURVE - CHORD
18018'49"
24053'28"
CHORD DIRECTION
S36042'51 "E
S29021'02"E
TANGENT
150.00
150.00
RADIUS
314.19
232.01
ARC LENGTH
279.89
266.31
CHORD LENGTH
270.73
251-93
Ditch
Existing Grade {typ} --*-4 ft
a
NOT TO SCALE
in
0 - 0 0 0 0-0-0-0
0000000000000000
0 0 0 0 0 0 0 0 C
0-0 0 no()00000000 -- 20
Note - Apply prime coat
corer subbase ,
20 ft - ------------ 0-
Shoulder 18 ft, -- - ----------- am- Shoulder Ditch
7 ft 7 ft
Point of Finished Grade
208%-
1 12:1
Shoulder
7 ft
Existing Grade (tyP)."//-`11"
Right of May
4: -
18ft -
Point of Finished Grade
Shoulder
- 7 ft -
:E
12:1
1 1
220 East High Street
Charlottesville - Vrglt7ic
22902 .(434J 295a7131
Job Number: 04-60
Vineyard Estates, LLC.
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
TYPICAL
ROADWAY
SECTIONS
Job Number:
04-60
w
Qj
�j FKA NK P. Cox J9.
CEK 77FICA rE NO.
ya 771,9
LSS / ON A I, -'�\-4'
Date:
April 30,2004
Revision:
August 13,2004
North: (9
Scale:
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22902 - (434) 29S - 7131
Job Number: 04-60
Owner/Developer:
Vineyard Estates, LLC.
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
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THE COX C(]�/IPANY
Planners -Landscape Architects
Civil Engineers ^ Urban Designers
20Ebnt High Street
Charlottesville
J10bNumbec0460
Owoer/De\relqper:
Vineyard Estates, LLC.
1OQGrand CruRoad
Charlottesville, VA 22902
k434\977-3895
GRADING
PLAN
110
See, 5heet5.2
»
THE COX C(]�/IPANY
Planners -Landscape Architects
Civil Engineers ^ Urban Designers
20Ebnt High Street
Charlottesville
J10bNumbec0460
Owoer/De\relqper:
Vineyard Estates, LLC.
1OQGrand CruRoad
Charlottesville, VA 22902
k434\977-3895
GRADING
PLAN
110
See, 5heet5.2
Planners -Landscape Architects
Civil Engineers - Urban Designers
220 East High Street
Charlottesville o Virginia
22902 .(434) 295.7131
Job Number.- 04-60
Vineyard Estates, LLC
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
Job Number:
04-60
FRANK D. COX, JR.
CFR 7-IFICA JrF NO.
rsS
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October 8, 2004
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Planners -Landscape Architects
Civil Engineers - Urban Designers
220 East High Street
Charlottesville - Virginio
22902 - f434) 29,5.7131
-lob Number: 04-60
Vineyard Estates, LLC.
100 Grand Cm Road
Charlottesville, VA 22902
(434) 977 - 3895
job Number:
04-60
H 0,
FKANKO, COX Jk.
CFR77FICA 7E NO,
7719
SS , N A
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220 East Nigh Street
Charlottesville - Virginia
22902 - (434) 29S- 7737
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Vineyard Estates, LLC.
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
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220 East High Street
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22902 � f434J 295- 7131
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Owner/ Developer:
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100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
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Planners -Landscape Architects
Civil Engineers - Urban Designers
220 East High Street
Charlottesville - Virginia
22902.(434) 295a7131
Job Number.- 04-60
Vineyard Estates, LLC.
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
Job Number:
04-60
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THE COX COMPANY
Planners - Landscape Architects
CIA Engineers - Urban Designers
220 East High Street
CharYoffes-ville � Virginia
22902 - (434) 29S - 7131
Job Number: 04-60
Vineyard Estates, LLC.
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
STORM
DRAIN
Job Number:
04-60
V� H OP
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CER77FICA 7-E NO,
7799
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April 30,2004
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W&W,
Planners - Landscape Architects
Civil Engineers -Urban Designers
220 Fast High Street
Charlottesville - Virginia
22902 - (434) 29S- 7131
Job Number-: 04-60
Vineyard Estates, LLC.
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
Job Number:
04-60
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CULVERT INLET PROTECTION
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DRAINAGE DIVIDES
1.1 In subdivision development, temporary sediment basins/traps must remain in place until 80% of
hp.mes within the drainage area to the basins/traps are complete and the disturbed areas
stabilized. The removal/conversion of basins/traps may occur when the Erosion & Sedirnent
Control Administrator has determined that they are no longer required for the protection of
adjoining or downstream properties,
2. Inspection of proposed BMP's must be conducted at two phases of the construction - "rough
grading" and "final conformance." County staff, the developer or his/her representative, and the
developer's engineer should be present at this inspection; the developer or his/her representative
is reponsible for notifying the parties suggested to attend.
3. All entrances except for the approved construction entrance shall be blocked in such a manner
as to prevent access to the site.
4. The developer shall reserve the right to install, maintain, remove and stabilize all erosion control
measures required by this plan regardless of the sale of any lot.
5. Additional stock pile and storage areas shall be coordinated with the erosion and sediment
control program authority prior to land disturbance in the corresponding drainage areas.
Thi,rs; Sheet for Key Only
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THE COX COMPANY
Planners -Landscape Architects
Civil Engineers - Urban Designers
220 East High Street
Charlottesville , Virginia
22902 - (434) 29507131
Job Number: 04-60
Owner/Developer.
Vineyard Estates, LLC.
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
Job Number:
04-60
op
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FkANK 0 Cox J9
CF9 r1F fCA rE NO,
7719
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Date:
April 30, 2004
Air IVAW M&
THE COX COMPANY
Planners -Landscape Architects
Civil Engineers - Urban Designers
220 East High Street
Charlottesville - Virginia
22902 -(434) 295.7137
Job Number., 04-60
Vineyard Estates, LLC.
100 Grand Crux Road
Charlottesville, VA 22902
(434) 977 - 3895
Job Number:
04-60
H Op -
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FgANK,9. COX J9,
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1. In subdivision development, temporary sediment basins/traps must remain in place until 80% of
homes within the drainage area to the basins/traps are complete and the disturbed areas
stabilized. The removal/conversion of basins/traps may occur when the Erosion & Sediment
Control Administrator has determined that they are no longer required for the protection of
adjoining or downstream properties.
2. Inspection of proposed BMP's must be conducted at two phases of the construction - "rough
grading" and "final conformance." County staff, the developer or his/her representative, and the
developer's engineer should be present at this inspection; the developer or his/her representative
is reponsible for notifying the parties suggested to attend.
3. All entrances except for the approved construction entrance shall be blocked in such a manner
as to prevent access to the site.
4. The developer shall reserve the right to install, maintain, remove and stabilize all erosion control
measures required by this plan regardless of the sale of any lot.
5. Additional stock pile and storage areas shall be coordinated with the erosion and sediment
control program authority prior to land disturbance in the corresponding drainage areas.
THE COX COMPANY
Planners -Landscape Architects
Civil Engineers - Urbcn Designers
220 East High Street
Charlottesville - Virg#710
22902.(434) 295-7137
-lob Number, 04-60
Owner/ Developer:
Vineyard Estates, LLC.
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
IS Job Nurnber:
04-60
�/b A' ILevel read X 560. 8 I. ...... 00 LO co tn h ck Cla� t6, be converted IFRA NK 9 COX Jk
vel 81preadar after culvert CER 77FICA rE NO,
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0_� I.. ....... ------------- -54 ------Sedim6nt Tr6p /* D in m Jr ..... bb 30f X,�4 Date:
I+ IApril 30,2004
.......... . DRAINAG 2jCP TORM I____ EASEMENT DEWCATED Z Revision:
IPtf6LIQ/USE,/ August 13 2004
0 2004
'SiORM QRAIN GE October 8, 2004
/T -MEN Q`EDI`C T6," ZEZE
TO PUB�I U�E[ I-_----- III
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Z Scale:
I 50'
Sheet No.:
7.2
See, 5heet 7Z
See Sheet '72
Planners -Landscape Architects
Civil Engineers - Urban Designers
220 East High Street
Charlottesville - Virginia
22902 - (434) 295.7131
Job Number: 04-60
Vineyard Estates, LLC
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
EROSION &
SEDIMENT
CONTROL PLAN'
job Number:
04-60
7
FKANX 0 COX _X
CER 77FICA rE No, Jae
7719
Date:
April 30,2004
Scale:
ill = 50'
Sheet No.:
7.3
Meadow Estates Subdivision
Erosion and Sediment Control: Final Subdivision Plat
The County of Albemarle, Virginia
PROJECT DESCRIPTION
The scope of this E&S narrative and plan is for the purpose of developing soil in
preparation for developing internal roads to access the Meadow Estates: Planned
Residential Community.
A total of approximately 28 acres will be disturbed during construction.
EXISTING SITE CONDITIONS
The subject property front Carters Mountain Road and encompasses 139.3 acres, with
133.5 acres being proposed for residential lots and the balance will be right of way.
There are approximately 14.6 acres of critical slopes on the site. The topography is
roiling with elevations ranging from about 420 to about 643 feet above mean sea level.
The majority of the site is wooded and there are several intermittent unnamed streams
on the property.
ADJACENT AREAS
The 5600 feet of the road navigate through the property. The proposed new Terroir
Road will intersect at the western border of the site onto Carters Mountain Road. The
northern, southern and eastern boundaries abut to rural/agricultural properties.
OFF -SITE AREAS
All land disturbing activities shall occur on -site and within the limits of project shown on
the plans. At this point, no off -site borrow, waste or grading activity will occur.
SOILS
This site is located in a geologic area referred to as the Piedmont Physiographic
Province. The soils in this geologic area are weathered from the underlying
metamorphic bedrock. The naturally occurring soils at this site were found to be
moderately to highly (plastic silts weathered from the Catoctin formation which consists
of basic lava flows, schist, and gneiss composed of chlorite, plagioclase, amphiobole,
and epidote. The soils observed here appear to be weathered from metamorphosed
sedimentary soils such as phyllite and schist.
