Culvert Calculator Report
NPDES 010 - 13" Iron Pipe (Existing)
Solve For: Discharge
Culvert Summary
Allowable HW Elevation
Computed Headwater Eleva
Inlet Control HW Elev.
Outlet Control HW Elev.
381.75
381.75
381.59
381.75
ft
ft
ft
ft
Headwater Depth/Height
1.38
Discharge
3.301 cfs
Tailwater Elevation
380.00 ft
Control Type
Outlet Control
Grades
Upstream Invert
Length
380.25 ft
25.00 ft
Downstream Invert
Constructed Slope
380.00 ft
0.010000 ft/ft
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.76
N/A
0.76
0.026765
Hydraulic Profile
Profile
CompositeM2PressureProfile
Slope Type
Mild
Flow Regime
Subcritical
Velocity Downstream
4.75 ft/s
ft
ft
ft
ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Aluminum
13 inch
1
Mannings Coefficient
Span
Rise
0.024
1.083 ft
1.083 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
381.75 ft
0.90
Upstream Velocity Head
Entrance Loss
0.20 ft
0.18 ft
Inlet Control Properties
Inlet Control HW Elev.
Inlet Type
K
M
C
Y
381.59 ft
Projecting
0.03400
1.50000
0.05530
0.54000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
0.92 ft²
2
3
1
Title: Unimin Corporation - Guion Plant - NPDES Outfall Structures
u:\culvertmaster projects\guion\ndpes outfalls.cvm
Unimin Corporation , OTTAWA
05/30/12 08:14:19 AM© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA
Project Engineer: Alex J. Hebel
CulvertMaster v3.3 [03.03.00.04]
Page 1 of 1
+1-203-755-1666
Rating Table Report
NPDES 010 - 13" Iron Pipe (Existing)
Range Data:
Allowable HW Elevation (ft):
HW Elev. Depth (ft) Discharge Discharge
(ft)
(cfs)
(gpm)
380.25
0.00
0.000
0.00
380.27
0.02
0.000
0.00
380.29
0.04
0.004
1.80
380.31
0.06
0.009
4.04
380.33
0.08
0.016
7.18
380.35
0.10
0.025
11.22
380.37
0.12
0.037
16.61
380.39
0.14
0.050
22.44
380.41
0.16
0.065
29.17
380.43
0.18
0.082
36.80
380.45
0.20
0.100
44.88
380.47
0.22
0.121
54.31
380.49
0.24
0.143
64.18
380.51
0.26
0.167
74.95
380.53
0.28
0.193
86.62
380.55
0.30
0.221
99.19
380.57
0.32
0.250
112.21
380.59
0.34
0.281
126.12
380.61
0.36
0.313
140.48
380.63
0.38
0.348
156.19
380.65
0.40
0.383
171.90
380.67
0.42
0.420
188.51
380.69
0.44
0.459
206.01
380.71
0.46
0.499
223.97
380.73
0.48
0.541
242.82
380.75
0.50
0.584
262.12
380.77
0.52
0.628
281.87
380.79
0.54
0.674
302.51
380.81
0.56
0.721
323.61
380.83
0.58
0.769
345.15
380.85
0.60
0.818
367.14
380.87
0.62
0.869
390.03
380.89
0.64
0.920
412.92
380.91
0.66
0.973
436.71
380.93
0.68
1.027
460.95
380.95
0.70
1.082
485.63
380.97
0.72
1.138
510.77
380.99
0.74
1.195
536.35
Min.
380.25
Max.
