HomeMy WebLinkAboutSUB200200337 Plan - Approved Stormwater Management Plan 2003-04-17GENERAL EROSION AND SEDIMENT CONTROL NOTES
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 V_ip�q.Lqj.�c_osgn and
Sediment Control Handbook and Virginia Regulations VR 625-02-00
Erosiona_ndSediment Control Regulations.
ES-2: The plan approving authority must he 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 control measures are 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 the site at all times.
ES-5: Prior to commencing land disturbing activities in areas other than
indicated on these plans (including, but not limited to, off -site
borrow or wasted areas), the contractor shall submit a supplementary
erosion control plan to the owner for review and approval by
the plan approving authority.
ES--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.
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 or
cleanup to maintain the effectiveness of the erosion control devices shall
be made immediately.
ES-10: Drainage swales must comply with MS-19. Swales may need rip rap or some
other type of armament protection.
ES-11: Concentrated drainage shall be conveyed down slopes in non -erosive channels
or storm sewers designed to carry the 10 year storm. A higher frequency system
presents a significant risk to life or property. Roof drains shall not discharge
onto slopes steeper than 3:1 except within an adequate non -erosive conveyance.
Design calculations for channels and pipes may be required by Engineering to
demonstrate the adequacy of the conveyance.
ES-12: The developer shall reserve the right to install, maintain, remove and
stabilize all erosion controll measures required by this plan regardless of
the sale of any lot.
ES-13: All entrances except for the approved constuction entrance shall be blocked
in such a manner as to not allow access to the site.
ES-14: Silt fence installation on critical slopes (4:1 and steeper) shall be wire
supported as described in Std. & Spec. 3.05 VESCH.
ES-15: Standard & Spec, 3.02 is adequate due to lack of available water to site. Should
the temporary construction entrance not be maintained properly or an excessive
amount of soil found tracked onto the public roadway, then a paved construction
entrance, water tanker truck with 2 pressure washers and a settling area may be
required by the erosion and sediment control program administrator
ES-16: "A video camera inspection is required for all storm sewers and culverts that are
deemed inaccessible to VDOT inspections and are to be accepted into VDOT's
maintenance program and ownership. The video inspection shall be conducted
in accordance with VDOT's video camera camera inspection procedure and with
a VDOT and/or County inspector ppesent. In addition, if high density polyethylene
(HDPE) pipes are or pipe system is installed, the contractor ,and a representative
from the pipe manufacturer should hold a pre -construction meeting for installation
training, ' fhe pipe manufacturer should spend a minimim of two hours on the job
site during the initial pipe installation."
LEGEND
DESCRIPTION KEY
SAFETY FENCE (3,01)
(50
CONSTRUCTION ENTRANCE (3.02)
COE
SILT FENCE (3.05)
SF
CHECK DAMS(3.20)
@
CULVERT INLET PRO] _ ECTION(3.08)
@
OUTLET PROTECTION (3. 18)
POP
SEDIMENT TRAP (3.13)
@
SEDIMENT BASIN (3.14)
&
LIMITS OF CONSTRUCTION
DIVERSION DIKE
@D)
DIVERSIONS (3-12)
DV
TEMP. RIGHT OF WAY DIVERSION (3.
11)
APPROX. DRIVEWAY LOCATION
DRAINAGE CULVERT
DRAINAGE DIVIDE
L
�
r"'TORMWATER MANAGEMENT I �D
This is a large lot subdivision for which after developed site runoff will remain almost constant,
with any increase being negligible. Receiving drainage swales are well defined and should easily
handle the developed site runoff from road and driveway culverts and road release ditches by the use of
standard outlet protection and in several cases, additional Stormwater Management Strategies to retard
outfall velocities before protection,
receiving swales.
The primary Stormwater Management strategy for this project will be the creation and
protection of additional stream buffers, These buffers will appear on the final plat with protective
%nguage controlling their use in the form of a protective covenant. The buffer locations, along with
the protective language to appear on the final plat for all submission Phases, is shown on Exhibit A.