The map units on the detailed soil map depicted on the Erosion and Sediment Control
Plan, represent the soils in the survey area. The map unit descriptions, along with the
soil maps, can be used to determine the suitability and potential of a soil for specific
uses, and, precautionary erosion and sedimentation control measures which must be
adhered to. They also can be used to plan for the management needed for those uses.
The profile of the soil classifications follows:
Catoctin, Silt Loam (12C): This moderately deep, strongly sloping (7-15%) soil is well
drained on side slopes and narrow convex ridge tops. Usually, the surface layer is dark
final grade but will remain dormant (undisturbed) for longer than 30 days. Permanent
stabilization shall be applied to areas that are to be left dormant for more than one year.
During construction of the project, soil stockpiles shall be stabilized or protected with
sediment trapping measures. The applicant is responsible for temporary protection and
permanent stabilization of all soil stockpiles on site as well as soil intentionally
transported from the project site.
Soil stabilization refers to measures that protect soil from the erosive forces of raindrop
impact and flowing water. Applicable practices include vegetative establishment,
mulching, and the early application of gravel base on areas to be stone. Soil
stabilization measures should be selected to be appropriate for the time of the year, site
conditions, and estimated duration of use.
A permanent vegetative cover shall be established on denuded areas not otherwise
permanently stabilized. Permanent vegetation shall not be considered established until
ground cover is achieved that, in the opinion of the local program administrator or his
designated agent, is uniform, mature enough to survive and will inhibit erosion.
The construction entrance and all sediment control structures within the corresponding
drainage areas shall be installed first and made functional prior to any land disturbing
activity in those corresponding drainage areas.
Sediment filters and 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.
Stabilization measures shall be applied to earthen structures such as dams, dikes and
diversions immediately after installation.
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 ,3tabilizing measures until the
problem is corrected.
When work in a live watercourse is performed, precautions shall be taken to minimize
encroachment, control sediment transport and stabilize work area to the greatest extent
possible during construction. Non -erodible material shall be used for the construction of
causeways and cofferdams. Earthen fill may be used for these structures if armored by
non -erodible cover materials.
When a live watercourse must be crossed by construction vehicles more than twice in
any six-month period„ a temporary stream crossing constructed of non -erodible material
shall be provided.
All applicable federal, state, and local regulations pertaining to working in or crossing
live watercourses shall be met.
The bed and banks of a watercourse shall be stabilized immediately after work in the
watercourse is completed.
inch. Maintain clear of shrubs and trees.
Apply water with a fine spray immediately after each am-9 has been mulched. Saturate
to six (6) inches of soil.
MAINTENANCE
All erosion and sediment control measures must be maintained and repaired
immediately to insure continued performance of their intended functions as stated in the
Virginia Erosion & Sediment Control Handbook, Thim Edition 1992. In general, all
erosion and sediment control measures will be checked daily and after each significant
rainfall event. The following items will be checked in particular:
a. Should sediment basins or traps be required, they will be cleaned and
maintained according to the VESCH.
b. All gravel outlets will be checked regularly for sediment buildup that will
prevent drainage. If the gravel is clogged by sediment, it shall be removed
and cleaned or replaced.
C. All silt ifence barriers will be checked regularly for undermining or
deterioration of the fabric and repaired as required. Sediment shall be
removed after each storm event and when the level of sediment deposition
reaches lhalf way to the top of barrier.
d. All seeded areas will be checked regularly to see that a good stand is
maintained. Areas should be fertilized and reseeded as needed.
DISPOSITION OF TEMPORARY MEASURES
All temporary erosion and sediment control measures, including the temporary sediment
basins, shall be removed within 30 days after final site stabilization is achieved or after
the temporary measures are no longer needed, unless otherwise authorized by the local
program administrator. Trapped sediment and other disturbed soil areas resulting from
the disposition of temporary measures shall be permanently stabilized to prevent further
erosion and sedimentation.
STORMWATER MANAGEMENT
A waiver of stormwater detention requirements is requested for this project. The runoff
from culverts will increase the velocity of the runoff in some instances, but will dissipated
by utilizing outlet protection in the form of riprap. Erosion control stone placed at the
end of these outfalls will protect the channels and decrease the flow velocity. To
address Best Management Practices, a riparian easement of a minimum 100-foot width
will be placed along the intermittent stream in the southern portion of the property and
three additional stream buffers are proposed along other intermittent streams.
brown and dark yellowish brown silt loam about five (5) inches thick. The subsoil is
strong brown, extremely channery silt loam containing pockets of reddish brown silty
clay loam and is about thirteen (13) inches thick. The substratum below a depth of
eighteen (18) inches is yellowish brown, extremely channery silt loam. Permeability is
moderately rapid, and available water capacity is very low. Surface runoff is rapid. The
hazard of erosion is severe. The subsoil has love shrink -swell potential. Depth to
bedrock is twenty (20) to forty (40) inches.
Catoctin, Silt Loam (12D): This moderately deep, moderately steep (15-25%) soil is
well drained on side slopes. Usually, the surface layer is (dark brown and dark yellowish
brown silt loam about five (5) inches thick. The subsoil is strong brown, extremely
channery silt loam containing pockets of reddish brown silty clay loam and is about
thirteen (13) inches thick. The substratum below a depth of eighteen (18) inches is
yellowish brown, extremely channery silt loam. Permeability is moderately rapid, and
available water capacity is very low. Surface runoff is rapid. The hazard of erosion is
severe. The subsoil has low shrink -swell potential. Depth to bedrock is twenty (20) to
forty (40) inches.
Chewacia, Silt Loam (16). This deep, nearly level somewhat poorly drained soil is on
floodplains along drainage ways in the Piedmont area. Usually, the surface layer is dark
brown silt loam about eight (8) inches thick. The subsoil its typically fifty-two (52) inches
thick. The upper twenty-six (26) inches of subsoil is mostly pale brown and light
yellowish brown silt loam and silty clay loam and has lighlt gray mottles. The lower part
of the subsoil is generally light brownish gray and yellowish brown silty clay loam and
silt loam. Permeability is moderate, and available water capacity is high. Surface runoff
is slow. The hazard of erosion is slight. The substratum has low shrink -swell potential.
Low strength and excess fines limit use of this soil as a source of roadfiil.
Davidson Clay Loam (2313): This deep, gently sloping i(2-7%), well drained soil is on
narrow to broad convex ridge tops of Piedmont uplands. Typically, the surface layer of
this soil is dark reddish brown clay loam about four (4) inches thick. The subsoil is
mostly dark red clay about eighty-four (84) inches thick. The substratum is multicolored
red, strong brown and yellowish brown greenstone saprolite that crushes to silty clay
loam at a depth of 105 inches. Permeability and available water capacity are moderate.
Surface runoff is medium. The hazard of erosion is moderate. The subsoil has low
shrink -swell potential. Bedrock is generally at a depth of more than five (5) feet.
Lignum Silt Loam (4613): This deep, gently sloping (2--7`0/.), moderately well drained to
somewhat poorly drained soil is on is in depressions, on foot slopes, and along small
drainage ways. Typically, the surface layer of this soil is very pale brown silt loam about
nine (9) inches thick. The subsoil is brownish yellow silty clay loam with light gray
mottles and is about twenty-nine (29) inches thick. The substratum is yellow, brown,
gray and black strongly weathered schist that crushes easily to silt. Permeability is
moderately slow to slow, and available water capacity is moderate. Runoff is medium.
The hazard of erosion is moderate. The subsoil has moderate shrink -swell potential.
Bedrock is generally at a depth of more than forty (40) inches.
Manteo Channery Silt Loam (51 B): This shallow, gently sloping (2-7%), somewhat
excessively drained soil is on weakly convex ridgetops. Typically, the surface layer of
this soil is very dark grayish brown and brown channery silt loam about six (6) inches
Where construction vehicle access routes intersect paved 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 public road surface, the road 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 matter. This provision
shall apply to individual subdivision lots as well as to larrger land -disturbing activities.
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 admiinistrator. Trapped sediment and
the disturbed soil areas resulting from the disposition of temporary measures shall be
permanently stabilized to prevent further erosion and sedimentation.
The following structural practices will be implemented according to the requirements set
forth by the Virginia Erosion and Sediment Control.
a) Construction Entrance (3.02)
A seventy (70) foot section shall be installed at the point of vehicular ingress and egress
on the construction site. This area shall be used for removing sediment from vehicles
exiting the site. Where sediment is transported onto a public road surface, the road
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 subdivision lots as well as larger land disturbing
activities. See note on plan related to the potential need for a power washer.
Specific Application: The construction entrance shall be the first measure to be installed
and shall be placed adjacent to Carters Mountain Road on the western border of the
,property per the plan.
1 Construction Road Stabilization (3.03)
Temporary stabilization with stone of access roads, subdivision streets, parking areas
and other traffic areas immediately after grading to reduce erosion caused by vehicles
during wet weather, and to prevent having to regrade permanent roadbeds between
initial grading and final stabilization.
Specific Application: Construction road stabilization shall be applied in areas which
require stabilization after preliminary and fine grading. These areas include but may not
be limited to the traveiway.
c). Silt Fence (3.05)
A temporary sediment barrier consisting of synthetic filter fabric stretched across and
attached to supporting posts and entrenched. Used Ito prevent sediment from leaving
the site. To decrease the velocity of sheet flows.
Specific Application: Silt fence will be used at the foot of the cut / fill slopes and where
EROSION ARID SEDIMENT CONTROL NOTES
Meadow Estates Subdivision
Erosion and Sediment Control: Finall Subdivision Plat
The County of Albemarle, Virginia
ES-1 Unless otherwise indicated, all vegetative and structural erosion and sediment
control practices will be constructed and maintained according to minimum
standards and specifications of the Virginia Erosion & Sediment Control
Handbook and Virginia Regulations VR 62,5-02-00 Erosion and Sediment
Control Regulations.
