HomeMy WebLinkAbout1.04 Pond Outlet Structure Calculations•
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POND/OUTLET STRUCTURE CALCULATIONS
MINIMUM POND VOLUME
rgleat a ITKO ENRI D rM
FILE: PONDVOLUME.XLS
HCE Job Number: 2051019.00
CALCS BY: ALA
CHECKED BY: REW
Date: 7-15-05
PROPOSED WATER QUALITY / DETENTION POND A
ELEVATION
AREA
VOLUME (Ft3)
CUMULATIVE
VOLUME (Ft3)
5937.00
0.00
0
0
5938.00
447.34
223.67
223.67
5939.00
2183.85
1,315.60
1,539.27
5940.00
5238.79
3,711.32
5,250.59
5941.00
6,433.83
5,836.31
11,086.90
5942.00
7,256.10
6,844.97
17,931.86
TOTAL 2 -YR VOLUME (ft3) = 1,811.7
WSEL = 5939.07
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Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
Sheet 1 of 3
Designer: Amber Appel
Company: High Country Engineering, Inc.
Date: June 22, 2005
Project:
Location:
Ironbridge
POND A-2YR
1. Basin Storage Volume
A) Tributary Area's Imperviousness Ratio (i = la / 100)
B) Contributing Watershed Area (Area)
C) Water Quality Capture Volume (WQCV)
(WQCV =1.0 * (0.91 *13 - 1.19 * 12 + 0.78 * I))
D) Design Volume: Vol = (WQCV / 12) * Area * 1.2
la =
i =
Area =
WQCV =
Vol =
45.70
0.46
7.86 acres
0.19 watershed inches
0.153 acre-feet
2. Outlet Works
A) Outlet Type (Check One)
B) Depth at Outlet Above Lowest Perforation (H)
C) Required Maximum Outlet Area per Row, (A°)
D) Perforation Dimensions (enter one only):
i) Circular Perforation Diameter OR
ii) 2" Height Rectangular Perforation Width
E) Number of Columns (nc, See Table 6a-1 For Maximum)
F) Actual Design Outlet Area per Row (Ao)
G) Number of Rows (nr)
H) Total Outlet Area (Aot)
X
Orifice Plate
Perforated Riser Pipe
Other:
H =
A° =
D =
W =
nc =
A. =
nr =
/Not =
2.50 feet
0.24 square inches
0.3750 inches, OR
inches
2 number
0.22 square inches
8 number
1.66 square inches
3. Trash Rack
A) Needed Open Area: At = 0.5 * (Figure 7 Value) * Aot
B) Type of Outlet Opening (Check One)
C) For 2", or Smaller, Round Opening (Ref.: Figure 6a):
At =
X
61 square inches
< 2" Diameter Round
2" High Rectangular
Other:
Wconc =
HTR =
i) Width of Trash Rack and Concrete Opening (\A/cam)
from Table 6a-1
ii) Height of Trash Rack Screen (HTR)
6 inches
54 inches
POND a-2YR, EDB
IRONBRIDGE HOMES
2051019.00
6-28-05
BY: ALA
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POND A,2YR
Basin Output
Pond Name
Distribution Type Type II
Frequency Type 2 years
Area 482800.0100 ft2
Peak Inflow 2.1809 cfs
Peak outflow 0.2181 cfs
Runoff 0.0812 in
Runoff Volume 3266.7424 ft3
Storage volume 1811.7054 ft3
Maximum Storage Elevation 0.0000 ft
Page 1
LB ROSE RANCH, LLC
2051019.00
16;15-05
: ALA
Weir Calculator
OUTLETPONDA
Given Input Data:
Weir Type Rectangular
Equation Suppressed
Solving for Flowrate
Depth of Flow 18.0000 in
Coefficient 0.6500
Height 18.0000 in
Computed Results:
Flowrate 89.4035 cfs
Full Flow 89.4035 cfs
Velocity 4.2573 fps
width 168.0000 in
Area 21.0000 ft2
Perimeter 204.0000 in
Wet Perimeter 204.0000 in
wet Area 21.0000 ft2
Percent Full 100.0000 %
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Page 1
LB ROSE RANCH, LLC
2051019.00
4615-05
: ALA
POND A,100YRSPILLWAY
Weir Calculator
Given Input Data:
Weir Type Rectangular
Equation Suppressed
solving for Depth of Flow
Flowrate 8.9257 cfs
coefficient 0.6500
Height 12.0000 in
Computed Results:
Depth of Flow 10.8177 in
Full Flow 10.4282 cfs
Velocity 3.3004 fps
width 36.0000 in
Area 3.0000 ft2
Perimeter 60.0000 in
wet Perimeter 57.6354 in
wet Area 2.7044 ft2
Percent Full 90.1476 %
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Page 1
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POND A INLET
RIPRAP SIZE
Pd = (V2 + gd)i12
V = design flow velocity at pipe outlet (ft/sec)
9= acceleration due to gravity = 32.2 ft/sec2
d = design depth of flow at pipe outlet (ft)
D = Storm Sewer Diameter
V=
9=
d=
1.31
32.2
0.6833
D=
1.5
Pd =
* USE FIGURE HS -20 TO DETERMINE RIPRAP DESIGN SIZE.
