Fundamentals of Geotechnical Engineering (MindTap Course List)
5th Edition
ISBN: 9781305635180
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 8, Problem 8.19P
Refer to Figure 8.13. The magnitude of the line load q is 45 kN/m. Calculate and plot the variation of the vertical stress increase, Δσ between the limits of x = −10 m and x = +10 m, given z = 4 m.
FIG. 8.13 Line load over the surface of a semiinfinite soil mass
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Refer to the figure below.
Given:
q1 = 100kN/m, q2 = 200 kN/m
X1 = 3m, x2 = 3m, z = 3m
Determine the vertical stress increase at point A. (11.46)
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A
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Chapter 8 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
Ch. 8 - Prob. 8.1PCh. 8 - Prob. 8.2PCh. 8 - Prob. 8.3PCh. 8 - Prob. 8.4PCh. 8 - Prob. 8.5PCh. 8 - Prob. 8.6PCh. 8 - Prob. 8.7PCh. 8 - Prob. 8.8PCh. 8 - Prob. 8.9PCh. 8 - The soil profile at a site consists of 10 m of...
Ch. 8 - Prob. 8.11PCh. 8 - Prob. 8.12PCh. 8 - Prob. 8.13PCh. 8 - Prob. 8.14PCh. 8 - A sand has Gs = 2.66. Calculate the hydraulic...Ch. 8 - Prob. 8.16PCh. 8 - A point load of 1000 kN is applied at the ground...Ch. 8 - Point loads of magnitude 9, 18, and 27 kN act at...Ch. 8 - Refer to Figure 8.13. The magnitude of the line...Ch. 8 - Refer to Figure 8.24. Determine the vertical...Ch. 8 - Consider a circularly loaded flexible area on the...Ch. 8 - A flexible circular footing of radius R carries a...Ch. 8 - The plan of a flexible rectangular loaded area is...Ch. 8 - Refer to Figure 8.26. The circular flexible area...Ch. 8 - Refer to Figure 8.27. The flexible area is...Ch. 8 - Prob. 8.26CTPCh. 8 - Prob. 8.27CTP
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- Refer to Figure 8.24. Determine the vertical stress increase, , at point A with the following values: q1 = 100 kN/m x1 = 3 m z = 2 m q2 = 200 kN/m x2 = 2 m FIG. 8.24 Stress at a point due to two line loadsarrow_forwardRepeat Problem 10.12 for q = 700 kN/m2, B = 8 m, and z = 4 m. In this case, point A is located below the centerline under the strip load. 10.12 Refer to Figure 10.43. A strip load of q = 1450 lb/ft2 is applied over a width with B = 48 ft. Determine the increase in vertical stress at point A located z = 21 ft below the surface. Given x = 28.8 ft. Figure 10.43arrow_forwardUse Eq. (6.14) to determine the stress increase () at z = 10 ft below the center of the area described in Problem 6.5. 6.5 Refer to Figure 6.6, which shows a flexible rectangular area. Given: B1 = 4 ft, B2 = 6 ft, L1, = 8 ft, and L2 = 10 ft. If the area is subjected to a uniform load of 3000 lb/ft2, determine the stress increase at a depth of 10 ft located immediately below point O. Figure 6.6 Stress below any point of a loaded flexible rectangular areaarrow_forward
- Fig 8 shows an embankment load for a silty clay soil layer. Determine the vertical stress increase at points A, B, and C.arrow_forwardThe soil profile shown consists of dry sand (4-m thick) which overlies a layer of clay (3-m thick). Ground water table is located at the interface of the sand and clay. a. If the water table rises to the top of the ground surface, what is the change in the effective stress (in kPa) at the bottom of the clay layer? Round off to two decimal places. (ANSWER: 26.336) b. Compute the effective stress at the bottom of the clay layer in kPa. Round off to three decimal places (ANSWER: 97.686) c. How many meters must the ground water table rise to decrease the effective stress by 14 kPa, at the bottom of the clay layer? Round off to two decimal places (ANSWER: 2.13)arrow_forward3 1. (a) An element of soil is subjected to the two-dimensional stresses shown in Figure Q1. 