ES-2 The Albemarle County Department of Community Development (434-296-5832)
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.
ES-3 All erosion and sediment controls measures a.re to be placed prior to or as the
first step in clearing.
ES-4 A copy of the approved erosion and sediment; control plan shall be maintained
on -site at all times.
ES-5 Prior to commencing land disturbing activities in the areas other than indicated
on the 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 Albemarle County Department of Community
Development.
ES-6 The contractor is responsible for installation ,of any additional erosion control
measures necessary to prevent erosion and sedimentation as determined by the
Albemarle County Department of Community Development.
ES-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.
ES-8 During dewatering operations, water will be pumped into an approved filtering
device.
ES-9 The contractor shall inspect all erosion control measures periodically and after
each runoff -producing rainfall event. Any necessary repairs of cleanup to
maintain the effectiveness of the erosion control devices shall be made
immediately.
thick. The subsoil is yellowish brown, friable, very channery silt loam about eight (8)
inches thick. The substratum is brownish yellow extremely channery loam to about four
(4) inches. Permeability is moderately rapid, and available water capacity is very low.
Runoff is medium. The hazard of erosion is moderate. The subsoil has low shrink -swell
potential. Bedrock is generally at a depth of eighteen (1 8) inches or more.
Manteo Channery Silt Loam (51C): This shallow, strongly sloping (7-15%), somewhat
excessively drained soil is on side slopes. Typically, the surface layer of this soil is very
dark grayish brown and brown channery silt loam about six (6) inches thick. The subsoil
is yellowish brown, friable, very channery silt loam about eight (8) inches thick. The
substratum is brownish yellow extremely channery loam to about four (4) inches.
Permeability is moderately rapid, and available water capacity is very low. Runoff is
medium. The hazard of erosion is moderate. The subsoil has low shrink -swell
potential. Bedrock is generally at a depth of eighteen (18) inches or more.
Manteo Channery Silt Loam (51 D): This shallow, moderately steep (15-25%),
somewhat excessively drained soil is on side slopes. Typically, the surface layer of this
soil is very dark grayish brown and brown channery silt loam about six (6) inches thick.
The subsoil is yellowish brown, friable, very channery silt loam about eight (8) inches
thick. The substratum is brownish yellow extremely channery loam to about four (4)
inches. Permeability is moderately rapid, and available water capacity is very low.
Runoff is medium. The hazard of erosion is moderate. The subsoil has low shrink -swell
potential. Bedrock is generally at a depth of eighteen (18) inches or more.
Myersville Silt Loam (5813): This deep, gently sloping (2-7%), well -drained soil is on
narrow, weakly convex ridgetops. Typically, the surface layer of this soil is dark brown
and brown silt loam about seven (7) inches thick. The subsoil is mostly yellowish red
silty clay loam and silt loam about twenty-nine (29) inches thick. The substratum is
mostly weathered greenstone that crushes to silt loam, in shades of brown, yellow, red
and black to at least sixty-five (65) inches. Permeability and available water capacity
are moderate. Runoff is medium. The hazard of erosion is moderate. The subsoil has
low shrink -swell potential. Bedrock is generally at a depth of more than five (5) feet.
Myersville Silt Loam (58C): This deep, strongly sloping (7-15%), well -drained soil is
on narrow, convex ridgetops and side slopes. Typically, the surface layer of this soil is
dark brown and brown silt loam about seven (7) inches thick. The subsoil is mostly
yellowish red silty clay loam and silt loam about twenty-nine (29) inches thick. The
substratum is mostly weathered greenstone that crushes to silt loam, in shades of
brown, yellow, red and black to at least sixty-five (65) inches. Permeability and
available water capacity are moderate. Runoff is medium. The hazard of erosion is
moderate. The subsoil has low shrink -swell potential. Bedrock is generally at a depth
of more than five (5) feet.
Myersville Silt .Loam (58D): This deep, moderately steep (15-25%), well -drained soil is
on convex side slopes. Typically, the surface layer of this soil is dark brown and brown
silt loam about seven (7) inches thick. The subsoil is mostly yellowish red silty clay
loam and rilt loam about twenty-nine (29) inches thick. The substratum is mostly
weathered cj(,aenstone that crushes to silt loam, in shades of brown, yellow, red and
black to at least sixty-five (65) inches. Permeability and available water capacity are
indicated on the plan.
dL Temporary Diversion Dike (3.09) and Diversion Ditch (3.12)
A temporary ridge of compacted soil or a ditch constructed at the top or base of a
sloping disturbed area. Used to divert sediment -laden runoff from a disturbed area to a
stabilized outlet.
Specific Application: Diversion Dikes and Ditches will be used to divert runoff away from
the disturbed areas of construction.
e). Temporary Cleanwater Diversion Dike (modified 3.0>9
Similar to a temporary diversion dike, the clean water diversion is a temporary ridge of
compacted soil forming a ditch constructed at the top of a sloping disturbed area. The
ditch shall be lined with a water-resistant filter fabric to protect the wetted perimeter from
erosion. A riprap level spreader is placed at the outfall point for energy dissipation.
Used to divert clean water runoff from an undisturbed upslope area away from an area
that will be disturbed.
Specific Avolioation: Cleanwater Diversion Dikes will be used to divert clean water away
from several cut and fill areas of construction for the roadway.
1. Temporary Sediment Trap (3.13)
A temporary pending area formed by constructing an earthen embankment with a stone
outlet. It is used to detain sediment -laden runoff from drainage areas less than three
acres for enough time to allow most of the sediment solids to settle out. It can be
constructed only where there is sufficient space and appropriate topography. Maximum
effective life is 18 months.
Specific Application: Sediment traps will be used to detain runoff on the site at the foot
of the fill and out slopes.
g).. Outlet Protection (3.18)
Structurally lined aprons or other acceptable energy dissipating devices placed at the
cutlets of pips s or paved channel sections. To prevent scour at stormwater outlets and
minimize downstream erosion.
Specific Application: This form of protection shall be performed on all culvert outlets by
using riprap.
h). Surface Roughening (3.29)
This erosion and sedimentation control measure involves creating horizontal
depressions on slopes or leaving slopes in a roughened condition by not fine -grading
them. This is done to aid in the establishment of vegetative cover or seed, to reduce
runoff velocity and increase infiltration, and to reduce erosion and provide for sediment
trapping.
moderate. Runoff is medium. The hazard of erosion is moderate. The subsoil has low
shrink -swell potential. Bedrock is generally at a depth of more than five (5) feet.
Nason Silt Loam (62B): This deep, gently sloping (2-7%), well -drained soil is on
convex ridgetops. Typically, the surface layer of this soil is grayish brown and yellowish
brown silt loam about eight (8) inches thick. The subsoil is mostly yellowish red and
strong brown silty clay loam and silty clay about thirty-one (31) inches thick. The
substratum is mostly strong brown, yellowish brown, red channery silt loam to a depth of
fifty (50) inches. Permeability and available water capacity are moderate. Runoff is
medium. The hazard of erosion is moderate. The subsoil has moderate shrink -swell
potential. Bedrock is generally rippable at a depth of forty -to -sixty or more (40-60+)
inches.
Nason Silt Loam (62C): This deep, strongly sloping (7-15%), well -drained soil is on
convex ridgetops, the points of ridges and narrow convex side slopes. Typically, the
surface layer of this soil is grayish brown and yellowish brown silt loam about eight (8)
inches thick. The subsoil is mostly yellowish red and strong brown silty clay loam and
silty clay about thirty-one (31) inches thick. The substratum is mostly strong brown,
yellowish brown, red channery silt loam to a depth of fifty (50) inches. Permeability and
available water capacity are moderate. Runoff is medium. The hazard of erosion is
moderate. The subsoil has moderate shrink -swell potential. Bedrock is generally
rippable at a depth of forty -to -sixty or more (40-60+) inches.
Rabun Clay Loam (71 B): This deep, gently sloping (2-7%) soil is well drained.
Usually, the surface layer is dark reddish -brown clay loam about six (6) inches thick.
The subsoil is mostly dark red clay about forty-two (42) inches thick. The substratum
below a depth of sixty (60) inches is mostly silty clay loam. Permeability is moderate,
and available water capacity is moderate. Surface runoff is medium. The hazard of
erosion is moderate. The subsoil has low shrink -swell potential. Depth to bedrock is
generally greater than five (5) feet.
Rabun Clay Loam (71 C): This deep, strongly sloping (7-15%) soil is well drained soil
on narrow convex ridge tops and on narrow convex side slopes. Usually, the surface
layer is dark reddish -brown clay loam about six (6) inches thick. The subsoil is mostly
dark red clay about forty-two (42) inches thick. The substratum below a depth of sixty
(60) inches is mostly silty clay loam. Permeability is moderate, and available water
capacity is moderate. Surface runoff is rapid. The hazard of erosion is severe. The
subsoil has low shrink -swell potential. Depth to bedrock is generally greater than five
(5) feet.
Rabun Clay Loam (71 D): This deep, moderately steep (15-25%) soil is well drained
soil on convex side slopes. Usually, the surface layer is dark reddish -brown clay loam
about six (6) inches thick. The subsoil is mostly dark red clay about forty-two (42)
inches thick. The substratum below a depth of sixty (60) inches is mostly red silty clay
loam. Permeability is moderate, and available water capacity is moderate. Surface
runoff is rapid. The hazard of erosion is severe. The subsoil has low shrink -swell
potential. Depth to bedrock is generally greater than five (5) feet.
Rabun Clay (7263): This deep, gently sloping (2-7%) soil is well -drained soil on narrow
to broad convex ridge tops. Typically, the surface layer is dark red clay loam about four
Specific Application: This form of protection shall be performed on all slopes 3:1 or
greater as shown on the accompanying E&S Plan. Slopes less steep than 3:1 should
have the soil lightly roughened and loose to a depth of 2-4" prior to seeding.
j Temporary Seeding (3.31)
The establishment of a temporary vegetative cover on disturbed areas by seeding with
appropriate rapidly growing annual plants. This protects slopes exposed during
construction until permanent vegetative cover can be established. Temporary seeding
will apply to all areas on the site that will not be brought to final grade for periods of
thirty (30) days to one year. Selection of the appropriate seed mixture depends upon
the time of year it is to be applied (See schedule on E&S details sheet.)