381.75
Increment
0.02 ft
HW Elev. Depth (ft) Discharge Discharge
(ft)
(cfs)
(gpm)
381.01
0.76
1.252
561.94
381.03
0.78
1.310
587.97
381.05
0.80
1.369
614.45
381.07
0.82
1.429
641.38
381.09
0.84
1.489
668.31
381.11
0.86
1.551
696.14
381.13
0.88
1.612
723.51
381.15
0.90
1.674
751.34
381.17
0.92
1.737
779.62
381.19
0.94
1.800
807.89
381.21
0.96
1.863
836.17
381.23
0.98
1.926
864.45
381.25
1.00
1.990
893.17
381.27
1.02
2.053
921.45
381.29
1.04
2.117
950.17
381.31
1.06
2.180
978.45
381.33
1.08
2.243
1006.73
381.35
1.10
2.305
1034.55
381.37
1.12
2.367
1062.38
381.39
1.14
2.428
1089.76
381.41
1.16
2.490
1117.59
381.43
1.18
2.550
1144.52
381.45
1.20
2.607
1170.10
381.47
1.22
2.665
1196.13
381.49
1.24
2.723
1222.16
381.51
1.26
2.782
1248.65
381.53
1.28
2.838
1273.78
381.55
1.30
2.892
1298.02
381.57
1.32
2.945
1321.80
381.59
1.34
2.995
1344.25
381.61
1.36
3.044
1366.24
381.63
1.38
3.091
1387.33
381.65
1.40
3.135
1407.08
381.67
1.42
3.176
1425.48
381.69
1.44
3.204
1438.05
381.71
1.46
3.236
1452.41
381.73
1.48
3.269
1467.23
381.75
1.50
3.301
1481.59
Project Engineer: Alex J. Hebel, P.E.
Unimin Corporation - Corporate EA
U:\Culvertmaster Projects\Guion\NPDES 010 - 13-inch Pipe (Existing) - Rating Table.xls
Culvertmaster v3.3
Haestad Methods
Bentley Systems
Rating Table
NPDES 010 - 6" Tall Weir in 1' Wide Culvert (Future)
Project Description
Solve For Discharge
Input Data
Max. Headwater Elevation
381.5 ft
Crest Elevation
380 ft
Weir Coefficient Varies w/ depth
Crest Length
Tailwater Elevation
379.5 ft
Number Of Contractions
HW Elev. Depth (ft) H Discharge Discharge Discharge
(gpm)
(cfs)
(ft)
Coefficient
Q
C
380
0.00
3.330
0.000
0.00
380.02
0.02
3.330
0.009
4.21
380.04
0.04
3.330
0.026
11.86
380.06
0.06
3.330
0.048
21.70
380.08
0.08
3.330
0.074
33.28
380.1
0.10
3.330
0.103
46.32
380.12
0.12
3.330
0.135
60.64
380.14
0.14
3.330
0.170
76.10
380.16
0.16
3.398
0.211
94.48
380.18
0.18
3.414
0.251
112.81
380.2
0.20
3.430
0.295
132.19
380.22
0.22
3.446
0.340
152.58
380.24
0.24
3.462
0.388
173.93
380.26
0.26
3.478
0.437
196.19
380.28
0.28
3.494
0.489
219.34
380.3
0.30
3.510
0.542
243.33
380.32
0.32
3.526
0.597
268.14
380.34
0.34
3.542
0.654
293.74
380.36
0.36
3.558
0.713
320.10
380.38
0.38
3.574
0.774
347.20
380.4
0.40
3.590
0.836
375.02
380.42
0.42
3.606
0.899
403.53
380.44
0.44
3.622
0.964
432.72
380.46
0.46
3.638
1.031
462.56
380.48
0.48
3.654
1.098
493.04
380.5
0.50
3.670
1.168
524.14
380.52
0.52
3.686
1.238
555.84
380.54
0.54
3.702
1.310
588.13
380.56
0.56
3.718
1.384
620.99
380.58
0.58
3.734
1.458
654.41
380.6
0.60
3.750
1.534
688.37
380.62
0.62
3.766
1.611
722.86
380.64
0.64
3.782
1.689
757.86
380.66
0.66
3.798
1.768
793.36
380.68
0.68
3.814
1.848
829.35
380.7
0.70
3.830
1.929
865.82
380.72
0.72
3.846
2.011
902.74
380.74
0.74
3.862
2.095
940.12
Project Engineer: Alex J. Hebel, P.E.
