HomeMy WebLinkAboutWPO201500043 Plan - E&S Erosion Control Plan 2015-07-31ROADSIDE DITCH AND RIP—RAP AND
SEDIMENT TRAP TAKEN
FROM APPROVED WPO AMENDMENT
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E&SC AMENDMENT NARRATIVE
SIB -2 (large pond adjacent to Route 20)
w The S13-2 phase lines have been removed in favor of constructing the pond all at once.
*
We have added the sediment trap on the Route 20 side of the embankment to the plans. This trap
was approved with aVGMPAmendment for the basin tuhandle the outfall from the Fontana pond
and roadside ditch runoff. Wahave also added the gravel stilling basin downstream from the
sediment trap. Please note that this stilling basin was not engineered, but provides additional energy
dissipation for runoff flowing bothe outfall. Minor adjustments hothe limits ofdisturbance have been
made accordingly. Please note all erosion and sediment control devices will boremoved following
final site stabilization.
* We have added aType |turbidity curtain location and detail in lieu of the wood baffles since the "wood
baffle construction was complicated byurock pond bottom.
v Wehave indicated rip -rap below the temporary slope drain outfalls leading tothe pond.
S113-3 (rear of site)
* Wohave updated the plan boindicate the temporary riser and outfall pipe are toboremoved following
conversion ufthe sediment basin hoasediment trap, ST4\.
^ The plan continues to show the updated diversion dike location and which areas are to remain
uncleared 000uhulimit the drainage area boST-A.
»
We have indicated the location of two temporary stockpiles, and added silt fence and temporary
seeding notation below these stockpiles,
~ We have added the location of the construction road that is being used to construct S84and the
rip -rap outfall channel.
* Nehave made minor updates tothe limits nfconstruction toinclude removal cdthe trap.
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IFLOATATION
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MIC F. MYERS
L14 No 33028
ONAL
DOM. PROJECT NO12.
SHEET NO: l of 3
DATE: 06/30/ 15
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DOM. PROJECT NO12.
SHEET NO: l of 3
DATE: 06/30/ 15
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Temporary Sediment Trap Calculations
No.
A
B
C
H
Z
WEIR
LENGTH
DRAINAGE
WET VOL.
D1
WET VOL.
DRY VOL.
D2
DRY VOL.
(ft.)
(ft,)(ft')
33028
AREA (Acres)
(REQ.)
(ft.)
(PROV.)
(REQ.)
(ft.)
(PROV.)
441+
LfjZ
Ifij
3.0
/.0
8.0
Z.Z /
132.1 Cy
8.0
309 UT
132.1 UT
3.0
2/0 UY
IV
Ulf, CUP" LIMITS`' "Jy
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RIGINAL EL
GROUND
ELEVATION
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4 4,10
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Area 2 1.0, ORIGINAL
H GROUND
Dry Volume D2 C�j ELEVATION
B
Area 1
Wet Volume D1 FILTER CLOT
**COARSE CLASS I
EL = A (Excavated) 11I.1 AGGREGATE RIPRAP
CROSS SECTION OF OUTLET
"I AQQ I PlIDPAID
DIVERSION
DIKE
.......... -_
AREA OUTLET (PERSPECTIVE VIEW) *Note: Sediment Trap shall not be
"COARSE AGGREGATE SHALL BE removed before county inspector has
deemed stabilized.
VDOT #3, #357, OR #5.
Temporary Sediment Trap Detail AnTE
Not To Scale
Clam Elev = 456.00 ---W—
Elev = 452.00
Impervious Core*
A_4 ------
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No
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141
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DOM. PROJECT NO:12.0065
INDEX TITLE:
I G
SHEET NO: 2 of 3
DATE: 06/30/15
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Dg -36-62 PG 44.4.
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t Elev =
Dewatering Device
8" Perforated PVC
Wet Surface Elev = 398.60 = 6" Orifice
Wet Storage
Elev. = 392.00
CMF Anti -Vortex
Device
CV
ipe
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Dam Elev = 404.50
16' Earth Spillway
Elev = 403.00
Irmpervious Core*
Inv.=398.00' @
- 24"HDPE 2 137,- - --_
8 Oxl.5
oncrete Base nv.=397.3 Rip -R
Cutoff Trench* ES -1
L_4 SB -4 SCHEMATtC
SW NOT TO SCALE
*Impervious core and cutoff trench shown
for informational purposes only. Final
design to b>e provided by geotechnical
engineer.