Specific Application: Temporary seeding shall be applied to all denuded areas prior to
permanent stabilization in the form of either hardscape or permanent seeding.
Temporary seeding shall be used on all fill slopes and diversions.
j). Permanent Seeding (3.32)
Establishment of perennial vegetative cover by planting seed on rough -graded areas
that will not be brought to final grade for a year or more or where permanent, long-lived
vegetative cover is needed on fine -graded areas.
Specific Application: Permanent seeding will be applied to all portions of disturbed area.
Soil stabilization Blankets & Matting (3.36)
Stabilizing disturbed,_areas of a steep, slope, channel, or a shoreline by applying
protective covering on a..prepared area. The matting will protect the young vegetation
and promote `its establishment while increasing the permissible velocity of turf grass
stands.
Specific Application: Where the indicated on the plan.
i). Tree Protection (3.38)
Protection of desirable trees from mechanical and other injury during land disturbing
and construction activity.
Specific Application: Tree protection shall be applied around specimen trees indicated
to be preserved by the Developer.
Dust Control 3.39)
Reducing surface air movement of dust during land disturbances, demolition or
construction activities in areas subject to dust problems in order to prevent soil loss and
reduce the presence of potentially harmful airborne substance.
Specific Application: Dust control shall be applied as necessary.
(4) inches thick. The subsoil is mostly dark red clay about thirty-six (36) inches thick.
The substratum below a depth of sixty (60) inches is mostly red silty clay loam.
Permeability its moderate, and available water capacity is moderate. Surface runoff is
rapid. The hazard of erosion is severe. The subsoil has low shrink -swell potential.
Depth to bedrock is generally greater than five (5) feet.
Rabun Clay (72C3): This deep, strongly sloping (7-15%) soil is well -drained soil on
narrow convex ridge tops and on narrow convex side slopes. Typically, the surface
layer is dark red clay loam about four (4) inches thick. The subsoil is mostly dark red
clay about thirty-six (36) inches thick. "The substratum below a depth of sixty (60) inches
is mostly red silty clay loam. Permeability is moderate, and available water capacity is
moderate. Surface runoff is rapid. The hazard of erosion is severe. The subsoil has
low shrink -swell potential. Depth to bedrock is generally greater than five (5) feet.
Rabun Clay (72D3): This deep, moderately steep (15-25%) soil is well -drained soil is
on side slopes. Typically, the surface layer is dark red clay loam about four (4) inches
thick. The subsoil is mostly dark red clay about thirty-six (36) inches thick. The
substratum below a depth of sixty (60) inches is mostly red silty clay loam. Permeability
is moderate, and available water capacity is moderate. Surface runoff is rapid. The
hazard of erosion is severe. The subsoil has low shrink -swell potential. Depth to
bedrock is generally greater than five (5) feet.
Starr Silt Loam (7913): This deep, gently sloping (2-7%), well drained soil is on foot
slopes, in depressions, and along small drainage ways. Typically, the surface layer of
this soil is reddish brown silt loam about eighteen (18) inches thick. The subsoil is
mostly reddish brown silty clay loam about thirty-five (35) inches thick. The substratum
is reddish brown loam to a depth of sixty (60) inches. Permeability is moderate, and
available water capacity is moderate. Surface runoff is medium with moderate erosion
hazard. Subsoil has moderate shrink -swell potential. Bedrock is generally at a depth of
more that six (6) feet.
CRITICAL AREAS
There are several critical areas on the site. These include: one intermittent stream
crossing, minimal wetlands crossing and several areas of steep slopes greater than 4:1.
The wetlands and steep slopes were impacted only where they could not be avoided.
Several areas along intermittent streams will be placed into either a riparian easement
or stream buffers to address BMP considerations. In addition, all clean water diversions
are critical erosion control measures that must be installed as indicated on the plan.
EROSION AND SEDIMENT CONTROL MEASURES
The contractor shall provide, construct and maintain erosion and sediment control
measures on the site, in accordance with the Virginia Department of Transportation and
the County of Albemarle erosion and sediment control measures (refer to the Erosion
and Sediment Control Plan sheet). All vegetative and structural erosion and sediment
control practices shall be constructed and maintained according to minimum standards
and specifications of the Virginia Erosion and Sediment Control Handbook.
Permanent or temporary soil stabilization shall be applied to denuded areas within
seven (7) days after final grade is reached on any portion of the site. Temporary soil
stabilization shall be applied within seven (7) days to denuded areas that may not be at
PERMANENT STABILIZATION
All areas disturbed by construction will be stabilized with permanent seeding
immediately following finish grading. All seeds will be approved by the "Virginia Crop
Improvement Association," Blacksburg Virginia. Seeding will be done with the following:
Two (2) parts Kentucky Bluegrass (Poa pratensis), by weight; minimum 98% purity and
90% germination; maximum 1 % weed seed.
Three (3) parts perennial Ryegrass (Labium perrene) by weight; minimum 85% purity
and 90% germination; maximum 1 % weed seed.
Fifteen (15) parts Falcon Fescue (Festuca arundinacae); minimum 98% purity and 90%
germination; maximum 1 % weed seed.
Permanently seeded areas shall be protected during establishment.
Mulch shall consist of oat or wheat straw, free from weeds, foreign matter detrimental to
plant life, and dry. Hay or chopped cornstalks will not be permitted.
Mulch and/or lime shall be applied at a rate of two (2) tons per acre.
Specifications for fertilizer are FS 0-F-241C, Type 1, solid form; Grade A or B;
recommended for grass, with one hundred (100) percent of the elements derived from
organic sources of the following properties:
a) Nitrogen 12.0 %
b) Phosphoric Acid 8.0%
c) .Soluble Potash 8.0%
With at least fifty (50) percent of the nitrogen from a non -water soluble organic source.
The following measures shall be incorporated during fertilization:
Apply fertilizer at a rate of 1000 lbs./acre.
Apply after smooth raking of topsoil.
Do not apply fertilizer at same time or with same machine as will be used to apply seed.
Till fertilizer into upper two (2) inches of topsoil.
Lightly water dry topsoil to depth of six (6) inches at least forty-eight (48) hours prior to
seeding to obtain a loose friable seed bed and to aid in the dissipation of fertilizer,
The following rates and practices will be adhered to for all seeding that occurs on -site;
Apply seed a rate of 6-lbs.11000 sq. ft, evenly at right angles with a spreader or seeding
machine. Rake in lightly, covering seed to depth of 118 inch.
Do not seed area in excess of that which can be mulched on same day,
. Do not sow immediately following rain, when ground is too dry, or during windy periods.
Roll seeded area with roller not exceeding 112 lbs.
Immediately following seeding and compacting apply mulch to a thickness of one (1)
—®
THE COX COMPANY
Planners -Landscape Architects
Civil Engineers ® Urban Designers
220 East High Street
Charlottesville e Virginia
22902.(434J 295.7131
Job Number. 04-60
Vineyard Estates, L,L,C.
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
Job Number:
04-60
. r,��\- -�H OF _71N,
,r,-,,,�\<-�
-
a FRANK D. COX, J9. �
-� CE9TIFICA7-E NO, a,,
771.9 w
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ASS/dNAL E"C
April 30,2004
,f
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North: (9
1, 7 P IF TI IUCAL V1jPE----SHAP_1_E1nj DI-IJ-11-Ti
10%
SETTLEMENT
0.3'
DESIGN
FREE BOARD
FLOW DE H
�77
-------
LJ V NOT TO SCALE
'I"EMPORARY SEDIMENT TRAP
1, VARIABLE
ORIGINAL VARIABLE
GROUND 6 --------------
ELEV.
M
67 CU. YD./ACRE
J_f 1
<
>
6CY
7 CU. YD./ACRE 4' MAX.
(EXCAVATED) FILTER CLOTH
CLASS I RIPRAP
COARSE AGGREGATE
SEE PLATE 3.13-1
CROSS SECTION OF OUTLEII
LENGTH E
N
11
CLASS I RIPRAP I E
X D RA AGE A EA
N ACRE
-g
DIVERSION
DIKE
-3,
Vti
5 ------- --- -
IV(ER/CLOT
F�
COARSE AGGREGATE
EXCAVATED
AREA
COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5
I -LET (PERS-PECTIVE VIEW'
0 [.-)'-T L_
67 CU. YD./ACRE
<
y , CR
CU. D. A E M,
1EXCA'ATED, LOTH)
�ILNX'A'1'
Q I NOT TO SCALE
STION-EFF', CONSTRUCTION EN"J"RANCE
70' MIN. 5:1
073�1 EXISTING
6" MIN. A
V, PAVEMENT
31;��,�".
T _177!
FILTER CLOTH MOUNTABLE BERM
(OPTIONAL)
1 D'E---. E_ L VAT 10 1\1
EXIST! G GROUND
70' MIN.
MIN.
z
10, MIN.
EXISTING
PAVEMENT
C14
VDOT
#1 POSITIVE DRAIN 0' MIN.
COURSE AGGREGATE TO SEDIMENT gr
MUST EXTEND FULL WIDTH
TRAPPING DEVICE
OF INGRESS AND EGRESS
PLAN VIFW
OPERATION 3" MIN.
1 2' MIN. 3" MIN
FILTER CLOTH SEC ION A
TEMPO RAR'Y_ DIVERSION DIKE
W W 9 T FEAR N I TOM
MIN.
18
FLOW
Lj LI NOT TO SCALE
DRIP LINE
SNOW FENCE
A
*Will
CORRE(7 _1,_RUI1`-,,1K ARMORINC
�- _N CE TRIANGULAR BOARD FE".