Additional stormwater management strategies proposed to help control outlet velocities (in
addition to standard outlet protection) are as follows:
PHASE I:
I
1) At the completion of construction in Phase I, and prior to the release of the erosion control
bond, the developer shall submit a sketch plan (unless not deemed necessary by the water
resources manager) to retrofit traps 10 and 11. The retrofit will require an underdrain system
based on the gu
idelines set forth in the interim design manual for the water protection
ordinance. Any exceptions shall be approved. Vegetative cover may be native grasses only or
native grasses with additional approved plantings
2) At the end of road culvert B1 (81-0) , between lots 19 and 20, a rip rap channel per detail A
(Sheet ) shall extend from the culvert outlet protection approximately 220' to the drainage
Swale running behind lot 19. At the terminus of the rip rap channel a permanent check dam
(see detail B) shall be installed to help retard outlet velocity.
3) In the drainage Swale below culvert B2, prior to entering the drainage Swale at the rear of Lot
18, a permanent check dam (see detail B) shall be installed to help retard outlet velocity.
PHASE II A:
t B4 a rip rap channel per Detail A, approximately 350' in length shall be
At the end of culvert rap channel a permanent
installed to the receiving Swale Eehind Lot IA. At the terminus of the rip r
check dam (see detail 8) shall be installed to help retard outlet velocity.
PHASE II B. -
Sediment Trap 19 will be subject to a retrofit prior to release of the erosion control bond.
Determination shall be made near the end of construction p by A the water resources manager. If deemed
appro riate, guidelines will be the same as sediment traps 0 and 11 iri Phase I (see Phase 1, (1),
abovU.
PHASING NOTE.'
Indian Springs Subdivision is being developed by Haley, Chisholm and Morris, Inc. and James
R. Hahn. James Kahn is developing six lots (lots 1-6) on the southern 2nd of the subdivision
which will front on Hahn Drive (proposed new road) . This portion of tha project shall be Phase
III, The remainder of the subdivision will consist of 53 lots, to be divided into the -following
Phases:
Phase I: Lots 1-5, Lots 16-33, and Lots 40-53
Phase
IIA:
Lots
6-17
Phase
IIB:
Lots
34-39
Phase
III:
Lots
1-5 (Hahn Lane)
Site development contractor and developer are one and the same and project will he actively
marketed during construction. A substantial effort will he made to continually stabilize and
minimizedisturbed areas.
Contractor intends to "finish" work as it progresses as much as is reasonably possible.
As such, stone base will be placed as soon as possible, areas will be fine graded, topsoiled,
stabilized, seeded and mulched as soon as possible. Seeding equipment, supplies and mulch
will be based and stocked on site.
(See
Detail)
X X X
(See Detail)
(See Detail)
(See Detail)
(See Detail)
�(See Detail)
(See Detail)
Rr
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A
4
VICINITY MAP
T. S.
FAF?�YSVUIE
SEDIMENT TRAP C HA R T
SILT
TRAP
H
(HEIGHT
OF DAM)
HO
(HEIGHT
OF OUTLET)
W
(TOP WIDTH
(OF DAM)
LW
(LENGTH OF
OVERFLOW
WEIR)
TRAP J
DIMENSIONS
@ Ho
BOTTOM TRAP
(BOTTOM
EXCAVATED
AREA)
WET
STORAGE
DEPTH
STORAGE
VOLUME
REQUIRED
r1%
(CF)
DRAINAGE
AREA
TO TRAP
(AC.)
1A
3.5'
2.5'
3.0'
21. 0'
40'X75'
22'X59'
4
12663
3.5
2
3.0'
2.0'
2.5'
3.0'
24X34'
8 IX181
4
1809
0.5
3
3.0'
2.0'
2.5'
6.01
25'X47'
9'X31 4
4'
3618
1.0
4
3.0'
2.0'
2.5'
8. 0'
29'X52'
13'X36'
4
4703
1.3
5
3.0'
2.01
2.5'
2.01
18'X35'
2 *X19'
4
1086
0.3
6
3.0'
2.0'
2.5'
2.0'
18'X35'
2'X19'
4
1086
0.3
7
3.0'
2.01
2.5'
2.0'
18'X35'
2'XI9'
4
1086
0.3
8
3.5'
2.5'
3.0'
10. 0'
32'X57!