Unimin Corporation - Corporate EA
U:\Culvertmaster Projects\Guion\NPDES 010 - 13-inch Pipe (Existing) - Rating Table.xls
1 ft
0
HW Elev. Depth (ft) H Discharge Discharge Discharge
(gpm)
(cfs)
(ft)
Coefficient
Q
C
380.76
0.76
3.878
2.179
977.93
380.78
0.78
3.894
2.264
1016.16
380.8
0.80
3.910
2.350
1054.81
380.82
0.82
3.926
2.437
1093.85
380.84
0.84
3.942
2.525
1133.29
380.86
0.86
3.958
2.614
1173.10
380.88
0.88
3.974
2.703
1213.28
380.9
0.90
3.990
2.794
1253.81
380.92
0.92
4.006
2.885
1294.69
380.94
0.94
4.022
2.976
1335.89
380.96
0.96
4.038
3.069
1377.42
380.98
0.98
4.054
3.162
1419.26
381
1.00
4.070
3.256
1461.39
381.02
1.02
4.086
3.351
1503.81
381.04
1.04
4.102
3.446
1546.51
381.06
1.06
4.118
3.541
1589.47
381.08
1.08
4.134
3.638
1632.69
381.1
1.10
4.150
3.734
1676.15
381.12
1.12
4.166
3.832
1719.85
381.14
1.14
4.182
3.930
1763.76
381.16
1.16
4.198
4.028
1807.89
381.18
1.18
4.214
4.127
1852.22
381.2
1.20
4.230
4.226
1896.74
381.22
1.22
4.246
4.326
1941.44
381.24
1.24
4.262
4.426
1986.30
381.26
1.26
4.278
4.526
2031.33
381.28
1.28
4.294
4.626
2076.50
381.3
1.30
4.310
4.727
2121.81
381.32
1.32
4.326
4.829
2167.24
381.34
1.34
4.342
4.930
2212.79
381.36
1.36
4.358
5.032
2258.44
381.38
1.38
4.374
5.134
2304.19
381.4
1.40
4.390
5.236
2350.02
381.42
1.42
4.406
5.338
2395.92
381.44
1.44
4.422
5.441
2441.88
381.46
1.46
4.438
5.543
2487.89
381.48
1.48
4.454
5.646
2533.95
381.5
1.50
4.470
5.748
2580.03
Sharp-Crested Rectangular Weir Equation
Rating Table
NPDES 001 - 6" Tall Weir in 2' Wide Culvert (Existing)
Project Description
Solve For Discharge
Input Data
Max. Headwater Elevation
299.5 ft
Crest Elevation
298 ft
Weir Coefficient Varies w/ depth
Crest Length
Tailwater Elevation
297.5 ft
Number Of Contractions
HW Elev. Depth (ft) H Discharge Discharge Discharge
(gpm)
(cfs)
(ft)
Coefficient
Q
C
298
0.00
3.330
0.000
0.00
298.02
0.02
3.330
0.019
8.44
298.04
0.04
3.330
0.053
23.82
298.06
0.06
3.330
0.097
43.67
298.08
0.08
3.330
0.149
67.10
298.1
0.10
3.330
0.209
93.58
298.12
0.12
3.330
0.274
122.77
298.14
0.14
3.330
0.344
154.39
298.16
0.16
3.398
0.428
192.09
298.18
0.18
3.414
0.512
229.82
298.2
0.20
3.430
0.601
269.88
298.22
0.22
3.446
0.696
312.18
298.24
0.24
3.462
0.795
356.62
298.26
0.26
3.478
0.898
403.14
298.28
0.28
3.494
1.006
451.69
298.3
0.30
3.510
1.119
502.20
298.32
0.32
3.526
1.236
554.62
298.34
0.34
3.542
1.357
608.91
298.36
0.36
3.558
1.482
665.04
298.38
0.38
3.574
1.611
722.96
298.4
0.40
3.590
1.744
782.65
298.42
0.42
3.606
1.881
844.07
298.44
0.44
3.622
2.021
907.19
298.46
0.46
3.638
2.166
971.99
298.48
0.48
3.654
2.314
1038.43
298.5
0.50
3.670
2.465
1106.51
298.52
0.52
3.686
2.621
1176.20
298.54
0.54
3.702
2.779
1247.47
298.56
0.56
3.718
2.942
1320.31
298.58
0.58
3.734
3.107
1394.69
298.6
0.60
3.750
3.277
1470.61
298.62
0.62
3.766
3.449
1548.04
298.64
0.64
3.782
3.625
1626.97
298.66
0.66
3.798
3.804
1707.38
298.68
0.68
3.814
3.986
1789.25
298.7
0.70
3.830
4.172
1872.58
298.72
0.72
3.846
4.361
1957.35
298.74
0.74
3.862
4.553
2043.54
Project Engineer: Alex J. Hebel, P.E.
