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.

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.

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

During a storm event, the measured discharge of the river to a reservoir is 58 cu. m. per sec (cms). If the rate of increase of the level of the reservoir is 1.4x10-4 m/s, determine the rate of discharge (in cms) of the reservoir to the intake tower for the purpose of water supply? Assume average surface area of the reservoir is 10 Ha.
Design an irrigation canal from the following data using Kennedy's theory: Full supply discharge 15cumecs, Bed slope-1/5000, Critical velocity ratio=1, Mannig's coefficient-0.023 and side slope =1/2 H:1V(Note. Take one iteration).
A stream having a discharge per meter width of channel of 0.93 cu.m./s has a depth after a jump of 1 meter. Determine the velocity of the water before the jump and the head lost in the jump.
A rectangular channel 3.05 m wide carries 3.4 m3/s uniform flow of water at a depth of 0.6 m. Suppose that an obstruction such as a weir is placed across the channel with the height of 0.2 m above the bottom. (a) Does this weir cause a hydraulic jump upstream of the weir? Why or why not? (b) Calculate the flow depth above the weir, and just upstream of the weir. Classify the surface profile occur upstream of the weir. Sketch the resulting water-surface profile and energy line, showing the critical depth yc and normal depth yo.
In the parallel water distribution network below, what percentage of the flow rate (Q) passes through each branch? Assume constant friction factors in the system, and ignore minor losses.CHOOSE ONE: 40% of the flow passes through Branch#1 and 60% of the flow passes through Branch#2 20% of the flow passes through Branch#1 and 80% of the flow passes through Branch#2 60% of the flow passes through Branch#1 and 40% of the flow passes through Branch#2 80% of the flow passes through Branch#1 and 20% of the flow passes through Branch#2
The outflow rate (O) and storage (S) for the emergency spillway are linearly related as O = S/10,000. Where, O andS are respectively in m3/s and m3. Based on the assumption that at the beginning (i.e., time = 0.0 hour), the storage,the inflow rate, and the outflow rate are all equal to zero; determine the outflow rate from the reservoir at the endof 2 hours period if the inflow rate is 500 m3/s.
Design an irrigation channel by Kennedy’s theory to carry 5 cumecs of discharge with criticalvelocity ratio as 1, B/D = 4.4 and Kutter’s rugosity coefficient as 0.0225.
For the rectangular channel below, what is the flow depth right before the hydraulic jump (the smallest flow depth shown in the figure)? Flow depth upstream of the spillway is 9.6 m and discharge per width of the channel is 1.1 m2/s. Assume negligible energy loss over the spillway.Choose one: 0.08 m 9.6 m 6.24 m 0.02 m
Reservoir B in the figure receives 0.08 m3/s of flow. Properties of each pipe: Pipe # 1: Length = 1800 m., Diameter = 550 mm, f = 0.0204 Pipe # 2: Length = 600 m., Diameter = 250 mm, f = 0.0223 Pipe # 3: Length = 750 m., Diameter = 350 mm, f = 0.0226 Elevation A = 120 m. Elevation C = 60 m. Determine the following: 1. Flow in pipe 3. (Ans : 0.41259) 2. Headloss in pipe 2. (Ans : 7.243) 3. Elevation of Reservoir B. (Ans : 98.134) Show solution.
Show that for a hydraulically efficient rectangular channel, the flow depth is half the width of the channel. Using your answer, calculate the best hydraulic rectangular cross-section to convey Q=10m^3/s discharge with n=0.02 and S=0.0009 canal characteristics.
If the flow into a 20 m wide x 85 m long x4 m max height detention basin occurs at a constant rate of 1.7 m3/s, the time to fill the basin is: A) 1hour 6 minutes 40 seconds B) Cannot be determined without information on what is the value of 1 unit. C) cannot be determined without additional information on the inflow hydrograph D) 1 hour
Determine the flow (m³/s) in each pipe in the figure shown and the elevation of reservoir C if the inflow to reservoir A is 515 L/s.