T1
TEST 2B Bottom Width Calculations for Compound channel
T1
Low Flow, Normal and High Flow channels defined
F#345678 2345678 2345678 2345678 2345678 2345678 2345678 2345678 2345678 2345678
CT
3
3
3
4
2
.3
2
.3
CT
10
3
3
4
2
.3
2
.3
CT
15
3
3
4
2
.3
2
.3
PF
1
.8
98
.48
50
.25
16
QW
600
12000
85000
ES .0030
WT
65.
$$END
Sample Output Data
The following output is taken from the output from Test 2A, above. The
general output tables from these calculations are described earlier. However,
note that table series "8-x" has become "5-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. NOTE: The calculated
bottom width is shown in Table 5-1 as "Bottom Width" and is not flagged as
having been calculated.
TABLE
5-1.
CALCULATE BOTTOM WIDTH;
COMPOSITE PROPERTIES BY ALPHA METHOD.
**** N
Q
WS
BOTTOM
R
SLOPE
n
VEL
FROUDE
SHEAR
ELEV
WIDTH
Value
NUMBER
STRESS
CFS
FT
FT
FT
ft/ft
FPS
#/SF
**** 1
6000.
3.00
153.1
2.97 0.005000 0.0175
12.34
1.27
0.92
TABLE 5-4. 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
6000.
163.6
2.95 0.005000 0.0170 12.45
1.28
0.729
TABLE
5-5.
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
2.83
0.0170
6000.00
486.35
12.34
The following output is from Test 2B, above. Note the "**** 1" lines from
the example above and the example below the bottom widths are very different,
because the discharges prescribed are very different and the maximum depth is 3,
as prescribed by the bank height input in both. Also note that the "WS ELEV
FT" in Table 5-1 is cumulative (the distance from the low flow channel invert to
95
Chapter 6
Input Requirements and Program Output for SAM.hyd
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