Unimin Corporation - Corporate EA
U:\Culvertmaster Projects\Guion\NPDES 010 - 13-inch Pipe (Existing) - Rating Table.xls
2 ft
0
HW Elev. Depth (ft) H Discharge Discharge Discharge
(gpm)
(cfs)
(ft)
Coefficient
Q
C
298.76
0.76
3.878
4.748
2131.14
298.78
0.78
3.894
4.947
2220.14
298.8
0.80
3.910
5.148
2310.53
298.82
0.82
3.926
5.352
2402.29
298.84
0.84
3.942
5.560
2495.42
298.86
0.86
3.958
5.770
2589.89
298.88
0.88
3.974
5.984
2685.71
298.9
0.90
3.990
6.200
2782.85
298.92
0.92
4.006
6.420
2881.31
298.94
0.94
4.022
6.642
2981.08
298.96
0.96
4.038
6.867
3082.15
298.98
0.98
4.054
7.095
3184.50
299
1.00
4.070
7.326
3288.13
299.02
1.02
4.086
7.560
3393.02
299.04
1.04
4.102
7.796
3499.17
299.06
1.06
4.118
8.035
3606.57
299.08
1.08
4.134
8.278
3715.21
299.1
1.10
4.150
8.522
3825.07
299.12
1.12
4.166
8.770
3936.15
299.14
1.14
4.182
9.020
4048.43
299.16
1.16
4.198
9.273
4161.92
299.18
1.18
4.214
9.528
4276.59
299.2
1.20
4.230
9.786
4392.45
299.22
1.22
4.246
10.047
4509.48
299.24
1.24
4.262
10.311
4627.67
299.26
1.26
4.278
10.576
4747.01
299.28
1.28
4.294
10.845
4867.49
299.3
1.30
4.310
11.116
4989.11
299.32
1.32
4.326
11.389
5111.86
299.34
1.34
4.342
11.665
5235.72
299.36
1.36
4.358
11.944
5360.70
299.38
1.38
4.374
12.225
5486.77
299.4
1.40
4.390
12.508
5613.93
299.42
1.42
4.406
12.794
5742.17
299.44
1.44
4.422
13.082
5871.49
299.46
1.46
4.438
13.372
6001.87
299.48
1.48
4.454
13.665
6133.30
299.5
1.50
4.470
13.960
6265.78
Sharp-Crested Rectangular Weir Equation
Rating Table
NPDES 011 - 6" Tall Weir in 2' Wide Culvert (Existing)
Project Description
Solve For Discharge
Input Data
Max. Headwater Elevation
296.5 ft
Crest Elevation
295 ft
Weir Coefficient Varies w/ depth
Crest Length
Tailwater Elevation
294.5 ft
Number Of Contractions
HW Elev. Depth (ft) H Discharge Discharge Discharge
(gpm)
(cfs)
(ft)
Coefficient
Q
C
295
0.00
3.330
0.000
0.00
295.02
0.02
3.330
0.019
8.44
295.04
0.04
3.330
0.053
23.82
295.06
0.06
3.330
0.097
43.67
295.08
0.08
3.330
0.149
67.10
295.1
0.10
3.330
0.209
93.58
295.12
0.12
3.330
0.274
122.77
295.14
0.14
3.330
0.344
154.39
295.16
0.16
3.398
0.428
192.09
295.18
0.18
3.414
0.512
229.82
295.2
0.20
3.430
0.601
269.88
295.22
0.22
3.446
0.696
312.18
295.24
0.24
3.462
0.795
356.62
295.26
0.26
3.478
0.898
403.14
295.28
0.28
3.494
1.006
451.69
295.3
0.30
3.510
1.119
502.20
295.32
0.32
3.526
1.236
554.62
295.34
0.34
3.542
1.357
608.91
295.36
0.36
3.558
1.482
665.04
295.38
0.38
3.574
1.611
722.96
295.4
0.40
3.590
1.744
782.65
295.42
0.42
3.606
1.881
844.07
295.44
0.44
3.622
2.021
907.19
295.46
0.46
3.638
2.166
971.99
295.48
0.48
3.654
2.314
1038.43
295.5
0.50
3.670
2.465
1106.51
295.52
0.52
3.686
2.621
1176.20
295.54
0.54
3.702
2.779
1247.47
295.56
0.56
3.718
2.942
1320.31
295.58
0.58
3.734
3.107
1394.69
295.6
0.60
3.750
3.277
1470.61
295.62
0.62
3.766
3.449
1548.04
295.64
0.64
3.782
3.625
1626.97
295.66
0.66
3.798
3.804
1707.38
295.68
0.68
3.814
3.986
1789.25
295.7
0.70
3.830
4.172
1872.58
295.72
0.72
3.846
4.361
1957.35
295.74
0.74
3.862
4.553
2043.54
Project Engineer: Alex J. Hebel, P.E.