14'X39'
4
6151
1.7
9
3.5'
2.5'
3.0
12. 0'
37X54'
19'X36'
4
7236
2.0
X
10
3.5'
2.5'
3.0'
21. 0'
40 * X75'
22 * X57'
4
12,663
3.5
X
11
3.5'
2.5'
3.0'
31 'X54
13'X36'
4
5427
1.
12
3.0'
2.0'
2.5'
6. 0'
25'X44'
9'X28'
4
3256
0.9
13
14
15
3.5 '
3.5'
3.0'
2.5'
2.5'
2.0'
1 3.00
3.0'
3.0"
13 0'
10.01
40'X54'
40 *X54'
22'X89
22'X36'
22 * X36'
6X73'
4
4
4
7779
8321
6151
2.15
2.3
.1.7
16
3.0'
2.0'
3.0
5. 0'
23X44'
7'X28'
4
2895
0.8
17
3.o,
2. 0
5
8.(
2 9X52'
13'X36'
4*
4703
1.3
18
3.5
2.5'
3.0'
13, 0'
38'X54'
20 'X36
4#
7598
2.1
19
3.0
2.0'
2.5
2.0
18'X35"
2'X19
4'
1086
0.3
20
3.0
2.0'
2.5
2.0
18 - X35'
2 'X19'
4
1086
0.3
X
21
3.5'
2.5"
3.0
9.0
40'X75'
22'X5 7$
4
12663
3.5
XSEE STORMWATER MANAGEMENT SECTION CONCERNING RETROFITTING OF TRAPS 10, 11 21 AFTER CONSTRUCTION.
rs
SHEET INDEX
SHEET I COVER SHEET -PLAN DETAILS AND NO
SHEET 2
SHEE T 3
ADDITIONAL DETAILS
200 SCALE OVERVIEW -E
100 SCALE -PHASE I EROSION
...... IJ
L
Albe ,Marie County Engineering & Pubilic V�,k,
Mte, I J
100 SCALE - PHASE 11-A & 11--B EROSION CONTROL PLAN
SHEET 7 50
SCALE
SEDIMENT BASIN
DETAILS AND
50
SCALE
PLAN VIEW FOR
LOT 5
REVISIONS
03-26--03 Eng. Comm]
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F11 12 NUMBER
4345
Q1JPowe11/4345_WM-EC
SHEET 8 SOILS & VEGETATION MAP
1117 SHEET
EXHIBIT A STOPMWATER MANIACEMENT WORKSHEE7
70' MIN.
Q
FILTER CLOTH' 6" MINI Al
SIDE ELEVATION
70' MIN.
B WASHRACK
I F- (OPTIONAL)
12' MINA.
ZVOOT #1 1 � POSITIVE DRAINAGE
COURSE AGGREGATE TO SEDIMENT
B TRAPPING DEVICE
x MUST EXTEND FULL WIDTH
OF INGRESS AND EGRESS
OPERATION PLAN VIEW
REINFORCED CONCRETE
SECTION B-B
10 IM
EXISTING
PAVEMENT
5. 1
MOUNTABLE BERM
(OPTIONAL)
T
10" MIN.