ROCK CHECK DAM
2 ACRES OR LESS OF DRAINAGE AREA,
2-10 ACRES OF DRAINAE AREA:
(DOWN MM VIM
T/k B L E 3.31 - B
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
"QUICK REFERENCE FOR ALL REGIONS"
PLANTING DATES SPECIES RATE
September 1 - February 15 50/50 Mix of
Annual Ryegrass (Lolium multi-florum)
& 50-100 lb./ac.
Cereal "Winter" Rye (Secale cereale)
February 16 - April 30 Annual Ryegrass (Lolium multi-florum) 60-100 lb./ac.
MAay I -August 31 German Millet (Setaria italica) 50 lb,/ac.
NOT TO SCALE
Note:
Level spreader energy dissipator shall be installed at the ouffall end of the cleanwater diversion
dike. See detail #11 on sheet 9.0.
3' MIN.
IV
- ----- -
7 5;
X
. .... ..... ....
J 11
/� �1
COMPACTED I 3
. . . . . .... . . .
7
... . . .....II
HMO&= 001 171", "51111,
NOT TO SCALE
TITI
PIPLE�j OUTILET COND ONS
A A
•
19
La
0 %
S TIONI A -A FILTER CL07H KEY IN 6"1 RECOMMENDED FOR ENTIRE PERIIMETER
EC
3d 0 (MIN.)
U 7.
C1
SECTION A -A SPECIAL APPLICATION
APPLICATION
FILTER CLOTH 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 = 1.8 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT
LIDS THAN 6 INCHES.
FORMER LOCATION
OF FLOW BARRIER
SILT FENCE
*SEE PLATE. 3.25-2
FOR CROSS-SECTION
A -A
Lb LII
PLACE ]E
RI PRAP
AT
TRANSITION
EXISTING GROUND
FLOW BARRIER
ORIGINAL
STREAM
BED
FLOW BARRIER
�RIYWOODPRAP, , SANJERSEY DBAGS,
PL
BARRIERS OR SHEET
PILING)
PLACE RIPRAP
AT TRANSITION
EXISTING CROSSING (NOT SHOWN) TO REMAIN
IN PLACE FOR ACCESS ACROSS STREAM
UNTIL NEW CULVERT IS CONSTRUCTED
NOT TO SCALE
_UCTION OF A SILT FENCE CONSTR TJOU
I r_ T_ I'VIRE SUPPORT) IT _L
1. SET THE STAKES. 2. EXCAVATE A 4" X 4" TRENCH
UPSLOPE ALONG THE LINE
60 OF STAKES.
11 MAX.
Al
-�� � _'' ',_.,--- III � ( � ;
FLOW I - ---------
4"
A"
3. STAPLE FILTER MATERIAL
4. BACKFILL AND COMPACT
TO STAKES AND EXTEND
THE EXCAVATED SOIL.
IT INTO THE TRENCH.
Ai
2
j
FLOW
SHEET FLOW INSTALLATION -ji_
PER SPECTIVE VIEW 3' MAX
POINTS A SHOULD BE HIGHER THAN POINT B.
DRAINAGEWAY INSTALLATION
FRONT ELEVATION
EXISTING GROUND
6' MINIMUM OR WIDTH OF EXISTING STREAM WHICHEVER IS LESS
500 0 600 1000 1500
-17
Soils Map Overla
CONS1"EUCTION OF A SILT IF'ENICE
(WITH WIRE SUPPORT) 1 1
1. SET THE STAKES AND EXCAVATE 2. STAPLE WIRE FENCING TO THE
A 4" X 4" TRENCH UPSLOPE POSTS.
ALONG THE LINE OF STAKES.
10'
?max)
>4
<
An
ow 4 _J ill FL
3. ATTACH FILTER FABRIC TO THE 4. BACKFILL AND COMPACT THE
WIRE FENCE AND STAKES AND EXCAVATED SOIL®
EXTEND IT INTO THE TRENCH.
FLOW
'Ti ------- f
SHEET FLOW INSTALLATION=171'
PERSPECTIVE VIEW
SILT FENCE,- 1Iii ll
I il- i 77- 1
1 1
------
,WIRE
EXTEND FABRIC AND WIRE INTO THE TRENCH
JIMML
THE COX COMPANY
Planners -Landscape Architects
Civil Engineers - Urban Designers
220 East High Street
Charlottesville - Virginia
22902 - (434J 295- 713
Job Number., 04-60
Owner/ Developer:
Vineyard Estates, LLC.
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
Job Number:
FgANK 0, COA1, J9.
CER 77FICA rF NO.
7719
O X1
SS�C
N A
North:
Scale:
As Noted
Sheet No.:
111�= Omni
NOT TO SCALE
V V Q I NOT TOSCALE
11 1I ,1/1
,
11
Stream Buffer ,_ I
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O;epartment.
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THE COX C PAN
Planners - Landscape Architects
Civil Engineers - Urban Designers
_
220 East Nigh Street
Charlottesville ® Virginia
22902.(434) 295.7131
Job Number: 04-60
Owner/ Developer:
Vineyard Estates, LLC.
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
- " 2", % 4 "' L',
I " 5 I I
AV 'WAW IMU& AW
THE COX COMPANY
Planners -Landscape Architects
Civil Engineers - Urban Designers
220 East High Street
Charlottesville - Virginia
22902.(434) 295.7131
Job Number: 04-60
Owner/ Developer:
Vineyard Estates, LLC.
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
Job Number:
04-60
H OF
FkANX P. COX J�.
D>
CEK rIFICA -rE NO.
7719
0
�SCI
CO N A
[ME
April 30,2004
Revision:
August 13,2004
North: 101�
I�D
Scale:
ill = 60'
Sheet No.:
8. 1
Planners - Landscape Architects
Civil Engineers - Urban Designers
220 East High Street
Charlottesville - Virginia
22P02 - (434) 295.7131
Job Number; 04-60
Owner/ Developer:
Vineyard Estates, LLC.
100 Grated Cm Road
Charlottesville, VA 22902
(434) 977 - 3895
W-
m
Job Number:
04-60
0� 2
FM NK D. COX Jk
CFK -r[FICA 7-E A10.
70 771,9 ul
�� N A
April 30,2004
Revision:
Scale:
lit 60'
Sheet No.:
LEVEL SPREADER FOR CLEANWATER DIVERSION
ENERGY DISSIPATOR
GRADE ALONG EDGE
OF DIVERSION MUST Note: Filter fabric
CONTAIN FLOW not shown
RIPRAP HUMP
ORIGINAL
GRADE
r:„+L;z..v'`ip...f,\���'r��,\./\''�✓.•
,rr`.�i���r..�'�,r-s`
ORIGINAL
s / ;\ i \ '•�//\ \ \ \;✓'i /�\ ,`•» \° i':.:%;` GRADE
TRENCH CUT OUT
FOR INSTALLATION
OF RIPRAP
SECTION VIEW
9 FEET
10,
4151
RIPRAP Hl MF r,,g4 ,,
W
U.
g rn
% wr?i1{yI''�-k6al,:.s'1';fiz�tF,f t
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f Y Fos)
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t r v
Y E 0,yt 3%
GRADE ALONG 1% <� }r e {+7df
'
DIVERSION MUST 1i J7ky
CONTAIN FLOW
Note: Filter fabric
not shown UPHILL SIDE
DOWNHILL SIDE
" FLOW
PLAN
U
I
NOTES=
'7yys
ALL ENTRANCE GRADES SHALL START BACK OF THE
SHOULDER LINE. IF DRAINAGE IS NECESSARY, THE
DITCH LINE MAY BE MOVED BACK TO PROVIDE
�002\\�
z
AT LEAST 9" OF COVER OVER PIPE, AS
o
SHOWN AT RIGHT.
*12' OR EXISTING WIDTH WHICHEVER IS GREATER.
S dam\
l
o U
ENTRANCE GRADES ARE TO BE SMOOTHLY TIED INTOd0)
S/
r
N o
THE ROADWAY BY ROUNDING AS NECESSARY.
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VERTS IF NECESSARY
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-
SHOULDER
1 I 52' I
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NOTE: ENTRANCES IN FILL TO BE SAME AS ABOVE
LENGTHS OF CULVERTS SHOWN ON ROAD EXCEPT LOCATION OF CULVERT (WHEN NECESSARY).
PLANS FOR ENTRANCES ARE APPROXIMATE
AND SHALL BE ADJUSTED TO OBTAIN ABOVE
ROADWAY WIDTHS.
STANDARD PRIVATE ENTRANCES SPECIFICATION
REFERENCE
512
602.02 VIRGINIA DEPARTMENT OF TRANSPORTATION
NOT TO SCALE
EC-3
FILL SLOPE SECTION
DROP STD EC-3 _
MATERIAL VERTICALLY
DOWNSLOPE
SLOPE LINING - WET SLOPE T
TOPSOIL I
2" DEPTH -
_I '
STD EC-3
TYPE C
POLYPROPOLYENE IR
GEOOTEXOVEN TILE FILTER L CLOTH HED> F1LIL" SO U ERl
OF WATER
TOP SOIL r ��
4"-6" DEPTH - WATER TABLE ..�
BOTTOM OF CUT SLOPE ?,�.•- -��
\ I
TOP OF
CUT SLOPE
TOPSOIL
SLOPE LINING - DRY SLOPE
TOE OF FILL BERM
MAINTAIN SLOPE ANGLE
I
TRENCH INTO BERM AND
NOTE: E: PROGRESS DOWNSLOPE
STD EC-3
1. SLOPE SURFACE SHALL BE SMOOTH AND FREE OF ROCKS, LUMPS OF DIRT, GRASS, AND
STICKS. MAT SHALL BE PLACED FIAT ON SURFACE FOR PROPER SOIL CONTACT.
2" D PITH I'
TAKE H WOOD R METAL AS RECOMMENDED BY THE MANUFACTURER AND
2. STAKES SHALL BE 0 0 E
SHALL BE A MINIMUM OF 18 INCHES IN LENGTH.
r
3, BASIS OF PAYMENT SHALL BE SQUARE YARDS OF STANDARD EC-3 (TYPE C)IN PLACE,
Ir
4, SOIL STABILIZATION MAT TYPE C SHALL BE IN ACCORDANCE WITH THE APPROVED
PRODUCT LIST.