TEMPORARY SEDIMENT BASIN
,PROJECT CASCADIA
_..,.
PROD NO. 12,0065
• BASIN # SEDIMENT BASIN SB -4
_.
DATE 7/2'120151
......
LOCATION, 3., ,
_. _..,..,..
BY DEG:
;INPUT......... _{
C:
0,60
DRAINAGE AREA
Tc: 18.0 1:1
15,61 ac
BASIN VOLUME DESIGN
Q -
28.1 cfs
WET STORAGE
14. FLOW FROM 25 -YEAR STORM
m
1. MINIMUM REQUIRED VOLUME
C:
1045.57 =cy
2. AVAILABLE BASIN VOLUME
t
<
4.2 in/hr
AVERAGE END AREA BASIN VOLUME ESTIMATES
�•f �
ON]
` f {
sEVOLUME
gg
PRINCIPAL SPILLWAY DESIGN
Cf Cy
C
392 1,77100
EMERGENCY SPILLWAY.Y/N
{ )
5,005.00 185.37
394 3,232,00
281 CFS
FS
185,37
16. ASSUMED AVAILABLE HEAD:
8,065.00 , , „ . 298.70
296 4,833,00
403,00
484.07
ASSUMED AVAILABLE HEAD=
11,399.00 m 422.19
393 6,566,00
906,26
.�,,,..
4,103,40 151.98
398.6 7,112x00
_
1,058.24
n _
ACTUAL HEAD:;
10 879.40 402.94
(From Flate :3.14-8 or rains)
_
400 8,430.00
1,461 .18
BARREL LENGTH:
18,845.00 697.96
402 10,415,00
398.00 ft
2,159.14
- .
22,935.00 849.44
(From F1Mte .3.14-7)
404 '__ 12,020800
3,008.59
REQUIRED WET STORAGE VOLUME
24 in
1,045.87 `, cy
APPROX. ELEVATION
W
2
398.60'
3. EXCAVATE CUBIC YARDS
54 in
(From Rate :3.14D)
4. AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED
17 in
530 74cy
.5. ELEVATION CORRESPONDING TO CLEANOUT LEVEL
rn
396.40
6. DISTANCE FROM DEWATERING ORIFICE TO C/O LEVEL
INVERT DEWATERING ORIFICE R'QD
11.2 CFS
398.60
INVERT DEWATERING ORIFICE USED
398.60;
APPROX. VOLUME AT INVERT USED
16.00 ft
1058.24`cy
DISTANCE FROM INVERT TO C/O LEVEL
0.04 ft/ft
2.20 ft
DISTANCE ACCEPTABLE':
33,00 ft
(From Table :3.14 -ti~)
WET STORAGE VOLUME ACCEPTABLE _ n
J
DRY STORAGE
7. MINIMUM REQUIRED VOLUME
10.00 ft
1045.87 cy
8. TOTAL AVAILABLE VOLUME AT CREST OF RISER
2,00 :1
CREST OF RISER
2.13%
402.00;
APPROX. AVAILABLE TOTAL VOLUME
50,00 ft
2159.14 cy
ADEQUATE DRY STORAGE VOLUME
;9. DIAMETER OF DEWATERIN(., ORIFICE
2
From Plate 0,14-12
Q
4.0 ft^2
1.40efs
d
7.60 in
USE cI
I
ca
6in
I
10, DIAMETER OF FLEXIBLE TJBING _..__
„
_.... __. .
8 in
STANDARD SIZE
403.50 ft
PRELIMINARY DESIGN
403.00 ft
11. PRELIMINARY DESIGN ELEVATIONS:
402.00 ft
_.__ ..._._._._ . ....
CREST OF RISER' 402.00 ft
398,60 ft
TOP OF DAM 404,50 ft
396.40 ft
DESIGN HIGH WATERT: 40;3,50 It
UPSTREAM TOE OF DAM' 392.00 ft
..