EXISTING
PAVEMENT
--T- �'
10' MIN,
DRAIN SPACE
I
SOURCE: ADAPTED from 1983 Maryland Standards for Soil erosion and Sediment Control, and Va. DSWC Plate 3.02-1
TEMPORARY RIGHT-10E-WAY
DIVERSIONS
VDOT #1
COARSE AGGREGATE
TYPICAL GRAVEL STRUCTURE
COMPACTED SOIL
gr
TYPICAL EARTHEN STRUCTURE
SILT FENCE CULVERT INLET
PROTECTION
I -CIA. I
t- FLOW IS TOWARD !EMBANKMENT
X OPTIONAL STONE COMBINATION
VtOT #3. #357. #5, #56 OR #57 COARSE AGGREGATE
TO REPLACE SILT FENCE IN " HORSESHOE " WHEN
HIGH VELOCITY OF FLOW IS EXPECTED
SOURCE: ADAPTED from VDOT Standard Sheets and Va. DSWC
DIVERSIONS
to% SLTrLmaw
0.3' FREE BOARD:�\
TYPICAL PARABOLIC DIVERSION
109 MTLawff
0.3' FREE BOARD
DESM n1ow Bung
Fa
TYPICAL TRAPEZOIDAL DIVERSION
10% SEWLEMENT
0.3' FREE BOARD
I IM 5111111-
TYPICAL VEE-SHAPED DIVERSION
PIPE OUTLET CONDITIONS
A A
I RIPRAP
Source: Va. SWCC Plate 3,11-1 Source: Va. DSWC Plate 3,12-1
N
PLATE. 3,08-1
RIP RAP APRON DE TA IL FOR CUL VER T INL E TS
PLAN VIEW DISTURBED UNDISTURBED
N. T. S. GROUND GROUND
do _"7
Outlet Pipe
Diameter
ado
RIP RAP APRON
DEPTH OF STONE = 12"
STONE SIZE (d50) = 6"
INLET PROTECTION AT CULVERT ENTRANCE FROM PIPE ENTRANCE TO UNDISTURBED GROUND.
INSTALL WHERE AP•LICABLE.
mire now ■
SOURCE: VA. DSWC PLATE 3.09-1
RIP RAP
DETAIL A
6' Min. (Below Culvert Outfall B2-0)
5' Min. (Below Culvert Outfall B4-0)
NOTES.,
1. STONE SIZE d5O = 9" Filter
Cloth
ROCK
CHECK DAM
2 ACRES OR
LESS OF DRAINAGE AREA:
JOK
*'47
FILTER CLOTH
CLOTH
3'
(OPTIONAL)
(DOWNSTREAM VIEW)
VDOT #1
COARSE AGGREGATE
FLOW
3'
2-10 ACRES OF DRAINAGE AREA: (DETAIL B)
6"
3'
FILTER CLOTH
(OPTIONAL)
(DOWNSTREAM VIEW)
CLASS I RIPRAP
--------------------------Ij
FLOW
SOURCE: VA. DSWC PLATE. 3.20-1
IPE OUTLET TO FLAT
REA WITH NO DEFINED
HANNEL
L a
0 %
U
SECTION A -A FILTER CLOTH KEY IN 6"-9": RECOMMENDED FOR ENTIRE PER
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SECTION A -A T
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 = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT
LESS THAN 6 INCHES,
Source: Va. DSWC Plate 3.18-1
OUfLET PROTECTION DETAIL
La
do
Outlet Pipe W
Diameter
PLAN VIEW
N.T.S.3do
OUTLET PROTECTION CHART
PIPE OUTFACE
010
(C f S)
La
(ft)
W
(ft)
G150
(inches)
d
(inches)
AO
7.9
7
9
6
12
* BI-O
16.7
9
10.0 1
6
12
x 82-0
10.2
7
7.5
6
12
x 83-0
5.0
6
6
6
12
*x 84-0
5.0
6
7.5
6
12
* 65-0
2.0
4
5
6
12
* C2-0
5.0
6
6
6
12
* El.-0
2.0
4
5
6
12
* Fl-O
4.0
5
5
6
12
RELEASE DITCHES
BETWEEN LOTS
14/15 & 28/29
< 3.0
4
5
6
12
DRIVEWAY CULVERTS
#
Gio
(C f S)
La
(ft)
W
(ft)
0150
(inches)
d
(inches)
Below i & 2
(16"CMD115"Cmp)
8.3
11
12
6
12
** 3 (15"Cmp)
4.5
6
7.5
6
12
*x 4 (15"Cmp)
3.5
6
7.5
6
12
5 (15"Cmp)
2.5
4
5
6
12
6 (15"Cmp)
1.8
4
5
6
12
7 (15"Cmp)
2.1
4
5
6
12
8 (15"Cmp)
1.8
4
5
6
12
9 (15"Cmp)
4.1
6
7.5
6
12
10 (15"Cmp)
4.1
6
7.5
6
12
11 (15"Cmp)
4.1
6
7,5
6
1 12
PROVIDE OUTLET PROTECTION PER DETAIL AT EACH PIPE OUTFALL TO THE DIMENSIONS
NOTED ABOVE.