Unimin Corporation - Corporate EA
U:\Culvertmaster Projects\Guion\NPDES 010 - 13-inch Pipe (Existing) - Rating Table.xls
2 ft
0
HW Elev. Depth (ft) H Discharge Discharge Discharge
(gpm)
(cfs)
(ft)
Coefficient
Q
C
295.76
0.76
3.878
4.748
2131.14
295.78
0.78
3.894
4.947
2220.14
295.8
0.80
3.910
5.148
2310.53
295.82
0.82
3.926
5.352
2402.29
295.84
0.84
3.942
5.560
2495.42
295.86
0.86
3.958
5.770
2589.89
295.88
0.88
3.974
5.984
2685.71
295.9
0.90
3.990
6.200
2782.85
295.92
0.92
4.006
6.420
2881.31
295.94
0.94
4.022
6.642
2981.08
295.96
0.96
4.038
6.867
3082.15
295.98
0.98
4.054
7.095
3184.50
296
1.00
4.070
7.326
3288.13
296.02
1.02
4.086
7.560
3393.02
296.04
1.04
4.102
7.796
3499.17
296.06
1.06
4.118
8.035
3606.57
296.08
1.08
4.134
8.278
3715.21
296.1
1.10
4.150
8.522
3825.07
296.12
1.12
4.166
8.770
3936.15
296.14
1.14
4.182
9.020
4048.43
296.16
1.16
4.198
9.273
4161.92
296.18
1.18
4.214
9.528
4276.59
296.2
1.20
4.230
9.786
4392.45
296.22
1.22
4.246
10.047
4509.48
296.24
1.24
4.262
10.311
4627.67
296.26
1.26
4.278
10.576
4747.01
296.28
1.28
4.294
10.845
4867.49
296.3
1.30
4.310
11.116
4989.11
296.32
1.32
4.326
11.389
5111.86
296.34
1.34
4.342
11.665
5235.72
296.36
1.36
4.358
11.944
5360.70
296.38
1.38
4.374
12.225
5486.77
296.4
1.40
4.390
12.508
5613.93
296.42
1.42
4.406
12.794
5742.17
296.44
1.44
4.422
13.082
5871.49
296.46
1.46
4.438
13.372
6001.87
296.48
1.48
4.454
13.665
6133.30
296.5
1.50
4.470
13.960
6265.78
Sharp-Crested Rectangular Weir Equation
Manning's Formula
Page 1 of 1
Manning's Formula
Manning's formula is probably the most widely used open channel flow equation, and is one of the easiest
equations to solve. The roughness component, C, is constant over the full range of flows and is typically
represented by Manning's n. The values of x and y are 2/3 and 1/2, respectively. Equations for U.S. customary
and the S.I. system units are shown below.
(5.4)
S.I. Units
(5.5)
U.S. Customary Units
Where
V
n
=
=
Mean velocity (m/sec., ft/sec.)
Manning's coefficient
R
=
Hydraulic radius (m, ft)
S
=
Friction slope (m/m, ft/ft)
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Rectangular Sharp-Crested Weir
Page 1 of 1
Rectangular Sharp-Crested Weir
Note:
An error message will be displayed if the input data does not satisfy these
requirements.