5. TOPSOIL SHALL BE SPREAD TO A UNIFORM THICKNESS PRIOR TO APPLICATION OF SEED BOTTOM OF FILL SLOPE ?
AND MULCH. 1_
6. FOR SQUIRES OF APPROVED MATERIALS SEE VDOT'S APPROVED PRODUCTS LIST FOR
r
ST'D. EC-3, TYPE C MATERIALS,
BOTTOM OF CUT SLOPE-
-
.1 L BE BACKFILLED WITH TOPSOIL AT 2 INCH DEPTH.
AL
7. SLOPES 1/z AND FLATTER SHALL
SEED SHALL BE APPLIED TO THE TOPSOIL AND MULCHED WITH TYPE IMU CH.
4'-0"'
a, SLOPES STEEPER THAN 1y2:1 SHALL BE SEEDED IMMEDIATELY PRIOR TO INSTALLATION
OR SHOULDER
BREAK POINT
OF ST'D. EC-3 TYPE C MATERIAL.
SHEET 2 OF 2
SPECIFICATION
SOIL STABILIZATION MAT - SLOPE INSTALLATION
TYPE C
REFERENCE
244
VIRGINIA DEPARTMENT OF TRANSPORTATION
6b6
1t4.04
LEVEL SPREADER FOR CHANNEL OUTFALL
ENERGY DISSIPATOR CONVEYANCE CHANNEL
GRADE ALONG EDGE
OF CHANNEL MUST i
CONTAIN FLOW
RIPRAP HUMP <
ORIGINAL �
GRADE J
\\\\\\//\\�\i\\\i\\\i\\\��\
TRENCH CUT OUT
FOR INSTALLATION
OF RIPRAP
SECTION VIEW
3 x WIDTH OF CONTRIBUTING
Ile 00,
CONVEYANCE CHANNEL 100
{ x/rill = Z
HuMP
} / F-
�k .S{-r y --•;�: v^f-r°>^r''ti y..i!• Z Ci
,'era'.•;{:�..rf+-J-sr-t"r,�1,rYrr'S; O w
p
s t7 o z
O
GRADE AROUND 4 r jl r ' "/
CHANNEL MUST
CONTAIN FLOW ?
AY { 1
CONVEYANCE.]
CHANNEL
PLAN
NOT TO SCALE
PB 1
NO PROJECTION OF PIPE ABOVE GROUND LINE
TOP OF FILL
70P OF FILL -,t,
TOP OF FILL
T
` GROUND LINE H
I
.= GROUND LINE_H
� ='= GROUND LINE
-- rrrrrrr rrrrrr
Dfz -t I ! I rrr rrrr II II I
I
- - rrrrrrr rrrrrr -
D!z - rrrr rrr -I III
+ III "
" - rrrrrr rrrrr I -I
DI/2 �� J rrr rrr 11�11
+- rr D rr
i2"
rr D rr 11E1T-
12 71� -
f-
1.2 I r
.I f rr rr EARTH
d
, � rr rr - �
i ROCK OR
UNYIELDING
�
r rr ll EARTH
d ilk
T D/2 j I' 4"
L
D!2 R SOIL
I -11
D/2 I_
BEDDING
r
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rT
BEDDING
MATERIAL
b Ijt
I
MIN. 1l10 D BEDDING
i-il cI= �i l
I
MIN. 7f70 D -_II I MATERIAL
t X �-I
tFAIN. 1/t0 D-- 'X" DIMENSION
X MATERIAL -iF
�2" PER
1 OF H BE MAINTAINED
X TO BE MAINTAINED
TO TOP OF PIPE
"X" DIMENSION TO BE MAINTAINED
TO TOP OF PIPE
FATO TDOPNOFOPIPTO
'"g'' "
FOUNDATION SOFT, YIELDING, OR
NORMAL EARTH FOUNDATION
MAX. 24
ROCK FOUNDATION
OTHERWISE UNSUITABLE MATERIAL
PIPE PROJECTION ABOVE GROUND LINE
TOP OF FILL
TOP OF FILL
TOP OF FILL
H
'H`
H
= rrrrrrrrrrrrrr rrrrrrrrrrrrr
D/2 = rrrrrrrrrrrrrr rrrrrrrrrrrrrrr -
D/2 =
rrrrrrrrrrrrrr rrrrrrrrrrrrrr
-
"MIN. D D ��MIN. D r�
12" MIN- D- D MIN. D
12"
MIN. D- D MIN, D-
rr
t 2 - rr rrrrr rrrrrr%rr%r GROUND
d LINE
I `- rrrrrrr.'.' ,%rrrrrrrrr =GROUND
d =LINE
rrrrrrrrr rrrrrrrrr
d
.._. GROUND
=.
LINE
D/
D/2 --
�..-III,,,-
-Ilt=t��
(.- - I I> EARTHih
r-
_ ROCK OR
1
/
4"
MIN. 1/90 D X
BEDDING
UNYIELDING
MIN. 7/10 D T(- SOILurtu-i
MIN. 1/tO D -•
MATERIAL *
Ifz" PER X�
BEDDING EARTH
f OF H BEDDING
MATERIAL
MATERIAL
NORMAL EARTH FOUNDATION
X , 24
ROCK FOUNDATION
FOUNDATION SOFT, YIELDING, OR
OTHERWISE UNSUITABLE MATERIAL
CULVERTS LESS THAN d - 36" H n HEIGHT OF COVER MEASURED FROM TOP OF BEDDNG MATERIAL IN ACCORDANCE WITH
X - D + 24" ® SECTION 302 OF THE ROAD AND BRIDGE
DRAINAGE STRUCTURE TO FINISHED GRADE.
SPECIFICATIONS.
CULVERTS WHERE d - 36" AND OVER
0 OUTSIDE DIAMETER OF PIPE.
X ° D + 36"
METHOD "A" PIPE BEDDING SHALL BE USED AS d ° INSIDE DIAMETER OF PIPE. CLASS I BACKFILL MATERIAL IN ACCORDANCE
WITH SECTION 302 OF THE ROAD AND BRIDGE
FOLLOWS UNLESS OTHERWISE NOTED ON PLANS: b DEPTH AS SHOWN ON PLANS OR TO FIRM SPECIFICATIONS.
RIGID PIPE BEARING SOIL.
WHEN H IS LESS THAN OR EQUAL TO 30' CLASS H BACKFILL MATERIAL IN ACCORDANCE
FLEXIBLE PIPE ,rrrsr WITH SECTION 302 OF THE ROAD AND BRIDGE
SPECIFICATIONS.
AS SHOWN ON TABLES
MAY BE ELIMINATED UNDER ENTRANCE PIPE EXCEPT
FOR PLASTIC PIPE INSTALLATIONS, WHERE DIRECTEDE, FOR PLASTIC PIPE INSTALLATIONS, CLASS I BACKFILL EMBANKMENT
BY THE ENGINEER. MATERIAL SHALL BE USED IN LIEU OF CLASS II. SHEET 7 OF 4
SPECIFICATION
INSTALLATION OF PIPE CULVERTS AND STORM SEWERS
REFERENCE
CIRCULAR PIPE BEDDING AND BACKFILL - METHOD "A"
302
303
VIRGINIA DEPARTMENT OF TRANSPORTATION 107,01
- - PIPE CULVERT INSTALLATION.
NOT TO SCALE
EC-3
SOIL STABILIZATION MAT SHALL BE
USED IN CONJUNCTION WITH STANDARD
STAKING DETAIL
EC-i AT OUTLET END OF PIPE.
own
BETVERLAP WEEN ROLLS
3
STAKES OR PINS
O -
�• 3' O.C.
\`
ENTRENCH EDGES
ir
OF MATERIALS 6".
,j},
CHECK SLOT 25' Q.C. I
*TRANSVERSE I�I
CLOSED CHECK SLOT
1`2" '6" TO 8" -- �a-3" OVERLAP
tac �"II TO 8" ~$
TRANSVERSE CHECK SLOT TO BE - &
CONSTRUCTED IN ACCORDANCE WITH
THE MANUFACTURER'S RECOMMENDATION
FOR PREFERRED INSTALLATION. \
* TRANSVERSE \
OPEN CHECK SLOT V DITCH
5' NOTES:
T-2" 1, STAKES SHALL BE WOOD OR METAL AS RECOMMENDED BY THE MANUFACTURER AND SHALL BE A MINIMUM
OF 12" IN LENGTH, IN SANDY SOILS METAL STAKES A MINIMUM OF 18" IN LENGTH SHALL BE USED.
2, SOIL STABILIZATION MAT TYPE A AND 8 ARE TO HE IN ACCORDANCE WITH THE APPROVED PRODUCTS LIST.
3. SOIL STABILIZATION MAT SHOULD BE INSTALLED TO THE SHOULDER BREAK POINT OR EXISTING GROUND
THEN EMBEDDED 6". MATERIAL ON BOTH SIDES OF THE DITCH SHALL BE INSTALLED TO THE SAME
ELEVATIONS.
Q
PARALLEL F THE 1 H MAT RI H ARE REQUIRED T 7H 0 D TC E fU. SHALL
IN F MATERIAL E EOU D ALLEL 0 E E M THAN LINES 0 E .. !f ORE 3
T R I F T AT THE O EVATI N
PERPENDICULAR TO HE CENTS L NE 0 THE DITCH STARTING E EL O
BE INSTALLED,
OF THE DITCH.
5. FOR SOURCES OF APPROVED MATERIALS SEE VDOT'S APPROVED PRODUCTS LIST FOR ST'D, EC-3,
UPSTREAM AND DOWNSTREAM TERMINAL TYPE A OR B.