TYPE
L
Max Pd for each Rip Rap Type
13.1
M
17.3
H
21.25
D50=
T = 1.75D50
T=
TABLE HS -9
Median (i.e., D50) Size of Districts Riprap
Riprap Type
D50 -Median Rock Size (inches)
L
9
M
12
H
18
B18
18 (grouted)
BASIN LENGTH
Basin Length is the greater of the following
L=4D or L=(D)112x(V/2)
L = Basin Length
D = Storm Sewer Diameter
V = design flow velocity at pipe outlet (ft/sec)
L = 4D
L=
6
L = (D)1 x (V/2)
L=
0.80
L=
6
BASIN WIDTH
W=4D
W = Basin Width
D = Storm Sewer Diameter
W=4D
W=
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POND A OUTLET
RIPRAP SIZE
Pd = (VT+ 9d)trr
V = desi9n flow velocity at pipe outlet (ft/sec)
9 = acceleration due to gravity = 32.2 ft/sec2
d = design depth of flow at pipe outlet (ft)
D = Storm Sewer Diameter
V=
9=
d=
h
0.4135
32.2
0.41574
D=
1.5
Pd = 3.7'
* USE FIGURE HS -20 TO DETERMINE RIPRAP DESIGN SIZE.
TYPE
L
Max Pd for each Rip Rap Type
13.1
M
17.3
H
21.25
T =r'15.75
TABLE HS -9
Median (i.e., 050) Size of District's Riprap
Riprap Type
D50 -Median Rock Size (inches)
L
9
M
12
H
18
B18
18 (grouted)
BASIN LENGTH
Basin Length is the greater of the following
L = 4D or L = (D)1)2x (V/2)
L = Basin Length
D = Storm Sewer Diameter
V = desi9n flow velocity at pipe outlet (ft/sec)
L=4D
L=
6
L = (D)ir2 x (V/2)
L=
0.25
L=
6
BASIN WIDTH
W = 4D
W = Basin Width
D = Storrn Sewer Diameter
W=4D
W=
ee
s6
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,,.'.'Y
POND A SPILLWAY
RIPRAP SIZE
µ
4
Pd _ (V2 + ger2
V = design flow velocity at pipe outlet (ft/sec)
V = ,
3.3004
8 = acceleration due to gravity = 32.2 ft/sec2
9 =
32.2
d = design depth of flow at pipe outlet (ft)
d =
0.90475
H = Channel Height
D =
1
w = Width of
Channel (ft)
a w =
3
b Pd = µ63
.,
* USE FIGURE
HS -20 TO
DETERMINE
RIPRAP DESIGN SIZE.
TYPE
Max Pd for each Rip Rap Type
L
12.0
s
M
16.0
9 1
H
Dso_
20
t
s
a
T = 1.75D
TABLE HS -9
Median (i.e., Dom) Size of District's Riprap
Riprap Type D50 -Median Rock Size (inches)
L 9
M
12
8
H
18
_ B18
18 (grouted)
BASIN LENGTH
•
I
Basin Length is the greater of the following
L=4H
or
L=(H)12x(V/2)
L = Basin Length
A
D = Channel Height
V = design flow
velocity
at pipe outlet
(ft/sec)
i
9 d
L=4H
L= S
4
L = (H)1/ x (V/2)
L =
1.65
•
L =
.,�*W ':n4 �� .. L'�'$�,vkiu �Na .n
�}�� .s�'�'r". :r��'+c
����' £�
BASIN WIDTH
W = w+4H
.
W = Basin Width
' '
w = Width of Rectangle
H= Channel Height
W = w+4H
W _
�.._., .
7
MINIMUM POND VOLUME
PVo 0..)c�t t IrR,O NTERIDQE
FILE: PONDVOLUME.XLS
HCE Job Number: 2051019.00
CALCS BY: ALA
CHECKED BY: REW
Date: 7-15-05
PROPOSED WATER QUALITY / DETENTION POND B
ELEVATION
AREA
VOLUME (Ft3)
CUMULATIVE
VOLUME (Ft3)
5925.60
0.00
0
0
5926.00
87.13
17.43
17.43
5927.00
816.16
451.65
469.07
5928.00
2120.71
1,468.44
1,937.51
5929.00
3005.83
2,563.27
4,500.78
5930.00
3,965.95
3,485.89
7,986.67
5931.00
4,996.30
4,481.13
12,467.79
TOTAL 2 -YR VOLUME (ft3) = 1,915.9
WSEL = '5927.99=
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Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
Sheet 1 of 3
Designer: Amber Appel
Company: High Country Engineering, Inc.