0, = 150 =-30 = 30 60° o, = 75 (All in kPa) Figure Q1 (1) Determine the normal and shear stresses on the P and Q planes which are orthogonal (ii) Determine the magnitudes and directions of the major and minor principal stresse (b) An undrained direct shear test with a hanger mass of 32 kg was performed on a sample of saturated clay. The plan dimensions of the shear box were 60 x 60 mm. The undrained shear strength of the clay is known to be Cu = 60 kPa. The critical state friction angle of the clay is known to be d'ern = 22°. What pore water pressure (u) in kPa, would the sample experience at the ultimate state? (c) Given that the pore pressure calculated from part (b) was negative, explain what this implies about the volume change that would have occurred to the sample (dilative or contractive) if the test was done under drained conditions.arrow_forward
- 1- A soil profile consisting of three layers is shown in Figure below. 1. Calculate the values of o, u, and o' at points A, B, C, and D. In each case, plot the variations of o, u, and o' with depth. 2. What is the change in effective stress at point C if: the water table drops by 2 ft? а. b. the water table rises to the surface up to point A? Layer Thickness Soil Parameter no. 1 H1= 3 ft YF110 lb/ft³ 2 H2= 5 ft Ysar-120 lb/ft³ H3= 2.5 ft Ysar-118 lb/ft³ H1 Layer 1 В Groundwater table H, Layer 2 Ha Layer 3 O Dry sand Sand Clay Rock 3.arrow_forwardFrom the given soil formation of the soil with the following properties is shown in the figure. (see picture below) Compute the total stress at the mid-layer of the clay. (Answer: ) Compute the effective stress at the mid layer of the clay. If a load of 1800 kN is acting on the footing 2m x 2m is placed on the ground, find the stress increase at the mid layer of the clay assuming a stress distribution of 1 horizontal to 2 vertical. *unit weight of dry sand = 14.72 kN/m3*arrow_forwardExample 2 Consider a case in which a 2000 kg point load is applied on the surface of a soil layer with modulus of 51.71 Mpa and Poisson's ratio of 0.45. Consider the conditions that are applicable for the use of Boussinesq's formulae. Determine the vertical and radial stress and vertical deformation at a depth of 15.24 cm and radial distance of 7.62 cm.arrow_forward
- Do not give answer in image and hand writingarrow_forward1. The following figure shows the stress-displacement results of four direct shear tests under different vertical stresses. 70 60 o'v=10 psi 50 - o'v=20 psi 40 Δσ'ν-40 psi o'v=80 psi 30 20 10 0.05 0.1 0.15 0.2 0.25 0.3 shear displ. [in] Based on the results above, develop the Mohr-Coulomb failure envelope. Indicate the cohesion (c') and calculate the drained friction angle (o'). shear stress [psi]arrow_forwardEXAMPLE 10.16 Consider a uniformly loaded flexible circular area on the ground surface, as shown in Fig. 10.31. Given: R = 3 m and uniform load q = 100 kN/m². Calculate and plot the increase in vertical stress at depths of 1.5, 3, 4.5, 6, and 12 m below the ground surface for points at (a) r = 0 and (b) r = 4.5 m. ▪ ▪ R=3 m B = 6 m ■ q = 100 kN/m² ▪ r = 4.5, x/B = 0.75 Depth/B, z/B ■ 1.5 m: 0.25 ▪ 3.0 m: 0.5 ■ 4.5 m: 0.75 ▪ 6.0 m: 1 12 m: 2 ▪ ▪ I 1.5 m: 0.07 3.0 m: 0.1 4.5 m: 0.13 ▪ 6.0 m: 0.12 ▪ 12 m: 0.06 ▪ ▪ 1.0 H 0.5 Diameter = B 0.5 2.0 z/B 0.9 0.8 0.7 0.6 b.s Copyright © 2011 Pearson Education, inc publishing P H 0.5 10 = 1.0 xg/Barrow_forward
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Stress Distribution in Soils GATE 2019 Civil | Boussinesq, Westergaard Theory; Author: Gradeup- GATE, ESE, PSUs Exam Preparation;https://www.youtube.com/watch?v=6e7yIx2VxI0;License: Standard YouTube License, CC-BY