** Please do not put the n value as 0.024 it is incorrect. Also, please remember to identify the channel type. 5. A uniform flow of 110,000 ft³/s is measured in a natural channel that is approximatelyrectangular in shape with a 2650-ft width and 17.5 ft depth. The water-surface elevationdrops 0.37 ft per mile. Based on the computed Manning coefficient, n, characterize thetype of natural channel observed. Also compute the Froude number and determinewhether the flow is subcritical or supercritical.

Step 1:Given Data:Flow rate (Q) = 110,000 ft³/s = 3118.5 m³/sChannel width (b) = 2650 ft = 807.7…

Answered: 5. A uniform flow of 110,000 ft³/s is…

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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For #5-7, assume there is a creek with a width of 4.6 m, depth of 23 cm, slope of 0.001 m/m, and discharge of 0.13 m³/s. 5. Assuming a rectangular cross section, what is the hydraulic radius of the creek to the nearest cm? 6. What is the average flow velocity to the nearest cm/s? 7. And what is the channel's Manning's roughness coefficient (using SI units) to the nearest hundredth?
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OPEN CHANNEL FLOW Obtain an expression for the depth of flow in a circular channel which gives maximum discharge for a given longitudinal slope and constant value of Manning's CO#2 2 constant n.
HW12: The inflow hydrograph to a reservoir river (at section 1) is given in Table 12.1. The head water-discharge relationship for the outlet structure of the reservoir is S = 1800Q, where Q is the discharge from the reservoir (m/s), and S is the storage of the reservoir (m'). The proportionality coefficient and weighting factor of this river reach are 1.2 hr and 0.2, respectively. At time 0 hr, the discharge at sections 2 and 3 are 10 m/s. a) Determine the maximum streamflow at section 3. b) Determine reservoir storage at time 6 hr. c) Determine river storage at time 5 hr. (2) zivos Table 12.1: Time Inflow (m³/s) 10 20 60 (hr) 1 3 130 4 100 5 90 6. 80 7 60 8 40 9. 20 10 10
(b) A simple reservoir has a linear storage indication curve defined by Q/2 = S/At, where At = 1.0 hr. If S at 8 A.M. is zero ft³/s-hr, use the continuity equation to route the following hydrograph through the reservoir. Time (hr) 9 A. M. 11 A. M. 12 Noon 120 Inflow (ft³/s) 65 110 8 A.M. 40 10 A. M. 80 1 P.M. 170
Note: Use excel to solve it. Thank you
Q3/ determine the discharge in the compound open channel shown in figure assume a bed slope (0.001) and the Manning coefficient is 0.03. * flood plain main channel flood plain 0.2m 10m 0.5m 10m 5m
Example: The channel geometry used for the example calculations is shown in Figure. The bed slope for the channel reach of interest is 0.001, the main channel is a clean, straight natural stream with no rifts or deep pools (n-0.03), and the floodplains are covered with heavy weeds (n-0.05). Calculate the discharge in the channel using Horton and Pavlovskii Methods 25 15 15 in a main channel with a wetted perimeter of 45.59 ft two floodplains each with a wetted perimeter of 27 ft. The overall compound channel wetted perimeter is 99.59 ft The overall compound channel area 280 f
Question 2 Route the inflow hydrograph through a reservoir as indicated in Table 2. The crest height of the spillway is 50 ft and storage capacity at this level is 116 ft3/s-day. The reservoir routing curves graph is given in Figure 1. Perform calculation until the outflow value is equal to zero. Based on the obtained result, plot the inflow and outflow hydrographs. Table 2 0.4 1.6 2 2.4 2.8 Time (day) 0 Flow (ft³/s) 0 0.8 120 1.2 229 56 380 268 155 50 Figure 1 25/atO (ft/s.day)-primary x-axis 700 800 900 1000 54.0 53.5 53.0 52.5 52.0 51.5 Elevation vs Storage (curve a) Elevation vs 25/De-O (curve b) Elevation vs Outflow (curve c) 51.0 50.5 50.08 49.5 110 230 0 Water Surface Elevation (tt) 400 W 500 130 100 600 150 200 190 170 210 Storage (ft³/s.day) - secondary x-axis 300 400 500 Outflow (ft³/s.day) - tertiary x-axis 600 250 1100 700
Route the following flood hydrograph using Muskingum method through a channel reach for which K 22 hours and x = 0.25. Plot the inflow and outflow hydrographs on the same graph sheet and determine the peak lag and attenuation from the channel reach. The outflow discharge at t= 0 was 40 m/s. 12 24 36 48 60 65 165 250 240 205 72 84 96 Time (Hours) 0 Inflow (m'/s) 40 108 120 132 144 85 70 170 130 115 60 54
Water flows in a channel of the shape of isosceles triangle of bed width 'a' and sides making an angle of 45° with the bed. Determine the relation between depth of flow 'd' and the bed width 'a' for maximum velocity and for maximum discharge condition. Use manning's formula and note that 'd' is less than 0.50a.

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