Date: June 10, 2005
Project: Ironbridge
Location: POND B-2YR
1. Basin Storage Volume
A) Tributary Area's Imperviousness Ratio (i = la/ 100)
B) Contributing Watershed Area (Area)
C) Water Quality Capture Volume (WQCV)
(WQCV =1.0 * (0.91 *13 - 1.19 *12 + 0.78 * I))
D) Design Volume: Vol = (WQCV / 12) * Area * 1.2
la =
i =
Area =
WQCV =
Vol =
49.00
0.49
7.00 acres
0.20 watershed inches
0.142 acre-feet
2. Outlet Works
A) Outlet Type (Check One)
B) Depth at Outlet Above Lowest Perforation (H)
C) Required Maximum Outlet Area per Row, (A0)
D) Perforation Dimensions (enter one only):
i) Circular Perforation Diameter OR
ii) 2" Height Rectangular Perforation Width
E) Number of Columns (nc, See Table 6a-1 For Maximum)
F) Actual Design Outlet Area per Row (Ao)
G) Number of Rows (nr)
H) Total Outlet Area (A0,)
X
Orifice Plate
Perforated Riser Pipe
Other:
H =
Ao =
D =
W =
nc =
A0 =
nr =
Ao =
2.50 feet
0.22 square inches
0.3750 inches, OR
inches
2 number
0.22 square inches
8 number
1.66 square inches
3. Trash Rack
A) Needed Open Area: A, = 0.5 * (Figure 7 Value) *A,
B) Type of Outlet Opening (Check One)
C) For 2", or Smaller Round Opening (Ref.: Figure 6a):
At =
X
61 square inches
< 2" Diameter Round
2" High Rectangular
Other:
Wconc =
HTR =
i) Width of Trash Rack and Concrete Opening (W�o„�1
from Table 6a-1
ii) Height of Trash Rack Screen (HTR)
6 inches
54 inches
POND B, EDB
IRONBRIDGE HOMES
2051019.00
*28-05
: ALA
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POND B,2YR
Basin Output
Pond Name POND B
Distribution Type Type II
Frequency Type 2 years
Area 296780.2300 ft2
Peak Inflow 1.0966 cfs
Peak Outflow 0.1097 cfs
Runoff 0.1397 in
Runoff Volume 3454.8005 ft3
Storage volume 1915.8766 ft3
Maximum Storage Elevation 0.0000 ft
Page 1
LB ROSE RANCH, LLC
2051019.00
615-05
: ALA
weir Calculator
OUTLETPONDB
Given Input Data:
weir Type Rectangular
Equation suppressed
Solving for Flowrate
Depth of Flow 22.8000 in
coefficient 0.6500
Height 34.8000 in
Computed Results:
Flowrate 127.4524 cfs
Full Flow 240.3337 cfs
velocity 4.7914 fps
width 168.0000 in
Area 40.6000 ft2
Perimeter 237.6000 in
wet Perimeter 213.6000 in
wet Area 26.6000 ft2
Percent Full 65.5172 %
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Page 1
LB ROSE RANCH, LLC
2051019.00
7-15-05
•Y: ALA
Given Input Data:
Weir Type Rectangular
Equation Suppressed
Solving for Depth of Flow
Flowrate 5.7129 cfs
Coefficient 0.6500
Height 12.0000 in
Computed Results:
Depth of Flow 10.5278 in
Full Flow 6.9522 cfs
velocity 3.2559 fps
Width 24.0000 in
Area 2.0000 ft2
Perimeter 48.0000 in
Wet Perimeter 45.0557 in
Wet Area 1.7546 ft2
Percent Full 87.7320
POND B,100YRSPILLWAY
weir Calculator
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Page 1
CURB CUT,B7,25YR
LB ROSE RANCH, LLC
2051019.00
411L15-05
: ALA
URB CUT FOR NORTH VILLAS (BASIN B7)
Weir Calculator
Given Input Data:
Weir Type Rectangular
Equation Suppressed
solving for Depth of Flow
Flowrate 0.2223 cfs
Coefficient 0.6500
Height 4.0000 in
Computed Results:
Depth of Flow 1.9190 in
Full Flow 0.6690 cfs
velocity 1.3901 fps
width 12.0000 in
Area 0.3333 ft2
Perimeter 20.0000 in
wet Perimeter 15.8381 in
wet Area 0.1599 ft2
Percent Full 47.9757
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Page 1
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POND B INLET
RIPRAP SIZE
Pd = (V2 + gd)trr
V = design flow velocity at pipe outlet (ft/sec)
9 = acceleration due to gravity = 32.2 ft/sec2
d = design depth of flow at pipe outlet (ft)
D = Storm Sewer Diameter
v=
9=
d=
2.29
32.2
0.3822
D=
1.5
Pd = 4.2
USE FIGURE HS -20 TO DETERMINE RIPRAP DESIGN SIZE.
TYPE
L
Max Pd for each Rip Rap Type
13.1
M
17.3
H
21.25
D50=
T = 1.75D
T=
TABLE HS -9
Median (i.e., D50) Size of District's Riprap
Riprap Type
D50 -Median Rock Size (inches)
L
9
M
12
H
18
B18
18 (grouted)
BASIN LENGTH
Basin Length is the greater of the following
L=4D or L=(D)1 x(V/2)
L = Basin Length
D = Storm Sewer Diameter
V = design flow velocity at pipe outlet (ft/sec)
L=4D
L=
6
L = (D)ir2 x (V/2)
L=
1.40
L=
BASIN WIDTH
W=4D
W = Basin Width
D = Storm Sewer Diameter
W=4D
W=
•
COMBRED
POND B OUTLET
RIPRAP SIZE
Fd --;.672; ge
V = desi9n flow velocity at pipe outlet (ft/sec)
V =
_
4.48
9 = acceleration due to gravity = 32.2 ft/sec2
9 =
32.2
d = design depth of flow at pipe outlet (ft)
d = €
,.
0.4211
D = Storm Sewer
Diameter
D =
1.5
Pd = Ew_
5.8
* USE FIGURE
HS -20 TO
DETERMINE
RIPRAP DESIGN
SIZE.
TYPE Max Pd for each Rip Rap Type
L
13.1
M
17.3
H
so
21.25
h
T = 1.75D�
T = i7
,.
TABLE HS -9
Median (i.e., Dom) Size of District's Riprap
Riprap Type
D50 -Median Rock Size (inches)
L
9
M
12
H
18
B18
18 (grouted)
BASIN LENGTH
Basin Length is the greater of the following
L = 4D
or
L = (D)'J x
(V/2)
,-
L = Basin Length
L
D = Storm Sewer Diameter
V = design flow velocity at pipe outlet (ft/sec) h
-
L=4D
L=
6
L = (D)1 x (V/2)
L =
2.74
L= i
6
BASIN WIDTH
W=4D
W = Basin Width
h - -
D = Storm Sewer
Diameter
W=4D
W=
6
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•
•
POND B SPILLWAY
RIPRAP SIZE
Pd = (V2 + gd)tr2
V = design flow velocity at pipe outlet (ft/sec)
g = acceleration due to gravity = 32.2 ft/sec2
d = design depth of flow at pipe outlet (ft)
H = Channel Height
w = Width of Channel (ft)
V = 6.9522
9=
d=
32.2
0.8773
D= 1
w= 2
Pd =
8.8
* USE FIGURE HS -20 TO DETERMINE RIPRAP DESIGN SIZE.