BASIN SHAPE
12. LENGTH OF FLOW / EFFECTIVE WIDTH NORTH RUN
SURFACE AREA OF NORMAL POOL 7669 sf
.... ......................
LENGTH -OF FLOW PATH 120 ft
1
EFFECTIVE WIDTH 60 It
.............
L/We 2.00
Baffles Not Rewired
RUNOFF
z
C>
{RATIONAL METHOD CALCULATION}
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n CV N
USE MAXIMUM C VALUE DURING CONSTRUCTION AND MINIMUM Tc VALUE
13. FLOW FROM 2 -YEAR STORM
11
o ¢ 2
--
C:
0,60
...... _
Tc: 18.0 1:1
3.0 in/hr
0
Q -
28.1 cfs
14. FLOW FROM 25 -YEAR STORM
m
C:
0.60 ..
__
Tc: 18.0: I
4.2 in/hr
.._ ... .....
Q -
39.3 cfs
PRINCIPAL SPILLWAY DESIGN
15. REQUIRED SPILLWAY CAPACITY:
EMERGENCY SPILLWAY.Y/N
{ )
Y
REQUIRED SPILLWAY CAPACITY:
281 CFS
FS
16. ASSUMED AVAILABLE HEAD:
ELEV. OF CREST OF E.S. IF USED:
403,00
ASSUMED AVAILABLE HEAD=
1.00 ft
17. RISER DIMENSIONS:
C
RISER DIAMETER:'
36.00
(Froom Plate 0.14-8 or Caics)
ACTUAL MAX. ELEV.:'
403,50 ft
(From Calcs if appropriate)
ACTUAL HEAD:;
1,50 ft
(From Flate :3.14-8 or rains)
_
18. BARREL LENGTH:
BARREL LENGTH:
34.00 ft
BARREL INVERT OUT:
398.00 ft
HEAD H ON BARREL::
5.50 ft
(From F1Mte .3.14-7)
19. BARREL DIAMETER:
10
BARREL DIAMETER:
24 in
(Frorn Rale 3.14A or 3.1413)<-
20. TRASH RACK AND ANTI -VORTEX DEVICE.
W
2
DIAMETER:
54 in
(From Rate :3.14D)
HEIGHT:
17 in
EMERGENCY SPILLWAY DESIGN
rn
21. REQUIRED SPILLWAY CAPACITY:
Qe = Q(25)7QP =
11.2 CFS
22. DIMENSIONS:
BOTTOM WIDTH (b):
16.00 ft
(From Table 0.14-C)
SLOPE OF EXIT CHANNEL (s):
0.04 ft/ft
(From Table 0.14-C)
MIH LENGTH EXIT CHANNEL (x):
33,00 ft
(From Table :3.14 -ti~)
ANTI -SEEP COLLAR DESIGN
J
23. DIMENSIONS:
DEPTH WATER CREST OF P.S. (Y):
10.00 ft
U
SLOPE UPSTREAM FACE DAM (Z):
2,00 :1
SLOPE P.S. BARREL (Sb}:
.,... _,.
2.13%
LENGTH BARREL IN SAT ZONE (Ls):
50,00 ft
(From F1ate .3.14-11)
.24. NUMBER OF COLLARS:
NUMBER REQUIRED::
2
From Plate 0,14-12
DIMENSIONS:
4.0 ft^2
(From Flat :3.14-12)
FINAL DESIGN ELEVATIONS
25. ELEVATIONS:
ca
TOP OF DAM:
404.50 ft
DESIGN HIGH WATER:
403.50 ft
EMERGENCY SPILLWAY CREST: '
403.00 ft
PRINCIPAL SPILLWAY CREST:
402.00 ft
_.__ ..._._._._ . ....
DEWATERING ORIFICE INVERT:
398,60 ft
CLEANOUT ELEVATION:'
396.40 ft
7
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DOM. PROJECT NO:12,
INDEX TITLE:
IG3
SHEET NO: 3 of 3
DATE: 04/17/13
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DOM. PROJECT NO:12,
INDEX TITLE:
IG3
SHEET NO: 3 of 3
DATE: 04/17/13