SHEET 1 OF 2
SPECIFICATION REFERENCE SOIL STABILIZATION MAT
606 DITCH INSTALLATION TYPE A OR B
114.03
244
VIRGINIA DEPARTMENT OF TRANSPORTATION
GR-2,2A BLOCKOUT FOR CONCRETE POST
POST MAY BE HOT ROLLED OR WELDIED,
TO BE CUT TO FIT POST SHAPE
TO PREVENT BLOCKOUT FROM
ROTATING.
DIMENSIONS
31a ?
f "I!
-
SHOWN IN -
-- -'
r
PARENTHESIS
DRILL
INDICATE
'-
Yfq" DRILL v
ACCEPTABLE
6"x 8"xP-2" TREATED
6"x6"x1'-2"
TOLERANCES. g • I g" 1
PINE BLOCK OR
RECYCLED MATERIAL.
Yfq" _q„ g„ g„
�r TREATED PINE
6 BLOCK OR
RE
Yq„ 'Em. MATERECYRIALD
HOLES
BOLT
4 #4 DEFORMED a
6"x8"x1'-2" REINFORCED BARS
N [fll
BLOCKOUT FOR MAINTENANCE
TREATED PINE 4" LESS THAN a
- -
REPAIR ONLY
BLOCK OR - HEIGHT OF POST w
a
--
RECYCLED o
MATERIAL w
-'
LESS THAN 1'-0"
9-3 GA. WIRE
Y4' HOLES TO BE STIRRUPS _
II 5/8"x10„ TREATED
REA
II BOLT 8LOCIK OPINE w
BLOCIK o
CAST IN POST r LAPPED 1OR
0" z
IG5"
BACK-UP II ED
RECYCLED w
PLATE
STRONG
I2" CHAMFER VARIES _
O
p MATERIAL
AT NON ?I -
POST POST
SPECIFIC POST GUARDRAIL
ON TOP 3'-0" TO 1'-0" C-C
OF POST "� Zo
11 SPLICE W6x8.5 OR z
LENGTH
LENGTH TO BE
BASED ON SOIL
1„
LOCATIONS W6x9
REQUIRED ?I
CONDITIONS AT Sl
CHAMFER MAY BE
EXTENDED ENTIRE
-
WITH II o
THE SITE FR
LENGTH OF POST AT
STEEL II OPTIONAL HOLE w
T
HqN
THE OPTION OF THE I
FABRICATOR. Yz"(+�/q") r- H
CHAMFER
BLOCKOUT. I TO FACILITATE
GALVANIZING r' HOLES IN POSTS
/ AND BRACKETS
TO BE 3/q" DIAL
4'!
DETAIL A
ALL CORNERS. ,.� ALL CONCRETE SHALL
BE CLASS A3.
IjINL�YJlplj
II
GUARDRAIL INSTALLATION
POST
STEEL POST
SITES REQUIRING LONGER
CONCRETE
GUARDRAIL POSTS
8" DIA.
MIN.
_
__ _=
NOTES:
t. ALL BOLTS, NUTS, WASHERS, AND OTHER
g„ 1
STEEL ITEMS ARE TO BE GALVANIZED.
® _
2. ALTERNATE TYPE POSTS AND BLOCKOUT MAY
BE INTERCHANGED ON ANY ONE PROJECT WITH
® t�
5f8•�x18• ^
THE RESTRICTION THAT THE SAME TYPE OF
5/g''x18" BOLT - =_ -=
BOLT
POST AND BLOCKOUT MUST BE USED IN ANY
e
¢
SINGLE RUN OF GUARDRAIL.
3/y" HOLE -,
6"x8"xt' 2" a
6"x8"x1'-2" " HOLE -�
Y/q a
3. FOR DETAILS OF GUARDRAIL ELEMENT SPLICE
TREATED
PINE BLOCK GALV. STEEL 100 w
TREATED
PINE BLOCK w
OR GALV. STEEL tOD n
JOINT, HARDWARE, ETC. SEE SHEET NOS,
501.01 & 509.02.
nR COMMON NAIL
RECYCLED SEE NOTE 5. w
COMMON NAIL
4. THE GUARDRAIL AND MEDIAN BARRIER
MATERi. N
MATERIAi. SEE NOTE 5. m
COMPONENTS DEPICTED IN A.R. T.B. A. TECHNICAL
Z
POST TO
BULLETIN NUMBER 2686 MAY BE SUBSTITUTED
BE
BE GAINED L,
IF INTERCHANGEABLE WITH THE STANDARDS FOR
ACCEPT
GUARDRAIL (GR) OR MEDIAN BARRIER (MB)
I?
BLOCKOUT o
AND APPROVED BY THE ENGINEER.
^;:+' "":.' PINE `O
.,v
SOUTHERN PINE
_
5. DRIVE NAIL WITHIN 2" OF THE TOP OR BOTTOM
OF BLOCKOUT AFTER 5fe' x 18 BOLT IS
INSTALLED.
I
E
El
® STANDARD WASHER TO BE USED ON LAST 50`
OF RUN OFF END ONLY.
6x8 WOOD POST
ROUND WOOD POST
SHEET 2 OF 2
STANDARD BLOCKED -OUT W BEAM GUARDRAIL (STRONG POST SYSTEM)
PECIFICATION
REFERENCE
POST AND BLOCKOUT DETAILS
221
236
507.C3 VIRGINIA DEPARTMENT OF TRANSPORTATION
505
NOT TO SCALE
EW-2,2A
NOTES:
1. FOR TABLE OF DIMENSIONS AND VOLUMES FOR
CIRCULAR PIPES (STANDARD EW-2) SEE SHEET 2 OF 3.
2. FOR TABLE OF DIMENSIONS AND VOLUMES FOR ELLIPTICAL
PIPES (STANDARD EW-2A) SEE SHEET 3 OF 3.
3. THIS ITEM MAY BE PRECAST OR CAST IN PLACE.
4. ON SHALLOW FILLS, WHERE ENDWALLS ARE V OR
LESS BELOW SHOULDER LINE,THE TOP OF THE ENDWALL
SHALL BE CONSTRUCTED PARALLEL TO THE GRADE
OF ROAD.
5. ALL CAST IN PLACE CONCRETE TO BE CLASS A3.
FOR PRECAST SEE SHEETS 101.06 AND 101.07.
6. IN NO CASE SHALL TOP OF ENDWALL PROJECT ABOVE FILL
SLOPE, DITCH SLOPE, OR SHOULDER,
7. THIS STANDARD TO BE USED WITH STRAIGHT CROSSINGS
AND SKEW ANGLES TO 15'.
8. COST OF BARS FOR CRACK CONTROL TO BE INCLUDED IN
PRICE PER BID PER CUBIC YARD CONCRETE,
9. HEADWALL TO BE BEVELED IN ALL AREAS EXCEPT WHERE A
CONFLICT WITH INVERT AND WINGWALLS OCCUR.
10, BEVEL EDGE IS REQUIRED ON THE HEADWALL AT THE INLET
END OF THE CULVERT (WHERE THE FLOW ENTERS THE
CULVERT). HEADWALL AT THE OUTLET END OF THE CULVERT
MAY BE EITHER SQUARE EDGE OR BEVEL EDGE.
11. 3/4" CHAMFER MAY BE PROVIDED ON ALL EDGES AT I O MANUFACTURER'S OPTION.
PLAN C I
ORMED CRACK
CONTROL BARS
D-CIRCULAR PIPE
S-ELLIPTICAL PIPE ST'D. EW 2 3„
- ST'D EW-2A
r'
/ 1 K\ SECTION A -A
1/ 1 \\ \ \\ // I 1
I I 1 I
SEE DETAIL B
END ELEVATION SIDE ELEVATION $HEFT 1oF 3
SPECIFICATION STANDARD ENDWALL FOR PIPE CULVERTS
REFERENCE
'05 42"-96" CIRCULAR AND 60"x38"-106"x68" ELLIPTICAL PIPES
302 VIRGINIA DEPARTMENT OF TRANSPORTATION 101,03
__j
SHAPE TO BE
BEVELED WITH
i MORTAR o
. 1
i I
i 1 61�
DETAIL A
2
t I I
DO NOT
BEVEL
2 #4 DEFORMED INVERT
CRACK CONTROL ? (--
BARS I
30°
DETAIL 8
,
NOT TO SCALE
EC-2
12" MAX. 4'1 OR FLATTER
6" MAX.STEEPER THAN 4�1
� rn_
CENTER ROW MAY BE ANCHOR SLOT
IS
STED AWHE4N7 SLOPE I I=1I I-
ITAMP SOIL FIRMLY
a. I I illlll
'MAX. 4:1 OR FLATTER JUNCTION SLOT'-lt
'MAX, STEEPER THAN 4:1
CHECK SLOT �f
/r ANCHOR SLOT
EDGE AND END JOINTS TO \\\ TERFdINAL FOLD,
HE OVERLAPPED 2" MINIMUM.
LAP JOINT /i, /�� °\\.• r?, .-Ii-IT
2" MIN.
COMBINE THIRD ROW OF STAPLES ilIllTAMP SOIL FIRMLY
FROM EACH STRIP IN LAP WITH -III-
ALTERNATE SPACING. TERMINAL FOLD
9"
MAX.
I iAo
\ti
O _ = �.
--=
l II III_
Jill-'
1 �'-11IIli�,
(TAMP SOIL FIRMLY TAMP SOIL FIRMLY
-I'llill�l TAMP SOIL FIRMLY CHECK SLOT JUNCTION SLOT
Notes:
I- -a�-1 TO 2 1. APPROXIMATE 200 STAPLES REQUIRED
1" TO 2" PER 4' X 225' ROLL.
2. ANCHOR SLOTS, JUNCTION SLOTS AND
g• //�//ter CHECK SLOTS TO BE BURIED 6" TO 12"
' I I I i .•�/%/�' AND VARIABLE.
JUNCTION SLOT s 3. MAX, SPACING C-C CHECK SLOTS
' j 100'SLOPE 4% OR LESS 50'SLOPE
NO. 11 MIN. VARIABLE VARIABLE_� � STEEPER THAN 4 6.