TYPE
L
Max Pd for each Rip Rap Type
12.0
M
16.0
H
20
TABLE HS -9
Median (i.e., Dom) Size of District's Riprap
Riprap Type
L
D50 -Median Rock Size (inches)
9
M
12
H
18
B18
18 (grouted)
BASIN LENGTH
Basin Length is the greater of the following
L = 4H or L = (H)'"2 x (V/2)
L = Basin Length
D = Channel Height
V = design flow velocity at pipe outlet (ft/sec)
L = 4H
L = (H)x (V/2)
L=
L=
4
3.48
L=
BASIN WIDTH
W=w+4H
W = Basin Width
w = Width of Rectangle
H = Channel Height
W=w+4H
W=
7
MINIMUM POND VOLUME
Pro40%A% N FAZDG1E
FILE: PONDVOLUME.XLS
HCE Job Number: 2051019.00
CALCS BY: ALA
CHECKED BY: REW
Date: 7-15-05
PROPOSED WATER QUALITY / DETENTION POND C
ELEVATION
AREA
VOLUME (Ft3)
CUMULATIVE
VOLUME (Ft3)
5940.00
0.00
0
0
5941.00
498.20
249.10
249.10
5942.00
1375.91
937.06
1,186.16
5943.00
2105.53
1,740.72
2,926.88
5944.00
2,875.83
2,490.68
5,417.56
5945.00
3,708.90
3,292.37
8,709.92
5946.00
4,603.94
4,156.42
12,866.34
5947.00
6,250.07
5,427.01
18,293.35
TOTAL 2 -YR VOLUME (ft3) = 894.5
WSEL = 5941.69
•
•
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
Sheet 1 of 3
Designer: Amber Appel
Company: High Country Engineering, Inc.
Date: June 10, 2005
Project: Ironbridge
Location: POND C-2YR
1. Basin Storage Volume
A) Tributary Area's Imperviousness Ratio (i = I,/ 100)
B) Contributing Watershed Area (Area)
C) Water Quality Capture Volume (WQCV)
(WQCV=1.0*(0.91 *13- 1.19 * 12 + 0.78 * I))
D) Design Volume: Vol = (WQCV / 12) * Area * 1.2
la =
i =
Area =
WQCV =
Vol =
71.40 %
0.71
4.00 acres
0.28 watershed inches
0.113 acre-feet
2. Outlet Works
A) Outlet Type (Check One)
B) Depth at Outlet Above Lowest Perforation (H)
C) Required Maximum Outlet Area per Row, (A0)
D) Perforation Dimensions (enter one only):
i) Circular Perforation Diameter OR
ii) 2" Height Rectangular Perforation Width
E) Number of Columns (nc, See Table 6a-1 For Maximum)
F) Actual Design Outlet Area per Row (A0)
G) Number of Rows (nr)
H) Total Outlet Area (A.)
_ X
Orifice Plate
Perforated Riser Pipe
Other:
H =
Ao =
D =
W =
nc =
A0 =
nr =
A01=
2.50 feet
0.18 square inches
0.4750 inches, OR
inches
1 number
0.18 square inches
8 number
1.33 square inches
3. Trash Rack
A) Needed Open Area: At = 0.5 * (Figure 7 Value) * A0t
B) Type of Outlet Opening (Check One)
C) For 2", or Smaller Round Opening (Ref.: Figure 6a):
At =
X
48 square inches
< 2" Diameter Round
2" High Rectangular
Other:
Wcnc =
HTR =
i) Width of Trash Rack and Concrete Opening (Wcanc)
from Table 6a-1
ii) Height of Trash Rack Screen (HTR)
3 inches
54 inches
POND C, EDB
IRONBRIDGE HOMES
2051019.00
40-28-05
Y: ALA
•
•
POND C,2YR
Basin Output
Pond Name POND C
Distribution Type Type II
Frequency Type 2 years
Area 276493.0359 ft2
Peak Inflow 0.3732 cfs
Peak outflow 0.0425 cfs
Runoff 0.0720 in
Runoff volume 1658.8545 ft3
Storage volume 894.5088 ft3
Maximum Storage Elevation 0.0000 ft
Page 1
LB ROSE RANCH, LLC
2051019.00
7-15-05
•Y: ALA
Given Input Data:
Weir Type Rectangular
Equation Suppressed
solving for Flowrate
Depth of Flow 42.0000 in
coefficient 0.6500
Height 54.0000 in
Computed Results:
Flowrate 318.6543 cfs
Full Flow 464.5542 cfs
velocity 6.5031 fps
width 168.0000 in
Area 63.0000 ft2
Perimeter 276.0000 in
wet Perimeter 252.0000 in
wet Area 49.0000 ft2
Percent Full 77.7778 %
weir Calculator
OUTLETPONDC
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Page 1
LB ROSE RANCH, LLC
2051019.00
415-05
: ALA
POND C,100YRSPILLWAY
Weir Calculator
Given Input Data:
weir Type Rectangular
Equation suppressed
Solving for Depth of Flow
Flowrate 4.1664 cfs
Coefficient 0.6500
Height 12.0000 in
Computed Results:
Depth of Flow 10.3332 in
Full Flow 5.2141 cfs
velocity 3.2256 fps
width 18.0000 in
Area 1.5000 ft2
Perimeter 42.0000 in
wet Perimeter 38.6664 in
Wet Area 1.2916 ft2
Percent Full 86.1100
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Page 1
CURB CUT,C9,25YR
LB ROSE RANCH, LLC
2051019.00
�15_05
: ALA
URB CUT FOR ROUNDABOUT
weir Calculator
Given Input Data:
Weir Type Rectangular
Equation Suppressed
solving for Depth of Flow
Flowrate 0.1506 cfs
Coefficient 0.6500
Height 4.0000 in
Computed Results:
Depth of Flow 1.4803 in
Full Flow 0.6690 cfs
velocity 1.2209 fps
width 12.0000 in
Area 0.3333 ft2
Perimeter 20.0000 in
Wet Perimeter 14.9605 in
Wet Area 0.1234 ft2
Percent Full 37.0065 %
•
Page 1
•
•
POND C INLET
RIPRAP SIZE
Pd = (V2 gd)1r2
V = design flow velocity at pipe outlet (ft/sec)
9 = acceleration due to gravity = 32.2 ft/sec2
d = design depth of flow at pipe outlet (ft)
D = Storm Sewer Diameter
V=
d=
D=
1.473
32.2
0.408
1.5
Pd =
USE FIGURE HS -20 TO DETERMINE RIPRAP DESIGN SIZE.