Figure 5-5: Rectangular Sharp-Crested Weir
The discharge over an unsubmerged rectangular sharp-crested weir is defined as:
(5.36)
Where
Q
=
C
=
L
=
Discharge over weir (m3/sec., ft3/sec.)
Weir coefficient (typical values for this kind of weir are C = 1.84 SI and C = 3.33
U.S. customary)
Weir opening width (m, ft)
i
=
Number of contractions (i = 0, 1, or 2)
H
=
Head above bottom of opening (m, ft)
i = 0 corresponds to the case of a suppressed rectangular weir, for which the channel width is equal to the weir
opening length, and yields the equation:
(5.37)
i = 2 corresponds to the case of a contracted rectangular weir.
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5/30/2012
HEC-22
Stage Discharge Tabulation for only orifice Flow
DEPTH
STAGE
DISCHARGE
(meters)
(feet)
(meters)
(feet)
(m%)
(ff'ls)
0.00
0.20
0.40
0.60
0.80
1.00
1.20
1.40
1.60
1.80
2.00
0.0
0.7
1.3
2.0
2.6
3.3
3.9
4.6
5.2
5.9
6.6
10.0
10.2
10.4
10.6
10.8
11.0
11.2
11.4
11.6
11.8
12.0
32.8
33.5
34.1
34.8
35.4
36.1
36.7
37.4
38.0
38.7
39.4
0.000
0.017
0.027
0.034
0.040
0.045
0.050
0.054
0.058
0.062
0.065
0.00
0.61
0.93
1.20
1.39
1.59
1.74
1.89
2.02
2.16
2.29
8.4.4.2 Weirs
Relationships for sharp-crested, broad-crested, V-notch, and proportional weirs are provided
in the following sections:
Sharp Crested Weirs
Typical sharp crested weirs are illustrated in figure 8-13. Equation 8-19 provides the
discharge relationship for sharp crested weirs with no end contractions (illustrated in figure
8-13a).
Q = C
sew
L H 15
(8-19)
where:
Q
L
H
Cscw
= discharge, m3/s (ft 3/s)
= horizontal weir length, m (ft)
= head above weir crest excluding velocity head, m (ft)
=1.81 + 0.22 (H/H,) [3.27 + 0.4 (H/H,) in English units]
As indicated above, the value of the coefficient Cscw is known to vary with the ratio H/H, (see
figure 8-13c for definition of terms). For values of the ratio H/H, less than 0.3, a constant
Cscw of 1.84 (3.33 in english units) is often used.
Equation 8-20 provides the discharge equation for sharp-crested weirs with end
contractions (illustrated in figure 8-13(b)). As indicated above, the value of the coefficient
C"w is known to vary with the ratio H/H, (see figure 8-13c for definition of terms). For values
of the ratio H/H, less than 0.3, a constant C"w of 1.84 (3.33 in English units) is often used.
Q
=
Cscw (L - 0.2 H) H 15
8-24
(8-20)
o.
No end contractions
H
b. With end contractions
H,
Weir Crest
c.
+----/1
Section
d. Section
Figure 8-13. Sharp crested weirs.
Sharp crested weirs will be effected by submergence when the tailwater rises above the weir
crest elevation, as shown in figure 8-13(d). The result will be that the discharge over the weir
will be reduced. The discharge equation for a submerged sharp-crested weir is:(49)
(8-21)
where:
Q,
Q,
H,
H,
= submerged Flow, m3/s (ft 3 /s)
= unsubmerged weir Flow from equation 8-19 or 8-20, m3/s (ft 3/s)
= upstream head above crest, m (ft)
= downstream head above crest, m (ft)
Flow over the top edge of a riser pipe is typically treated as Flow over a sharp crested weir
with no end constrictions. Equation 8-19 should be used for this case.
Example 8-6
Given: A riser pipe as shown in figure 8-14 with the following characteristics:
diameter (0)
crest elevation
weir height (HJ
= 0.53 m (174 fI)
= 10.8 m (35.4 fI)
= 0.8m(2.6f1)
Find: Stage - discharge rating for the riser pipe between 10m (32.8 fI) and 12.0 m (39.4 fI).
8-25