GAGE WIRE 4. STAPLES FORMED FROM NO.8 STEEL
PLAN VIEW WIRE 8" STAPLE MINIMUM LENGTH
STAPLING DIAGRAM FOR SANDY SOIL 6" STAPLE MINIMUM
SOIL RETENTION MAT JUTE MESH LENGTH FOR OTHER SOIL.
GENERAL NOTES:
1, BASIS OF PAYMENT TO BE SQUARE YARDS OF PROTECTIVE COVERING COMPLETE IN PLACE. 3. JUTE MESH: OR SOIL RETENTION MAT IN ACCORDANCE WITH THE SPECIFICATIONS
c OPTION e sCONTRACTOR,
PROTECTIVE COVERING IS TO 8E LOCATED AS INDICATED ON THE PLAN_ _N ACCORDANCE MAY BE USED AT TH.. OPIION OF THE
WITH THE DIMENSIONS SPECIFIED ON TYPICAL SECTION,
4. WIDTH OF MATERIAL MAY VARY FROM MINIMUM DIMENSION BY INCREMENTS OF
2:"T-TOP" STAPLES OR OTHER MANUFACTURER'S DESIGN APPROVED BY THE ENGINEER MAY 4 OR 5 FEET,
BE SUBSTITUTED FOR THE STAPLES SHOWN.
5. FOR SOURCES OF APPROVED MATERIAL SEE VDOT'S APPROVED PRODUCTS LIST
FOR ST'D. EC-2 MATERIAL.
SPECIFICATION
PROTECTIVE COVERING INSTALLATION CRITERIA REFERENCE
a44
714.02 _ VIRGINIA DEPARTMENT OF TRANSPORTATION 606
3' P/z" I 3' 1%z" 1 3' 1%z" 1 3' T/z„
Ij Ij Ij Ij I!
II 11 ?f I II
II IJ i LJ
GR-2A
(3'4/2" POST SPACING)
I� Li
GR-2
(6'-3" POST SPACING)
NOTES
GUARDRAIL LOCATIONS SHOWN ON PLANS ARE
APPROXIMATE ONLY AND CAN BE ADJUSTED
DURING CONSTRUCTION IF AND AS DIRECTED
BY THE ENGINEER.
FOR DETAILS OF POST AND BLOCKOUTS SEE
SHEET NO.501.05.
FOR DETAILS OF RAIL ELEMENT, RAIL SPLICE
JOINT, W-BEAM BACK-UP PLATE, AND
ASSOCIATED HARDWARE SEE SHEET NOS.
501.01 AND 501,02.
THE MAXIMUM DYNAMIC DEFLECTION FOR
STANDARD GR-2 IS 3 FEET,AND 2 FEET FOR
GR-2A.
RAIL ELEMENTS ARE FURNISHED SHOP
CURVED FOR RADIIBETWEEN 5 FEET
AND 150 FEET.
OR-2,2A
DIA. HOLES
HOLES
CRT POST
SHEET IOF 2
SPECIFICATION
REFERENCE STANDARD BLOCKED -OUT W BEAM GUARDRAIL (STRONG POST SYSTEM)
221
505 VIRGINIA DEPARTMENT OF TRANSPORTATION
501.04
' ;rr � • . � ice' , , ._ . .3 s !
NOT TO SCALE
EW-1,1APC
L SEE DETAIL A g• c
A- 1-
T _ -I-
H
d I ,rrr'
d 4 4 BARS 12" C-C
d EACH WAY, EACH FACE.
H FLOW
if
SEE DETAIL B
FRONT ELEVATION A-J x 4 BARS s" c-c
NOTES: EACH WAY, EACH FACE.
1. CONCRETE TO BE 4000 PSI MINIMUM COMPRESSIVE STRENGTH,
2. IF PIPE IS TO BE SKEWED THE OPENING WILL BE ADJUSTED TO ACCOMMODATE
ANGLES UP TO 45'. SECTION A -A
3. REINFORCING STEEL IN ACCORDANCE WITH ASTM A-615 (REINFORCING BARS).
�o
4. PIPE OPENINGS IN PRECAST DRAINAGE UNITS SHALL NOT EXCEED 4 INCHES A7
ANY GIVEN POINT BETWEEN THE PIPE AND THE PRECAST UNIT, DO NOT a
BEVEL
5. DIMENSIONS SHOWN ARE MINIMUM. ACTUAL MEASUREMENTS MAY VARY WITH INVERT D '•
MANUFACTURER'S TOLERANCE.
b 6 _t ••-_
6. IN NO CASE SHALL TOP OF ENDWALL 'ROJECT ABOVE FILL SLOPE, OR SHOULDER. §
7. HEADWALL TO BE BEVELED IN ALL AREAS EXCEPT WHERE A CONFLICT WITH
INVERT OR WINGWALL OCCUR. SHAPE TO BE n
BEVELED WITH
8. BEVEL EDGE IS REQUIRED ON THE HEADWALL AT THE INLET END OF THE CULVERT. MORTAR o
HEADWALL AT OUTLET END MAY BE EITHER SQUARE EDGE OR BEVELED. DETAIL B
9. Yq" CHAMFER MAY BE PROVIDED ON ALL EDGES AT MANUFACTURER'S OPTION. DETAIL A
EW-7PC EW-IAPC
ENDWALL FOR CIRCULAR PIPE
DIAMETER OF PIPE CULVERT
q
12"
t5"
18"
21" OR 24"
27" OR 30"
33" OR 36"
H
2'-O"
T-3"
2'-6"
S-2"
31-10"
4'-4"
L
4'-0"
5'-0"
6'-0"
8'-0"
101-0"
12'-0'
a
0'-1'/,"
O'-IY4"
0'-2"
0'-2'/2"
0'-3'/4"
0'-3ye
b
0'_1„
O'-1'fq„
0,_1�z„
0,_2„
0,_2�2„
0,_3„
ENDWALL
FOR ELLIPTICAL PIPE
SIZE OF ELLIPTICAL
PIPE CULVERT (SPAN x RISE)
S x D
23" x 14"
30" x 19"
34" x 22"
38" x 24"
42" x 27"
45" x 29"
49" x 32"
53" x 34"
H
1'-10"
2'-4"
2'-7"
2,-9"
3'-1"
31_31,
31_6„
N-8"
L
5'-5"
7'-2"
8'-6"
9'-2"
10'-2"
10'-11"
12'-V
12'-11"
a
0'-2'/2"
031/4"
0'-3%2"
0'-4"
0'-4'/2"
0'-4Yf4"
0'-5"
0'
b
0'-2"
0'-2'/2"
0'-2Ya"
0,_3„
0'-3%2"
O'-3N"
0'-4"
0'-4'/z"
SPECIFICATION I
PRECAST ENDWALL FOR PIPE CULVERTS REFERENCE
12"-36" CIRCULAR AND 23"x14"-53"x34" ELLIPTICAL PIPES
,OS
VIRGINIA DEPARTMENT OF TRANSPORTATION 302
101.02
NOT TO SCALE
DETAIL 1
DETAIL 2
DETAIL 3 L�QL B EC-1
�B�
I II K
9 5 MIN.
A. - A
qs 1 M
\ [�0 A l
r�
S I
(7j�"-'-����'� W
S I W
11
L O Q W NON. 3S
�? -
MIN. 3S
Q
MIN. 3S
o S IN
0
-AMIN.
B
3H
3H
3H
H
.
/
D
Oo -
D 0
> D
GEOTEl���
FAAB ICXTILE 91
GEOTEXTILE 9"
FGEOIABR CXTILE g
FABRICA,
L..
SECTION A -A
SECTION A -A
SECTION A -A
NOTES:
S MIN. --- MIN. 3S
--- S M.N.
1• FOR MULTIPLE LINE INSTALLATIONS DIMENSION S 15 TO GOVERN THE PROTECTION
OUTSIDE THE CHANNEL WIDTH (W).
Wx
g� Q�
2• ON ANY SECONDARY ROADS INSTALLATION REQUIRING EROSION CONTROL STONE
WHERE NO ENDWALL OR ENDSECTION IS SPECIFIED ON PLANS, CONSTRUCTION IS
TO BE IN ACCORDANCE WITH DETAIL 2 SHOWN ABOVE.
DD
3• GEOTEXTILE FABRIC TO INSTALLED
BE UNDER ALL EROSION CONTROL STONE IN
ACCORDANCE WITH THE SPECIFICATIONS.
"
f� 41
4• S - DIAMETER OF CIRCULAR CULVERT OR SPAN FOR BOX, ELLIPTICAL OR ARCH CULVERT.
H - DIAMETER OF CIRCULAR CULVERT OR RISE/HEIGHT FOR BOX, ELLIPTICAL OR ARCH
CULVERT.
5 XUSE TYPICAL SECTION SHOWN ON PLANS OR FOR SIDESLOPE, BOTTOM WIDTH AND DEPTH
GEOTEXTILE
OF CHANNEL, MATCH EXISTING DITCH OR NATURAL GROUND.
FABRIC
F_C-1 MIN. DEPTH
SECTION B-B
„D„
CLASS I 2'
CLASS 11 Y
SPECIFICATION
REFERENCE
STONE FOR
EROSION CONTROL
204
245
VIRGINIA DEPARTMENT OF TRANSPORTATION
414
114.01
MLIIL-
THE Cox COMPANY
Planners -Landscape Architects
Civil Engineers - Urban Designers
220 East High Street
Charlottesville � Virginia
22902 0 (434) 295-7 i 3 t
.lob Number. 04-60
Owner/Developer:
Vineyard Estates, LLC.
100 Grand Cru Road
Charlottesville, VA 22902
(434) 977 - 3895
job Number:
04-60
FkANK V COX, JK
CERTlFICA7 N0.
7719
ASS I O N A 1-
EC-3 TYPE C4SOIL STABILIZATION MAT
NOT TO SCALE
NOT TO SCALE
NOT TO SCALE
EC-1 -EIR""SION CONTROL STONE
NOT TO SCALE