TYPE
L
Max Pd for each Rip Rap Type
13.1
M
17.3
H
21.25
D50=
T = 1.75D5o
T
TABLE HS -9
Median (i.e., D50) Size of District's Riprap
Riprap Type
D50 -Median Rock Size (inches)
L
9
M
12
H
18
B18
18 (grouted)
BASIN LENGTH
Basin Length is the greater of the following
L = 4D or L = (D)'1 x (V/2)
L = Basin Length
D = Storm Sewer Diameter
V = design flow veloci
at pipe outlet (ft/sec)
L=4D
L = (D)1/2 x (V/2)
L=
6
L=
0.90
L=
•
BASIN WIDTH
W=4D
W = Basin Width
D = Storm Sewer Diameter
W=4D
W = 6
•
•
•
POND C OUTLET
1' SES
RIPRAP SIZE
Pd = (V2 + gd)irr
V = design flow velocity at pipe outlet (ft/sec)
g.= acceleration due to gravity = 32.2 ft/sec2
d = design depth of flow at pipe outlet (ft)
D = Storm Sewer Diameter
V=
9=
d=
2.08
32.2
0.292
D = 1.5
Pd =
USE FIGURE HS -20 TO DETERMINE RIPRAP DESIGN SIZE.
TYPE
L
Max Pd for each Rip Rap Type
13.1
M
17.3
H
21.25
D5=
T = 1.75D50
T=
X15.75=
TABLE HS -9
Median (i.e., D50) Size of District's Riprap
Riprap Type
D50 -Median Rock Size (inches)
L
9
M
12
H
18
B18
18 (grouted)
BASIN LENGTH
Basin Length is the greater of the following
L=4D or L= (D)1/2x (V/2)
L = Basin Length
D = Storm Sewer Diameter
V = design flow velocity at pipe outlet (ft/sec)
L=4D
L=
6
L=(D)1' x(V/2)
L=
1.27
L=
BASIN WIDTH
W=4D
W = Basin Width
D = Storm Sewer Diameter
W=4D
W=
•
•
t
EtrEA Reel �.
^3r,:.�ta. aaks%da¢'i"s^F�^`.,oG ,.✓'a,.r .,'; �
ffi Qs ?
POND C SPILLWAY
RIPRAP SIZE
...
4 4
72
Pd _ (V2 + gd)1
V = design flow velocity at pipe outlet (ft/sec)
V = , 3.2256
g = acceleration due to gravity = 32.2 ft/sec2
R 9 = , 32.2
d = design depth of flow at pipe outlet (ft)
d = 0.861
H = Channel Height
s D =
1
w = Width of
Channel (ft)w
=
1.5
Pd = 62
" USE FIGURE
HS -20 TO
DETERMINE
RIPRAP DESIGN SIZE.
TYPE
Max Pd for each Rip Rap Type
L
12.0
4
M
16.0
4
H
20
s
T = 1.75D50
T = .., (
a
4 4
TABLE HS -9
Median (i.e., Dom) Size of District's Riprap
Riprap Type
D50 -Median Rock Size (inches)
L
9
M
12
4
H
18
B18
18 (grouted)
BASIN LENGTH
Basin Length is the greater of the following
4
L = 4H or
L = (H)' x
(V/2)
L =Basin Length
.
D = Channel Height
V= design flow velocity,
at pipe outlet
(ft/sec)
O e
L=4H
€L= 4
SL
L = (H)1 x (V/2)
=
1.61
I
a L =
4
•
BASIN WIDTH
W = w+4H
s
-
W = Basin Width
w = Width of Rectangle
'•
H = Channel Height
W=w+4H
W= 7
MINIMUM POND VOLUME
P ,01)%c�tr IrR?O N BjEVEIDOCiE-'
FILE: PONDVOLUME.XLS
HCE Job Number: 2051019.00
CALCS BY: ALA
CHECKED BY: REW
Date: 7-5-05
PROPOSED WATER QUALITY / DETENTION POND
D1
ELEVATION
AREA
VOLUME (Ft3)
CUMULATIVE
VOLUME (Ft3)
5936.30
0.00
0
0
5937.00
136.96
47.94
47.94
5938.00
548.26
342.61
390.55
5939.00
1368.64
958.45
1,349.00
5940.00
2,365.00
1,866.82
3,215.82
TOTAL 2 -YR VOLUME (ft3) = 10.0
WSEL = 5936.45
TOTAL 25 -YR VOLUME (ft3) = 3,161.3
WSEL = 5939.97.1R
•
•
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
Sheet 1 of 3
Designer: Amber Appel
Company: High Country Engineering, Inc.
