Q1: The table below represents the vertical coordinates for 12 hours of standard hydrograph, find the vertical coordinates for 6 hours of standard hydrographic and then specify: 1- The value of the vertical coordinates for 6 hours of standard hydrograph at the time of 12 hours. 2- The value of the vertical coordinate of 6 hours of standard hydrograph at the time of 30 hours. hydragra hours at the time of 48 hours. 3- The value of the vertical coordinate of 6 standard time 48 42 36 30 24 18 12 6 0 (hour) coordinales 12 UH 146] 153 150 136 111 76 37 10 0 (m3/s)

Q1: The table below represents the vertical coordinates for 12 hours of standard hydrograph, find the vertical coordinates for 6 hours of standard hydrographic and then specify: 1- The value of the vertical coordinates for 6 hours of standard hydrograph at the time of 12 hours. 2- The value of the vertical coordinate of 6 hours of standard hydrograph at the time of 30 hours. hydragra hours at the time of 48 hours. 3- The value of the vertical coordinate of 6 standard time 48 42 36 30 24 18 12 6 0 (hour) coordinales 12 UH 146] 153 150 136 111 76 37 10 0 (m3/s)

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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Q2: The table below represents the vertical coordinates of the hydrograph of a rainstorm over a mountainous area of 770 km2 as a result of 6 hours of a rainstorm. Derive the vertical coordinates of a standard hydrograph 6 hour and then select: 1- The vertical coordinate value of the 6 hour standard hydrograph at the time of 18 hours. Standard at a time of 36 hours. gr-The vertical coordinate value of 6 hydro hours. 3- The value of the vertical coordinate of 6 hours of standard hydrograph at the time of 66 hours. time 72 66 60 54 48 42 36 30 24 18 12 6 0 (hour) discharge 42 50 70 100 145 205 270 350 400 360 215 65 40 (m3/s) flow baseband 42 42 42 42 41 41 41 40 40 40 40 40 40 (m3/s)
tha ike an engineer and try to estimate the surface area (A) of water in the creek and the pond that shown in Fig. (1) Use Trapezoidal rule and Simpson's 1/3 rule with equal width segment, n=400 ft, and for x-distance from 0 to 4000 ft? Any data you need, try to get it from Fig. (1). Distance (ft) 3000 2843.1 2763.9 Fig. (1) Creek 2368 2255,1 2000 2200.6 R 1637 8 a 1225.8 1000 Pond area of the field (A) 912.3 681.8 243.3 0.0 Road 0.0 4000 Distance (ft) 1000 2000 3000
Compute the streamflow for the measurement data given in TABLE Q2(c).
Q2 The table below represents the vertical coordinates for 12 standard hydrographic hours, find the vertical coordinates for 6 standard hydrographic hours, and then specify: 1- The value of the vertical coordinates for 6 standard hydrographic hours at the 12-hour time. 2- The value of the vertical coordinate of 6 hours of standard hydrograph at the time of 30 hours. 3- The value of the vertical coordinate for 6 hours of standard hydrograph at the time of 48 hours. 48 42 36 Time (hour) 30 24 18 12 0 Coordinates 12 UH 146 153 150 136 111 76 37 10 0 (m3/s)
4. Complete the table and determine the following: a. Find the difference in elevation of Station 1 and Station 5. b. Find the difference in elevation of BM13 and BM14. c. Find the elevation of BM 14. Station BS (m) HI FS (m) BM12 4.64 5.80 5.06 2 2.25 5.02 BM13 6.02 5.85 3 4.94 8.96 4 3.22 8.06 5 3.71 9.45 6 2.02 12.32 BM14 12.32 Elev (m) 209.65
The following are the data obtained in a stream gauging operation. A current meter with a calibration equation V = (0.32 N + 0.032) m/sec was used to measure the velocity at 0.6 depth. Using the mid-section method, calculate the discharge in stream. Distance from the right bank Depth 0 2 4 6 9 12 15 18 20 22 23 24 0 0.5 1.10 1.95 2.25 1.85 1.75 1.65 1.50 1.25 0.75 0 No. of revolutions 0 80 83 131 139 121 114 109 92 85 70 0 Time (Sec) 0 180 120 120 120 120 120 120 120 120 150 0
The following data were collected during a stream-gauging operation. A current meter with equation (V-0.32N + 0.032) m/s was used to measure to measure velocity at 0.6 depth. Calculate the disch arge in the stream using mid-section method. Distance from right bank (m) Depth (m) Number ofO révolution Time (s) 2. 12 15 18 20 22 23 24 0.5 1.1 1.95 2.25 1.85 175 1.65 150 2575 80 83 131 139 121 114 109 180 120 120 120 120 120 120
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The difference of levels between two points A and B is determined by using a tacheometer. The instrument was setup at another point Cand following observations were taken: [Assume staff to be held verticle during measurements] Staff at A Vertical angle Stadia Reading (in m) A -6°30' 3.50, 2.815, 2.130 B -8°30 1.87, 0.99, 0.110 Assume additive constant, C = 0.50 and multiplying constant, k = 50.0. Find the difference of level between A and B.
Question 1: Determine the hydrograph at the downstream section if a storm produced the hydrograph at the upstream section is provided (see table below). The Muskingum constants are 0.15 for the reach. Also, plot the inflow and outflow hydrograph. K= 8 hours and x = || Time Inflow (hr) (cfs) 6. 150 12 180 18 300 24 750 30 850 36 550 42 400 48 300 54 200 60 150 66 100 72 80 78 50
8:03 Today Edit 8:01 AM Problem 2: including flood forecasting and reservoir designing. Unless electronic sounding devices are available to obtain continuous profiles of the channel bottom, the engineer must rely on discrete depth measurements to compute for the Area. An example of a typical stream cross section is shown in the figure below. The data points represent locations where a boat was anchored and depth readings were taken. Use Simpson's 1/3 rule (let n = 10) to estimate the cross sectional area from this data. Stream cross-sectional areas (A) are required for a number of tasks in water resources engineering, „ Water surface Distance from left bank m
Two pegs A and B were fixed on opposite banks of a 50 m wide river. The level was set up at A and the staff readings on Pegs A and B were observed as 1.350 m and 1.550 m, respectively. Thereafter, the instrument was shifted and set up at B. The staff readings on Pegs B and A were observed as 0.750 m and 0.550 m, respectively. If the R.L. of Peg A is 100.200 m, the R.L. of Peg B (in m) is