Principles of Foundation Engineering (MindTap Course List)
9th Edition
ISBN: 9781337705028
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 16, Problem 16.20P
To determine
Check passive earth pressure coefficient using Equation 16.70 and 16.72 or Table 16.9 and 16.10.
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(a) Calculate and draw the active earth pressure distribution acting on the smooth wall shown in Figure 4. The water
table is at the interface of the soil layers;
2 m
4 m
Sand 1: c= 0, += 30°
7 = 16 kN/m³
Sand 2: c= 0, += 38°
Figure 4
sat = 21 kN/mm³
Please help
Q:: For the figure below and by using Khosla's Theory.
1. Find the corrected percentage of pressure at points A and B.
2. Does the floor thickness at points A and B is safe against the uplift pressure?
16 m
14 m
+-1m
12 m
5m
4m
18m
5m
22m
Chapter 16 Solutions
Principles of Foundation Engineering (MindTap Course List)
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- GEO NO. 5 SOLVE AND SHOW THE COMPLETE SOLUTION.arrow_forwardRefer to the Coulumb Active Earth Pressure. Given alpha = 10 degree; Beta=85 degrees;H - 4m;unit weight of soil = 15 kN/m^3; soil friction angle = 30 degree; and sigma=15 degrees. Estimate the active force, Pa, per unit length of the wall. Also, state the direction and location of the resultant force, Pa.arrow_forwardGiven data: Depth of Clay layer =4Depth of Sand layer=2unit weight of clay kN/m3=23unit weight of sand kN/m3 =21Ø in both layers=30C´= 0arrow_forward
- bbarrow_forwardA smooth vertical retaining wall supporting layered soils is shown in figure. According to Rankine's earth pressure theory, the lateral active earth pressure acting at the base of the wall is _kPa (round off to one decimal place). Surcharge load, q = 20 kPa Smooth vertical retaining wall 3m 4m Layer 1: Bulk unit weight = 18 kN/m³ Angle of internal friction = 32° Cohesion = 0 kPa Layer 2: Bulk unit weight = 19 kN/m³ Angle of internal friction = 25° Cohesion = 20 kPa Base of the wallarrow_forwardPlot the distribution of total stress, effective stress, and pore- water pressure with depth for the soil profile shown in Figure PZ12. Neglect capillary action and pore air pressure. 4.5 m le=0.7, S= 0.85 5 m w 28% FIGURE P7.12arrow_forward
- It was found that the backfill against a retaining wall (6 meters in height as shown in Figure 3) has specify weight y= 16 kN/m³ when its water content w= 5 %, S = 0.12, its internal friction angle was measured as 30° (take G,= 2.7 and xw = 10 kN/m³). a. Predict distribution of lateral stress on this retaining wall along its depth in its “at rest" state, and its resultant force. b. Rain leads the backfill water content increase to 10% in its upper half, and saturated in its lower half, find and plot its lateral stress and pore pressures along its depth in an active state.arrow_forwardQuestion 3: A 4.5 m high wall with groundwater 1.5 m below from the top behind the wall has sandy backfill as shown. The bridge structure in front of the wall (which is not shown on the figure) prevents wall from movements. Calculate: a) the lateral force behind the wall exerted on the wall. b) the distance from the base of the wall to the center of this force. Bridge. 4.5 m 1.5 m y = 17 kN/m³ Ysat = 19 kN/m3 Sand c'= 0 $' = 37°arrow_forwardConsider a retaining wall supporting a fill-soil as shown in the figure. The wall is moving from right to left. q=15kN.m2 0.5m Yconcrete=24kN.m Y1=16KN.m 01=32° Cz=0 3.5m P1 n=16KN.m P2 01=32° 0.5m C==0 [0.5m. 1m 1m 1m (a) Compute the active force P, and on the wall and its location. (b) Compute the passive force P2 on the wall. (c) Analyze the factor of safety against sliding.arrow_forward
- Subject: Soil Mechanicsarrow_forwardGEO NO. 6 SOLVE AND SHOW THE COMPLETE SOLUTION.arrow_forwardA sandy soil has a drained angle of friction of 32°. The deviation stress at failure is 400 kPa. 13. Compute the angle that the failure plane makes with the major principal plane. a. 63° b. 64° c. 61° d. 60° 14. Compute the chamber confining pressure in kPa. a. 174.61 b. 177.42 c. 103.40 d. 170.50 15. Compute the shear stress in kPa at the point of the failure plane. a. 127.21 b. 339.22 c. 201.60 d. 169.61arrow_forward
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