Date: June 24, 2005
Project: Ironbridge
Location: POND D1-25YR
1. Basin Storage Volume
A) Tributary Area's Imperviousness Ratio (i = la / 100)
B) Contributing Watershed Area (Area)
C) Water Quality Capture Volume (WQCV)
(WQCV =1.0 * (0.91 *13 - 1.19 *12 + 0.78 *1))
D) Design Volume: Vol = (WQCV / 12) * Area * 1.2
la =
i =
Area =
WQCV =
Vol =
10.70
0.11
11.00 acres
0.07 watershed inches
0.078 acre-feet
2. Outlet Works
A) Outlet Type (Check One)
B) Depth at Outlet Above Lowest Perforation (H)
C) Required Maximum Outlet Area per Row, (A0)
D) Perforation Dimensions (enter one only):
i) Circular Perforation Diameter OR
ii) 2" Height Rectangular Perforation Width
E) Number of Columns (nc, See Table 6a-1 For Maximum)
F) Actual Design Outlet Area per Row (A°)
G) Number of Rows (nr)
H) Total Outlet Area (A°f)
X
Orifice Plate
Perforated Riser Pipe
Other:
H =
Ao =
D =
W =
nc =
Ao =
nr =
A°t =
3.67 feet
0.07 square inches
0.3130 inches, OR
inches
1 number
0.08 square inches
11 number
0.85 square inches
3. Trash Rack
A) Needed Open Area: At = 0.5 * (Figure 7 Value) * Ao1
B) Type of Outlet Opening (Check One)
C) For 2", or Smaller, Round Opening (Ref.: Figure 6a):
At =
X
31 square inches
< 2" Diameter Round
2" High Rectangular
Other:
Wcont =
HTR =
i) Width of Trash Rack and Concrete Opening (Wconc)
from Table 6a-1
ii) Height of Trash Rack Screen (HTR)
3 inches
68 inches
POND D1, EDB
IRONBRIDGE HOMES
2051019.00
6-28-05
BY: ALA
•
•
•
POND D1,2YR
Basin output
Pond Name
Distribution Type Type II
Frequency Type 2 years
Area 475870.0000 ft2
Peak Inflow 0.0063 cfs
Peak outflow 0.0036 cfs
Runoff 0.0010 in
Runoff volume 39.6534 ft3
Storage volume 9.9272 ft3
Maximum Storage Elevation 0.0000 ft
Page 1
IRONBRIDGE HOMES
2051019.00
6-28-05
BY: ALA
•
•
•
POND D1,25YR
Basin Output
Pond Name
Distribution Type Type II
Frequency Type 25 years
Area 475870.0000 ft2
Peak Inflow 0.2915 cfs
Peak outflow 0.0292 cfs
Runoff 0.1438 in
Runoff volume 5702.1522 ft3
storage volume 3161.2896 ft3
Maximum Storage Elevation 0.0000 ft
Page 1
LB ROSE RANCH, LLC
2051019.00
-15-05
IlliY: ALA
weir Calculator
OUTLETPONDD1
Given Input Data:
weir Type Rectangular
Equation Suppressed
solving for Flowrate
Depth of Flow 0.3600 in
coefficient 0.6500
Height 12.0000 in
Computed Results:
Flowrate 0.2529 cfs
Full Flow 48.6651 cfs
Velocity 0.6021 fps
width 168.0000 in
Area 14.0000 ft2
Perimeter 192.0000 in
wet Perimeter 168.7200 in
wet Area 0.4200 ft2
Percent Full 3.0000
•
•
Page 1
LB ROSE RANCH, LLC
2051019.00
7-15-05
BY: ALA
0iven Input Data:
Weir Type Rectangular
Equation Suppressed
Solving for Depth of Flow
Flowrate 0.8413 cfs
Coefficient 0.6500
Height 6.0000 in
Computed Results:
Depth of Flow 5.2627 in
Full Flow 1.0241 cfs
velocity 2.3020 fps
width 10.0000 in
Area 0.4167 ft2
Perimeter 22.0000 in
Wet Perimeter 20.5254 in
Wet Area 0.3655 ft2
Percent Full 87.7119
POND D1,100YRPSILLWAY
weir calculator
•
•
Page 1
•
POND DI INLET
RIPRAP SIZE
Pd = (V7 + gd)r�
V = design flow velocity at pipe outlet (ft/sec)
9= acceleration due to gravity = 32.2 ft/sec2
d = design depth of flow at pipe outlet (ft)
•
D = Storm Sewer Diameter
V=
9=
0.1365
32.2
0.098
D=
1.5
Pd =
* USE FIGURE HS -20 TO DETERMINE RIPRAP DESIGN SIZE.
TYPE
L
Max Pd for each Rip Rap Type
13.1
M
17.3
H
21.25
TABLE HS -9
Median (i.e., D50) Size of District's Riprap
Riprap Type
D50 -Median Rock Size (inches)
L
9
M
12
H
18
B18
18 (grouted)
BASIN LENGTH
Basin Length is the greater of the following
L=4D or L=(D)112x(V/2)
L = Basin Length
D = Storm Sewer Diameter
V = design flow velocity at pipe outlet (ft/sec)
L=4D
L=
6
L = (D)1' x (V/2)
L=
0.08
L=
6
BASIN WIDTH
W = 4D
W = Basin Width
D = Storm Sewer Diameter
W=4D
W=
•
POND D1 OUTLET
RIPRAP SIZE
Pa_ (Vz + gd)1/2
V = design flow velocity at pipe outlet (ft/sec)
9_= acceleration due to gravity = 32.2 ft/sec2
d = design depth of flow at pipe outlet (ft)
V=
d=
D = Storm Sewer Diameter
D=
0.123
32.2
0.058
1.5
Pd =
USE FIGURE HS -20 TO DETERMINE RIPRAP DESIGN SIZE.