BASED ON PLATE 3.18.4 (MAXIMUM TAILWATER CONDITION)
BASED ON PLATE 3.18.3 (MINIMUM TAILWATER CONDITION)
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DATE
FEB.0 2003 CONTOUR INTE
FILE NUMBER
4345
ONPowell/4346-HCM-EC;
SECTION A -A
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DATE
FEB.0 2003 CONTOUR INTE
FILE NUMBER
4345
ONPowell/4346-HCM-EC;
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DATE
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FILE NUMBER
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Q/Powell14345-HOM-EC
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1
REVISIONS
03-26-03 Eng. Comm.1
DATE
FEB. 05, 2003
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SHEET
6/8
..... ........
0
SOURCE: VA. DSWC PLATE. 3.14-4
SOURCE: VA. DSWC PLATE. 3.14-14
(A PORTION OF)
RECOMMENDED DEWATERING
SYSTEM FOR SEDIMENT
BASINS
PROVIDE ADEQUATE
STRAPPING
POLYETHYLENE CAP
DEPTH
8" Dia. VARIES AS
TACK WELD
ERFORATED POLYETHYLEREQUIRED
FOR 'DRY
DRAINAGE TUBING, DIAMETE STORAGE
VARIES (SEE CALCULATIONS
APPENDIX 3.14-A)
WET
"FERNCO-STYLE " COUPLING STORAGE
6" Dia.
DEWATERING ORIFICE,
SCHEDULE 40 STEEL STUB 1-FOOT MINIMUM,
DIAMETER VARIES (SEE CALUJLATIONS IN
CORRUGATED
METAL RISER
APPENDIX 3.14-A)
NOTE: WITH CONCRETE RISER. USE PVC SCHEDULE 40 STUB
FOR DEWATERING ORIFICE
SOURCE: VA. DSWC
in
AAINAGE TUBING SHALL COMPLY WITH ASTM F667
AND AASHTO M294
PLATE. 3.14-15
DETAILS OF CORRUGATED METAL
ANTI -SEEP COLLAR
INSTALL COLLAR WIT
:��----COLLAR CORRUGATIONS VERTICAL TO BE OF SAME GAGE AS THE _ PIPE WITH WHICH IT IS USED
CONTINUOUS WELD--� Z /2" X 2" SLOTTED HOLES FOR 12" MIN.
3/8" DIAMETER BOLTS
O.D. OF PIPE
INCLUDING PIPE
+ B o a T 2"
BAND UA
Z � WELD BOTH SIDES
SLOTTED HOLES CORRUGATED METAL
,Z-----CONTINUOUS WELD AT 8' C.C. SHEET MELDED TO
SECTION B-B CENTER !OF BAND
ELEVATION OF UNASSEMBLED COLLAR
NOTES FOR COLLARS: 3. UNASSEMBLED COLLARS SHALL BE MARKED BY
1. ALL MATERIALS TO BE IN ACCORDANCE WITH PAINTING OR TAGGING TO IDENTIFY MATCHING
CONSTRUCTION AND CONSTRUCTION MATERIAL PAIRS.
SPECIFICATIONS. 4. THE LAP BETWEEN THE TWO HALF SECTHONS
T AND BETWEEN THE PIPE AND CONNECTIMG BAND
2. WHEN SPECIFIED ON THE PLANS, COATING OF COLLARS SHALL BE IN ACCORDANCE WITH SHALL BE CAULKED WITH ASPHALT MASTIC AT
TIME OF INSTALLATION.
CONSTRUCTION AND CONSTRUCTION MATERIAL 5. EACH COLLAR SHALL BE FURNISHED WITH TWO
SPECIFICATIONS. 1/2" DIAMETER RODS WITH STANDARD TANK
LUGS FOR CONNECTING COLLARS TO PIPE.
