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 16.4P
In Problem 16.3, if there was a surcharge of 20 kN/m2 at the ground level, what would be the total horizontal normal stresses at A and B? Use the results from Problem 16.3.
16.3 The soil profile at a site is shown Figure P16.3. Find the total horizontal normal stresses at A and B, assuming at-rest conditions.
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In a drained triaxial compression test, a saturated specimen of cohesionless sand fails at a deviator stress of 450 kN/m2 when the cell pressure was 135 kN/m2. Find the effective angle of shearing resistance of sand. show Free body Diagram.
a.48 deg 15 min
b.26 deg 30 min
c.38 deg 30 min
d.64 deg 15 min
Quiz 4/
Q1/ For the following soil profile as shown below, estimate the effective vertical
stress at points A, B, C, D, and draw the stresses distribution with soil
depth.
Clayey sand, y=17.5 kN/m³
Clay soil, ysat = 21 kN/m³
Capillary rise
1.0 m
1.5 m
WS
2.0 m
Sand ysat = 19 kN/m³
Silty sand ysat = 18 kN/m³
1.5 m
In a drained triaxial compression test, a saturated specimen of cohesionless sand fails at a deviator stress of 450 kN/m2 when the cell pressure was 135 kN/m2. Find the effective angle of shearing resistance of sand.
a. 64 deg 15 min b. 26 deg 30 min c. 38 deg 30 min d. 48 deg 15 min
Chapter 16 Solutions
Principles of Foundation Engineering (MindTap Course List)
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- Redo Problem 6.12 using Figure 6.15. 6.12 Refer to Problem 6.1. Using Eqs. (6.3) and (6.29), estimate the average stress increase (av) below the center of the loaded area between depths of 3 m and 6 m. 6.1 A flexible circular area is subjected to a uniformly distributed load of 150 kN/m2 (Figure 6.2). The diameter of the load area is 2 m. Determine the stress increase in a soil mass at points located 3 m below the loaded area at r = 0, 0.4 m, 0.8 m, and 1 m. Use Boussinesqs solution. Figure 6.2 Increase in pressure under a uniformly loaded flexible circular areaarrow_forwardIn a drained triaxial compression test, a saturated specimen of cohesionless sand fails at a deviator stress of 450 kN/m2 when the cell pressure was 135 kN/m2. Find the effective angle of shearing resistance of sand. a.26 deg 30 min b.48 deg 15 min c.64 deg 15 min d.38 deg 30 min With Free Body Diagramarrow_forwardFor the soil profile shown in Figure 3. Find the value of the vertical stress change at point A. when the water level increases from level b-b to level c-c. fig. (3) REY Sand 84:18-14 KN/² _W_C% = 11.0% XK 3-0m *c sat=21-35 16/17 sand b. clay 18544-20-35-3.0m A Rock 3.0m barrow_forward
- A clayey soil has a drained angle of friction of 28° and cohesion of 30 kPa. In the triaxial test of the same sample, the maximum shearing stress is 70 kPa.1. Compute the all around pressure for failure to occur. a. 25.62 kPab. 28.62 kPac. 20.51 kPad. 22.68 kPa2. Calculate the normal stress at maximum shear. a. 86.51 kPab. 96.52 kPac. 46..51kPad. 92.68 kPa3. Determine the major principal stress at failure. a. 186.41 kPab. 136.52 kPac. 158.70 kPad. 162.68 kPaarrow_forward3. 7.12 Plot the distribution of total stress, effective stress, and pore- water pressure with depth for the soil profile shown in Figure PZ.12. Neglect capillary action and pore air pressure. 4.5 m e, = 0.7, S= 0.85 SWL 5 m w = 28% %3D FIGURE P7.12 7.13 If the groundwater in problem 7.12 were (a) to rise to the surface, (b) to rise 2 m above the surface, and (c) to rap- idly decrease from 2 m above the surface to 1 m below its present level, determine and plot the distributions of vertical effective and total stresses and porewater pres- sure with depth.arrow_forwardA soil profile is shown in Figure Q3(b)(i). The groundwater level is located on the ground surface. The sand layer is under artesian pressure where the excess pore water pressure is 40 kN/m^2. (i) Calculate the total vertical stress, pore water pressure and effective vertical stress at the base of each layer. (ii)Determine the increment of the effective stress at the base of sand layer if the 1.5m height fill will be imposed on the ground surface. Note that, the density of the fill material is 1750 kg/m^3. (iii) The excavation will be made in the clay layer for the basement construction. Evaluate the stability of the soil from boiling or quick condition. The depth of the excavation is shown in Figure Q3(b)(ii). (iv)Propose the maximum depth of cut that can be made to avoid boiling or quick condition.arrow_forward
- 3.25 In a site consisting entirely of clays, an electric friction cone penetrometer measures the cone resistance q, at a depth of 8.0 m as 0.75 MN/m2. The water table is at 3.0 m below the ground level. The unit weights of the clay above and below the water table are 16.5 kN/m3 and 19.0 kN/m2, respectively. Estimate the undrained shear strength, preconsolidation pressure, and overconsolidation ratio at this depth.arrow_forwardQ.4) Determine and plot the variations of total and vertical stresses and pore water pressure with depth for the soil profile shown in Fig. 2. A E 0.0 G.SL Gravelly Sand Y=17.8 kN/m3 E - 4.0 m W.TL Y= 18.5 kN/m3 E - 6.0 m Sand YF 19.5 kN/m3 E - 10.0 m ....... Sandy Gravel A19.0kN m E - 15.0 m Fig. 2arrow_forwardA circular area having a radius of 3 m carries a uniformly distributed of 90 kPa is applied to the ground. Compute the total vertical stress in kN/m^2 increment due to this uniform load if the unit weight of soil is 18.40 kN/m^3 at point 6 m below the center of the circular area. a. 27.26 b. 137.66 c. 129.02 d. 135.17arrow_forward
- 4. For clay specimens, drained direct shear tests were conducted and the following data were obtained. Determine the drained angle of internal friction o' and the cohesion component c' of the clay. Applied Normal Stress, kPa Measured Peak Shear Stress, kPa 66.2 100 87.2 105.1 200 300 116.4 400arrow_forward7.9 A specimen of soil was collected from a depth of 12 m in a deposit of clay. The ground water table coincides with the ground surface. For the soil, LL= 68, PL = 29, and Ysat = 17.8 kN/m'. Estimate the undrained shear strength S of this clay for the following cases. (a) If the clay is normally consolidated. (b) If the preconsolidation pressure is 191kN/m².arrow_forwardIn a drained triaxial compression test conducted on dry sand, failure occurred when the deviator stress was 238kN/m² at a confining pressure of 69kN/m². What is the effective angle of shearing resistance and the inclination of failure plane to major principal plane?arrow_forward
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