TYPE
L
Max Pd for each Rip Rap Type
13.1
M
17.3
H
Dom=
T = 1.75D50
T=
21.25
TABLE HS -9
Median (i.e., Dom) Size of District's Riprap
Riprap Type
L
D50 -Median Rock Size (inches)
9
M
12
H
18
B18
18 (grouted)
BASIN LENGTH
Basin Length is the greater of the following
L=4D or L = (D)1r2 x (V/2)
L = Basin Length
D = Storm Sewer Diameter
V = design flow velocity at pipe outlet (ft/sec)
L = 4D
L=
L = (D) x (V/2)
L=
6
0.08
L=
BASIN WIDTH
W=4D
W = Basin Width
D = Storm Sewer Diameter
W= 4D
W=
•
•
POND DI SPILLWAY
RIPRAP SIZE
Pd_(V7+gd402
V = design flow
g = acceleration
d = design depth
H = Channel
w = Width of
velocity at
due to gravity
of flow
Height-
Channel (ft)
pipe outlet
= 32.2
at pipe outlet
(ft/sec) V = ,
ft/sec2 4 g = y
(ft) d =
D = .
w =
a
Pd=
2.302
32.2
0.4388
0.5
0.833
...._...1
* USE FIGURE
HS -20 TO
DETERMINE
RIPRAP DESIGN SIZE.
TYPE
Max Pd for each Rip Rap Type
Ls
10.9
M
14.8 9 4
H
18.75
T = 1.75D50
--:
T 1 41,
4 4
.7 e
.......... TABLE HS -9
Median (i.e., Dom) Size of District's Riprap
Riprap Type
D50 -Median Rock Size (inches)
,
L
9 s
M
12 4 4
H
18
B18
18 (grouted)
BASIN LENGTH
Basin Length is the greater of the following i
L = 4H
or
L = (H)112 x
(V/2)
d 4
L = Basin Length
.
D = Channel Height
V = design flow velocity
at pipe outlet
(ft/sec) €
4 4
L=4H
€L=
sL
2
L = (H)1 x (V/2)
=
0.81
4L =
BASIN WIDTH
W = w+4H
O .
W = Basin Width
w = Width of Rectangle
s
H = Channel Height
4 4
W = w+4H
W =
MINIMUM POND VOLUME
Pri,91)e 11 ON RIIME
FILE: PONDVOLUME.XLS
HCE Job Number: 2051019.00
CALCS BY: ALA
CHECKED BY: REW
Date: 7-15-05
PROPOSED WATER QUALITY / DETENTION POND D2
ELEVATION
AREA
VOLUME (Ft3)
CUMULATIVE
VOLUME (Ft3)
5932.00
0.00
0
0
5933.00
531.21
265.61
265.61
5934.00
1413.60
972.41
1,238.01
5935.00
2570.51
1,992.06
3,230.07
5936.00
3850.23
3,210.37
6,440.44
5937.00
5244.29
4,547.26
10,987.70
5938.00
6740.12
5,992.21
16,979.90
5939.00
8293.78
7,516.95
24,496.85
5940.00
9901.81
9,097.80
33,594.65
TOTAL 2 -YR VOLUME (ft3) = 12,201.7
WSEL = 5937.20
•
•
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
Sheet 1 of 3
Designer: Amber Appel
Company: High Country Engineering, Inc.
Date: June 10, 2005
Project:
Location:
Ironbridge
POND D2-2YR
1. Basin Storage Volume
A) Tributary Area's Imperviousness Ratio (i = la/ 100)
B) Contributing Watershed Area (Area)
C) Water Quality Capture Volume (WQCV)
(WQCV =1.0*(0.91'13-1.19*12+0.78* I))
D) Design Volume: Vol = (WQCV / 12) * Area * 1.2
la =
i =
Area =
WQCV =
Vol =
9.90 %
0.10
85.00 acres
0.07 watershed inches
0.565 acre-feet
2. Outlet Works
A) Outlet Type (Check One)
B) Depth at Outlet Above Lowest Perforation (H)
C) Required Maximum Outlet Area per Row, (A0)
D) Perforation Dimensions (enter one only):
i) Circular Perforation Diameter OR
ii) 2" Height Rectangular Perforation Width
E) Number of Columns (nc, See Table 6a-1 For Maximum)
F) Actual Design Outlet Area per Row (A0)
G) Number of Rows (nr)
H) Total Outlet Area (Aot)
X
Orifice Plate
Perforated Riser Pipe
Other:
H =
A. =
D =
W =
nc =
A. =
nr =
Apt =
5.20 feet
0.34 square inches
0.3750 inches, OR
inches
3 number
0.33 square inches
16 number
5.17 square inches
3. Trash Rack
A) Needed Open Area: At = 0.5 * (Figure 7 Value) * A01
B) Type of Outlet Opening (Check One)
C) For 2", or Smaller, Round Opening (Ref.: Figure 6a):
At =
X
190 square inches
< 2" Diameter Round
2" High Rectangular
Other:
Wconc =
HTR =
i) Width of Trash Rack and Concrete Opening (Ww„)
from Table 6a-1
ii) Height of Trash Rack Screen (HTR)
9 inches
86 inches
POND D2, EDB
IRONBRIDGE HOMES
2051019.00
6-28-05
BY: ALA
Basin Output
Pond Name
Distribution Type
Frequency Type
Area
Peak Inflow
Peak Outflow
Runoff
Runoff Volume
Storage Volume
Maximum Storage Elevation
•
•
POND D2,2YR
Type 11
2 years
3713496.3300 ft2
6.3469 cfs
0.6347 cfs
0.0711 in
22001.0899 ft3
12201.6774 ft3
0.0000 ft
Page 1
LB ROSE RANCH, LLC
2051019.00
415-05
: ALA
Weir calculator
OUTLETPONDD2
Given Input Data:
Weir Type Rectangular
Equation Suppressed
Solving for Flowrate
Depth of Flow 21.6000 in
Coefficient 0.6500
Height 33.6000 in
Computed Results:
Flowrate 117.5240 cfs
Full Flow 228.0104 cfs
velocity 4.6636 fps
width 168.0000 in
Area 39.2000 ft2
Perimeter 235.2000 in
wet Perimeter 211.2000 in
wet Area 25.2000 ft2
Percent Full 64.2857
•
•
Page 1
LB ROSE RANCH, LLC
2051019.00
7-15-05
SY: ALA
Given Input Data:
Weir Type Rectangular
Equation Suppressed
Solving for Depth of Flow
Flowrate 59.5479 cfs
Coefficient 0.6500
Height 18.0000 in
Computed Results:
Depth of Flow 17.1804 in
Full Flow 63.8596 cfs
Velocity 4.1593 fps
width 120.0000 in
Area 15.0000 ft2
Perimeter 156.0000 in
Wet Perimeter 154.3607 in
wet Area 14.3170 ft2
Percent Full 95.4465 %
POND D2,100YRSPILLWAY
Weir Calculator
•
•
Page 1
•
•
POND D2 INLET
RIPRAP SIZE
Pd=(Vz+gd)1r2.