SOURCE: USDA-SCS
PLATE. 3.14-13
(A PORTION OF)
TABLE 314-D - (A Portion Of)
CONCENTRIC TRASH RACK AND ANTI -VORTEX DEVICE DESIGN TABLE
Cylinder
Minimum Top
Riser
Height,
Minimum Size
Diameter,
Thickness,
Diam
inches
Support Bar
in.
inches
gage
36
54
14
17
#8 Rebar
14 ga.(C)
12ga. (F)
Notei: The criteria for sizing the cylinder is that the area between the inside of the cylinder and the outide
of the riser is equal to or greater than the area inside the riser. Therefore,
the above table is invalid for
use with concrete pipe risers
Note2: Corrugation for 12"- 36" pipe measures 22/3"X 1/2"; for 42"- 84" the corrugation measures 5"x i" or 8`x i"
Note3: C = corrugated; F = flat.
Source: Adapted from USDA-SCS and Carl M. Henshaw Drainage Products Information.
SEDIMENT BASIN SCHEMATIC
ELEVATIONS
CREST OF EMERGENCY
SPILLWAY
DESIGN HIGH WATER
YR, STORM ELEV.)
11- A
MIN. 1.
RISER CREST
67 C.Y./ AC. . . . DEWATERING
"DRY " STORAGE DEVICE
67 C.Y./ AC.
"WET " STORAGE 1-1 . . . . . . . . . . .
. . . . . . . . . . . . .
SEDIMENT CLEANOUT POINT
WET ` STORAGE REDUCED
TO 34 C.Y./ ACRE)
DESIGN ELEVATIONS WITH
EMERGENCY SPILLWAY
DESIGN HIGH WATER
(25-YR. STORM ELEV.) MIN 2.
'*1011N 17 MIN, 3. 0'
MIN. 1.0'
67 C.Y,/ AC-
"ORY STORAGE
RISER CREST
67 C Y./ AC............... DEWATERING
"WET STORAGE .......... ... .......
DEVICE
SEDIMENT CLEANOUT POI T
DESIGN ELEVATIONS WITHOUT
EMERGENCY SPILLWAY
(RISER PASSES 25-YR. EVENT)
SOURCE: VA, DSWC
I
PLATE. 3.14-2
SCALE I" = 50'
50 25 0 50 100
SCALE IN FEET
W-More-M I � i ��: lillo:F.A
TOP DAM = 578. 0
TOP RISER =575. 0
INV OUT = 570.0 (RISER)
85'- 24" CMP @ 1. 18%
INV OUT = 569. 0 (PIPE OUTFALL)
CLEANOUT ELEV =571. 53
DEWA TER ORIFICE INV = 572.83
DEWA TER ORIFICE DIA = 6"
PERFORATED FLEXIBLE TUBING OIA = 8"
(1) 5.25'x 5,25' ANTISEEPAGE COLLAR
(2. 25' FROM EDGE OF RISER, SEE PLATE
3.14-13 THIS SHEET FOR DETAIL)
Anti -Vortex
6'
Min
Device
578.0
41
0�
575.0
Oi- ewaterng
;36"CMP
Device
Riser
Bot,
Elev.
570,0
Inv
85'-24 ClVp @ 1 18%
C) CD M CD
570.0
Inv
559.0
X SEE PLATE 3.14-4, (THIS SHEET) FOR ANTI -SEEP COLLAR
PLACEMENT.
DAM
SECTIO
N. T. S.
NO BUILDING PERMIT WILL BE ISSUED FOR
LOTS 19 AND 20 UNTIL PERMISSION
IS GRANTED BY THE EROSION & SEDIMENT
CONTROL PROGRAM ADMINISTRATOR,
SCALE I" = 50'
50 25 0 50 100
SCALE IN FEET
01
REVISIONS
C-1- 04-01-03 Eng. Comm.
B I
...........
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..........
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DATE
MAFR. 26, 2003
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FILE NUMBER
4345
Q/JPowe0/435-HC;M-EC;
SHEET
7/8
REVISIONS
1 7FDATE
MA R. A2' 6, 2 0 0 3
CONTOUR INTERVAL
2 FEET
....... ...... ILE N�UMBiER
4345
Wowell/4345-HMEC
lAl
EXHIBIT