W = f (Q, n, D, z, S)
Geometry, roughness, compositing, and plotting are all handled as in the
normal depth calculations.
Note, when convergence fails, assume a range of discharges and use the normal
depth calculations to arrive at the correct value.
Sample input data
The following example shows input data when calculating Q.
T1 Calculate Energy Slope
T1
Simple channel
F#345678 2345678 2345678 2345678 2345678 2345678 2345678 2345678 2345678 2345678
TR
1
CT
100
10
3
3
2
.02
2
.2
2
.2
WS 3.07
ES.00052
WT
55
$$END
Sample Output
The general output tables from these calculations are described in the normal
depth calculation output. However, note that table series "8-x" has become "9-x".
The information contained in the two series of tables is the same, with the title of
the "x-1" table flagging both the calculation performed and the compositing
method used. Also note that the calculated water discharge is shown in Table 9-
1, as "Q," and is not flagged as having been calculated.
TABLE
9-1.
CALCULATE WATER DISCHARGE;
COMPOSITE PROPERTIES BY ALPHA METHOD.
**** N
Q
WS
TOP
R
SLOPE
n
VEL
FROUDE
SHEAR
ELEV
WIDTH
Value
NUMBER
STRESS
CFS
FT
FT
FT
ft/ft
FPS
#/SF
**** 1
1281.
3.07
118.4
3.01 0.000520 0.0185
3.82
0.39
0.10
TABLE 9-4. HYDRAULIC PARAMETERS FOR SEDIMENT TRANSPORT
Q STRIP STRIP
---EFFECTIVE---
SLOPE
n-
EFF.
Froude
TAU
NO
NO
Q
WIDTH
DEPTH
VALUE
VEL.
NO
Prime
CFS
FT
FT
FT/FT
FPS
#/SF
1
1
1281.
110.8
2.99 0.000520 0.0177
3.87
0.39
0.097
TABLE
9-5.
EQUIVALENT HYDRAULIC PROPERTIES FOR OVERBANKS AND CHANNEL
DISTRIBUTED USING CONVEYANCE
N
STRIP
HYDRAULIC
MANNING .........SUBSECTION...........
NO
RADIUS
n-VALUE DISCHARGE
AREA
VELOCITY
ft
cfs
sqft
fps
1
1
2.81
0.0177
1281.32
335.35
3.82
99
Chapter 6
Input Requirements and Program Output for SAM.hyd
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