V = design flow
9 = acceleration
d = design depth
D = Storm Sewer
velocity at
due to gravity
of flow at
Diameter
pipe outlet
= 32.2
pipe outlet
(ft/sec).
ft/sec2
(ft)
V = H
d =
D =
Pd =
7.706
32.2
1.560
3
•�.. 705
* USE FIGURE
HS -20 TO
DETERMINE
RIPRAP DESIGN
SIZE.
TYPE
...
Max Pd for each Rip Rap Type
,-
L
L
16.6
M
21.0
M
H
25
_
Deo.,
T = 1.75D50
T=- ..
,.
TABLE HS -9
Median (i.e., D50) Size of District's Riprap
Riprap Type
D50 -Median Rock Size (inches)
L
9 i i.
M
12
H
18
B18
18 (grouted)
BASIN LENGTH i.
Basin Length is the greater of the following
L = 4D
or
L = (D)1/2 x (V/2)
h
••••••••—
L = Basin Length
D = Storm Sewer Diameter
V = design flow velocity at pipe outlet (ft/sec)
.-
L=4D
L=
12
L = (D)1 2x (V/2)
-
L =
6.67
L = ,.
12
•
BASIN WIDTH
W=4D
W = Basin Width
D = Storm Sewer
Diameter
W = 4D
_......._.._.._.
e. W _
, .
•
•
,0,11
-AP SIZEN'Ei.
POND D2 OUTLET
RIPRAP SIZE
Pd = (V2 + gd)/2.
V = design flow velocity at pipe outlet (ft/sec)
V =
5.67
9 = acceleration due to gravity = 32.2 ft/sec2
9=
32.2
d = design depth of flow at pipe outlet (ft)
d =
0.857
D = Storm Sewer
Diameter
D =
1.5
Pd =
._., 7.7
" USE FIGURE
HS -20 TO
DETERMINE
RIPRAP DESIGN
SIZE.
TYPE
Max Pd for each Rip Rap Type
L
13.1
M
17.3
H
21.25
T = 1.75D50
T
TABLE HS -9
Median (i.e., Dom) Size of Districts Riprap
Riprap Type
D50 -Median Rock Size (inches)
L
9
M
12
H
18
B18
18 (grouted)
BASIN LENGTH
Basin Length is the greater of the following
L = 4D
or
L = (D)112 x
(V/2)
L = Basin Length
D = Storm Sewer Diameter
V = design flow
velocity at
pipe outlet
(ft/sec)
L=4D
L=
6
L = (D)1x (V/2)
L =
3.47
L=
6
BASIN WIDTH
W=4D
W = Basin Width
D = Storm Sewer
Diameter
W=4D
W=
6
•
•
•
9!!1 r
yR�sTO
POND D2 SPILLWAY
RIPRAP SIZE
•
o a
Pd _ 0V2 + gd)t12
V = design flow velocity at pipe outlet (ft/sec)
V = 4.1593
g = acceleration due to gravity = 32.2 ft/sec2
9 = "32.2
d = design depth of flow at pipe outlet (ft)
d = 1.43
H = Channel Height
D= 1.5
w = Width of
Channel (ft)
w = 10
9 7
s Pd = .' ..
* USE FIGURE
HS -20 TO
DETERMINE
RIPRAP DESIGN SIZE.
TYPE Max Pd for each Rip Rap Type
.
L
13.1
M
17.3
H
21.25
D50
T = 1.75D50
T = Et. fit',5
s .:
TABLE HS -9
Median (i.e., Dom) Size of District's Riprap
Riprap Type
D50 -Median Rock Size (inches)
L
9
M
12
H
18
B18
18 (grouted)
BASIN LENGTH
Basin Length is the greater of the following
L = 4H
or
L = (H)112 x
(V/2)
L = Basin Length
D = Channel Height
V = design flow velocity at pipe outlet
(ft/sec)
9
L=4H
L=
3
6
L = (H)112 x (V/2)
L =
2.55
L =
6
BASIN WIDTH
W = w+4H
W = Basin Width
w = Width of Rectangle
H = Channel
Height
a
9 ,