Structural Analysis, Si Edition
5th Edition
ISBN: 9781285051505
Author: Aslam Kassimali
Publisher: Cengage Learning
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Chapter 6, Problem 17P
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Calculate internal moments at D and E for beam CDE showing all working. Assume the support at A is a roller and B is a pin. There are fixed connected joints at D and E. Assume P equals 9.6 and w equals 0.36
Determine the heel and toe stresses and the factor of safeties for sliding and
overturning for the gravity dam section shown in the figure below for the following
loading conditions:
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-
-
-
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Horizontal earthquake (Kh) = 0.1
Normal uplift pressure with gallery drain working
Silt deposit up to 30 m height
No wave pressure and no ice pressure
Unit weight of concrete = 2.4 Ton/m³ and unit weight of silty water = 1.4 Ton/m³
- Submerged weight of silt = 0.9 Ton/m³
-
Coefficient of friction = 0.65 and angle of repose = 25°
Solve this question with the presence of gallery and without gallery., discuss
the issue in both cases....
144 m
4m
8m
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Wi
8m
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120m
Studies have shown that the traffic flow on a two-lane road adjacent to a school can be described by the Greenshields model. A length of 0.5 mi adjacent to a school is described as a school zone (see the figure) and operates for a period of 30 min just before the start of school and just after the close of school. The posted speed limit for the school zone during its operation is 15 mi/h. Data collected at the site
when the school zone is not in operation show that the jam density and mean free speed for each lane are 136 veh/mi and 63 mi/h. If the demand flow on the highway at the times of operation of the school zone is 90% of the capacity of the highway, determine the following.
0.5 mile
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(a) the velocity of the shock wave created by the operation of the school zone (Enter the velocity of the backward forming shock wave in mi/h. Indicate the direction with the sign of your answer.)
mi/h
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Chapter 6 Solutions
Structural Analysis, Si Edition
Ch. 6 - Prob. 1PCh. 6 - Prob. 2PCh. 6 - Prob. 3PCh. 6 - Prob. 4PCh. 6 - Prob. 5PCh. 6 - Prob. 6PCh. 6 - Prob. 7PCh. 6 - Prob. 8PCh. 6 - Prob. 9PCh. 6 - Prob. 10P
Ch. 6 - Prob. 11PCh. 6 - Prob. 12PCh. 6 - Prob. 13PCh. 6 - Prob. 14PCh. 6 - Prob. 15PCh. 6 - Prob. 16PCh. 6 - Prob. 17PCh. 6 - Prob. 18PCh. 6 - Prob. 19PCh. 6 - Prob. 20PCh. 6 - Prob. 21PCh. 6 - Prob. 22PCh. 6 - Prob. 23PCh. 6 - Prob. 24PCh. 6 - Prob. 25PCh. 6 - Prob. 26PCh. 6 - Prob. 27PCh. 6 - Prob. 28PCh. 6 - Prob. 29PCh. 6 - Prob. 30PCh. 6 - Prob. 31PCh. 6 - Prob. 32PCh. 6 - Prob. 33PCh. 6 - Prob. 34PCh. 6 - Prob. 35PCh. 6 - Prob. 36PCh. 6 - Prob. 37PCh. 6 - Prob. 38PCh. 6 - Prob. 39PCh. 6 - Prob. 40PCh. 6 - Prob. 41PCh. 6 - Prob. 42PCh. 6 - Prob. 43PCh. 6 - Prob. 44PCh. 6 - Prob. 45PCh. 6 - Prob. 46PCh. 6 - Prob. 47PCh. 6 - Prob. 48PCh. 6 - Prob. 49PCh. 6 - Prob. 50PCh. 6 - Prob. 51PCh. 6 - Prob. 52PCh. 6 - Prob. 53PCh. 6 - Prob. 54PCh. 6 - Prob. 55PCh. 6 - Prob. 56PCh. 6 - Prob. 57PCh. 6 - Prob. 58PCh. 6 - Prob. 59PCh. 6 - Prob. 60P
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