Figure 10.9. Proposed fifth alternative.

Table 10.1. Summary of Computer Hydraulic Conditions.

∆z

A

V

F

H

Ys

T

Q

Yn

rc

Vo

yo

A4

ft

ft

fps

ft

yrs

cfs

ft

ft

ft

fps

ft

1

950

4.24

12.40

17.37

50

51,600

8.17

5,904

8.74

0.72

1.05

8.82

2

1,900

2.12

10.28

15.30

3

2,650

1.52

9.69

14.70

1

950

4.82

13.65

18.50

100

62,000

8.84

6,660

9.31

0.74

1.18

9.63

2

1,900

2.41

11.20

16.20

3

2,650

1.73

10.57

15.60

1

950

5.36

14.82

19.50

200

72,500

9.46

7,379

9.82

0.75

1.32

10.33

2

1,900

2.68

12.14

17.11

3

2,650

1.92

11.38

16.40

Note:

T is the return period, Q is the design discharge, yn is the normal depth from the thalweg level, A is the cross-sectional

area of flow, V is the mean flow velocity, F is the Froude number, H is the antidune height, ys is the scour depth at the

leading portion of riprap bank protection, A4 is the alternative of designs, rc is the radius at the center of a bend, ∆z is the

superelevation, and yo and Vo are the depth and velocity, respectively, for designing riprap sizes.

For design floods with return periods of 50, 100 and 200 years, the normal depths from thalweg

level are determined. Then the cross sectional area and the wetted perimeter can be

computed. Finally, the mean flow velocity, the hydraulic radius, and the Froude number are

calculated.

10.8

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